project manual volume ii - youngstown, ohio · pages volume i – project manual ... 1 - 2 33 34 00...

PROJECT MANUAL

VOLUME II – GEOTECHNICAL REPORT & DIVISIONS 01 THRU 33

84 INCH INTERCEPTOR SEWER REPLACEMENT

CITY OF YOUNGSTOWN

CITY ADMINISTRATION

JOHN A. McNALLY ------------------------------------------------------------------------------------------ MAYOR MARTIN HUME ---------------------------------------------------------------------------------- LAW DIRECTOR DAVID BOZANICH -------------------------------------------------------------------- DIRECTOR OF FINANCE CHARLES SHASHO --------------------------------------------- DEPUTY DIRECTOR OF PUBLIC WORKS THOMAS S. MIRANTE ------------------------------------------------- WASTEWATER SUPERINTENDENT

YOUNGSTOWN CITY COUNCIL

CHARLES SAMMARONE ---------------------------------------------------------- PRESIDENT OF COUNCIL JULIUS T. OLIVER ------------------------------------------------------------ 1ST WARD COUNCIL MEMBER T.J. RODGERS ------------------------------------------------------------------ 2ND WARD COUNCIL MEMBER L. NATHANIEL PINKARD -------------------------------------------------- 3RD WARD COUNCIL MEMBERMIKE RAY ---------------------------------------------------------------------- 4TH WARD COUNCIL MEMBERLAUREN McNALLY ---------------------------------------------------------- 5TH WARD COUNCIL MEMBERANITA DAVIS ------------------------------------------------------------------ 6TH WARD COUNCIL MEMBERBASIA ADAMCZAK ---------------------------------------------------------- 7TH WARD COUNCIL MEMBER

PREPARED BY: ms consultants, inc.

333 East Federal Street Youngstown, OH 44503 ms Project No. 61-04D33

NOVEMBER, 2017

FOR INFORMATIO

N USE O

NLY

NOT FOR BID

DING

CITY OF Y

OUNGSTOWN

04D33- 84” Interceptor Sewer Replacement Table of Contents City of Youngstown 00 01 10-1

SECTION 00 01 10

TABLE OF CONTENTS

Pages

VOLUME I – PROJECT MANUAL

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

INTRODUCTORY INFORMATION

00 01 07 Seals & Signatures ----------------------------------------------------------------------------------- 1

00 01 10 Table of Contents -------------------------------------------------------------------------------- 1 – 3

PROCUREMENT REQUIREMENTS

00 11 13 Advertisement for Bid --------------------------------------------------------------------------- 1 - 2

00 21 13 Instructions to Bidders (EJCDC C-200) ----------------------------------------------------- 1 – 15

00 31 32 Subsurface Conditions --------------------------------------------------------------------------- 1 - 1

00 41 43 Bid Form (EJCDC C-410) ---------------------------------------------------------------------- 1 - 6

00 43 13 Bid Guaranty / Contract Bond ------------------------------------------------------------------ 1 - 2

Certified Check ----------------------------------------------------------------------------------- 1 - 1

Consent of Surety -------------------------------------------------------------------------------- 1 - 1

00 45 13 Bidder’s Qualification Questionnaire (EJCDC C-451) ----------------------------------- 1 - 15

00 45 19 Non-Collusion Affidavit of Prime Bidder --------------------------------------------------- 1 – 2

00 45 36 Equal Employment Opportunity Certificate -------------------------------------------------- 1 - 2

00 45 46 Government Certifications ---------------------------------------------------------------------- 1 - 1

00 45 49 Certificate of Debarment ----------------------------------------------------------------------- 1 – 2

00 45 50 American Iron & Steel Acknowledgement --------------------------------------------------- 1 - 1

00 45 52 DBE Requirements ----------------------------------------------------------------------------- 1 - 16

CONTRACTING REQUIREMENTS

00 51 00 Notice of Award (EJCDC C-510) -------------------------------------------------------------- 1 - 1

00 52 13 Agreement between Owner & Contractor for Construction (EJCDC C-510) ---------- 1 - 12

00 52 44 Hold Harmless Agreement ---------------------------------------------------------------------- 1 - 1

00 55 00 Notice To Proceed (EJCDC C-550) ----------------------------------------------------------- 1 - 1

00 61 13.13 Performance Bond (EJCDC C-610) ----------------------------------------------------------- 1 - 3

00 61 13.16 Payment Bond (EJCDC C-615) ---------------------------------------------------------------- 1 - 3

00 61 19 Maintenance Bond ------------------------------------------------------------------------------- 1 - 2

00 62 17 Tax Affidavit #1 ---------------------------------------------------------------------------------- 1 - 1

00 62 18 Tax Affidavit #2 ---------------------------------------------------------------------------------- 1 - 1


00 62 20 Notice of Commencement ---------------------------------------------------------------------- 1 - 2

00 62 76 Contractor’s Application for Payment (EJCDC C-620) ------------------------------------ 1 - 3

00 63 63 Change Order Form ------------------------------------------------------------------------------ 1 - 2

00 65 16 Certificate of Substantial Completion (EJCDC C-625) ------------------------------------- 1 - 1

00 65 19 Conclusion Affidavit ----------------------------------------------------------------------------- 1 - 1

00 72 00 General Conditions (EJCDC C-700) --------------------------------------------------------- 1 - 61

00 73 00 Supplementary Conditions -------------------------------------------------------------------- 1 - 12

00 73 33 Non-Segregated Facilities ----------------------------------------------------------------------- 1 - 1

00 73 34 Non-Discrimination in Employment ----------------------------------------------------------- 1 - 1

00 73 46 Davis Bacon Wage Rates ----------------------------------------------------------------------- 1 – 1

00 73 46 Statement of Compliance ------------------------------------------------------------------------ 1 - 1

00 73 46 Affidavit of Compliance – Prevailing Wages ------------------------------------------------ 1 - 1

VOLUME II – GEOTECHNICAL REPORT AND DIVISIONS 1 THROUGH DIVISION 33

00 31 32 Geotechnical Report ------------------------------------------------------------------------- 1 – 154

DIVISION 01 – GENERAL REQUIREMENTS

01 10 00 Summary of Work ------------------------------------------------------------------------------- 1 – 4

01 20 00 Price & Payment Procedures -------------------------------------------------------------------- 1 - 4

01 22 00 Measurement and Payment ------------------------------------------------------------------- 1 - 12

01 30 00 Administrative Requirements ------------------------------------------------------------------- 1 - 3

01 32 16 Construction Progress Schedules --------------------------------------------------------------- 1 - 3

01 33 00 Submittal Procedures ---------------------------------------------------------------------------- 1 - 5

01 40 00 Quality Requirements ---------------------------------------------------------------------------- 1 - 4

01 50 00 Temporary Facilities & Controls -------------------------------------------------------------- 1 – 3

01 55 00 Haul Roads ---------------------------------------------------------------------------------------- 1 - 2

01 57 19 Temporary Environmental Controls ---------------------------------------------------------- 1 – 2

01 57 23 Construction Storm Water Pollution Control ----------------------------------------------- 1 – 10

01 58 13 Temporary Project Signage --------------------------------------------------------------------- 1 - 2

01 60 00 Product Requirements --------------------------------------------------------------------------- 1 - 3

01 62 44 Mobilization / Demobilization ------------------------------------------------------------------ 1 - 1

01 70 00 Execution & Closeout Requirements ---------------------------------------------------------- 1 - 6


01 71 16 Protection of Existing Utilities ----------------------------------------------------------------- 1 - 1

01 71 23 Field Engineering -------------------------------------------------------------------------------- 1 – 2

FACILITY CONSTRUCTION SUBGROUP

DIVISIONS 02 – EXISTING CONDITIONS

02 40 01 Demolition --------------------------------------------------------------------------------------- 1 – 4

02 40 08 Abandonment of Sewer and Manholes ------------------------------------------------------- 1 – 3

02 40 15 Remove and Dispose Petroleum Contaminated Soil --------------------------------------- 1 – 3

02 82 13.33 Asbestos Containing Materials ----------------------------------------------------------------- 1 -3

DIVISION 03 - CONCRETE

03 10 00 Concrete Forming & Accessories ------------------------------------------------------------- 1 – 5

03 20 00 Concrete Reinforcing Steel -------------------------------------------------------------------- 1 – 3

03 30 00 Cast In Place Concrete -------------------------------------------------------------------------- 1 – 9

03 39 00 Concrete Curing --------------------------------------------------------------------------------- 1 – 2

DIVISIONS 04 THROUGH 09 – NOT USED


FACILITY SERVICES SUBGROUP


SITE AND INFRASTRUCTURE SUBGROUP

DIVISIONS 30 - NOT USED

DIVISION 31 – EARTHWORK

31 11 00 Clearing and Grubbing -------------------------------------------------------------------------- 1 - 2

31 23 19 Dewatering --------------------------------------------------------------------------------------- 1 – 5

31 23 33 Trenching and Backfilling --------------------------------------------------------------------- 1 – 6

31 23 39 Structural Backfill ------------------------------------------------------------------------------- 1 – 1

31 23 42 Rock Removal ----------------------------------------------------------------------------------- 1 – 2

31 23 43 Existing Concrete Foundation Removal ----------------------------------------------------- 1 – 2

31 40 00 Sheeting and Shoring --------------------------------------------------------------------------- 1 – 3


DIVISION 32 – EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Courses ------------------------------------------------------------------------ 1 – 2

32 12 16 Asphalt Concrete Paving ----------------------------------------------------------------------- 1 – 4

32 17 23 Pavement Markings ----------------------------------------------------------------------------- 1 – 6

32 95 15 4” Compacted Top Soil Furnished and Placed ---------------------------------------------- 1 – 1

32 92 19 Seeding and Mulching -------------------------------------------------------------------------- 1 – 4

DIVISION 33 – UTILITIES

33 31 20 Sanitary Sewerage System -------------------------------------------------------------------- 1 – 12

33 31 30 Tee-Base Fiberglass-Reinforced Manholes -------------------------------------------------- 1 – 7

33 32 00 Wastewater Pumping Station ------------------------------------------------------------------ 1 – 6

33 32 22 Flow Maintenance and Bypass Pumping ------------------------------------------------------ 1 - 2

33 34 00 Sanitary Utility Sewerage Force Mains ------------------------------------------------------ 1 – 7

33 45 00 Storm Drainage Utilities ------------------------------------------------------------------------ 1 – 3

33 50 00 Maintaining Traffic ----------------------------------------------------------------------------- 1 – 3


PROCESS EQUIPMENT SUBGROUP


END OF SECTION

04C99 LTCP Phase I Part I – WWTP Elec. Improvements Geotechnical Report Title Sheet City of Youngstown 00 31 32 - i

SECTION 00 31 32

GEOTECHNICAL REPORT

Prepared By:

Intertek PSI

BORING LOGS

1

2

3

4

5

6

7

8

17

7

16

17

17

16

18

18

18-15-21N60=48

13-14-11N60=33

2-2-3N60=7

3-4-3N60=9

1-1-1N60=3

1-1-2N60=4

1/12"-1N60=1

1/12"-1N60=1

4" Limestone (FILL) (A-1-a)Dense, moist, brown/black/gray, Sand withGravel, some slag, some cinders (FILL) (A-1-a)

Medium Dense, moist, brown/red, BrickFragments with Sand (FILL) (A-1-a)

Loose, moist to wet, brown/black, Sand withGravel, some slag (FILL) (A-1-a)

Soft, wet to saturated, brown, Silt, trace organics(ML) (A-4b)

Very Loose, wet, brown, Silty Sand (SM) (A-4a)

End of Boring @ 25'

Water Encountered @ 18.5'

BASE

FILL

FILL

FILL

ML

SM

11

12

21

13

32

26

22

18

LL = 22PL = 19

Non-Plastic

PROJECT NO.: 01392483-2PROJECT: Sewer Project

Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %

MoistureMATERIAL DESCRIPTION

STANDARD PENETRATIONTEST DATA

N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:

LOCATION: Youngstown, Ohio

feet

18.5 feet

Wat

er

REMARKS: N60 denotes the normalization to 60% efficiency as described in ASTM D4633.

DRILLER:

Professional Service Industries, Inc.1280 Trumbull AvenueGirard, OH 44420Telephone: (330) 759-0288

SP

T B

low

s pe

r 6-

inch

(S

S)

SAMPLING METHOD: 2-in SS

DATE STARTED: 10/2/17

BENCHMARK: N/A

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: Ridgeway Drilling

STATION: N/A OFFSET: N/A

LOGGED BY:Randy Daub, PECOMPLETION DEPTH 25.0 ft DRILL RIG: D-50 Truck

DRILLING METHOD: Hollow Stem AugerELEVATION: 840.7 ft

REVIEWED BY: Randy Daub, PE

EFFICIENCY 80%HAMMER TYPE: Automatic BORING LOCATION:

0

5

10

15

20

25

DATE COMPLETED: 10/2/17 BORING SB-1

1

2

3

4

5

6

7

8

8

1

0

2

18

17

18

7

7-50/5"

50/6"

6-4-3N60=9

3-2-1N60=4

1-2-2N60=5

3-3-5N60=11

2-2-2N60=5

4-9-12N60=28

Very Loose to Very Dense, moist,brown/black/gray, Sand with Gravel, some slag,some concrete fragments (FILL) (A-1-a)

Firm to Stiff, moist to wet, brown/black, SiltyClay with Sand, trace organics (CL-ML) (A-4b)

Loose to Medium Dense, moist to wet, brown,Silty Gravel with Sand (GM) (A-1-b)

End of Boring @ 25'

Water Encountered @ 22'Water at Completion @ 19'

FILL

CL-ML

GM

12

3

29

21

18

14

LL = 24PL = 20

Non-Plastic


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

835

830

825

820

815

LATITUDE:LONGITUDE:


19 feet

22 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

>>

1

2

3

4

5

6

7

8

17

18

17

16

2

5

127

18

3-12-16-19N60=37

6-6-10N60=21

2-2-3N60=7

4-6-8N60=19

5-1-2N60=4

3-2-1N60=4

3-3-3N60=8

3-3-5N60=11

Very Loose to Medium Dense, moist,brown/black, Sand with Gravel, some slag, traceglass fragments (FILL) (A-1-a)

Loose, wet, brown, Silty Sand (SM) (A-4a)

Loose, wet, brown, Well-Graded Sand with Siltand Gravel (SW-SM) (A-3)

End of Boring @ 25'

Water Encountered @ 15'

FILL

SM

SW-SM

7

13

9

19

9

23

19

Non-Plastic

Non-Plastic


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:


feet

15 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


1

2

3

4

5

6

7

8

18

15

16

17

18

18

18

17

3-5-15-20N60=27

5-26-50/3"N60=101

5-14-7N60=28

2-3-3N60=8

3-4-4N60=11

3-4-6N60=13

3-4-8N60=16

4-5-11N60=21

Medium Dense to Very Dense, moist,brown/black/gray, Sand with Gravel, some slag,some brick fragments (FILL) (A-1-a)

Firm to Stiff, moist to wet, brown/gray, Silty Clay,trace rock fragments (CL-ML) (A-4b)

Medium Dense, wet, brown, Silty Sand, tracerock fragments (SM) (A-4a)

Medium Dense, wet, brown, Well-Graded Sandwith Silt and Gravel (SW-SM) (A-3)

End of Boring @ 25'

Water Encountered @ 22'Water at Completion @ 17.5'

FILL

CL-ML

SM

SW-SM

6

15

13

34

21

24

18

15

LL = 24PL = 19

Non-Plastic


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

835

830

825

820

815

LATITUDE:LONGITUDE:


17.5 feet

22 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

1

2

3

4

5

6

7

8

17

17

18

12

18

17

18

17

3-6-9-10N60=20

3-4-4N60=11

40-42-15N60=76

18-27-50/2"N60=103

1-2-2N60=5

2-4-4N60=11

9-8-9N60=23

8-14-18N60=43

Loose to Very Dense, moist, brown/black/gray,Sand with Gravel, some slag, some concretefragments (FILL) (A-1-a)

Loose, moist to wet, brown, Silty Sand (SM)(A-4a)

Medium Dense, wet, brown, Sand with Gravel(SP) (A-1-b)

Very Stiff, moist, gray, Lean Clay with Sand,trace rock fragments (CL) (A-6a)

End of Boring @ 25'


FILL

SM

SP

CL

4

17

19

12

12

14

13

17

Non-Plastic

LL = 28PL = 16


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:


feet

22 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

>>

1

2

3

4

5

6

7

8

18

17

18

17

18

17

17

18

2-3-3-3N60=8

2-3-2N60=7

3-2-5N60=9

7-3-2N60=7

3-2-5N60=9

3-5-6N60=15

2-2-2N60=5

2-3-4N60=9

Loose, moist to wet, brown/black/gray, Sand withGravel, some slag (FILL) (A-1-a)

Loose, wet, brown, Silt with Sand (ML) (A-4b)

Firm, wet, brown, Lean Clay (CL) (A-4b)

End of Boring @ 25'


FILL

ML

CL

7

13

10

17

22

32

26

33

LL = 24PL = 21

LL = 30PL = 22


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:


feet

24 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


1

2

3

4

5

6

7

8

17

18

0

8

2

18

16

17

3-3-3N60=8

2-3-10N60=17

21-1-1N60=3

1/12"-1N60=1

4-50/1"

12-5-7N60=16

6-5-6N60=15

25-34-34N60=91

3" Asphalt Concrete3" Slag BaseVery Soft to Stiff, moist, brown, Silty Clay, tracerock fragments (FILL) (A-6a)

Drove rock at 6'-7.5' (No Recovery)

Very Loose to Very Dense, moist, brown/black,Sand with Gravel, some slag, trace concrete andbrick fragments (FILL) (A-1-a)

Stiff, moist, brown, Lean Clay, trace rockfragments (CL) (A-7-6)

Medium Dense, moist, brown, Well-GradedSand with Silt and Gravel (SW-SM) (A-3)

Very Dense, moist, brown, Sandy Silt, trace rockfragments (ML) (A-4a)

End of Boring @ 25'

No Free Water

ASPHALTBASE

FILL

FILL

CL

SW-SM

ML

15

15

13

21

24

12

11

LL = 44PL = 24

LL = 19PL = 17


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

850

845

840

835

830

LATITUDE:LONGITUDE:


Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

>>

1

2

3

4

5

6

7

8

19

18

12

4

18

12

17

0

3-6-6-5N60=16

7-11-9N60=27

5-16-33N60=65

50/4"

6-4-5N60=12

3-2-4N60=8

5-9-12N60=28

50/4"

Medium Dense to Very Dense, moist,brown/black, Sand with Gravel, some slag (FILL)(A-1-a)

Loose, moist to wet, brown, Well-Graded Sandwith Silt and Gravel (SW-SM) (A-1-b)

Medium Dense to Very Dense, wet, brown, Siltwith Sand (ML) (A-4b)

End of Boring @ 25'

Water Encountered @ 18'Water at Completion @ 14'

FILL

SW-SM

ML

13

12

12

10

8

18

23

Non-Plastic

LL = 22PL = 19


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

850

845

840

835

830

LATITUDE:LONGITUDE:


14 feet

18 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

>>

>>

1

2

3

4

5

6

7

8

18

17

16

18

17

17

17

11

5-7-14N60=28

4-7-10N60=23

3-1-1N60=3

1-1-1N60=3

2-1-9N60=13

9-4-2N60=8

5-8-9N60=23

21-26-37N60=84

Very Loose to Medium Dense, moist,brown/black/gray, Sand with Gravel, some slag(FILL) (A-1-a)

Stiff, saturated, brown, Silt (ML) (A-6a)

Loose to Very Dense, wet, brown, Silty Gravelwith Sand (GM) (A-1-b)

End of Boring @ 25'

Water Encountered @ 16'Water at Completion @ 16.5'

FILL

ML

GM

9

17

11

19

46

12

13

14

LL = 38PL = 25

Non-Plastic


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:


16.5 feet

16 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

1

2

3

4

5

6

7

8

17

17

16

18

18

17

17

17

5-8-6N60=19

12-9-14N60=31

3-2-2N60=5

2-1-1N60=3

1-2-8N60=13

7-8-7N60=20

9-8-12N60=27

10-18-20N60=51

Very Loose to Medium Dense, moist,brown/black/gray, Sand with Gravel, some slag(FILL) (A-1-a)

Medium Dense, moist, brown, Sandy Silt (ML)(A-4a)

Medium Dense to Dense, moist to wet, brown,Well-Graded Gravel with Silt and Sand(GW-GM) (A-1-a)

End of Boring @ 25'


FILL

ML

GW-GM

8

18

20

28

18

12

12

15

LL = 18PL = 17

Non-Plastic


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

840

835

830

825

820

LATITUDE:LONGITUDE:


feet

19 feet

Wat

er


DRILLER:


SP

T B

low

s pe

r 6-

inch

(S

S)



BENCHMARK: N/A








0

5

10

15

20

25


>>

0

10

20

30

40

50

60

0 20 40 60 80 100

LL

PSI Job No.:Project:Location:

01392483-2Sewer ProjectYoungstown, Ohio

Fines

PLASTICITY

INDEX

CL

13.5

18.5

11.0

18.5

11.0

23.5

18.5

23.5

11.0

18.5

11.0

23.5

18.5

23.5

13.5

23.5

11.0

18.5

11.0

3

NP

1

NP

4

NP

NP

NP

5

NP

NP

12

3

8

20

2

NP

3

13

22

NP

18

NP

24

NP

NP

NP

24

NP

NP

28

24

30

44

19

NP

22

38

PI

CH

CL-ML

Classification (*Visual)

ML

Boring Depth (ft) PL

LIQUID LIMIT

MH

91.1

47.1

56.6

9.1

81.1

21.6

41.7

6.4

89.9

50.2

41.5

71.3

82.8

89.2

93.2

57.8

11.0

84.7

92.0

Silt (ML) (A-4b)

Silty Sand (SM) (A-4a)

Sandy Silt (ML) (A-4a)

Well-Graded Gravel with Silt and Sand (GW-GM) (A-1-a)

Silty Clay with Sand (CL-ML) (A-4b)

Silty Gravel with Sand (GM) (A-1-b)


Well-Graded Sand with Silt and Gravel (SW-SM) (A-3)

Silty Clay (CL-ML) (A-4b)



Lean Clay with Sand (CL) (A-6a)

Silt with Sand (ML) (A-4b)

Lean Clay (CL) (A-4b)

Lean Clay (CL) (A-7-6)


Well-Graded Sand with Silt and Gravel (SW-SM) (A-1-b)


Silt (ML) (A-6a)

SB-1

SB-1

SB-10

SB-10

SB-2

SB-2

SB-3

SB-3

SB-4

SB-4

SB-5

SB-5

SB-6

SB-6

SB-7

SB-7

SB-8

SB-8

SB-9

ATTERBERG LIMIT RESULTS

19

NP

17

NP

20

NP

NP

NP

19

NP

NP

16

21

22

24

17

NP

19

25

Professional Service Industries, Inc.

1280 Trumbull Avenue

Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2

Clay Size < 0.002 mm

Silt (ML) (A-4b)



Well-Graded Gravel with Silt and Sand (GW-GM) (A-1-a)

Silty Clay with Sand (CL-ML) (A-4b)

COBBLES

14

Specimen Identification


PI Cc

D10

41 3/4 100 140

U.S. SIEVE OPENING IN INCHES

3

D60

0.021

0.116

0.088

10.924

0.027

4.75

4.75

4.75

75

4.75

0.006

0.022

0.014

0.896

0.007

0.005

0.084

200

fine

GRAIN SIZE DISTRIBUTION

20 301.5

coarse medium

13.5

18.5

11.0

18.5

11.0

Classification

D100

50

91.1

47.1

56.6

9.1

81.1

19

NP

17

NP

20

3

NP

1

NP

4

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

SB-1

SB-1

SB-10

SB-10

SB-2

LL PL

23.18

129.41

6 810

%Gravel %Sand %Silt %Clay

SB-1

SB-1

SB-10

SB-10

SB-2

0.80

0.87

60

coarse

D30

13.5

18.5

11.0

18.5

11.0

16

22

NP

18

NP

24

8.9

52.9

43.4

37.9

18.9

0.0

0.0

0.0

53.0

0.0

Project:PSI Job No.:Location:

Sewer Project01392483-2Youngstown, Ohio



Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2




Well-Graded Sand with Silt and Gravel (SW-SM) (A-3)

Silty Clay (CL-ML) (A-4b)


COBBLES

14



PI Cc

D10

41 3/4 100 140


3

D60

8.988

0.132

0.559

0.02

0.115

75

4.75

75

4.75

75

0.16

0.031

0.169

0.005

0.02

0.01

0.007

0.085

0.005

200

fine


20 301.5

coarse medium

23.5

18.5

23.5

11.0

18.5

Classification

D100

50

21.6

41.7

6.4

89.9

50.2

NP

NP

NP

19

NP

NP

NP

NP

5

NP

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3


PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

SB-2

SB-3

SB-3

SB-4

SB-4

LL PL

897.65

18.93

6.58

20.92

6 810


SB-2

SB-3

SB-3

SB-4

SB-4

0.29

1.06

0.60

0.65

60

coarse

D30

23.5

18.5

23.5

11.0

18.5

16

NP

NP

NP

24

NP

36.1

58.3

71.6

10.1

44.4

42.3

0.0

22.0

0.0

5.4





Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2



Lean Clay with Sand (CL) (A-6a)


Lean Clay (CL) (A-4b)

Lean Clay (CL) (A-7-6)

COBBLES

14



PI Cc

D10

41 3/4 100 140


3

D60

0.132

0.014

0.029

0.023

4.75

9.5

4.75

4.75

4.75

0.031

0.008

0.007

0.007

200

fine


20 301.5

coarse medium

11.0

23.5

18.5

23.5

13.5

Classification

D100

50

41.5

71.3

82.8

89.2

93.2

NP

16

21

22

24

NP

12

3

8

20

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3


PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

SB-5

SB-5

SB-6

SB-6

SB-7

LL PL

20.07

6 810


SB-5

SB-5

SB-6

SB-6

SB-7

1.10

60

coarse

D30

11.0

23.5

18.5

23.5

13.5

16

NP

28

24

30

44

58.5

28.1

17.2

10.8

6.8

0.0

0.6

0.0

0.0

0.0





Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2



Well-Graded Sand with Silt and Gravel (SW-SM) (A-1-b)


Silt (ML) (A-6a)


COBBLES

14



PI Cc

D10

41 3/4 100 140


3

D60

0.09

1.687

0.027

0.016

5.155

75

75

4.75

4.75

75

0.013

0.285

0.008

0.13

0.057

0.01

200

fine


20 301.5

coarse medium

23.5

11.0

18.5

11.0

13.5

Classification

D100

50

57.8

11.0

84.7

92.0

22.3

17

NP

19

25

NP

2

NP

3

13

NP

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3


PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

SB-7

SB-8

SB-8

SB-9

SB-9

LL PL

29.65

511.27

6 810


SB-7

SB-8

SB-8

SB-9

SB-9

0.85

0.32

60

coarse

D30

23.5

11.0

18.5

11.0

13.5

16

19

NP

22

38

NP

35.1

62.5

15.3

8.0

36.4

7.1

26.5

0.0

0.0

41.3





Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

SOIL ANALYTICAL

EA Group Workorder Number:

Client Project:

The following analytical report contains results as requested for samples submitted to EA Group. The results included in this reporthave been reviewed for compliance with the analytical methods indicated in this report. All data has been found to be compliant withaccepted laboratory protocol, except as noted in the QC narrative. Industrial hygiene reports, air and/or surface concentrations resultsare based upon sampling information provided by the client. Industrial hygiene results will not be blank corrected. Analyst initials ofREF indicate analysis performed at a subcontract facility.

171000023

Brian Fischer

MS Consultants

Received on October 4, 2017

If you have questions, comments or require further assistance regarding this report, please contact your client services representative orone of the individuals listed below.

Data or reporting:Debbie Lauer - Lab Manager Mike Herbert - General [email protected] [email protected]

Sample tracking, supplies:Haley Imler - Sample [email protected]

Invoice Related:Bonnie Renbarger - Office [email protected]

Reproduction of this report is prohibited except in its entirety . Unless noted, soil, sludge and sediment results are reported on dryweight basis. The "Sample Reporting Limit" is based on the method used for analysis and does not refer to any regulatory limit. Theseresults relate only to the items tested.

7118 Industrial Park Blvd. , Mentor, Ohio 44060-5314(440) 951-3514 (800) 875-3514 FAX (440) 951-3774 www.eagroupohio.com

333 E. Federal StreetYoungstown, OH 44512

84" Sewer Replacement

012329

Laboratory Analytical Report

333 E. Federal Street

MS Consultants

Youngstown, OH 44512

Client Project:

Brian Fischer

Attention:

EA Group Workorder:1710-00023

Deborah L. Lauer

Laboratory Manager

October 26, 2017



Sample Listing

Sample Receive Date

EAGSample Identification

Client EAGSample Identification

ClientSample Identification

10/ 4/2017

Sample Identification

171000023 001- SB-1(22-24') 171000023 002- SB-2(20-22')

171000023 003- SB-3(20-22') 171000023 004- SB-4(20-22')

171000023 005- SB-5(19-21') 171000023 006- SB-6(24-26')

171000023 007- SB-7(19-21') 171000023 008- SB-8(16-18')

171000023 009- SB-9(14-16') 171000023 010- S-1(22-24')

Project Narrative 1710-00023

Updated 7/29/092

All analyses performed by EA Group were done using established laboratory SOPs. Management has reviewed the data for compliance with the laboratory QA/QC plan and data have been found to be compliant with the laboratory protocols unless otherwise noted below. All results listed for this report relate only to the samples submitted on this work order. The temperature of the sample(s) upon receipt was 3.6oC. Samples were transported with ice packs.

Misc. QC Comments Percent Moisture is used to report results on a dry weight basis. When necessary, reporting limits of individual samples may be raised due to high concentration of interfering compounds or target analytes, or quantity of sample available for analysis. pH method note: If this analysis was performed in the laboratory, it may not meet the "immediate analysis" requirement that applies to most wastewater monitoring samples. In such cases, analysis for pH should be done at the time of sampling. The results listed in this report relate only to the samples submitted to EA Group per the chain of custody.

Data Flag Table

B The method blank contained a standard laboratory contaminant (Methylene Chloride, Acetone, Hexane, Phthalates, etc.)

above the standard laboratory method detection limit. If the analyte is present in the sample at a concentration up to ten times the blank level, the result is reported with a “B” indicating method blank contamination. Samples will be reported without a “B” if the analyte concentration in the sample is greater than ten times the blank level.

E An analytical result marked with an “E” indicates the result reported is above the high end limit of the calibration curve

and should be considered an estimated concentration. DIL Due to matrix interference or high analyte concentration, a dilution was required. The spikes and/or surrogates results

could not be quantitated and therefore marked “DIL”. J An analytical result marked with a “J” indicates the result reported was below the standard reporting limit and above the

method detection limit. As the observed level approaches the MDL there is an increasing probability of a false positive response.

MI Analytical results marked as “MI” indicate that due to inherent matrix interference, the result could not be quantitated. # Results flagged “#” indicate the reported result may be outside allowable permit levels as provided by the client, when

applicable. NA A result or field marked as “NA” indicates that it was not applicable for this project. Q A quality control result flagged with a “Q” indicates the percent recovery was outside the acceptable range as determined

by the laboratory. ** Positive results for this analyte represent a probable combination of 3-Methylphenol (m-Cresol) and 4-Methylphenol (p-Cresol).

EAG Workorder: 1710-00023

Client Project: 84" Sewer Replacement

Parameter UnitsResult Limit

Client ID:EAG ID: 1710-00023-1

9/28/2017Date/Time Sampled:

ReportingDate

SB-1(22-24') Received: 10/04/2017

AnalystCAS #PrepDate

/ 1045

TimeAnalysis

mg/kg5.6 10/10/201710/09/2017<5.6Arsenic: SW846-6010B CMB 7440-38-2Barium: SW846-6010B 58.2 2.8 mg/kg 10/09/2017 10/10/2017 CMB7440-39-3

mg/kg1.4 10/10/201710/09/2017<1.4Cadmium: SW846-6010B CMB7440-43-9Chromium: SW846-6010B 9.43 2.8 mg/kg 10/09/2017 10/10/2017 CMB7440-47-3Lead: SW846-6010B 9.75 5.6 mg/kg 10/09/2017 10/10/2017 CMB7439-92-1

mg/kg0.11 10/10/201710/10/2017<0.11Mercury: SW846-7471B CMB7439-97-6mg/kg14 10/10/201710/09/2017<14Selenium: SW846-6010B CMB 7782-49-2mg/kg2.8 10/10/201710/09/2017<2.8Silver: SW846-6010B CMB 7440-22-4

%0.10 10/05/201710/05/201719Percent Moisture KAM




ReportingDate

SB-2(20-22') Received: 10/04/2017


/ 1416

TimeAnalysis








ReportingDate

SB-3(20-22') Received: 10/04/2017


/ 1640

TimeAnalysis










ReportingDate

SB-4(20-22') Received: 10/04/2017


/ 1245

TimeAnalysis








ReportingDate

SB-5(19-21') Received: 10/04/2017


/ 1615

TimeAnalysis

Arsenic: SW846-6010B 6.25 4.5 mg/kg 10/09/2017 10/10/2017 CMB7440-38-2Barium: SW846-6010B 9.42 2.3 mg/kg 10/09/2017 10/10/2017 CMB7440-39-3

mg/kg1.1 10/10/201710/09/2017<1.1Cadmium: SW846-6010B CMB 7440-43-9Chromium: SW846-6010B 5.41 2.3 mg/kg 10/09/2017 10/10/2017 CMB7440-47-3Lead: SW846-6010B 8.01 4.5 mg/kg 10/09/2017 10/10/2017 CMB7439-92-1

mg/kg0.071 10/10/201710/10/2017<0.071Mercury: SW846-7471B CMB 7439-97-6mg/kg11 10/10/201710/09/2017<11Selenium: SW846-6010B CMB 7782-49-2mg/kg2.3 10/10/201710/09/2017<2.3Silver: SW846-6010B CMB7440-22-4





ReportingDate

SB-6(24-26') Received: 10/04/2017


/ 1145

TimeAnalysis










ReportingDate

SB-7(19-21') Received: 10/04/2017


/ 1445

TimeAnalysis

mg/kg5.9 10/10/201710/09/2017<5.9Arsenic: SW846-6010B CMB 7440-38-2Barium: SW846-6010B 107 3.0 mg/kg 10/09/2017 10/10/2017 CMB7440-39-3







ReportingDate

SB-8(16-18') Received: 10/04/2017


/ 1130

TimeAnalysis

Arsenic: SW846-6010B 5.86 5.6 mg/kg 10/09/2017 10/10/2017 CMB7440-38-2Barium: SW846-6010B 63.7 2.8 mg/kg 10/09/2017 10/10/2017 CMB7440-39-3







ReportingDate

SB-9(14-16') Received: 10/04/2017


/ 1355

TimeAnalysis

mg/kg5.1 10/10/201710/09/2017<5.1Arsenic: SW846-6010B CMB 7440-38-2Barium: SW846-6010B 112 2.6 mg/kg 10/09/2017 10/10/2017 CMB7440-39-3









ReportingDate

S-1(22-24') Received: 10/04/2017


/ 0950

TimeAnalysis





Matrix:09/28/2017Date Sampled:

Solid1710-00023EAG Workorder

10/04/2017Date Received:SB-1(22-24')Client ID:

1710-00023-001EAG ID:Analyst:

ResultParameter UnitsReporting

Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Gasoline Range Organics: SW846-8015M Gasoline Range Organics: C6-C12 1.8 0.93 mg/kg 10/06/2017

Surrogate RecoveryPercent

LimitsRecovery

Cumene (72 - 131)86.4






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Polychlorinated Biphenyls: SW846-8082A mg/kg0.13Aroclor 1016 <0.13 10/10/201712674-11-2mg/kg0.13Aroclor 1221 <0.13 10/10/2017 11104-28-2mg/kg0.13Aroclor 1232 <0.13 10/10/201711141-16-5mg/kg0.13Aroclor 1242 <0.13 10/10/2017 53469-21-9mg/kg0.13Aroclor 1248 <0.13 10/10/201712672-29-6mg/kg0.13Aroclor 1254 <0.13 10/10/2017 11097-69-1mg/kg0.13Aroclor 1260 <0.13 10/10/201711096-82-5mg/kg0.13Aroclor 1268 <0.13 10/10/2017 11100-14-4

Extraction: SW846-3550A Complete 10/06/2017


LimitsRecovery

Tetrachloro-m-xylene (59 - 137)89.0Decachlorobiphenyl (61 - 128)104






Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Semi-volatile Organic Compounds: SW846-8270C ug/kg310Acenaphthene <310 10/09/201783-32-9ug/kg310Acenaphthylene <310 10/09/2017 208-96-8ug/kg310Anthracene <310 10/09/2017120-12-7ug/kg310Benzo(a)Anthracene <310 10/09/2017 56-55-3ug/kg310Benzo(a)pyrene <310 10/09/201750-32-8ug/kg310Benzo(b)fluoranthene <310 10/09/2017 205-99-2ug/kg310Benzo(g,h,i)perylene <310 10/09/2017191-24-2ug/kg310Benzo(k)fluoranthene <310 10/09/2017 207-08-9ug/kg310bis(2-chloroethoxy)methane <310 10/09/2017111-91-1ug/kg310bis(2-chloroethyl)ether <310 10/09/2017 111-44-4ug/kg310bis(2-chloroisopropyl)ether <310 10/09/2017108-60-1ug/kg310bis(2-Ethylhexyl)phthalate <310 10/09/2017 117-81-7ug/kg3104-Bromo(phenylphenyl)ether <310 10/09/2017101-55-3ug/kg310Butyl benzyl phthalate <310 10/09/2017 85-68-7ug/kg310Carbazole <310 10/09/201786-74-8ug/kg3104-Chloroaniline <310 10/09/2017 106-47-8ug/kg3104-Chloro(phenylphenyl)ether <310 10/09/20177005-72-3ug/kg3102-Chloronaphthalene <310 10/09/2017 91-58-7ug/kg310Chrysene <310 10/09/2017218-01-9ug/kg310Dibenz(a,h)anthracene <310 10/09/2017 53-70-3ug/kg310Dibenzofuran <310 10/09/2017132-64-9ug/kg310Di-n-butyl Phthalate <310 10/09/2017 84-74-2ug/kg3101,2-Dichlorobenzene <310 10/09/201795-50-1ug/kg3101,3-Dichlorobenzene <310 10/09/2017 541-73-1ug/kg3101,4-Dichlorobenzene <310 10/09/2017106-46-7ug/kg6203,3-Dichlorobenzidine <620 10/09/2017 91-94-1ug/kg310Diethyl phthalate <310 10/09/201784-66-2ug/kg310Dimethyl phthalate <310 10/09/2017 131-11-3ug/kg3102,6-Dinitrotoluene <310 10/09/2017606-20-2ug/kg3102,4-Dinitrotoluene <310 10/09/2017 121-14-2ug/kg310Di-n-octylphthalate <310 10/09/2017117-84-0ug/kg310Diphenylamine <310 10/09/2017 122-39-4ug/kg16001,2-Diphenylhydrazine <1600 10/09/2017122-66-7ug/kg310Fluoranthene <310 10/09/2017 206-44-0ug/kg310Fluorene <310 10/09/201786-73-7ug/kg310Hexachlorobenzene <310 10/09/2017 118-74-1ug/kg310Hexachlorobutadiene <310 10/09/201787-68-3ug/kg310Hexachlorocyclopentadiene <310 10/09/2017 77-47-4ug/kg310Hexachloroethane <310 10/09/201767-72-1ug/kg310Indeno(1,2,3-cd)pyrene <310 10/09/2017 193-39-5ug/kg310Isophorone <310 10/09/201778-59-1






Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

ug/kg3102-Methylnaphthalene <310 10/09/2017 91-57-6ug/kg310Naphthalene <310 10/09/201791-20-3ug/kg3102-Nitroaniline <310 10/09/2017 88-74-4ug/kg3103-Nitroaniline <310 10/09/201799-09-2ug/kg3104-Nitroaniline <310 10/09/2017 100-01-6ug/kg310Nitrobenzene <310 10/09/201798-95-3ug/kg310N-Nitrosodi-n-propylamine <310 10/09/2017 621-64-7ug/kg310N-Nitrosodiphenylamine <310 10/09/201786-30-6ug/kg310Phenanthrene <310 10/09/2017 85-01-8ug/kg310Pyrene <310 10/09/2017129-00-0ug/kg3101,2,4-Trichlorobenzene <310 10/09/2017 120-82-1ug/kg3104-Chloro-3-methylphenol <310 10/09/201759-50-7ug/kg3102-Chlorophenol <310 10/09/2017 95-57-8ug/kg310o-Cresol <310 10/09/201795-48-7ug/kg310m-Cresol** <310 10/09/2017 108-39-4ug/kg310p-Cresol** <310 10/09/2017106-44-5ug/kg3102,4-Dichlorophenol <310 10/09/2017 120-83-2ug/kg3102,4-Dimethylphenol <310 10/09/2017105-67-9ug/kg16002,4-Dinitrophenol <1600 10/09/2017 51-28-5ug/kg16004,6-Dinitro-2-methylphenol <1600 10/09/2017534-52-1ug/kg3102-Nitrophenol <310 10/09/2017 88-75-5ug/kg16004-Nitrophenol <1600 10/09/2017100-02-7ug/kg310N-Nitrosodimethylamine <310 10/09/2017 62-75-9ug/kg1600Pentachlorophenol <1600 10/09/201787-86-5ug/kg310Phenol <310 10/09/2017 108-95-2ug/kg3102,4,5-Trichlorophenol <310 10/09/201795-95-4ug/kg3102,4,6-Trichlorophenol <310 10/09/2017 88-06-2



LimitsRecovery

Nitrobenzene-d5 (23 - 120)72.32-Fluorobiphenyl (30 - 115)68.5p-Terphenyl-d14 (18 - 137)77.32-Fluorophenol (42 - 99)65.7Phenol-d6 (44 - 109)70.32,4,6-Tribromophenol (45 - 138)75.7






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Volatile Organic Compounds: SW846-8260A ug/kg55Acetone <55 10/05/201767-64-1ug/kg28Acrolein <28 10/05/2017 107-02-8ug/kg28Acrylonitrile <28 10/05/2017107-13-1ug/kg5.5Benzene <5.5 10/05/2017 71-43-2ug/kg5.5Bromochloromethane <5.5 10/05/201774-97-5ug/kg5.5Bromodichloromethane <5.5 10/05/2017 75-27-4ug/kg5.5Bromoform <5.5 10/05/201775-25-2ug/kg5.5Bromomethane <5.5 10/05/2017 74-83-9ug/kg5.5Carbon disulfide <5.5 10/05/201775-15-0ug/kg5.5Carbon Tetrachloride <5.5 10/05/2017 56-23-5ug/kg5.5Chlorobenzene <5.5 10/05/2017108-90-7ug/kg5.5Chloroethane <5.5 10/05/2017 75-00-3ug/kg5.5Chloroform <5.5 10/05/201767-66-3ug/kg5.5Chloromethane <5.5 10/05/2017 74-87-3ug/kg5.5Dibromochloromethane <5.5 10/05/2017124-48-1ug/kg5.51,1-Dichloroethane <5.5 10/05/2017 75-34-3ug/kg5.51,2-Dichloroethane <5.5 10/05/2017107-06-2ug/kg5.51,1-Dichloroethene <5.5 10/05/2017 75-35-4ug/kg5.51,2-Dichloropropane <5.5 10/05/201778-87-5ug/kg5.5cis-1,2-Dichloroethene <5.5 10/05/2017 156-59-2ug/kg5.5trans-1,2-Dichloroethene <5.5 10/05/2017156-60-5ug/kg5.5cis-1,3-Dichloropropene <5.5 10/05/2017 10061-01-5ug/kg5.5trans-1,3-Dichloropropene <5.5 10/05/201710061-02-6ug/kg5.5Ethylbenzene <5.5 10/05/2017 100-41-4ug/kg282-Hexanone (MBK) <28 10/05/2017591-78-6ug/kg55n-Hexane <55 10/05/2017 110-54-3ug/kg28Methylene Chloride <28 10/05/201775-09-2ug/kg28Methyl Ethyl Ketone (2-butanone) <28 10/05/2017 78-93-3ug/kg5.5Methyl Methacrylate <5.5 10/05/201780-62-6ug/kg284-Methyl-2-Pentanone <28 10/05/2017 108-10-1ug/kg5.5Methyl Tert-Butyl Ether <5.5 10/05/20171634-04-4ug/kg5.52-Nitropropane <5.5 10/05/2017 79-46-9ug/kg5.5Pentachloroethane <5.5 10/05/201776-01-7ug/kg5.5Propionitrile <5.5 10/05/2017 107-12-0ug/kg5.5Styrene <5.5 10/05/2017100-42-5ug/kg5.51,1,1,2-Tetrachloroethane <5.5 10/05/2017 630-20-6ug/kg5.51,1,2,2-Tetrachloroethane <5.5 10/05/201779-34-5ug/kg5.5Tetrachloroethene (Tetrachloroethylene) <5.5 10/05/2017 127-18-4ug/kg5.5Toluene <5.5 10/05/2017108-88-3ug/kg5.51,2,4-Trichlorobenzene <5.5 10/05/2017 120-82-1ug/kg5.51,1,1-Trichloroethane <5.5 10/05/201771-55-6






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

ug/kg5.51,1,2-Trichloroethane <5.5 10/05/2017 79-00-5ug/kg5.5Trichloroethene (Trichloroethylene) <5.5 10/05/201779-01-6ug/kg5.5Trichlorofluoromethane <5.5 10/05/2017 75-69-4ug/kg5.51,2,3-Trichloropropane <5.5 10/05/201796-18-4ug/kg5.51,1,2 Trichlorotrifluoroethane <5.5 10/05/2017 76-13-1ug/kg5.51,2,4-Trimethylbenzene <5.5 10/05/201795-63-6ug/kg5.5Vinyl Acetate <5.5 10/05/2017 108-05-4ug/kg5.5Vinyl Chloride <5.5 10/05/201775-01-4ug/kg11Xylenes (Total) <11 10/05/2017 1330-20-7


LimitsRecovery

4-Bromofluorobenzene (79 - 126)1011,2-Dichloroethane-d4 (69 - 146)105Toluene-d8 (76 - 127)94.8






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Total Petroleum Hydrocarbons: SW846-8015M mg/kg130Extractable Petroleum Hydrocarbons: C10-C20 <130 10/10/2017mg/kg130Extractable Petroleum Hydrocarbons: C20-C34 <130 10/10/2017



LimitsRecovery

n-triacontane (41 - 135)74.0






Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Herbicides: SW846-8151 mg/kg0.08292,4-D <0.0829 10/10/201794-75-7mg/kg0.08292,4-DB <0.0829 10/10/2017 94-82-6mg/kg0.08292,4,5-T <0.0829 10/10/201793-76-5mg/kg0.08292,4,5-TP (Silvex) <0.0829 10/10/2017 93-72-1mg/kg0.0829Dalapon <0.0829 10/10/201775-99-0mg/kg0.0829Dicamba <0.0829 10/10/2017 1918-00-9mg/kg0.0829Dichloroprop <0.0829 10/10/2017120-36-5mg/kg0.0829Dinoseb <0.0829 10/10/2017 88-85-7mg/kg7.70MCPA <7.70 10/10/201794-74-6mg/kg7.70MCPP <7.70 10/10/2017 7085-19-0mg/kgExtraction: SW846-8151 Complete 10/09/2017






Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1045

Pesticides: SW846-8081A mg/kgExtraction: SW846-3520 Complete 10/12/2017mg/kg0.071Aldrin <0.071 10/12/2017 mg/kg0.071alpha-BHC <0.071 10/12/2017mg/kg0.071beta-BHC <0.071 10/12/2017 mg/kg0.071gamma-BHC (Lindane) <0.071 10/12/2017mg/kg0.071delta-BHC <0.071 10/12/2017 mg/kg0.71Chlordane <0.71 10/12/2017mg/kg0.0714,4'-DDD <0.071 10/12/2017 mg/kg0.0714,4'-DDE <0.071 10/12/2017mg/kg0.0714,4'-DDT <0.071 10/12/2017 mg/kg0.071Dieldrin <0.071 10/12/2017mg/kg0.071Endosulfan I <0.071 10/12/2017 mg/kg0.071Endosulfan II <0.071 10/12/2017mg/kg0.071Endosulfan sulfate <0.071 10/12/2017 mg/kg0.071Endrin <0.071 10/12/2017mg/kg0.071Endrin aldehyde <0.071 10/12/2017 mg/kg0.071Endrin Ketone <0.071 10/12/2017mg/kg0.071Heptachlor <0.071 10/12/2017 mg/kg0.071Heptachlor epoxide <0.071 10/12/2017mg/kg0.071Methoxychlor <0.071 10/12/2017 mg/kg1.4Toxaphene <1.4 10/12/2017


LimitsRecovery

Tetrachloro-m-Xylene (30 - 130)76.9Decachlorobiphenyl (30 - 130)62.6






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1416

Gasoline Range Organics: SW846-8015M mg/kg0.74Gasoline Range Organics: C6-C12 <0.74 10/06/2017


LimitsRecovery

Cumene (72 - 131)88.5






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1416




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1416







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1416




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1416







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1416



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1416




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1416







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1416



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1640

Gasoline Range Organics: SW846-8015M mg/kg0.89Gasoline Range Organics: C6-C12 <0.89 10/06/2017


LimitsRecovery

Cumene (72 - 131)84.5






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1640




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1640







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1640




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1640







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1640



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1640




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1640







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1640



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1245



LimitsRecovery

Cumene (72 - 131)83.5






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1245




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1245







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1245




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1245







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1245



LimitsRecovery

4-Bromofluorobenzene (79 - 126)98.01,2-Dichloroethane-d4 (69 - 146)100Toluene-d8 (76 - 127)93.9






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1245




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1245







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1245

Pesticides: SW846-8081A mg/kgExtraction: SW846-3520 Complete 10/12/2017mg/kg0.024Aldrin <0.024 10/12/2017 mg/kg0.024alpha-BHC <0.024 10/12/2017mg/kg0.024beta-BHC <0.024 10/12/2017 mg/kg0.024gamma-BHC (Lindane) <0.024 10/12/2017mg/kg0.024delta-BHC <0.024 10/12/2017 mg/kg0.24Chlordane <0.24 10/12/2017mg/kg0.0244,4'-DDD <0.024 10/12/2017 mg/kg0.0244,4'-DDE <0.024 10/12/2017mg/kg0.0244,4'-DDT <0.024 10/12/2017 mg/kg0.024Dieldrin <0.024 10/12/2017mg/kg0.024Endosulfan I <0.024 10/12/2017 mg/kg0.024Endosulfan II <0.024 10/12/2017mg/kg0.024Endosulfan sulfate <0.024 10/12/2017 mg/kg0.024Endrin <0.024 10/12/2017mg/kg0.024Endrin aldehyde <0.024 10/12/2017 mg/kg0.024Endrin Ketone <0.024 10/12/2017mg/kg0.024Heptachlor <0.024 10/12/2017 mg/kg0.024Heptachlor epoxide <0.024 10/12/2017mg/kg0.48Methoxychlor <0.48 10/12/2017 mg/kg12Toxaphene <12 10/12/2017


LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1615



LimitsRecovery

Cumene (72 - 131)86.9






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1615




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1615







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1615




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1615







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1615



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1615




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1615







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1615



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1145

Gasoline Range Organics: SW846-8015M Gasoline Range Organics: C6-C12 19 0.90 mg/kg 10/06/2017


LimitsRecovery

Cumene (72 - 131)84.1






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1145




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1145







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1145




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1145







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1145



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1145




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1145







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1145



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1445



LimitsRecovery

Cumene (72 - 131)78.6






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1445




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1445

Semi-volatile Organic Compounds: SW846-8270C ug/kg3100Acenaphthene <3100 10/10/201783-32-9ug/kg3100Acenaphthylene <3100 10/10/2017 208-96-8ug/kg3100Anthracene <3100 10/10/2017120-12-7

Benzo(a)Anthracene 4400 3100 ug/kg 10/10/201756-55-3Benzo(a)pyrene 3400 3100 ug/kg 10/10/201750-32-8Benzo(b)fluoranthene 4500 3100 ug/kg 10/10/2017205-99-2

ug/kg3100Benzo(g,h,i)perylene <3100 10/10/2017 191-24-2ug/kg3100Benzo(k)fluoranthene <3100 10/10/2017207-08-9ug/kg3100bis(2-chloroethoxy)methane <3100 10/10/2017 111-91-1ug/kg3100bis(2-chloroethyl)ether <3100 10/10/2017111-44-4ug/kg3100bis(2-chloroisopropyl)ether <3100 10/10/2017 108-60-1ug/kg3100bis(2-Ethylhexyl)phthalate <3100 10/10/2017117-81-7ug/kg31004-Bromo(phenylphenyl)ether <3100 10/10/2017 101-55-3ug/kg3100Butyl benzyl phthalate <3100 10/10/201785-68-7ug/kg3100Carbazole <3100 10/10/2017 86-74-8ug/kg31004-Chloroaniline <3100 10/10/2017106-47-8ug/kg31004-Chloro(phenylphenyl)ether <3100 10/10/2017 7005-72-3ug/kg31002-Chloronaphthalene <3100 10/10/201791-58-7

Chrysene 3900 3100 ug/kg 10/10/2017218-01-9ug/kg3100Dibenz(a,h)anthracene <3100 10/10/201753-70-3ug/kg3100Dibenzofuran <3100 10/10/2017 132-64-9ug/kg3100Di-n-butyl Phthalate <3100 10/10/201784-74-2ug/kg31001,2-Dichlorobenzene <3100 10/10/2017 95-50-1ug/kg31001,3-Dichlorobenzene <3100 10/10/2017541-73-1ug/kg31001,4-Dichlorobenzene <3100 10/10/2017 106-46-7ug/kg62003,3-Dichlorobenzidine <6200 10/10/201791-94-1ug/kg3100Diethyl phthalate <3100 10/10/2017 84-66-2ug/kg3100Dimethyl phthalate <3100 10/10/2017131-11-3ug/kg31002,6-Dinitrotoluene <3100 10/10/2017 606-20-2ug/kg31002,4-Dinitrotoluene <3100 10/10/2017121-14-2ug/kg3100Di-n-octylphthalate <3100 10/10/2017 117-84-0ug/kg3100Diphenylamine <3100 10/10/2017122-39-4ug/kg160001,2-Diphenylhydrazine <16000 10/10/2017 122-66-7

Fluoranthene 11000 3100 ug/kg 10/10/2017206-44-0ug/kg3100Fluorene <3100 10/10/2017 86-73-7ug/kg3100Hexachlorobenzene <3100 10/10/2017118-74-1ug/kg3100Hexachlorobutadiene <3100 10/10/2017 87-68-3ug/kg3100Hexachlorocyclopentadiene <3100 10/10/201777-47-4ug/kg3100Hexachloroethane <3100 10/10/2017 67-72-1ug/kg3100Indeno(1,2,3-cd)pyrene <3100 10/10/2017193-39-5ug/kg3100Isophorone <3100 10/10/2017 78-59-1ug/kg31002-Methylnaphthalene <3100 10/10/201791-57-6






Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1445

ug/kg3100Naphthalene <3100 10/10/2017 91-20-3ug/kg31002-Nitroaniline <3100 10/10/201788-74-4ug/kg31003-Nitroaniline <3100 10/10/2017 99-09-2ug/kg31004-Nitroaniline <3100 10/10/2017100-01-6ug/kg3100Nitrobenzene <3100 10/10/2017 98-95-3ug/kg3100N-Nitrosodi-n-propylamine <3100 10/10/2017621-64-7ug/kg3100N-Nitrosodiphenylamine <3100 10/10/2017 86-30-6

Phenanthrene 8800 3100 ug/kg 10/10/201785-01-8Pyrene 7500 3100 ug/kg 10/10/2017129-00-0

ug/kg31001,2,4-Trichlorobenzene <3100 10/10/2017 120-82-1ug/kg31004-Chloro-3-methylphenol <3100 10/10/201759-50-7ug/kg31002-Chlorophenol <3100 10/10/2017 95-57-8ug/kg3100o-Cresol <3100 10/10/201795-48-7ug/kg3100m-Cresol** <3100 10/10/2017 108-39-4ug/kg3100p-Cresol** <3100 10/10/2017106-44-5ug/kg31002,4-Dichlorophenol <3100 10/10/2017 120-83-2ug/kg31002,4-Dimethylphenol <3100 10/10/2017105-67-9ug/kg160002,4-Dinitrophenol <16000 10/10/2017 51-28-5ug/kg160004,6-Dinitro-2-methylphenol <16000 10/10/2017534-52-1ug/kg31002-Nitrophenol <3100 10/10/2017 88-75-5ug/kg160004-Nitrophenol <16000 10/10/2017100-02-7ug/kg3100N-Nitrosodimethylamine <3100 10/10/2017 62-75-9ug/kg16000Pentachlorophenol <16000 10/10/201787-86-5ug/kg3100Phenol <3100 10/10/2017 108-95-2ug/kg31002,4,5-Trichlorophenol <3100 10/10/201795-95-4ug/kg31002,4,6-Trichlorophenol <3100 10/10/2017 88-06-2



LimitsRecovery

Nitrobenzene-d5 (23 - 120)MI2-Fluorobiphenyl (30 - 115)65.1p-Terphenyl-d14 (18 - 137)71.82-Fluorophenol (42 - 99)MIPhenol-d6 (44 - 109)52.92,4,6-Tribromophenol (45 - 138)MI






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1445







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1445



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1445

Total Petroleum Hydrocarbons: SW846-8015M Extractable Petroleum Hydrocarbons: C10-C20 250 130 mg/kg 10/10/2017Extractable Petroleum Hydrocarbons: C20-C34 870 130 mg/kg 10/10/2017Extraction: SW846-3550A Complete 10/09/2017


LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1445







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1445



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1130



LimitsRecovery

Cumene (72 - 131)84.2






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1130




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1130







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1130




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1130







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1130



LimitsRecovery







Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1130




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1130







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1130



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1355

Gasoline Range Organics: SW846-8015M Gasoline Range Organics: C6-C12 790 18 mg/kg 10/09/2017


LimitsRecovery

Cumene (72 - 131)MI






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1355




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1355







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:1355




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1355

Volatile Organic Compounds: SW846-8260A ug/kg240Acetone <240 10/05/201767-64-1ug/kg120Acrolein <120 10/05/2017 107-02-8ug/kg120Acrylonitrile <120 10/05/2017107-13-1ug/kg24Benzene <24 10/05/2017 71-43-2ug/kg24Bromochloromethane <24 10/05/201774-97-5ug/kg24Bromodichloromethane <24 10/05/2017 75-27-4ug/kg24Bromoform <24 10/05/201775-25-2ug/kg24Bromomethane <24 10/05/2017 74-83-9ug/kg24Carbon disulfide <24 10/05/201775-15-0ug/kg24Carbon Tetrachloride <24 10/05/2017 56-23-5ug/kg24Chlorobenzene <24 10/05/2017108-90-7ug/kg24Chloroethane <24 10/05/2017 75-00-3ug/kg24Chloroform <24 10/05/201767-66-3ug/kg24Chloromethane <24 10/05/2017 74-87-3ug/kg24Dibromochloromethane <24 10/05/2017124-48-1ug/kg241,1-Dichloroethane <24 10/05/2017 75-34-3ug/kg241,2-Dichloroethane <24 10/05/2017107-06-2ug/kg241,1-Dichloroethene <24 10/05/2017 75-35-4ug/kg241,2-Dichloropropane <24 10/05/201778-87-5ug/kg24cis-1,2-Dichloroethene <24 10/05/2017 156-59-2ug/kg24trans-1,2-Dichloroethene <24 10/05/2017156-60-5ug/kg24cis-1,3-Dichloropropene <24 10/05/2017 10061-01-5ug/kg24trans-1,3-Dichloropropene <24 10/05/201710061-02-6

Ethylbenzene 41 24 ug/kg 10/05/2017100-41-4ug/kg1202-Hexanone (MBK) <120 10/05/2017591-78-6ug/kg240n-Hexane <240 10/05/2017 110-54-3ug/kg120Methylene Chloride <120 10/05/201775-09-2ug/kg120Methyl Ethyl Ketone (2-butanone) <120 10/05/2017 78-93-3ug/kg24Methyl Methacrylate <24 10/05/201780-62-6ug/kg1204-Methyl-2-Pentanone <120 10/05/2017 108-10-1ug/kg24Methyl Tert-Butyl Ether <24 10/05/20171634-04-4ug/kg242-Nitropropane <24 10/05/2017 79-46-9ug/kg24Pentachloroethane <24 10/05/201776-01-7ug/kg24Propionitrile <24 10/05/2017 107-12-0ug/kg24Styrene <24 10/05/2017100-42-5ug/kg241,1,1,2-Tetrachloroethane <24 10/05/2017 630-20-6ug/kg241,1,2,2-Tetrachloroethane <24 10/05/201779-34-5ug/kg24Tetrachloroethene (Tetrachloroethylene) <24 10/05/2017 127-18-4ug/kg24Toluene <24 10/05/2017108-88-3ug/kg241,2,4-Trichlorobenzene <24 10/05/2017 120-82-1ug/kg241,1,1-Trichloroethane <24 10/05/201771-55-6






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:1355

ug/kg241,1,2-Trichloroethane <24 10/05/2017 79-00-5ug/kg24Trichloroethene (Trichloroethylene) <24 10/05/201779-01-6ug/kg24Trichlorofluoromethane <24 10/05/2017 75-69-4ug/kg241,2,3-Trichloropropane <24 10/05/201796-18-4ug/kg241,1,2 Trichlorotrifluoroethane <24 10/05/2017 76-13-1ug/kg241,2,4-Trimethylbenzene <24 10/05/201795-63-6ug/kg24Vinyl Acetate <24 10/05/2017 108-05-4ug/kg24Vinyl Chloride <24 10/05/201775-01-4ug/kg72Xylenes (Total) <72 10/05/2017 1330-20-7


LimitsRecovery

4-Bromofluorobenzene (79 - 126)1141,2-Dichloroethane-d4 (69 - 146)105Toluene-d8 (76 - 127)129






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:1355




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1355







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:1355



LimitsRecovery




10/04/2017Date Received:S-1(22-24')Client ID:



Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:0950

Gasoline Range Organics: SW846-8015M Gasoline Range Organics: C6-C12 2800 190 mg/kg 10/09/2017


LimitsRecovery

Cumene (72 - 131)MI






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:0950




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:0950







Limit

MH

Client Project:

DateAnalyzedCAS #


Time Sampled:0950

2-Methylnaphthalene 3500 280 ug/kg 10/10/201791-57-6Naphthalene 3800 280 ug/kg 10/10/201791-20-3

ug/kg2802-Nitroaniline <280 10/10/2017 88-74-4ug/kg2803-Nitroaniline <280 10/10/201799-09-2ug/kg2804-Nitroaniline <280 10/10/2017 100-01-6ug/kg280Nitrobenzene <280 10/10/201798-95-3ug/kg280N-Nitrosodi-n-propylamine <280 10/10/2017 621-64-7ug/kg280N-Nitrosodiphenylamine <280 10/10/201786-30-6ug/kg280Phenanthrene <280 10/10/2017 85-01-8ug/kg280Pyrene <280 10/10/2017129-00-0ug/kg2801,2,4-Trichlorobenzene <280 10/10/2017 120-82-1ug/kg2804-Chloro-3-methylphenol <280 10/10/201759-50-7ug/kg2802-Chlorophenol <280 10/10/2017 95-57-8ug/kg280o-Cresol <280 10/10/201795-48-7ug/kg280m-Cresol** <280 10/10/2017 108-39-4ug/kg280p-Cresol** <280 10/10/2017106-44-5ug/kg2802,4-Dichlorophenol <280 10/10/2017 120-83-2ug/kg2802,4-Dimethylphenol <280 10/10/2017105-67-9ug/kg14002,4-Dinitrophenol <1400 10/10/2017 51-28-5ug/kg14004,6-Dinitro-2-methylphenol <1400 10/10/2017534-52-1ug/kg2802-Nitrophenol <280 10/10/2017 88-75-5ug/kg14004-Nitrophenol <1400 10/10/2017100-02-7ug/kg280N-Nitrosodimethylamine <280 10/10/2017 62-75-9ug/kg1400Pentachlorophenol <1400 10/10/201787-86-5ug/kg280Phenol <280 10/10/2017 108-95-2ug/kg2802,4,5-Trichlorophenol <280 10/10/201795-95-4ug/kg2802,4,6-Trichlorophenol <280 10/10/2017 88-06-2



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:0950

Volatile Organic Compounds: SW846-8260A ug/kg250Acetone <250 10/05/201767-64-1ug/kg130Acrolein <130 10/05/2017 107-02-8ug/kg130Acrylonitrile <130 10/05/2017107-13-1ug/kg25Benzene <25 10/05/2017 71-43-2ug/kg25Bromochloromethane <25 10/05/201774-97-5ug/kg25Bromodichloromethane <25 10/05/2017 75-27-4ug/kg25Bromoform <25 10/05/201775-25-2ug/kg25Bromomethane <25 10/05/2017 74-83-9ug/kg25Carbon disulfide <25 10/05/201775-15-0ug/kg25Carbon Tetrachloride <25 10/05/2017 56-23-5ug/kg25Chlorobenzene <25 10/05/2017108-90-7ug/kg25Chloroethane <25 10/05/2017 75-00-3ug/kg25Chloroform <25 10/05/201767-66-3ug/kg25Chloromethane <25 10/05/2017 74-87-3ug/kg25Dibromochloromethane <25 10/05/2017124-48-1ug/kg251,1-Dichloroethane <25 10/05/2017 75-34-3ug/kg251,2-Dichloroethane <25 10/05/2017107-06-2ug/kg251,1-Dichloroethene <25 10/05/2017 75-35-4ug/kg251,2-Dichloropropane <25 10/05/201778-87-5ug/kg25cis-1,2-Dichloroethene <25 10/05/2017 156-59-2ug/kg25trans-1,2-Dichloroethene <25 10/05/2017156-60-5ug/kg25cis-1,3-Dichloropropene <25 10/05/2017 10061-01-5ug/kg25trans-1,3-Dichloropropene <25 10/05/201710061-02-6

Ethylbenzene 17000 220 ug/kg 10/06/2017100-41-4ug/kg1302-Hexanone (MBK) <130 10/05/2017591-78-6ug/kg250n-Hexane <250 10/05/2017 110-54-3ug/kg130Methylene Chloride <130 10/05/201775-09-2ug/kg130Methyl Ethyl Ketone (2-butanone) <130 10/05/2017 78-93-3ug/kg25Methyl Methacrylate <25 10/05/201780-62-6ug/kg1304-Methyl-2-Pentanone <130 10/05/2017 108-10-1ug/kg25Methyl Tert-Butyl Ether <25 10/05/20171634-04-4ug/kg252-Nitropropane <25 10/05/2017 79-46-9ug/kg25Pentachloroethane <25 10/05/201776-01-7ug/kg25Propionitrile <25 10/05/2017 107-12-0ug/kg25Styrene <25 10/05/2017100-42-5ug/kg251,1,1,2-Tetrachloroethane <25 10/05/2017 630-20-6ug/kg251,1,2,2-Tetrachloroethane <25 10/05/201779-34-5ug/kg25Tetrachloroethene (Tetrachloroethylene) <25 10/05/2017 127-18-4

Toluene 700 220 ug/kg 10/06/2017108-88-3ug/kg251,2,4-Trichlorobenzene <25 10/05/2017 120-82-1ug/kg251,1,1-Trichloroethane <25 10/05/201771-55-6






Limit

CMW

Client Project:

DateAnalyzedCAS #


Time Sampled:0950

ug/kg251,1,2-Trichloroethane <25 10/05/2017 79-00-5ug/kg25Trichloroethene (Trichloroethylene) <25 10/05/201779-01-6ug/kg25Trichlorofluoromethane <25 10/05/2017 75-69-4ug/kg251,2,3-Trichloropropane <25 10/05/201796-18-4ug/kg251,1,2 Trichlorotrifluoroethane <25 10/05/2017 76-13-1

1,2,4-Trimethylbenzene 60000 2200 ug/kg 10/06/201795-63-6ug/kg25Vinyl Acetate <25 10/05/2017 108-05-4ug/kg25Vinyl Chloride <25 10/05/201775-01-4

Xylenes (Total) 31000 660 ug/kg 10/06/20171330-20-7


LimitsRecovery

4-Bromofluorobenzene (79 - 126)MI1,2-Dichloroethane-d4 (69 - 146)MIToluene-d8 (76 - 127)MI






Limit

LAF

Client Project:

DateAnalyzedCAS #


Time Sampled:0950




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:0950







Limit

REF

Client Project:

DateAnalyzedCAS #


Time Sampled:0950



LimitsRecovery


Sample Description TEM Result Notes

Test Report:Qualitative Asbestos Analysis by Transmission Electron Microscopy (TEM) and Filtration Technique

Attn: Brian K. FischerMS Consultants, Inc.333 East Federal StreetYoungstown, OH 44503

Received: 10/05/17 9:20 AM

84" Sewer / 61-04033-00-D1-01-0104

Fax: (330) 744-5256Phone: (330) 744-5321

Project:

10/11/2017Analysis Date:10/3/2017Collected:

EMSL Analytical, Inc.200 Route 130 North, Cinnaminson, NJ 08077Phone/Fax: (800) 220-3675 / (856) 786-5974http://www.EMSL.com [email protected]

041729117CustomerID: MSCO50CustomerPO:ProjectID:

EMSL Order:

SB-1041729117-0001

0-2' - Soils None Detected

SB-2041729117-0002

0-2' - Soils Chrysotile

SB-3041729117-0003

0-2' - Soils Less than 4 asbestos fibers foundChrysotile

SB-4041729117-0004


SB-5041729117-0005


SB-6041729117-0006

0-2' - Soils Less than 4 asbestos fibers foundChrysotile

Benjamin Ellis, Laboratory Manageror other approved signatory

Test Report TEMQual-7.21.0 Printed: 10/11/2017 3:41:38 PM 1

Analyst(s)

THIS IS THE LAST PAGE OF THE REPORT.

Soil is a problem matrix due to its inherent heterogeneity. EMSL recommends more specialized methodologies such as the EPA 600/R-93/116 with milling preparation. Interpretation and use of test results are the responsibility of the client. This is a qualitative screen only. EMSL maintains liability limited to cost of analysis. This report relates only to the samples reported above and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. Samples received in good condition unless otherwise noted.Samples analyzed by EMSL Analytical, Inc. Cinnaminson, NJ

Sandy Burany, Ph.D (6)

Initial report from 10/11/2017 15:41:38

http://www.EMSL.com

mailto:[email protected]

OrderID: 041729117

Page 1 Of 1

Sample Description TEM Result Notes

Test Report:Qualitative Asbestos Analysis by Transmission Electron Microscopy (TEM) and Filtration Technique

Attn: Brian K. FischerMS Consultants, Inc.333 East Federal StreetYoungstown, OH 44503

Received: 10/27/17 9:30 AM

61-04D33-00-D1-0100104

Fax: (330) 744-5256Phone: (330) 744-5321

Project:

11/3/2017Analysis Date:10/26/2017Collected:

EMSL Analytical, Inc.200 Route 130 North, Cinnaminson, NJ 08077Phone/Fax: (800) 220-3675 / (856) 786-5974http://www.EMSL.com [email protected]

041731247CustomerID: MSCO50CustomerPO:ProjectID:

EMSL Order:

SB-2A041731247-0001

5' East-0'6" - Soils-Fill Chrysotile

SB-2B041731247-0002

5' East-6-12" - Soils-Fill Chrysotile

SB-2C041731247-0003

5" West-0-6" - Soils-Fill Chrysotile

SB-2D041731247-0004


SB-3A041731247-0005

5" East-0-6" - Soils-Fill Chrysotile

SB-3B041731247-0006

5" East-6-12" - Soils-Fill Chrysotile

SB-3C041731247-0007


SB-3D041731247-0008

5' West-6-12" - Soils-Fill Less than four fibers observedChrysotile

Benjamin Ellis, Laboratory Manageror other approved signatory

Test Report TEMQual-7.21.0 Printed: 11/3/2017 10:22:11 AM 1

Analyst(s)

THIS IS THE LAST PAGE OF THE REPORT.

Soil is a problem matrix due to its inherent heterogeneity. EMSL recommends more specialized methodologies such as the EPA 600/R-93/116 with milling preparation. Interpretation and use of test results are the responsibility of the client. This is a qualitative screen only. EMSL maintains liability limited to cost of analysis. This report relates only to the samples reported above and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. Samples received in good condition unless otherwise noted.Samples analyzed by EMSL Analytical, Inc. Cinnaminson, NJ

Ted Young (7)Wayne Froehlich (1)

Initial report from 11/03/2017 10:22:11

http://www.EMSL.com

mailto:[email protected]

OrderID: 041731247

Page 1 Of 1

GROUNDWATER ANALYTICAL

EA Group Workorder Number:

Client Project:

The following analytical report contains results as requested for samples submitted to EA Group. The results included in this reporthave been reviewed for compliance with the analytical methods indicated in this report. All data has been found to be compliant withaccepted laboratory protocol, except as noted in the QC narrative. Industrial hygiene reports, air and/or surface concentrations resultsare based upon sampling information provided by the client. Industrial hygiene results will not be blank corrected. Analyst initials ofREF indicate analysis performed at a subcontract facility.

171000250

Brian Fischer

MS Consultants

Received on October 19, 2017

If you have questions, comments or require further assistance regarding this report, please contact your client services representative orone of the individuals listed below.

Data or reporting:Debbie Lauer - Lab Manager Mike Herbert - General [email protected] [email protected]

Sample tracking, supplies:Haley Imler - Sample [email protected]

Invoice Related:Bonnie Renbarger - Office [email protected]

Reproduction of this report is prohibited except in its entirety . Unless noted, soil, sludge and sediment results are reported on dryweight basis. The "Sample Reporting Limit" is based on the method used for analysis and does not refer to any regulatory limit. Theseresults relate only to the items tested.


333 E. Federal StreetYoungstown, OH 44512

84" Sewer/61-04D33-00-D1-01-0104

012329

Laboratory Analytical Report

333 E. Federal Street

MS Consultants

Youngstown, OH 44512

Client Project:

Brian Fischer

Attention:

EA Group Workorder:1710-00250

Deborah L. Lauer

Laboratory Manager

October 31, 2017


84" Sewer/61-04D33-00-D1-01-0104

Sample Listing

Sample Receive Date

EAGSample Identification

Client EAGSample Identification

ClientSample Identification

10/19/2017

Sample Identification

171000250 001- MW-1 171000250 002- MW-2

171000250 003- MW-3 171000250 004- Trip Blank

Project Narrative 1710-00250

Updated 7/29/092

All analyses performed by EA Group were done using established laboratory SOPs. Management has reviewed the data for compliance with the laboratory QA/QC plan and data have been found to be compliant with the laboratory protocols unless otherwise noted below. All results listed for this report relate only to the samples submitted on this work order. The temperature of the sample(s) upon receipt was 2.5 oC. Samples were received on wet ice.

Misc. QC Comments Percent Moisture is used to report results on a dry weight basis. When necessary, reporting limits of individual samples may be raised due to high concentration of interfering compounds or target analytes, or quantity of sample available for analysis. pH method note: If this analysis was performed in the laboratory, it may not meet the "immediate analysis" requirement that applies to most wastewater monitoring samples. In such cases, analysis for pH should be done at the time of sampling. The results listed in this report relate only to the samples submitted to EA Group per the chain of custody.

Data Flag Table

B The method blank contained a standard laboratory contaminant (Methylene Chloride, Acetone, Hexane, Phthalates, etc.)

above the standard laboratory method detection limit. If the analyte is present in the sample at a concentration up to ten times the blank level, the result is reported with a “B” indicating method blank contamination. Samples will be reported without a “B” if the analyte concentration in the sample is greater than ten times the blank level.

E An analytical result marked with an “E” indicates the result reported is above the high end limit of the calibration curve

and should be considered an estimated concentration. DIL Due to matrix interference or high analyte concentration, a dilution was required. The spikes and/or surrogates results

could not be quantitated and therefore marked “DIL”. J An analytical result marked with a “J” indicates the result reported was below the standard reporting limit and above the

method detection limit. As the observed level approaches the MDL there is an increasing probability of a false positive response.

MI Analytical results marked as “MI” indicate that due to inherent matrix interference, the result could not be quantitated. # Results flagged “#” indicate the reported result may be outside allowable permit levels as provided by the client, when

applicable. NA A result or field marked as “NA” indicates that it was not applicable for this project. Q A quality control result flagged with a “Q” indicates the percent recovery was outside the acceptable range as determined

by the laboratory. ** Positive results for this analyte represent a probable combination of 3-Methylphenol (m-Cresol) and 4-Methylphenol (p-Cresol).


Client Project: 84" Sewer/61-04D33-00-D1-01-0104




ReportingDate

MW-1 Received: 10/19/2017


/ 0800

TimeAnalysis

Arsenic: EPA 200.7 0.0337 0.010 mg/liter 10/20/2017 10/23/2017 CMB7440-38-2Barium: EPA 200.7 0.203 0.0050 mg/liter 10/20/2017 10/23/2017 CMB7440-39-3

mg/liter0.0010 10/23/201710/20/2017<0.0010Cadmium: EPA 200.7 CMB 7440-43-9Chromium: EPA 200.7 0.0267 0.010 mg/liter 10/20/2017 10/23/2017 CMB7440-47-3Lead: EPA 200.7 0.0398 0.010 mg/liter 10/20/2017 10/23/2017 CMB7439-92-1

ug/liter0.20 10/24/201710/24/2017<0.20Mercury: SW846-7470A CMB 7439-97-6mg/liter0.010 10/23/201710/20/2017<0.010Selenium: EPA 200.7 CMB 7782-49-2mg/liter0.010 10/23/201710/20/2017<0.010Silver: EPA 200.7 CMB7440-22-4




ReportingDate



/ 1130

TimeAnalysis

Arsenic: EPA 200.7 0.0466 0.010 mg/liter 10/20/2017 10/24/2017 CMB7440-38-2Barium: EPA 200.7 0.466 0.0050 mg/liter 10/20/2017 10/24/2017 CMB7440-39-3Cadmium: EPA 200.7 0.00466 0.0010 mg/liter 10/20/2017 10/24/2017 CMB7440-43-9Chromium: EPA 200.7 0.0656 0.010 mg/liter 10/20/2017 10/24/2017 CMB7440-47-3Lead: EPA 200.7 0.152 0.010 mg/liter 10/20/2017 10/24/2017 CMB7439-92-1

ug/liter0.20 10/24/201710/24/2017<0.20Mercury: SW846-7470A CMB7439-97-6Selenium: EPA 200.7 0.0107 0.010 mg/liter 10/20/2017 10/24/2017 CMB7782-49-2

mg/liter0.010 10/24/201710/20/2017<0.010Silver: EPA 200.7 CMB 7440-22-4




ReportingDate



/ 1200

TimeAnalysis

Arsenic: EPA 200.7 0.0106 0.010 mg/liter 10/20/2017 10/23/2017 CMB7440-38-2Barium: EPA 200.7 0.113 0.0050 mg/liter 10/20/2017 10/23/2017 CMB7440-39-3

mg/liter0.0010 10/23/201710/20/2017<0.0010Cadmium: EPA 200.7 CMB 7440-43-9mg/liter0.010 10/23/201710/20/2017<0.010Chromium: EPA 200.7 CMB 7440-47-3

Lead: EPA 200.7 0.0120 0.010 mg/liter 10/20/2017 10/23/2017 CMB7439-92-1ug/liter0.20 10/24/201710/24/2017<0.20Mercury: SW846-7470A CMB7439-97-6mg/liter0.010 10/23/201710/20/2017<0.010Selenium: EPA 200.7 CMB 7782-49-2mg/liter0.010 10/23/201710/20/2017<0.010Silver: EPA 200.7 CMB 7440-22-4


Water1710-00250EAG Workorder

10/19/2017Date Received:MW-1Client ID:



Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Pesticides/PCB: EPA 608 ug/liter0.10Aldrin <0.10 10/19/2017309-00-2ug/liter0.10alpha-BHC <0.10 10/19/2017 319-84-6ug/liter0.10beta-BHC <0.10 10/19/2017319-85-7ug/liter0.10gamma-BHC (Lindane) <0.10 10/19/2017 58-89-9ug/liter0.10delta-BHC <0.10 10/19/2017319-86-8ug/liter1.0Chlordane <1.0 10/19/2017 57-74-9ug/liter0.104,4'-DDD <0.10 10/19/201772-54-8ug/liter0.104,4'-DDE <0.10 10/19/2017 72-55-9ug/liter0.104,4'-DDT <0.10 10/19/201750-29-3ug/liter0.10Dieldrin <0.10 10/19/2017 60-57-1ug/liter0.10Endosulfan I <0.10 10/19/2017959-98-8ug/liter0.10Endosulfan II <0.10 10/19/2017 33213-65-9ug/liter0.10Endosulfan sulfate <0.10 10/19/2017103-07-8ug/liter0.10Endrin <0.10 10/19/2017 72-20-8ug/liter0.10Endrin aldehyde <0.10 10/19/20177421-93-4ug/liter0.10Heptachlor <0.10 10/19/2017 76-44-8ug/liter0.10Heptachlor epoxide <0.10 10/19/20171024-57-3ug/liter1.0Toxaphene <1.0 10/19/2017 8001-35-2ug/liter1.0Aroclor 1016 <1.0 10/20/201712674-11-2ug/liter1.0Aroclor 1221 <1.0 10/20/2017 11104-28-2ug/liter1.0Aroclor 1232 <1.0 10/20/201711141-16-5ug/liter1.0Aroclor 1242 <1.0 10/20/2017 53469-21-9ug/liter1.0Aroclor 1248 <1.0 10/20/201712672-29-6ug/liter1.0Aroclor 1254 <1.0 10/20/2017 11097-69-1ug/liter1.0Aroclor 1260 <1.0 10/20/201711096-82-5

Extraction: SW846-3510C Complete 10/19/2017


LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Semi-volatile Organic Compounds: SW846-8270C ug/liter10Acenaphthene <10 10/20/201783-32-9ug/liter10Acenaphthylene <10 10/20/2017 208-96-8ug/liter10Anthracene <10 10/20/2017120-12-7ug/liter10Benzo(a)anthracene <10 10/20/2017 56-55-3ug/liter10Benzo(a)pyrene <10 10/20/201750-32-8ug/liter10Benzo(b)fluoranthene <10 10/20/2017 205-99-2ug/liter10Benzo(g,h,i)perylene <10 10/20/2017191-24-2ug/liter10Benzo(k)fluoranthene <10 10/20/2017 207-08-9ug/liter10bis(2-chloroethoxy)methane <10 10/20/2017111-91-1ug/liter10bis(2-chloroethyl)ether <10 10/20/2017 111-44-4ug/liter10bis(2-chloroisopropyl)ether <10 10/20/2017108-60-1ug/liter10bis(2-ethylhexyl)phthalate <10 10/20/2017 117-81-7ug/liter104-Bromo(phenylphenyl)ether <10 10/20/2017101-55-3ug/liter10Butyl benzyl phthalate <10 10/20/2017 85-68-7ug/liter10Carbazole <10 10/20/201786-74-8ug/liter104-Chloroaniline <10 10/20/2017 106-47-8ug/liter104-Chloro(phenylphenyl)ether <10 10/20/20177005-72-3ug/liter102-Chloronaphthalene <10 10/20/2017 91-58-7ug/liter10Chrysene <10 10/20/2017218-01-9ug/liter10Dibenz(a,h)anthracene <10 10/20/2017 53-70-3ug/liter10Dibenzofuran <10 10/20/2017132-64-9ug/liter10Di-n-butyl phthalate <10 10/20/2017 84-74-2ug/liter101,2-Dichlorobenzene <10 10/20/201795-50-1ug/liter101,3-Dichlorobenzene <10 10/20/2017 541-73-1ug/liter101,4-Dichlorobenzene <10 10/20/2017106-46-7ug/liter203,3-Dichlorobenzidine <20 10/20/2017 91-94-1ug/liter10Diethyl phthalate <10 10/20/201784-66-2ug/liter10Dimethyl phthalate <10 10/20/2017 131-11-3ug/liter102,6-Dinitrotoluene <10 10/20/2017606-20-2ug/liter102,4-Dinitrotoluene <10 10/20/2017 121-14-2ug/liter10Di-n-octylphthalate <10 10/20/2017117-84-0ug/liter10Diphenylamine <10 10/20/2017 122-39-4ug/liter501,2-Diphenylhydrazine <50 10/20/2017122-66-7ug/liter10Fluoranthene <10 10/20/2017 206-44-0ug/liter10Fluorene <10 10/20/201786-73-7ug/liter10Hexachlorobenzene <10 10/20/2017 118-74-1ug/liter10Hexachlorobutadiene <10 10/20/201787-68-3ug/liter10Hexachlorocyclopentadiene <10 10/20/2017 77-47-4ug/liter10Hexachloroethane <10 10/20/201767-72-1ug/liter10Indeno(1,2,3-cd)pyrene <10 10/20/2017 193-39-5ug/liter10Isophorone <10 10/20/201778-59-1






Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

ug/liter102-Methylnaphthalene <10 10/20/2017 91-57-6ug/liter10Naphthalene <10 10/20/201791-20-3ug/liter102-Nitroaniline <10 10/20/2017 88-74-4ug/liter103-Nitroaniline <10 10/20/201799-09-2ug/liter104-Nitroaniline <10 10/20/2017 100-01-6ug/liter10Nitrobenzene <10 10/20/201798-95-3ug/liter10N-Nitrosodi-n-propylamine <10 10/20/2017 621-64-7ug/liter10N-Nitrosodiphenylamine <10 10/20/201786-30-6ug/liter10Phenanthrene <10 10/20/2017 85-01-8ug/liter10Pyrene <10 10/20/2017129-00-0ug/liter101,2,4-Trichlorobenzene <10 10/20/2017 120-82-1ug/liter104-Chloro-3-methylphenol <10 10/20/201759-50-7ug/liter102-Chlorophenol <10 10/20/2017 95-57-8ug/liter10o-Cresol <10 10/20/201795-48-7ug/liter10m-Cresol** <10 10/20/2017 108-39-4ug/liter102,4-Dichlorophenol <10 10/20/2017120-83-2ug/liter102,4-Dimethylphenol <10 10/20/2017 105-67-9ug/liter502,4-Dinitrophenol <50 10/20/201751-28-5ug/liter504,6-Dinitro-2-Methylphenol <50 10/20/2017 534-52-1ug/liter102-Nitrophenol <10 10/20/201788-75-5ug/liter504-Nitrophenol <50 10/20/2017 100-02-7ug/liter10N-Nitrosodimethylamine <10 10/20/201762-75-9ug/liter50Pentachlorophenol <50 10/20/2017 87-86-5ug/liter10Phenol <10 10/20/2017108-95-2ug/liter102,4,5-Trichlorophenol <10 10/20/2017 95-95-4ug/liter102,4,6-Trichlorophenol <10 10/20/201788-06-2



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Volatile Organic Compounds: SW846-8260B ug/liter10Acetone <10 10/24/201767-64-1ug/liter5.0Acrolein <5.0 10/24/2017 107-02-8ug/liter5.0Acrylonitrile <5.0 10/24/2017107-13-1ug/liter1.0Benzene <1.0 10/24/2017 71-43-2ug/liter1.0Bromochloromethane <1.0 10/24/201774-97-5ug/liter1.0Bromodichloromethane <1.0 10/24/2017 75-27-4ug/liter1.0Bromoform <1.0 10/24/201775-25-2ug/liter1.0Bromomethane <1.0 10/24/2017 74-83-9ug/liter1.0Carbon disulfide <1.0 10/24/201775-15-0ug/liter1.0Carbon tetrachloride <1.0 10/24/2017 56-23-5ug/liter1.0Chlorobenzene <1.0 10/24/2017108-90-7ug/liter1.0Chloroethane <1.0 10/24/2017 75-00-3ug/liter1.0Chloroform <1.0 10/24/201767-66-3ug/liter1.0Chloromethane <1.0 10/24/2017 74-87-3ug/liter1.0Dibromochloromethane <1.0 10/24/2017124-48-1ug/liter1.01,1-Dichloroethane <1.0 10/24/2017 75-34-3ug/liter1.01,2-Dichloroethane <1.0 10/24/2017107-06-2ug/liter1.01,1-Dichloroethene <1.0 10/24/2017 75-35-4ug/liter1.01,2-Dichloropropane <1.0 10/24/201778-87-5ug/liter1.0cis-1,2-Dichloroethene <1.0 10/24/2017 156-59-2ug/liter1.0trans-1,2-Dichloroethene <1.0 10/24/2017156-60-5ug/liter1.0cis-1,3-Dichloropropene <1.0 10/24/2017 10061-01-5ug/liter1.0trans-1,3-Dichloropropene <1.0 10/24/201710061-02-6ug/liter1.0Ethylbenzene <1.0 10/24/2017 100-41-4ug/liter5.02-Hexanone <5.0 10/24/2017591-78-6ug/liter2.0n-Hexane <2.0 10/24/2017 110-54-3ug/liter5.0Methylene chloride <5.0 10/24/201775-09-2ug/liter5.0Methyl ethyl ketone (2-butanone) <5.0 10/24/2017 78-93-3ug/liter1.0Methyl methacrylate <1.0 10/24/201780-62-6ug/liter5.04-Methyl-2-pentanone <5.0 10/24/2017 108-10-1ug/liter1.0Methyl tert-butyl ether <1.0 10/24/20171634-04-4ug/liter1.02-Nitropropane <1.0 10/24/2017 79-46-9ug/liter1.0Pentachloroethane <1.0 10/24/201776-01-7ug/liter5.0Propionitrile <5.0 10/24/2017 107-12-0ug/liter1.0Styrene <1.0 10/24/2017100-42-5ug/liter1.01,1,1,2-Tetrachloroethane <1.0 10/24/2017 630-20-6ug/liter1.01,1,2,2-Tetrachloroethane <1.0 10/24/201779-34-5ug/liter1.0Tetrachloroethene <1.0 10/24/2017 127-18-4ug/liter1.0Toluene <1.0 10/24/2017108-88-3ug/liter1.01,2,4-Trichlorobenzene <1.0 10/24/2017 120-82-1ug/liter1.01,1,1-Trichloroethane <1.0 10/24/201771-55-6






Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

ug/liter1.01,1,2-Trichloroethane <1.0 10/24/2017 79-00-5ug/liter1.0Trichloroethene <1.0 10/24/201779-01-6ug/liter1.0Trichlorofluoromethane <1.0 10/24/2017 75-69-4ug/liter1.01,2,3-Trichloropropane <1.0 10/24/201796-18-4ug/liter1.0Trichlorotrifluoroethane <1.0 10/24/2017 76-13-1ug/liter1.01,2,4-Trimethylbenzene <1.0 10/24/201795-63-6ug/liter1.0Vinyl acetate <1.0 10/24/2017 108-05-4ug/liter1.0Vinyl chloride <1.0 10/24/201775-01-4ug/liter3.0Xylenes (Total) <3.0 10/24/2017 1330-20-7


LimitsRecovery

4-Bromofluorobenzene (77 - 134)96.41,2-Dichloroethane-d4 (69 - 146)94.4Toluene-d8 (74 - 131)99.8






Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Gasoline Range Organics: SW846-8015M mg/liter1.0Gasoline Range Organics: C6-C12 <1.0 10/24/2017


LimitsRecovery

Cumene (56 - 135)86.0






Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Total Petroleum Hydrocarbons: SW846-8015M mg/liter0.50Extractable Petroleum Hydrocarbons: C10-C20 <0.50 10/25/2017mg/liter0.50Extractable Petroleum Hydrocarbons: C20-C34 <0.50 10/25/2017



LimitsRecovery

n-Triacontane (38 - 132)92.5






Limit

REF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:0800

Herbicides: SW846-8151 ug/liter2.002,4-D <2.00 10/27/201794-75-7ug/liter4.002,4-DB <4.00 10/27/2017 94-82-6ug/liter2.002,4,5-T <2.00 10/27/201793-76-5ug/liter2.002,4,5-TP (Silvex) <2.00 10/27/2017 93-72-1ug/liter2.00Dalapon <2.00 10/27/201775-99-0ug/liter2.00Dicamba <2.00 10/27/2017 1918-00-9ug/liter2.00Dichloroprop <2.00 10/27/2017120-36-5ug/liter2.00Dinoseb <2.00 10/27/2017 88-85-7ug/liter200MCPA <200 10/27/201794-74-6ug/liter200MCPP <200 10/27/2017 7085-19-0

Extraction: SW846-8151 Complete 10/25/2017






Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130







Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130



LimitsRecovery

4-Bromofluorobenzene (77 - 134)97.71,2-Dichloroethane-d4 (69 - 146)93.6Toluene-d8 (74 - 131)101






Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130



LimitsRecovery

Cumene (56 - 135)85.6






Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130








Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200




LimitsRecovery







Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200







Limit

MH

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200




LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200



LimitsRecovery







Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200



LimitsRecovery

Cumene (56 - 135)85.6






Limit

LAF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200




LimitsRecovery







Limit

REF

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1200





10/19/2017Date Received:Trip BlankClient ID:



Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130

Volatile Organic Compounds: SW846-8260B Acetone 31 10 ug/liter 10/24/201767-64-1

ug/liter5.0Acrolein <5.0 10/24/2017 107-02-8ug/liter5.0Acrylonitrile <5.0 10/24/2017107-13-1ug/liter1.0Benzene <1.0 10/24/2017 71-43-2ug/liter1.0Bromochloromethane <1.0 10/24/201774-97-5ug/liter1.0Bromodichloromethane <1.0 10/24/2017 75-27-4ug/liter1.0Bromoform <1.0 10/24/201775-25-2ug/liter1.0Bromomethane <1.0 10/24/2017 74-83-9ug/liter1.0Carbon disulfide <1.0 10/24/201775-15-0ug/liter1.0Carbon tetrachloride <1.0 10/24/2017 56-23-5ug/liter1.0Chlorobenzene <1.0 10/24/2017108-90-7ug/liter1.0Chloroethane <1.0 10/24/2017 75-00-3ug/liter1.0Chloroform <1.0 10/24/201767-66-3ug/liter1.0Chloromethane <1.0 10/24/2017 74-87-3ug/liter1.0Dibromochloromethane <1.0 10/24/2017124-48-1ug/liter1.01,1-Dichloroethane <1.0 10/24/2017 75-34-3ug/liter1.01,2-Dichloroethane <1.0 10/24/2017107-06-2ug/liter1.01,1-Dichloroethene <1.0 10/24/2017 75-35-4ug/liter1.01,2-Dichloropropane <1.0 10/24/201778-87-5ug/liter1.0cis-1,2-Dichloroethene <1.0 10/24/2017 156-59-2ug/liter1.0trans-1,2-Dichloroethene <1.0 10/24/2017156-60-5ug/liter1.0cis-1,3-Dichloropropene <1.0 10/24/2017 10061-01-5ug/liter1.0trans-1,3-Dichloropropene <1.0 10/24/201710061-02-6ug/liter1.0Ethylbenzene <1.0 10/24/2017 100-41-4ug/liter5.02-Hexanone <5.0 10/24/2017591-78-6ug/liter2.0n-Hexane <2.0 10/24/2017 110-54-3ug/liter5.0Methylene chloride <5.0 10/24/201775-09-2

Methyl ethyl ketone (2-butanone) 100 5.0 ug/liter 10/24/201778-93-3ug/liter1.0Methyl methacrylate <1.0 10/24/201780-62-6ug/liter5.04-Methyl-2-pentanone <5.0 10/24/2017 108-10-1ug/liter1.0Methyl tert-butyl ether <1.0 10/24/20171634-04-4ug/liter1.02-Nitropropane <1.0 10/24/2017 79-46-9ug/liter1.0Pentachloroethane <1.0 10/24/201776-01-7ug/liter5.0Propionitrile <5.0 10/24/2017 107-12-0ug/liter1.0Styrene <1.0 10/24/2017100-42-5ug/liter1.01,1,1,2-Tetrachloroethane <1.0 10/24/2017 630-20-6ug/liter1.01,1,2,2-Tetrachloroethane <1.0 10/24/201779-34-5ug/liter1.0Tetrachloroethene <1.0 10/24/2017 127-18-4ug/liter1.0Toluene <1.0 10/24/2017108-88-3ug/liter1.01,2,4-Trichlorobenzene <1.0 10/24/2017 120-82-1ug/liter1.01,1,1-Trichloroethane <1.0 10/24/201771-55-6



10/19/2017Date Received:Trip BlankClient ID:



Limit

CMW

Client Project:

DateAnalyzedCAS #

84" Sewer/61-04D33-00-D1-01-0104

Time Sampled:1130



LimitsRecovery


61-04D33 – 84” Interceptor Sewer Replacement Summary of Work City of Youngstown 01 10 00-1

SECTION 01 10 00 SUMMARY OF WORK PART 1 GENERAL 1.1 SECTION INCLUDES A. Contract Description B. Contractor’s Use of Site and Premises C. Work Sequence D. Permits E. ODOT References F. Reference Standards 1.2 CONTRACT DESCRIPTION

A. The work consists of furnishing all labor, equipment and materials for the installation of approximately 5,700 linear feet of CCFRPMP ranging from 24” diameter to 96” diameter, precast concrete and fiberglass manholes, cast-in-place junction chambers for connection to the existing brick sewer(s), and all required backfill and restoration. Additional items in this project include construction of a 30,000 S.F. asphalt parking lot, with curb, catch basins and storm sewer, approximately 1,000 linear feet of 6”-8” PVC sewer and laterals, one 2 HP submersible duplex pump station and force main, modifications to an existing storm water basin and site grading and restoration. The above description is a generalization of the basic items to be installed. However, highlighted below are items that contractors should thoroughly review and be prepared to perform, along with the pipe installation as required to complete the project as bid. 1. An aggressive dewatering program will be required since the pipe alignment parallels the

Mahoning River. The pipe requires installation on a dry and stable base, therefore a professional specialized dewatering firm shall be employed to design, install and operate the dewatering system.

2. Building foundations remain from the Republic Steel Works which occupied the area of work. While attempts have been made to locate existing structures/foundations and route the sewer to avoid of them, structures/ foundations may be encountered during sewer construction. If removal of existing structures/ foundations is required, work shall be performed in accordance with Section 31 23 43. Concrete structures with rebar reinforcement were encountered during test digs and should be anticipated during construction.

3. The possibility exists for potential petroleum contaminated soils or groundwater along the sewer alignment. Sampling was performed during the subsurface investigation, and lab results can be reviewed in section 00 31 32 – Subsurface Investigation.


4. Asbestos containing materials were encountered in some locations along the proposed sewer alignment. The limits are shown on the contract drawing. Sampling was performed during the subsurface investigation, and lab results can be reviewed in section 00 31 32 – Subsurface Investigation. Removal work performed on asbestos containing material shall be performed in accordance with Section 02 82 13.33.

5. Unforeseen Sanitary Connections. Any laterals and or sewer pipes not shown on the drawings but found during construction shall be reconnected to the new sewer system or plugged at the Owner/Engineer’s discretion.

6. The mainline sewer is located parallel to an active railroad track. The contractor is solely responsible for coordination with the railroad, maintaining required clearances from the rail and/or flagmen as required by the railroad, and adherence to all railroad rules and regulations for construction of adjacent facilities.

7. Construction of the proposed amphitheater (west of Market Street) may be occurring, in part, at the same time as the sewer installation. The contractor shall refer to the Contract duration milestone(s) within the Construction Contract (Agreement) which were established to allow for the concurrent construction.

B. The work shall be in accordance with the plans and specifications and in reasonably close

conformity with the line and grades shown on the plans or established by the Engineer. The removal and disposal and/or the abandonment of the existing sewer, the excavation for new pipe and various new structures and foundations, clearing and grubbing and removal of all materials necessary for placing the new pipe, furnishing and placing pipe bedding and backfill as required; constructing and subsequently removing all necessary sheeting and shoring; dewatering; by-pass pumping; furnishing and installing all necessary appurtenances including but not limited to junction chambers, manholes, pipe bends and branches; performing leakage tests as specified; restoration of disturbed facilities and surfaces; providing all erosion control storm water prevention requirements, temporary and permanent seeding of all disturbed areas; repairing disturbed roadway surfaces; restoring driveways and parking areas; utility extensions as required; and providing all lights, signs, barricades and uniformed police officers and railroad personnel for the maintenance and control of traffic including construction equipment are all included in this Contract.

C. Notification and Measurement: Change orders will be issued per the requirements of the General Conditions of these Specifications. Change orders for deduction amounts or additions will be the difference between the unit cost amounts multiplied by measured base quantity and the unit cost multiplied by the field measured quantity or count in place. Owner reserves the right to establish final measures or count of work-in-place by independent quantity surveyor.

D. Perform Work of Contract under a single prime, unit cost Contract with Owner according to the

Conditions of the Contract. 1.3 CONTRACTOR USE OF SITE AND PREMISES

A. Construction Operations: Constructions operations shall be limited to areas indicated on Drawings.

B. Time Restrictions for Performing Work: Work shall be scheduled during the “normal work week” unless authorized by the Owner. 8 am to 5 pm Monday through Friday.

1.4 WORK SEQUENCE

A. Construction of the Work: The sewage flow shall be maintained at all times. The contractor shall submit a sequence of construction by activity for approval by the Owner.


B. Sequencing of Construction Plan: : Before start of construction, the contractor shall submit three copies of the sequence of construction plan according to Section 01 32 16 for acceptance by Owner. After acceptance of plan, the construction sequencing shall comply with accepted plan unless deviations are accepted by Owner in writing.

1.5 PERMITS BY CONTRACTOR

A. Furnish all necessary permits for construction of Work including the following: Ohio EPA Storm Water Construction General Co-Permit Ohio EPA Groundwater Withdrawal and Discharge Permits Demolition Disposal Site Permit Haul Road Permit (Maintenance and Repair Bond)

1.6 PERMITS BY OWNER

A. Furnish permits listed below. Ohio EPA Permit to Install (PTI) Ohio EPA Storm Water Construction General Permit (NOI) Ohio EPA Isolated Wetland Permit - None Corps of Engineers Nationwide Permit - None ODOT Permit - None Railroad Permit - None

1.7 ODOT REFERENCES

A. Whenever in these specifications a reference is made to a particular section of the Ohio Department of Transportation Specifications, it shall mean the Standard Specifications of the State of Ohio, Department of Transportation, Construction and Material Specifications, dated January 1, 2016. This document shall be used for this improvement and is hereby adopted as supplementary specifications, as noted on the plans and specifications. 1. Whenever, in the above referenced specifications, the terms “Administrator” or “Director”

or “Engineer” or “Inspector” are used, it shall be interpreted to mean the Engineer, or his authorized representative. Whenever in the referenced specifications the terms “Department” or “Agency” are used, it shall be interpreted to mean the Project Engineer. Whenever, in the reference specifications, the term “Laboratory” is used, it shall be interpreted to mean a Laboratory selected by the Owner and Engineer.

2. Only the Technical Specifications noted are applicable as a Supplemental reference in

conjunction with the Technical Specification contained in this Project Manual. The EJCDC document shall govern the General Provisions exclusively.

3. The ODOT CMS shall only be utilized for material properties and installation methods.

ODOT references to payment escalation and other payment related specifications shall not apply to this Project.

1.8 REFERENCE STANDARDS

A. For Products or workmanship specified by association, trade, or other consensus standards, comply with requirements of the standard, except when more rigid requirements are specified or are


required by applicable codes. B. Conform to reference standard by current date of issue. C. Obtain copies of standards included in the Contract Documents. D. Maintain copies at project site during submittals, planning, and progress of the specific work, until

Substantial Completion. E. Should specified reference standards conflict with Contract Documents, request clarification from

the Engineer before proceeding.

F. Neither the contractual relationship, duties and responsibilities of the Contractor nor those of the Engineer shall be altered by the Contract Documents by mention or inference otherwise in any reference document.

PART 2 PRODUCTS (NOT USED) PART 3 EXECUTION (NOT USED)

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Price & Payment Procedures City of Youngstown 01 20 00 - 1

SECTION 01 20 00

PRICE AND PAYMENT PROCEDURES

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Labor allowances.

B. Testing allowances.

C. Application for Payment.

D. Change procedures.

E. Defect assessment.

1.2 LABOR ALLOWANCES

A. Included in the Contract Bid Form is a “Labor Allowance” for use upon Owner's instruction as an allowance for unanticipated work. The amount of this allowance is $500,000.00.

B. Work under this allowance performed by the contractor as directed by the Engineer will be paid for based on EJCDC Article 11. The Contractor must notify the Engineer prior to commencing any additional or extra work.

C. The documented authorized negotiated expenditure along with all specified back-up documentation and executed change orders shall be attached to the payment application and drawn from the “Labor Allowance”.

D. At closeout of Contract, funds remaining in labor allowance will be credited to Owner by Change Order.

1.3 TESTING ALLOWANCES

A. Included in the Contract Bid Form is a “Testing Allowance” as directed by the Engineer for testing as described in paragraph B. The amount of this allowance is $20,000.00.

B. Costs Included in Testing Allowances: 1. Cost of engaging testing agency. 2. Execution of tests. 3. Reporting results. 4. Specific tests to be reimbursed with this allowance are concrete placement testing and

compressive strength testing, compaction testing for fill material (including proctor and nuclear density testing) during initial placement.

C. Work under this allowance performed by the contractor as directed by the Engineer will be paid for based on the submitted paid invoices from the approved Testing Laboratory via the Contractor. Test results must be submitted to the Owner/Engineer prior to reimbursement to the Contractor. No mark-up is permitted by the Contractor.


D. Costs Not Included in Testing Allowance: 1. Costs of testing services used by Contractor separate from Contract Document

requirements. 2. Costs of retesting upon failure of previous tests as determined by Architect/Engineer.

E. Payment Procedures: 1. Submit three copies of inspecting or testing firm's invoice and test results/reports with

next Payment Application for reimbursement. 2. Pay invoice upon approval by Engineer.

F. At closeout of Contract, funds remaining in contingency allowance will be credited to Owner by Change Order.

1.4 APPLICATION FOR PAYMENT

A. Submit six copies of each Application for Payment on form provided by Engineer.

B. Content and Format: Use the unit costs bid for listing items in Application for Payment. Lump Sum items will be paid for based on percentage complete.

C. Submit updated construction schedule with each Application for Payment no exceptions.

D. Submit Project Photos with each Application for Payment.

E. Engineer shall review and confirm that Contractors red line “As-builts” are current.

F. Payment Period: Submit at intervals stipulated in the Agreement.

G. Submit with transmittal letter as specified in Section 01 33 00 - Submittal Procedures.

H. Submit three copies of the Contractor’s affidavit, waivers and payroll reports for the time period covered by the Application For Payment and other items below.

I. Substantiating Data: When Engineer requires substantiating information, submit data justifying dollar amounts in question. Include the following with Application for Payment: 1. Current construction photographs specified in Section 01 33 00 - Submittal Procedures. 2. Partial release of liens from major Subcontractors and vendors. 3. Record Documents as specified in Section 01 70 00 - Execution and Closeout

Requirements, for review by Owner, which will be returned to Contractor. 4. Affidavits attesting to off-Site stored products. Material must be approved and have been

inspected by Engineer prior to requesting payment as stored material. 5. Construction Progress Schedule, revised and current as specified in Section 01 33 00 -

Submittal Procedures.

J. Failure to provide substantiating data noted can be cause for the owner to withhold payment until addressed.

1.5 CHANGE PROCEDURES

A. Engineer will advise of minor changes in the Work not involving adjustment to Contract Sum/Price or Contract Time as authorized by EJCDC, 2013 Edition.


B. Engineer may issue a Notice of Change including a detailed description of proposed change with supplementary or revised Drawings and Specifications, a change in Contract Time for executing the change and the period of time during which the requested price will be considered valid. Contractor will prepare and submit estimate within 7 days.

C. Contractor may propose changes by submitting a request for change to Engineer, describing proposed change and its full effect on the Work. Include a statement describing reason for the change and the effect on Contract Sum/Price and Contract Time with full documentation and a statement describing effect on the Work by separate or other Contractors.

D. Stipulated Sum/Price Change Order: Based on Notice of Change and Contractor's fixed price quotation or Contractor's request for Change Order as approved by Engineer.

E. Unit Price Change Order: For Contract unit prices and quantities, the Change Order will be executed on a fixed unit price basis. For unit costs or quantities of units of that which are not predetermined, execute Work under Work Directive Change. Changes in Contract Sum/Price or Contract Time will be computed as specified for Time and Material Change Order.

F. Work Directive Change: Engineer may issue directive, on EJCDC C-940 - Work Change Directive signed by Owner, instructing Contractor to proceed with change in the Work, for subsequent inclusion in a Change Order. Document will describe changes in the Work and designate method of determining any change in Contract Sum/Price or Contract Time. Promptly execute change.

G. Time and Material Change Order: Submit itemized account and supporting data after completion of change, within time limits indicated in Conditions of the Contract. Engineer will determine change allowable in Contract Sum/Price and Contract Time as provided in Contract Documents.

H. Maintain detailed records of Work done on time and material basis. Provide full information required for evaluation of proposed changes and to substantiate costs for changes in the Work.

I. Change Order Form: WPCLF and City of Youngstown Forms: Contract Alterations/Modifications shall be prepared by the Engineer.

J. Execution of Change Orders: Engineer will issue Change Orders for signatures of parties as provided in Conditions of the Contract.

1.6 DEFECT ASSESSMENT

A. Refer to EJCDC Article 14.

1.7 MEASUREMENT AND PAYMENT

A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section.


PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Measurement & Payment City of Youngstown 01 22 00 - 1

SECTION 01 22 00

MEASUREMENT AND PAYMENT

PART 1 GENERAL 1.1 DESCRIPTION OF WORK

A. The work consists of furnishing all labor, equipment and materials for performing the work in

accordance with the contract documents, plans and specifications. B. This section specifies the general requirements for measurement and payment and forms a part of

the Division 1 Specifications. 1.2 GENERAL

A. Measurement of Quantities 1. The Owner shall pay the Contractor for the acceptable performance of the work completed

and approved as specified in the Contract Documents at the unit prices and/or lump sum prices bid.

2. All unit price work completed under the Contract will be measured according to United

States standard measure. A ton is two thousand pounds (2000 LBS). The unit of liquid measure is the U.S. gallon. The method of measurement and computations to be used in determination of quantities of materials furnished and of work performed under the Contract will be those methods generally recognized as conforming to good engineering practice.

3. When payment is to be made on the basis of weight, the weighing shall be done on certified

scales or, when approved by the Owner, on a completely automated weighing and recording system. The Contractor shall furnish the Owner all certified weigh-bills of the actual material used.

4. All items which are measured by the linear foot, and which are constructed or demolished

on the ground surface such as guardrails, fence, curbing, etc, shall be measure on a “slope distance” basis (i.e., along the ground surface). a. All items which are measured by the linear foot, and which are constructed or

demolished underground, such as water mains, sanitary and storm sewers, electrical conduits, etc. shall be measure on a horizontal distance (i.e., along a horizontal plain).

5. When requested by the Contractor and approved by the Owner, material specified to be

measure by the cubic yard may be weighed and such weights will be converted to cubic yards for payment purposes. Factors for conversion from weight measurement to volume measurement will be determined by the Contractor and shall be approved by the Owner before such measurement of pay quantities is used.


6. When the term “lump sum” or “each” is used as an item of payment, it will mean payment for the work described in the Contract Documents which is complete and operational to the satisfaction of the Owner. When a complete item of work is specified as the unit of measurement, it will be construed to include all necessary equipment, labor, materials, tools, testing, etc. to provide a complete and operational facility acceptable to the Owner.

7. When standard manufactured items are specified such as pipe, conduits, fittings, wire,

lumber, rolled shapes, fence, guide rail, etc. and these items are identified by gauge, unit weight, section dimensions, etc. such identification will be considered to be nominal weights or dimensions.

8. All cost in connection with submittal of test results, project management, permits,

operation and maintenance manual preparation, quality control, project scheduling, etc. as described in the Contract Documents shall be included in the various bid items for this Contract work unless noted otherwise.

B. Basis of Payment

1. The Contractor shall be entitled to receive payments as set forth in the Contract for work

which has, in the Owner’s sole judgment, been satisfactorily performed. 2. The Contractor shall receive compensation in accordance with the bid schedule, or as

defined in the Contract Documents, which shall be full payment for providing a complete and operational unit, or system, accepted by the Owner. a. This will include furnishing all materials, labor, equipment, supervision, work item

incidentals required to perform all the Contract work in a workmanlike manner, free of risk, loss, damage, or expense or whatever character arising out of the nature of the work or the prosecution thereof.

3. If a clause in the Contract Documents relating to any unit price in the bid schedule requires

that the unit price cover and be considered compensation for certain work or material essential to the item, this work or material will not be measured or paid for again under any other pay item which may appear elsewhere in these Documents.

4. When the Contract Documents specify payment for an item on a plan quantity basis, the

quantities for payment will be those shown on the Contract Drawings with deductions or additions to such quantities as a result of Owner authorized deviations. If a Contractor believes that a quantity which is specified for payment as a plan quantity is incorrect, they may request that the Owner check the questionable quantity. The request shall be accompanied by calculations, drawings or other evidence indicating why the quantity is believed to be in error. If the quantity is found to be in error, payment will be in accordance with the corrected quantity.

5. The Owner may increase or diminish quantities as may be deemed reasonably necessary

or desirable to complete the work. When the final accepted quantities of work vary from the quantities in the bid schedule, the Contractor shall accept payment at the original contract unit prices for the accepted quantities of work done.

6. Additional work involving “Extra Work Authorization”, shall be paid for as stipulated in

such authorizations. The Contractor shall furnish the necessary supporting data required


in the preparation of these agreements per the General Conditions. No extra work shall be done by the Contractor unless authorized in writing by the Owner.

C. The work has been divided into various items for the purpose of measuring the amount of work performed and determining the amount of compensation for performing this amount of work. These work divisions are provided for guidance only and are not intended to include every item of work necessary to complete the Contract work. 1. Compensation for all items of work (including labor, materials, tools and equipment)

required to provide a complete and operational unit, or system, but not listed in the description of work shall be included in the various other bid items.

D. It is to be understood that the items, both individually and totally, include all the work to be

performed under this Contract and that any work required by the Specifications or Contract Drawings, in order to complete the project, that is not specifically identified in the Unit Price Schedule or in this section of the Specifications is considered as a subsidiary obligation of the Contractor and shall be performed at no additional cost to the Owner.

E. The Contractor’s unit or lump sum prices shall include all profit, taxes, bonds, insurance, labor,

overhead, mobilization, demobilization, material, equipment, tools, transportation, connections to existing systems, dewatering, project protection, testing, disposal of surplus material off site and all other expenses of work incidental thereto as specified in the Contract Documents, all as applicable to the item described completed in place.

1.3 METHOD OF MEASUREMENT AND PAYMENT FOR BID ITEMS

A. The intent of this section is to generally describe the method of measurement and payment and to outline those work items included in each pay item. This section is not to be considered all inclusive, therefore, if items of work are not specifically identified for measurement and payment but are necessary to complete and operate the system as intended by these Specifications, they are to be considered subsidiary obligations and all costs for these items shall be included in the various other measurement and payment items as listed below.

B. The Contractor acknowledges that certain bid proposal payment items will be measured and paid

for on the basis of the payment limits identified on the Contract drawings. Separate and/or additional payment will not be made by the Owner for additional material quantities which the Contractor may install beyond or outside the identified payment limits.

C. Contract Bid Items

1. When the term “lump sum” or “each” is used as an item of payment, it will mean payment for the work described in the Contract Documents which is complete and operational to the satisfaction of the Owner. When a complete item of work is specified as the unit of measurement, it will be construed to include all necessary equipment, labor, materials, tools, testing, etc. to provide a complete and operational facility acceptable to the Owner.

2. ACCORDINGLY, AS DESCRIBED IN ARTICLES 1.1 THROUGH 1.3 ABOVE, THE

METHOD OF MEASUREMENT AND PAYMENT OF THE CONTRACT ITEMS ARE REFERENCED BELOW:

SPEC. ITEM SECTION DESCRIPTION UNIT


1 01 62 44 MOBILIZATION./DEMOBILIZATION LS Measurement and payment for Item No. 1 shall be on a job lump sum (LS) basis which shall include, but not be limited to

a. Mobilization b. Insurance, bonds and permits. c. Submittals and shop drawings. d. Project schedule. e. Contractors field office and Engineers field office f. Surveying for verification of conformance with the plans and for record drawings (other

than that included in construction layout staking) g. Pre-construction video and construction photography of the proposed contract work as well

as project temporary and permanent construction easements and haul roads. h. Temporary project signage i. Obtaining lay-down area(s), staging and stockpile area(s). j. Project management, field and office supervision, administration and management, k. Project coordination. l. Preparation of red-line record drawings. m. Project close-out., submittals n. Clean-up and demobilization and all other work items required to complete the this pay

item to the satisfaction of the Owner.

Provide a schedule of values for the items noted above for review prior to the Pre-construction Meeting. Twenty five percent (25%) of the lump sum bid price shall be eligible for payment on the first Application for Payment. Fifty percent (50%) will be evenly distributed over the life of the contract. The remaining twenty five percent (25%) will be paid on the final Application for Payment provided that the Engineer receives an acceptable set of red-line record drawings and all close-out documents are submitted and approved.

2 01 71 23 CONSTRUCTION LAYOUT STAKES LS Measurement and payment for Item No. 2 shall be on a job lump sum (LS) basis which shall include but not be limited to:

a. Performing construction layout including structures, easements, work limits and any other feature of this improvement by a Professional Surveyor licensed in the State of Ohio.

b. Provide the Engineer with copies of the cutsheets for the various items prior to their construction.

Pay shall be made as a percentage evenly distributed over the life of the contract. 3 01 57 23 CONSTRUCTION STORM WATER LS

POLLUTION CONTROL Measurement and payment shall be on a job lump sum (LS) basis to implement and maintain all erosion and sedimentation requirements. This work is to include:

a. Completion and submission of the Co-Permittee application. b. Installing and maintaining BMPs as per the SWPPP. c. Addressing deficiencies when observed or as directed. d. Performing and submitting site inspections and reports as required. e. Removal of BMPs as restoration and revegetation dictates.



f. Site restoration and clean-up at the completion of the project.

Payment shall be made as a percentage evenly distributed over the life of the contract. 4 31 11 00 CLEARING, GRUBBING AND TREE LS

REMOVAL Measurement and payment shall be on a job lump sum (LS) basis which shall include but not be limited to all work, materials, equipment, and tools required to:

a. Clear and grub the project area to facilitate the improvements per the drawings. b. Removal of trees, regardless of size, shrubs, underbrush, stumps, regardless of size. c. Removal of general debris. d. Removal of any other surface debris or items not specifically identified in this project.

Payment will be made based upon the percent of the work completed during the billing period as agreed upon by the Owner and Engineer.

5 31 23 19 DEWATERING LS Measurement and payment shall be as a unit bid item (lump sum) for the following:

a. The Contractor is required to submit a dewatering system that is specifically designed for this project and is stamped by a Professional Engineer, licensed in the State of Ohio, that specializes in dewatering sites.

b. The Contractor shall have the Dewatering Sub-contractor furnish, install, test, operate, monitor, and maintain the approved dewatering system to achieve lowering the water table to permit excavation and construction to proceed on dry, stable subgrades.

Payment shall be made as a percentage evenly distributed over the life of the contract. 6, 7, 8 33 31 20 24”, 48”, 60”, 72” 96” CCFRPM GRAVITY

9, 10 SEWER LF Measurement and payment shall be as a unit bid item (lineal feet) basis which shall include but not be limited to:

a. Excavation and installation of shoring as it progresses to continuously support the sidewalls of the trench. The Contractor must submit a plan of the intended shoring for review by the Engineer before the Pre-construction Meeting.

b. Shaping the trench foundation and placement of the pipe bedding. c. Installation of the various sizes of CCFRPM Pipe per the Manufacturer’s recommendations

including initial backfill, etc. d. Backfilling, compacting the trench and removing the shoring system as the work progresses

to continuously support the sidewalls of the excavation. Structural backfill and pavement restoration are incidental to the applicable sewer and are not paid separately.

e. Maintaining the line and grades per the Contract Documents. Payment for survey verification during the installation is included in Item #1.

f. Video inspection and testing of the installed CCFRPM Pipe per specification.

Payment shall be based on LF of pipe per size installed and field measured by the Engineer.



11 33 31 30 TEE BASED FIBERGLASS MANHOLE

RISERS FOR 96-INCH CCFRPM EA Measurement and payment shall be as a unit bid item (EA) basis which includes but is not limited to:


b. Providing and installing the Tee Based Fiberglass Manhole Risers for 96” CCFRPM complete with concrete support, concrete collar, casting and lid per the Manufacturer’s recommendations and as shown on the contract documents and approved shop drawings.

c. Backfilling, compacting the trench and removing the shoring system as the work progresses to continuously support the sidewalls of the excavation. Structural backfill and pavement restoration are incidental to the applicable sewer and are not paid separately.

Payment shall be based on the number of Tee Based Fiberglass Manhole Risers for 96” CCFRPM installed and field measured by the Engineer.

12, 13, 14 33 31 20 60”, 72”, 96” DIA. PRECAST CONCRETE EACH MANHOLES Measurement and payment shall be as a unit bid item (EA) basis which includes but is not limited to:


b. Providing and installing the Precast Concrete Manholes complete with casting and lid as shown on the contract documents and approved shop drawings.

c. Backfilling, compacting the trench and removing the shoring system as the work progresses to continuously support the sidewalls of the excavation. Structural backfill and pavement restoration are incidental to the applicable sewer and are not paid separately.

Payment shall be based on the number of Precast Concrete Manholes installed and field measured by the Engineer. 15 DWGs S-1.0 CAST-IN-PLACE CONCRETE through S-4.0 STRUCTURES #1, #2 AND #3 LS Measurement and payment shall be as a unit price bid (lump sum). The work includes the following:

a. Submittal of shop drawings and plan for handling and bypass pumping the flow in the existing 84” Brick Sewers as necessary to permit excavation, partial demolition and construction of the new cast-in-place structures in the dry.

b. Implementing the approved flow control plan. c. Placing forms, reinforcing steel, waterstops and wall sleeves. d. Placement and curing of concrete. e. Removal of forms. f. Completion of demolition to provide unobstructed flow through the structures. g. Backfill and compaction after the concrete attains it’s design strength. Structural backfill

and pavement restoration are incidental to the applicable sewer and are not paid separately. h. Removal of flow bypass system.



Provide a schedule of values for the items noted above for review prior to the Pre-construction Meeting. Payment will be made based upon the percent of the work completed during the billing period as agreed upon by the Owner and Engineer. 16, 17, 18, 33 31 20 8” GRAVITY SEWER

19, 20, 21 INCLUDING MANHOLES LF LATERALS, ETC. EA Measurement and payment shall be as a unit bid item (lineal feet) for 8” SDR 35 PVC Pipe, 6” SDR 35 PVC Pipe, 4” Force Main (including all fittings for pipe) and (each) for 48” Pre-cast Drop Manhole, Pre-cast Grease Trap and Duplex Lift Station as shown on the drawings which shall include but not be limited to:


b. Shaping the trench foundation and placement of the pipe bedding. c. Installation of the various sizes of PVC Pipe per the Manufacturer’s recommendations

including initial backfill, etc. d. Installation of grease trap, complete. e. Backfilling, compacting the trench and removing the shoring system as the work progresses

to continuously support the sidewalls of the excavation. Structural backfill and pavement restoration are incidental to the applicable sewer and are not paid separately.

f. Maintaining the line and grades per the Contract Documents. Payment for survey verification during the installation is included in Item #1.

g. Video inspection and testing of the installed PVC Pipe per specification.

Payment shall be based on LF of pipe per size installed and field measured by the Engineer including fittings. Payment shall be based on EA for 48” Pre-cast Manhole, Pre-cast Grease Trap and Duplex Lift Station. 22, 23, 24 02 40 15 REMOVE & DISPOSE OF EA. TONS, CY PETROLEUM CONTAMINATED SOIL Measurement and payment shall be as a unit bid either (EA) for stockpiling, segregating and screening, (tons) for disposal if the testing determines the waste is regulated using validated weight in tons of the contaminated soil removed and disposed of at a licensed facility or (cy) based on volume calculated for the stockpile if testing determines the waste is non-regulated and the soil is incorporated into the project with the tasks as follows:

a. Screening - The Contractor shall notify the Engineer’s Inspector immediately upon encountering suspect material.

b. The Contractor shall either stockpile the soil using visqueen and straw bale berms or load the material into lined roll-off boxes based on the Engineer’s direction regarding the soil.

c. The Contractor is responsible for collection of samples and lab testing. Testing to be performed includes BTEX, PAHs, and TPH-GRO/DRO/ORO per SW846 guidelines.

d. Regulated material handling and disposal - If the sample results are found to be above the action level, the Contractor shall handle the material per the following:

1. Provide an estimate of the material to be disposed of.



2. The Contractor shall coordinate with a licensed disposal facility for proper disposal. This includes obtaining permits, loading and trucking, site restoration, etc.

3. If the facility requires any other testing, the Contractor shall notify the Engineer/Owner prior to performing.

4. The Contractor shall submit manifests to document the disposal facility, date and time of disposal and tonnage hauled and disposed of.

5. The Contractor shall furnish all labor, equipment, permits, fees, etc. within the limits identified. The Contractor’s unit bid price shall include preparing a temporary storage area on site, transporting material to this area, segregating and stockpiling or storing in lined roll-off boxes, sampling and testing, loading, hauling and disposal (including fees), if regulated, restoration of storage area and any other associated costs.

e. Non-regulated material handling - If found to be below the action level (non-regulated) the Contractor shall be responsible for transporting and incorporating the material into the project and restoring the area at no additional costs.

Payment for this work to screen the material shall be made at the Contractor’s price bid per sample event. Payment for handling and disposal of material shall be made at the Contractor’s unit price bid per ton for regulated or non-regulated materials. 25 02 40 16 ASBESTOS CONTAINING MATERIALS TON Measurement and payment shall be as a unit bid item (ton).The unit bid paid shall be the validated weight in tons of the contaminated soil removed and disposed of, which includes the following:

a. Removal and disposal of the contaminated soil as identified and directed by the Engineer. b. The Contractor shall provide PPE for trained qualified personnel to remove the ACM. c. The Contractor shall be equipped to wet the material as excavated and loaded for disposal. d. The Contractor shall be responsible for securing a licensed disposal facility, payment of all

fees and permits, payment for testing and any other related costs. e. The Contractor shall provide trucking. f. The Contractor shall submit all manifests and documents for the disposal.

Payment will be based on the Contractor’s bid amount for material as identified and directed by the Engineer. 26 31 23 43 UNFORESEEN CONCRETE TON FOUNDATIONS REMOVED Measurement and payment shall be as a unit bid item (ton) for the following:

a. Removal and disposal of unforeseen concrete structures (reinforced or plain) encountered during installation of the sewer system.

b. The Contractor must notify the Engineer that they have encountered the unforeseen concrete and receive approval for proceeding.

c. Removal beyond the limits necessary to install the sewer system will not be considered for payment.

d. The Contractor shall weigh the trucks (both for tare and loaded) at a certified scale approved by the Engineer/Owner.



Payment will be based on the Contractor’s bid amount for material as identified and directed by the Engineer. . 27 31 23 43 ROCK EXCAVATION TON AND DISPOSAL Measurement and payment shall be as a unit bid item (ton) for the following:

a. Removal and disposal of naturally occurring rock encountered during installation of the sewer system.

b. The Contractor must notify the Engineer that they have encountered the rock and receive approval for proceeding.

c. Removal beyond the limits necessary to install the sewer system will not be considered for payment.

d. The Contractor shall weigh the trucks (both for tare and loaded) at a certified scale approved by the Engineer/Owner.

Payment will be based on the Contractor’s bid amount for material as identified and directed by the Engineer. 28 02 40 08 SEWER ABANDONED (FLOW. FILL) LF Measurement and payment shall be as a unit bid item (lf) for the following: a. The Contractor shall not begin until the replacement sewer is complete and accepted. b. The Contractor shall excavate and make the cut into the existing 84” brick sewer at the locations

shown on the plans or as directed by the Engineer. c. The Contractor shall place LSM to plug the pipe and backfill the excavation. d. The Contractor shall include the location of the plug on the as-built drawings. Payment shall be based on the Contractor’s bid amount per LF of pipe plugged as field measured by the Engineer. 29 02 40 08 MANHOLES ABANDONED EA Measurement and payment shall be as a unit bid item (each) for the following: a. The Contractor shall not begin until the replacement sewer is complete and accepted. b. The Contractor shall remove the existing frames/castings/covers and deliver them to the COY

WWTP. c. The Contractor shall remove the existing manhole to a depth of 4’ below grade and dispose of

the debris. Do not remove any closer than within 18” of the pipe crown. d. The Contractor must fracture the manhole base and walls after draining. e. The Contractor shall place LSM to fill the manhole void and backfill the excavation. f. The Contractor shall include the location of the abandoned manhole on the as-built drawings. Payment shall be based on the Contractor’s bid amount per EA for manhole abandoned (regardless of size or depth) as field measured by the Engineer.

30, 31, 32 18” STORM SEWER, EMILY LF 33 ALLEY EA, SY Measurement and payment shall be as a unit bid item (LF) basis for pipe, (EA) basis for ODOT 2-2B inlets and pre-cast manholes and shall include, but not limited to the following:



a. The Contractor shall sawcut exiting pavement, excavate (including shoring) and dispose of material at an approved waste site.

b. The Contractor shall install the various items per the documents. c. The Contractor shall connect to existing structures per the documents (incidental to the

work). d. The Contractor shall backfill with initial bedding and backfill per the documents (using

structural backfill within pavement limits per the details). e. The Contractor shall replace concrete pavement in-kind, per contract drawings and details.

Structural backfill and pavement restoration are incidental to the applicable sewer and are not paid separately.

Payment shall be on LF of pipe installed and measured by the Engineer and EA for catch basins and manholes installed as field measured by the Engineer.

34 33 32 00 PARKING LOT LS

Measurement and payment shall be as a unit bid item (LS) basis, and shall include, but not limited to the following: a. Furnishing labor, equipment and material for the 30,000 SF asphalt parking lot,1400 LF of type

6 curb, 100 lf type 6 drop curb, Pavement section shall be 6” of ODOT 304 Aggregate Base, 2 ½ “ of ODOT 448 intermediate course asphalt, 1 1/2” of ODOT 448 surface course asphalt per contract drawings and details

b. The Contractor shall include site grading, subgrade compaction and any other items necessary to complete this lot per the Contract Documents.

This item shall include but not be limited to all work, materials, equipment, and tools required to Payment shall be on a Lump Sum (LS) price bid, upon final acceptance.

35 32 92 19 SEEDING AND MULCHING SY Measurement and payment shall be on a Square Yard (SY) basis, and shall be based upon the square feet of area to be seeded and mulched which includes, but is not limited to the following: a. The Contractor shall provide and place screened topsoil on the site and protect it for use during

restoration. b. The Contractor shall load, haul and spread the topsoil in the areas of restoration. c. The Contractor shall provide all labor, materials, equipment, and tools required to prepare the

seed bed, furnishing, spreading and fine grading of top soil, furnishing and applying seed, mulch and fertilizer to all disturbed area. The price bid will include topsoil, seeding, mulching, fertilizer, watering until accepted, maintenance until accepted, grass cutting until accepted. Contractor is required to provide all labor, equipment, materials, and tools necessary to establish a permanent and stabilized vegetative cover, including all re-work necessary to provide a permanent and stabilized vegetative cover. Areas of disturbance beyond limits shown on the plans and details are the contractor’s responsibility, all in accordance with ODOT Item 659 and as modified or supplemented in the documents.

Payment shall be 50 percent on placement of the seed bed and materials and 50 percent upon final acceptance based on the field measured quantity by the Engineer.



36, 37 31 23 33 UNSUITABLE BEARING CY FOUNDATION STABILIZED Measurement and payment shall be as a unit bid item (CY) for the following: a. The Contractor shall notify the Engineer immediately upon encountering potentially unsuitable

bearing foundations during excavation for appurtenances (pipe, manholes, structures, etc.). b. If the Engineer determines that the foundation is unsuitable, the Contractor will be directed to

undercut the foundation to a depth that the Engineer determines that the foundation is suitable. The 1st one foot of undercut and stabilization is at the Contractor’s expense. Any further undercut lower than the 1st one foot will be compensated to the Contractor.

c. The Engineer will direct the Contractor to either stabilize the foundation by placing geotextile fabric meeting ODOT 204 in the undercut, filling with ODOT #1 & #2 Limestone from an ODOT approved Supplier and wrapping the stone to the original trench base or placing a concrete mud mat in the undercut to the original trench base. If the mud mat is used, the mix shall be per Technical Specification 03 30 00 and the concrete must set over night (12 hr minimum).

d. The Contractor shall include the location of the undercut on the as-built drawings. Payment shall be based on the Contractor’s bid amount per CY using #1 & #2 Limestone w/ fabric or using the mud mat with the volume as calculated based on the depth of undercut and pay limit of the excavation determined by the Engineer.

38 DWG G-7.0 COVELLI CENTER POND MODIFICATIONS LS Measurement and payment shall be as a unit price bid (lump sum). The work includes all labor and materials to complete the following:

a. Selective demolition of portions of the existing outlet structure. b. Construction of new precast structures, including required risers, frames and covers, on the

existing inlet (headwall) and outlet of the pond. c. Filling of the pond with #1 and #2 limestone, #57 limestone, filter fabric and earthen fill to

the elevations established on the plan drawings. d. Maintenance of flow during demolition and construction activities.

Provide shop drawing submittals for the items noted above for review and approval. Payment will be made based upon the percent of the work completed during the billing period as agreed upon by the Owner and Engineer.

39 01 20 00 LABOR ALLOWANCE LS Measurement and payment for this unit bid item (Labor Allowance) shall be made as directed by the Owner/Engineer to address unforeseen conditions or extra work determined by the Engineer to be necessary for completion of the project. Any unused amount will be credited back to the project by deduct change order at the completion of the project.

40 01 20 00 TESTING ALLOWANCE LS

Measurement and payment for this unit bid item (Testing Allowance) shall be made as directed by the Engineer to reimburse the Contractor for the cost of an independent Testing Agency, unless otherwise noted, to perform tests directed by the Engineer per 01 40 00 Quality Requirements. The



reimbursement must be for actual invoiced costs from the Testing Agency without any markup by the Contractor. Any unused amount will be credited back to the project by deduct change order at the completion of the project.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED)

END OF SECTION

61-04D33 – 84” Interceptor Sewer Relocation Administrative Requirements City of Youngstown 01 30 00-1

SECTION 01 30 00 ADMINISTRATIVE REQUIREMENTS PART 1 GENERAL 1.1 SECTION INCLUDES

A. Coordination. B. Field engineering. C. Preconstruction conference. D. Site mobilization conference. E. Progress meetings. F. Pre-installation conferences.

1.2 COORDINATION

A. The Contract for General Work includes coordination of entire work of project, including preparation of general coordination drawings/diagrams/schedules, and control of site utilization; from the beginning of activity, through the project closeout and warranty periods.

B. Each contractor shall coordinate scheduling, submittals, and Work of the various Sections of

Specifications to assure efficient and orderly sequence of installation of interdependent construction elements, with provisions for accommodating items installed later. General Contractor is the overall coordinator for this project.

C. Verify that utility requirement characteristics of operating equipment are compatible with local

utilities. Coordinate work of various Sections having interdependent responsibilities for installing, connecting to, and placing in service, such equipment.

D. Coordinate completion and clean up of Work of separate sections in preparation for Substantial

Completion. 1.3 FIELD ENGINEERING

A. General Contractor to locate and protect control and reference points. B. General Contractor shall provide engineering surveying services in accordance with Section 01 71

23 – Field Engineering. Establish elevations, lines, and levels, utilizing recognized engineering survey practices.


1.4 PRECONSTRUCTION CONFERENCE (To be conducted by Engineer)

A. Engineer will schedule a conference after Notice of Award. B. Attendance Required: Owner's Representative, Engineer, and Contractors. C. Minimum Agenda:

1. Submission of any required bonds and insurance certificates. 2. Distribution of Contract Documents. 3. Submissions of list of Subcontractors, list of Products, schedule of values, and construction

progress schedule. 4. Designation of personnel representing the parties in Contract. 5. Procedures and processing of field decisions, submittals, substitutions, applications for

payments, proposal request, Change Orders and Contract closeout procedures. 6. Scheduling.

D. Engineer will record minutes and distribute copies to participants and those affected by decisions

made.

1.5 SITE MOBILIZATION CONFERENCE

A. Engineer will schedule a conference at the Project site prior to Contractor’s occupancy. B. Attendance Required: Owner's Representative, Engineer, Contractors, Contractor's

Superintendents, and major Subcontractors.

C. Minimum Agenda: 1. Use of premises by Owner and Contractor. 2. Owner’s requirements. 3. Construction facilities and controls. 4. Temporary utilities. 5. Sewer layout. 6. Security and housekeeping procedures. 7. Schedules. 8. Procedures for testing. 9. Procedures for maintaining record documents. 10. Requirements for start-up of sewer 11. Inspection and acceptance of sewer put into service during construction period.

1.6 PROGRESS MEETINGS (To be conducted by Engineer)

A. Schedule and administer meetings throughout progress of the Work at maximum weekly intervals. B. Make arrangements for meetings, prepare agenda with copies for participants, preside at meetings,

record minutes, and distribute copies within 5 days to, Owner, participants, and those affected by decisions made.

C. Attendance Required: Job superintendents, major Subcontractors and suppliers, Engineer’s

Representative, and others as appropriate to agenda topics for each meeting.

D. Minimum Agenda:


1. Review minutes of previous meetings. 2. Review of Work progress. 3. Field observations, problems, and decisions. 4. Identification of problems that impede planned progress. 5. Review of submittals schedule and status of submittals. 6. Review of off-site fabrication and delivery schedules. 7. Maintenance of progress schedule. 8. Corrective measures to regain projected schedules. 9. Planned progress during the succeeding work period. 10. Coordination of projected progress. 11. Maintenance of quality and work standards. 12. Effect of proposed changes on progress schedule and coordination. 13. Other business relating to Work.

1.7 PRE-INSTALLATION CONFERENCES

A. When required in individual specification Section, convene a pre-installation conference at work site prior to commencing work of the Section.

B. Require attendance of parties directly affecting, or affected by, work of the specific Section. C. Notify Engineer four days in advance of meeting date. D. General Contractor prepare agenda, preside at conference, record minutes, and distribute copies

within 4 days after conference to participants, with 1 copy to Engineer. E. Review conditions of installation, preparation and installation procedures, and coordination with

related work.

PART 2 PRODUCTS Not Used PART 3 EXECUTION Not Used

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Construction Progress Schedule City of Youngstown 01 32 16-1

SECTION 01 32 16 CONSTRUCTION PROGRESS SCHEDULES PART 1 GENERAL 1.1 SECTION INCLUDES

A. Format.

B. Content.

C. Revisions to schedules.

D. Submittals.

E. Distribution F. Software

1.2 RELATED SECTIONS

A. Sections contained in the Contract Documents relative to this subject section as determined by the Engineer.

1.3 FORMAT

A. Prepare schedules as a Microsoft Project horizontal bar chart using Microsoft Project for each major portion of work or operation, identifying first workday of each week.

B. Sequence of Listings: The chronological order of the start of each item of Work as determined by

the Contractor. C. Scale and Spacing: To provide space for notations and revisions. D. Sheet Size: Minimum 11” x 17”.

1.4 CONTENT

A. Show complete sequence of construction by activity, with dates for beginning and completion of each element of construction and identify the critical path for completion of the project.

B. Identify each item by specification section number and/or bid item number. C. Identify work of separate stages and other logically grouped activities. D. Provide sub-schedules for each stage of Work as appropriate. E. Provide sub-schedules to define critical portions of the entire schedule.

F. Include conferences and meetings in schedule.


G. Show accumulated percentage of completion of each item, and total percentage of Work completed, as of the last day of each month.

H. Provide separate schedule of submittal dates for shop drawings, product data, and samples, and

dates reviewed submittals will be required from Engineer. Indicate decision dates for selection of finishes.

1.5 REVISIONS TO SCHEDULES

A. Indicate progress of each activity to date of submittal, and projected completion date of each activity.

B. Identify activities modified since previous submittal, major changes in scope, and other identifiable

changes. C. Provide narrative report to define problem areas, anticipated delays, and impact on Schedule.

Report corrective action taken, or proposed, and its effect including the effect of changes on schedules of separate Contractors.

1.6 SUBMITTALS

A. Submit initial baseline schedules within 15 days after date established in Notice to Proceed. After review, resubmit required revised data within 10 days.

B. Contractor shall submit updated project schedules at each construction progress meeting or more

frequently if requested by the Engineer or Owner to address not meeting baseline schedule. Failure to submit shall delay progress payments until an approved schedule is submitted.

C. Schedules shall be submitted in accordance with Section 01 33 00 – Submittal Procedures.

1.7 DISTRIBUTION

A. Distribute copies of reviewed schedules to Project site file, Subcontractors, suppliers, and other concerned parties.

B. Instruct recipients to promptly report, in writing, problems anticipated by projections indicated in

schedules. PART 2 PRODUCTS 2.1 SOFTWARE

A. Contractor must create the horizontal bar chart on Microsoft Project software. Microsoft Project

files may be emailed electronically for information and review purposes only. All other types of schedules must be delivered in a hardcopy format.


A. Refer to Section 01 22 00 for Measurement and Payment for items performed under this Section.


PART 3 EXECUTION Not Used.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Submittal Procedures City of Youngstown 01 33 00 - 1

SECTION 01 33 00

SUBMITTAL PROCEDURES

PART 1 GENERAL


A. Submittal procedures.

B. Construction progress schedules.

C. Product data.

D. Electronic CAD files of project drawings.

E. Shop Drawings.

F. Samples.

G. Other submittals.

H. Design data.

I. Test reports.

J. Certificates.

K. Manufacturer's instructions.

L. Digital construction photographs.

M. Video documentation.

N. Contractor review.

O. Engineer review.

1.2 SUBMITTAL PROCEDURES

A. Transmit each submittal with Engineer accepted transmittal form.

B. Sequentially number transmittal forms. Re-submittals to have original number and sequential alphabetic suffix.

C. Identify: Project, Contractor, Subcontractor and supplier, pertinent Drawing and detail number, and Specification Section number appropriate to submittal.

D. Apply Contractor's stamp, signed or initialed, certifying that review, approval, verification of products required, field dimensions, adjacent construction Work, and coordination of information is according to requirements of the Work and Contract Documents.


E. Schedule submittals to expedite Project, and deliver to Engineer at business address. Coordinate submission of related items.

F. For each submittal for review, allow 15 days excluding delivery time to and from Contractor.

G. Identify variations in Contract Documents and product or system limitations that may be detrimental to successful performance of completed Work.

H. Allow space on submittals for Contractor and Engineer review stamps.

I. When revised for resubmission, identify changes made since previous submission.

J. Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly report inability to comply with requirements.

K. Submittals not requested will not be recognized nor processed.

L. Incomplete Submittals: Engineer will not review. Complete submittals for each item are required. Delays resulting from incomplete submittals are not the responsibility of Engineer.

1.3 CONSTRUCTION PROGRESS SCHEDULES

A. Comply with Section 01 32 16 – Construction Progress Schedule.

1.4 PRODUCT DATA

A. Submit to Engineer for review for assessing conformance with information given and design concept expressed in Contract Documents.

B. For products specified only by reference standards, indicate manufacturer, trade name, model or catalog designation, and reference standards.

C. Mark each copy to identify applicable products, models, options, and other data. Supplement manufacturer’s standard data to provide information specific to this Project.

1.5 ELECTRONIC CAD FILES OF PROJECT DRAWINGS

NOT USED

1.6 SHOP DRAWINGS

A. Shop Drawings: Submit to Engineer for assessing conformance with information given and design concept expressed in Contract Documents.

B. When required by individual Specification Sections, provide seven (7) hard copies of each Shop Drawing signed and sealed by a professional Engineer responsible for designing components shown on Shop Drawings. 1. Include signed and sealed calculations to support design. 2. Submit Shop Drawings and calculations in form suitable for submission to and approval

by authorities having jurisdiction. 3. Make revisions and provide additional information when required by authorities having

jurisdiction.


C. Submit number of copies Contractor requires, including copies for Operation & Maintenance Manuals, plus two (2) copies Engineer will retain.

1.7 SAMPLES

A. Samples: Submit to Engineer as requested for assessing conformance with information given and design concept expressed in Contract Documents.

B. Submit Samples to illustrate functional characteristics of products, with integral parts and attachment devices. Coordinate Sample submittals for interfacing work.

C. Include identification on each Sample, with full Project information.

D. Submit number of Samples specified in individual Specification Sections; Engineer will retain from one to three samples dependent on Sample type.

E. Reviewed Samples that may be used in the Work are indicated in individual Specification Sections.

F. Samples will not be used for testing purposes unless specifically stated in Specification Section.

1.8 OTHER SUBMITTALS

A. Closeout Submittals: Comply with Section 01 70 00 - Execution and Closeout Requirements.

1.9 TEST REPORTS

A. Submit reports for Engineer's knowledge as Contract administrator for Owner.

B. Submit test reports for information for assessing conformance with information given and design concept expressed in Contract Documents.

1.10 CERTIFICATES

A. Indicate material or product conforms to or exceeds specified requirements. Submit supporting reference data, affidavits, and certifications as appropriate.

1.11 MANUFACTURER'S INSTRUCTIONS

A. Submit manufacturer's installation instructions for Engineer's knowledge as Contract administrator or for Owner.

B. Submit printed instructions for delivery, storage, and installation, to Engineer in quantities specified for Product Data.

C. Indicate special procedures, perimeter conditions requiring special attention, and special environmental criteria required for application or installation.

1.12 DIGITAL CONSTRUCTION PHOTOGRAPHS

A. Provide photographs of site and construction throughout progress of Work produced by an experienced photographer acceptable to Engineer.


B. Take digital photographs of the Project before any work begins to document preconstruction conditions. The photos shall be submitted prior to starting work.

C. Progress photos shall be taken throughout the progress of work; a minimum of 50 each week spread over the week for the duration of the project. Submit progress photos weekly.

D. Photographs: One print; color, glossy; 3-1/2 x 5 inches in size; mounted for binder and tabs.

E. Identify each print on back. Identify name of Project, Contract number, phase orientation of view, date and time of view, name and address of photographer, and photographer's numbered identification of exposure.

F. Provide factual presentation. Provide correct exposure and focus, high resolution and sharpness, maximum depth of field and minimum distortion.

G. Consult with Engineer for suggestions on views required.

H. Compact Discs: Compact discs containing digital photos become property of Owner. The Engineer will maintain the compact discs until project completion.

1.13 VIDEO DOCUMENTATION

A. Prior to actual construction, Contractor shall take, or have taken, televised pictures of the entire length and width of the work site, and the entire length and width of all haul roads which will be used during construction.

B. Pictures shall be recorded on A DVD, having a playback time of 60 minutes in color with audio. Should additional recording time be required, additional DVD’s shall be used.

C. All DVD’s shall be marked with the date taken, location, by whom, and be numbered consecutively along the site of the work. All DVD’s shall become the property of the Owner.

D. Deliver prints and compact disc prior to starting work.

1.14 CONTRACTOR REVIEW

A. Review for compliance with Contract Documents and approve submittals before transmitting to Engineer.

B. Contractor: Responsible for: 1. Determination and verification of materials including manufacturer's catalog numbers. 2. Determination and verification of field measurements and field construction criteria. 3. Checking and coordinating information in submittal with requirements of Work and of

Contract Documents. 4. Determination of accuracy and completeness of dimensions and quantities. 5. Confirmation and coordination of dimensions and field conditions at Site. 6. Construction means, techniques, sequences, and procedures. 7. Safety precautions. 8. Coordination and performance of Work of all trades.


C. Stamp, sign or initial, and date each submittal to certify compliance with requirements of Contract Documents.

D. Do not fabricate products or begin Work for which submittals are required until approved submittals have been received from Architect/Engineer.

1.15 ENGINEER REVIEW

A. Submittals made by Contractor that are not required by Contract Documents may be returned without action.

B. Submittal approval does not authorize changes to Contract requirements unless accompanied by Change Order, Field Order or Work Change Directive.

C. Owner may withhold monies due to Contractor to cover additional costs beyond the second submittal review.



PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

Not Used

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Quality Requirements City of Youngstown 01 40 00 - 1

SECTION 01 40 00 QUALITY REQUIREMENTS PART 1 GENERAL 1.1 SECTION INCLUDES

A. Quality assurance and control of installation.

B. References.

C. Field samples.

D. Testing laboratory services. E. Quality Assurance F. Product Handling

G. Manufacturers' field services and reports. H. Contractors Responsibility

1.2 RELATED SECTIONS

A. Sections contained in the Contract Documents relative to the subject Section as determined by the Engineer.

1.3 QUALITY ASSURANCE/CONTROL OF INSTALLATION

A. Monitor quality control over suppliers, manufacturers, Products, services, site conditions, and workmanship, to produce Work of specified quality.

B. Comply fully with manufacturers' instructions, including each step in sequence.

C. Should manufacturers' instructions conflict with Contract Documents, request clarification from

Engineer before proceeding.

D. Comply with specified standards as a minimum quality for the Work except when more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform work by persons qualified to produce workmanship of specified quality.

F. Secure Products in place with positive anchorage devices designed and sized to withstand

stresses, vibration, physical distortion or disfigurement.


1.4 REFERENCES

A. Conform to reference standard by date of issue current on date for receiving bids.

B. Should specified reference standards conflict with Contract Documents, request clarification for Engineer before proceeding.

C. The contractual relationship of the parties to the Contract shall not be altered from the Contract

Documents by mention or inference otherwise in any reference document. 1.5 FIELD SAMPLES

A. Install field samples at the site as required by individual specifications Sections for review.

B. Acceptable samples represent a quality level for the Work.

C. Where field sample is specified in individual Sections to be removed, clear area after field sample has been accepted by Engineer.

1.6 TESTING LABORATORY SERVICES

A. Work Included: From time to time during progress of the Work, the Owner may require that testing be performed to determine that materials provided for the Work meet the specified requirements.

B. Payment for Testing Services: An allowance is provided in the contract to pay for services of a

testing laboratory as further described in this Section of these Specifications. The Engineer shall select items or materials to be tested. Payment for retesting because of non-conformance with the contract shall be at the Contractor’s expense.

C. Contractor will appoint, employ, and pay for services of an independent firm to perform

inspection and testing. The Contractor will be responsible for scheduling and coordination with the testing lab. The Owner and Engineer have approval rights of the firm.

D. The independent firm will perform tests, and other services specified in individual specification

Sections and as required by the Engineer.

E. Reports will be submitted by the independent firm to the Engineer, in duplicate indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents.

F. Cooperate with independent firm; furnish samples of materials, design mix, equipment, tools,

storage and assistance as requested. 1.7 QUALITY ASSURANCE

A. Qualifications of Testing Laboratory: The testing laboratory will be qualified to the Owner's approval in accordance with ASTM E-329-70 "Recommended Practice for Inspection and Testing Agencies for Concrete and Steel Used in Construction" and ACI Certification.


B. Codes and Standards: Testing, when required, will be in accordance with all pertinent codes and regulations and with selected standards of the American Society for Testing and Materials.

1.8 PRODUCT HANDLING

A. Promptly process and distribute all required copies of test reports and related instructions to ensure all necessary retesting and/or replacement of materials with the least possible delay in progress of the Work.

1.9 MANUFACTURERS' FIELD SERVICES AND REPORTS

A. When specified in individual specification Sections, require material or Product suppliers or manufacturers to provide qualified staff personnel to observe site conditions, conditions of surfaces and installation, quality of workmanship of equipment as applicable, and to initiate instructions when necessary.

B. Individuals to report to the owner/engineer in writing any observations and site decisions or

instructions given to applicators or installers that are supplemental or contrary to manufacturers' written instructions.

C. Submit report in duplicate within 30 days of observation to Engineer for review.

1.10 CONTRACTOR’S RESPONSIBILITY A. Testing does not relieve the Contractor to perform work to the Contract requirements. PART 2 PRODUCTS 2.1 PAYMENT FOR TESTING SERVICES

A. An allowance is provided in the contract for all testing services requested by the Owner or Engineer. This includes concrete testing for placement (slump, air, temperature and casting cylinders). One (1) set of four (4) cylinders shall be cast and compressive strength tests shall be performed on each 50 cy or fraction thereof. One (1) cylinder @ seven (7) days; two (2) cylinders @ twenty eight (28) days and one (1) spare.

B. Compaction Testing: The Contractor will conduct compaction testing at any time during

construction of the project as requested by the Owner/Engineer. 2.2 CODE COMPLIANCE TESTING

A. Inspections and tests required by codes, standards or ordinances, or by a plan approval authority, and made by a legally constituted authority, shall be the responsibility of the Contractor.

PART 3 EXECUTION


3.1 COOPERATION WITH TESTING LABORATORY

A. Representatives of the testing laboratory shall have access to the Work at all times. Provide facilities for such access in order that the laboratory may properly perform its functions.

3.2 SCHEDULES FOR TESTING

A. Establishing Schedule: By advance discussion with the testing laboratory selected by the Contractor and approved by the Owner and the Engineer, determine the time required for the laboratory to perform its tests and to issue each of its findings. 1. Provide all required time within the construction schedule.

B. Revising Schedule: When changes of construction schedule are necessary during construction,

coordinate all such changes of schedule with the testing laboratory as required.

C. Adherence to Schedule: When the testing laboratory is ready to test according to the determined schedule but is prevented from testing or taking specimens due to incompleteness of the Work, all extra costs for testing attributable to the delay may be back charged to the Contractor and shall not be borne by the Owner.

3.3 TAKING SPECIMENS

A. All specimens and samples for testing, unless otherwise provided in these Contract Documents, will be taken by the testing laboratory; all sampling equipment and personnel will be provided by the testing laboratory; and all deliveries of specimens and samples to the testing laboratory.


A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section. END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Temporary Facilities & Controls City of Youngstown 01 50 00-1

SECTION 01 50 00

TEMPORARY FACILITIES & CONTROLS PART 1 GENERAL 1.1 SECTION INCLUDES

A. Temporary Utilities: Electricity, lighting, heat, ventilation, telephone service, water, and sanitary facilities.

B. Temporary Controls: Barriers, enclosures and fencing, protection of the Work, dust and water

control. 1.2 JOB CONDITIONS

A. Contractor to maintain temporary portable sanitary facilities throughout construction work period. B. Should any security or protection provisions be required, they shall be the responsibility of the

Contractor, including any costs involved to prevent losses and improper actions which could lead to losses.

1.3 BARRIERS

A. Provide barriers to prevent unauthorized entry to construction areas to allow for Owner's use of site, and to protect existing facilities and adjacent properties from damage from construction operations.

B. Provide protection for plant life designated to remain. Replace damaged plant life. C. Protect non-owned vehicular traffic, stored materials, site and structures from damage.

1.4 DUST CONTROL

A. No operation shall be conducted which will emit into the atmosphere any flying dust or dirt which is objectionable to humans and which, in the opinion of the Engineer, might constitute a nuisance.

B. No fuel shall be used or any operation be conducted which emits into the atmosphere any smoke

which is equal to or darker in shade or density then Ringlemann No. 1 for smoke, or of a shade or density equal to or darker than Ringelmann No. 3 or equivalent opacity for a period or periods aggregating more than 3 seconds in any three consecutive minutes or four minutes in 15 consecutive minutes.

1.5 WATER CONTROL

A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain pumping equipment.

B. Protect site from puddling or running water. Provide water barriers as required to protect site from

soil erosion.


1.6 PROTECTION OF INSTALLED WORK

A. Protect installed Work and provide special protection where specified in individual specification Sections.

B. Provide temporary and removable protection for installed Products. Control activity in immediate

work area to minimize damage. C. Prohibit traffic from landscaped areas.

1.7 PROGRESS CLEANING

A. Maintain areas free of waste materials, debris, and rubbish. Maintain site in a clean and orderly condition.

B. Provide means of removing mud from vehicle wheels before entering roadways.

1.8 CONTRACTORS FIELD OFFICE

A. The Contractor shall maintain an office on or near the Site of the work during the construction period of this Contract, at which he or his authorized agent shall be present, or to which either may be readily called at all times while the work is in progress. A telephone with extensions, a copy of the Contract, working Drawings, and the Specifications for the work shall be kept at said office where they can be readily used. In the event this office or other contractor facilities are to be located on the site of the work, the extent of the site used of this purpose shall be subject to the approval of the Engineer and the Owner or its representatives. No facilities shall be moved onto the site prior to securing the required approval for their location and extent.

1.9 FIELD OFFICE FOR ENGINEER

A. The Contractor shall include within his bid for Field Office for Engineer provision for the installation of one (1) office trailer and promptly establish it in full service at a location designated to him by the Engineer. The unit shall be a separate, weather-sealed structure approximately 600 square feet of floor space. All utilities and services (air conditioning, heat, power, light, water, sewer, telephone, etc.) shall be connected with a minimum of interruption to operation and service. Any additional site work or facilities required to provide safe, convenient access to the trailer shall be provided as included work under the term of this contract.

The office trailer shall include three (3) optional air conditioning units and separate partitioned

offices at either end of the trailer. The Contractor shall be responsible for heat, light, power, local telephone service (including one

direct line), air conditioning, water and sanitary connections. This responsibility shall consist of provisions for initial installation, cost of service or operation, maintenance in satisfactory operating condition, and removal at project completion.

Upon delivery, the trailer shall be located as directed by the Engineer, leveled and blocked into place,

the underside enclosed in a manner that will prevent the accumulation of debris, the entry of small animals, or the affects of cold weather beneath the trailer, and all utilities as required by the


Specifications connected. Stairway with railing shall be provided at all doorways. Water for drinking purposes shall be furnished to the trailer from commercial sources acceptable to

the Engineer and the trailer shall be equipped with a water cooler, adequate to maintain the drinking water in a cooled condition.

The following office equipment shall be furnished and installed in the trailer as directed by the

Engineer. 1. Two Office Desks, 30” x 60” 2. Two Swivel Arm Chair, Six Side Chairs 3. Two Drafting Table, Mayline 36” x 60”, Two Stools 4. File cabinet, 4 drawer, letter size with lock 5. Table, 36” x 72” 6. Steel Wastebasket 7. Fire Extinguisher, wall hung, type ABC #10

Upon completion of the work and when instructed by the Owner, the Contractor will remove the

trailer. The Contractor is responsible for removing all items, disconnection of all utilities and restoring the site.


A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section. PART 2 PRODUCTS NOT USED PART 3 EXECUTION NOT USED

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Haul Roads City of Youngstown 01 55 00 - 1

SECTION 01 55 00

HAUL ROADS

PART 1 GENERAL


A. Haul Roads.

B. Televising of Site and Haul Roads

C. Haul Road Maintenance Bond

1.2 HAUL ROADS

A. Haul roads to be used by the Contractor in the performance of the work in this Contract shall be approved by the Owner.

B. The Contractor shall notify the City of Youngstown to obtain required permits and post the

required bonds.

C. The Contractor shall notify the City of Youngstown of any and all oversized loads and obtain required permits and approvals.

D. Prior to start of construction, the applicable Road Jurisdictions, Contractor, Owner and local

officials shall inspect and note the condition and type of pavement and underlying drainage piping of all roads to be used for haul roads.

E. The permissions granted restricts movement of vehicles or objects to the roads specified, between

the points designated, within the times allotted, an in compliance with all other special conditions.

F. Copies of applicable permits/approvals shall be in the possession of all drivers at all times, and during the progress of movement shall be shown on demand to any state highway patrolman, sheriff’s deputy, local police, employees of the applicable road department and the Owner.

G. Upon completion of construction, the Contractor, Owner and the Owner of the roadway shall

inspect the haul roads and determine what repairs shall be made to match the original condition of the roads and drainage piping.

H. The Contractor shall be responsible for maintaining haul roads during construction and for

repairing haul roads and drainage piping damaged during construction.

I. The Contractor shall post bonds with road Owners to make repairs to haul roads.

61-04D33 – 84” Interceptor Sewer Replacement Haul Roads City of Youngstown 01 55 00 - 2

1.3 TELEVISING OF SITE AND HAUL ROADS

A. Prior to actual construction, Contractor shall take, or have taken, televised pictures of the entire length and width of the work site, and the entire length and width of all haul roads which will be used during construction.

B. Pictures shall be recorded on A DVD, having a playback time of 60 minutes in color with audio. Should additional recording time be required, additional DVD’s shall be used.

C. All DVD’s shall be marked with the date taken, location, by whom, and be numbered consecutively along the site of the work. All DVD’s shall become the property of the Owner.

D. Deliver prints and compact disc prior to starting work.

1.4 HAUL ROAD MAINTENANCE BOND

A. In addition to the necessary insurance and permits, the Contractor shall post a Haul Road Repair and Maintenance Bond in the amount required by the designated Haul Road jurisdictions.

B. Said Bond shall be posted with the proper jurisdictions and shall be in addition to bonds which may or may not be required by the owner of the roadway.

C. Contractor will be required to have Bond in place at time of contract execution & notice of award.



PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Temporary Environmental Controls City of Youngstown 01 57 19 - 1

SECTION 01 57 19

TEMPORARY ENVIRONMENTAL CONTROLS

PART 1 GENERAL


A. Temporary Controls: 1. Water control. 2. Dust control. 3. Erosion and sediment control. 4. Noise control. 5. Pollution control.

B. Removal of utilities, facilities and controls.

1.2 WATER CONTROL

A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain pumping equipment.

B. Protect site from puddling or running water. Provide water barriers as required to protect site from soil erosion.

1.3 DUST CONTROL

A. Execute Work by methods to minimize raising dust from construction operations.

B. Provide positive means to prevent air-borne dust from dispersing into atmosphere.

1.4 EROSION AND SEDIMENT CONTROL

A. Plan and execute construction by methods to control surface drainage from cuts and fills, from borrow and waste disposal areas. Prevent erosion and sedimentation.

B. Minimize surface area of bare soil exposed at one time.

C. Provide temporary measures including berms, dikes, and drains, and other devices to prevent water flow.

D. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays.

E. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply corrective measures.

1.5 NOISE CONTROL

A. Provide methods and means to minimize noise from produced by the construction operations.

61-04D33 – 84” Interceptor Sewer Replacement Temporary Environmental Controls City of Youngstown 01 57 19 - 2

1.6 POLLUTION CONTROL

A. Provide methods, means, and facilities to prevent contamination of soil, water, and atmosphere from discharge of noxious, toxic substances, and pollutants produced by construction operations.

B. Comply with pollution and environmental control requirements of authorities having jurisdiction.

1.7 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS

A. Remove temporary facilities and materials prior to Final Application for Payment inspection.

B. Remove underground installations to minimum depth of 2 feet below final grade.

C. Clean and repair damage caused by installation or use of temporary work.

D. Restore existing facilities used during construction to original condition. Restore permanent facilities used during construction to specified condition.



PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Construction Storm Water Pollution Control City of Youngstown 01 57 23 - 1

SECTION 01 57 23

CONSTRUCTION STORM WATER POLLUTION CONTROL PART 1 GENERAL 1.1 SCOPE OF WORK

A. The Contractor shall perform all applicable work and provide all materials described in this specification and appendices required to comply with Ohio EPA General Permit OHC000004 for discharge of Construction Site Storm Water.

B. Prior to any construction activity, the Contractor shall submit to Ohio EPA a Co-

Permittee Notice of Intent for Coverage Under Ohio EPA Storm Water Construction General Permit (Appendix D) with a Storm Water Pollution Prevention Plan (SWPPP) prepared according to the General Permit (Appendix C). Two (2) copies of this submittal shall be sent to the Engineer for record only.

C. During construction, the Contractor will be responsible for installing and maintaining the

temporary sediment and erosion control measures as described in this specification.

D. Upon completion and acceptance of construction, the Contractor shall submit a Notice of Termination for Coverage Under Ohio EPA Storm Water Construction General Permit according to Section IV of the permit.

E. This work consists of furnishing and locating TSEC (Temporary Sediment and Erosion

Control) BMP (Best Management Practices) for both project and off project EDA (Earth Disturbing Activity) areas and developing a SWPPP (Storm Water Pollution Prevention Plan) if required. Furnish these TSEC BMP prior to any EDA. Furnish a SWPPP if required prior to any EDA. In the event of conflict between these requirements and pollution control laws, rules, or regulations of other Federal, State, or local agencies, adhere to the more restrictive laws, rules, or regulations.

1.2 DEFINITIONS

A. BMP: Best Management Practices

B. CMS: Construction and Material Specifications of the Ohio Department of

Transportation , latest edition.

C. Earth Disturbing Activity (EDA): Means any activity that exposes bare ground or an erodible material to storm water and anywhere CMS Item 659 Seeding, SS 870 Seeding, CMS Item 660 Sodding, or SS 870 Sodding is being furnished.

D. EPA: Environmental Protection Agency

E. Isolated Wetland Permit: Ohio EPA permit allowing the discharge of fill material into

an isolated wetland

F. NOI: Notice of Intent


G. NOT: Notice of Termination H. NPDES: National Pollutant Discharge Elimination System I. ODNR: Ohio Department of Natural Resources J. OEPA: Ohio EPA K. ODOT: Ohio Department of Transportation L. OES: Office of Environmental Services-ODOT M. OWPCA: Ohio Water Pollution Control Act N. USACE: United States Army Corps of Engineers O. OHWM: Ordinary High Water Mark; the USACE's jurisdictional limits involving

streams; usually equivalent to a 2 year high water elevation. P. PCN: Pre-Construction Notification for 404 permit Q. OEPA General Storm Water Permit OHC000004: OEPA NPDES Construction

Effluent Guidelines Permit R. SCD: Standard Construction Drawing - ODOT S. SWPPP: Storm Water Pollution Prevention Plan T. TSEC: Temporary Sediment and Erosion Control U. 404 Permit USACE permit authorizing discharge of fill material into Waters of the US,

per Section 404 of the Clean Water Act V. 401 Water Quality Certification (401 WQC): Ohio EPA permit authorizing discharge

of fill material, per Section 401 of the Clean Water Act

1.3 STANDARD CONSTRUCTION DRAWING REFERENCES

A. Standard ODOT Reference Drawings

1. DM – 4.3 - Filter Dike - Dikes - Rock Channel Protection, Type C or D with/without filter - Sediment Basins and Dams - Slope Drains

2. DM – 4.4

- Filter Fabric Ditch Check


- Inlet Protection - Perimeter Filter Fabric Fence

B. The ODNR Rainwater and Land Development Manual (Current Edition) has BMP details

and requirements. The Contractor shall use all available standard drawings and details as necessary to prepare the SWPPP.

1.4 REQUIREMENTS

A. Furnish and locate TSEC BMP to represent and warrant compliance with the Clean Water Act, 33 USC Section 1251 et seq. and the OWPCA, ORC (Ohio Revised Code) 6111.01 et seq., all conditions of 404 permit/401 WQC/Isolated Wetland Permit, and related rules, local government agency requirements, specifications, SCD, and permits. Furnish a SWPPP to represent and warrant compliance with OEPA GENERAL STORM WATER PERMIT OHC000004, related rules, specifications, SCD, and permits.

B. Post-Construction controls as described in OEPA GENERAL STORM WATER

PERMIT OHC000004 are not a part of this specification. 1.5 PROVISIONS

A. These provisions survive the completion and/or termination of the contract. The following provisions must be followed:

1. If a governmental agency or a local governmental authority finds a violation of

the above noted requirements, or that the TSEC BMP are incomplete, or that the SWPPP is incomplete or that the implementation of the SWPPP is not being performed correctly or completely, full responsibility will be borne by the Contractor to make all corrections.

2. If a governmental agency or a local governmental authority furnishes an

assessment, damage judgement or finding, fine, penalty, or expense for a violation of the above noted requirements, or that the TSEC BMP are incomplete, or that the SWPPP is incomplete, or that the implementation of the SWPPP is not being performed correctly or completely, the Contractor will reimburse the Owner within ten (10) Calendar Days of the amount for any of the above. The Owner may withhold the amount of money requested for the above from the Contractor's next pay estimate and deliver that sum to the governmental agency or local governmental authority issuing the assessment, damage judgement or finding, fine, penalty or expense.

3. The Contractor agrees to indemnify and hold harmless the Owner and Engineer,

and will reimburse the Owner for any assessments, damage judgment or finding, fine, penalty, or expense as a result of the failure of performing this portion of the Contract. The Owner may withhold the amount of any assessments, damage judgment or finding, fine, penalty or expense from the Contractor's next pay estimate.


4. If a governmental agency or a local governmental authority furnishes a stop work order for a violation of the above noted requirements, or that the TSEC BMP are incomplete, or that the SWPPP is incomplete, or that the implementation of the SWPPP is not being performed correctly or completely, the Owner will find the Contractor in default.

5. If the Owner finds a violation of the above noted requirements, or that the TSEC

BMP are incomplete, or that the SWPPP is incomplete or that the implementation of the SWPPP is not being performed correctly or completely, the Contractor will make all corrections. The Owner may withhold and continue to withhold progress payments until such corrections are made.

1.6 EDA REQUIREMENTS

A. Comply with latest edition CMS 105.16 when EDA (including borrow and waste areas) are involved, unless the areas in question have been cleared through prior environmental studies. Furnish TSEC BMP for any EDA as follows: 1. Project Identified EDA > 1, Contractor EDA > 0, Total EDA > 1 Acre: Furnish a

Co-Permittee NOI and SWPPP with TSEC BMP for the EDA areas. The Owner will furnish a NOI.

PART 2 PRODUCTS 2.1 TSEC BMP Materials

A. Furnish commercial fertilizer, seed, and mulch materials conforming to latest edition CMS Item 659.

B. Furnish filter fabric ditch checks, rock checks, inlet protection, perimeter filter fabric

fence, bale filter dikes, sediment basins and dams, dikes, slope drains, and rock channel protection materials as specified on the SCD. Furnish construction ditch and slope protection conforming to the requirements of CMS Item 670. The seeding and mulching of the mats are not required. The Owner may accept other materials as BMP if approved by the OEPA.

PART 3 EXECUTION 3.1 FURNISH AND LOCATE TSEC BMP

A. Furnish and locate the TSEC BMP as required or as outlined in the Ohio Department of Transportation Location Design Manual Volume II -Drainage Design, ODNR Rainwater and Land Development Manual (current edition) or as outlined in the SWPPP. Keep TSEC BMP functional until the areas are fully stabilized. Construct items 1, 2 and 4 through 7, below, according to the SCD. 1. Perimeter Controls. Use perimeter filter fabric fence to protect the project from

sheet flow runoff from off Right-of-Way and off construction limit locations. Use perimeter filter fabric fence to protect the following project items from sheet flow runoff: water bodies, wetlands, or other significant items shown on the plans.


a. Use dikes to prevent sediment flow from coming onto the project and to non-vegetated barren areas on the project.

b. Install perimeter filter fabric fence and dikes before any clearing and

grubbing operations.

c. Ensure that the ponding of water behind the perimeter filter fabric fence or dike will not damage property or risk the safety of life.

2. Inlet Protection. Construct the inlet protection for existing inlets at the beginning

of construction and for new inlets immediately after completing the sump. Ensure that the ponding of water behind the inlet will not damage property or risk the safety of life.

3. Construction Seeding and Mulching. Apply seed and mulch materials according

to CMS Item 659 as modified herein. When straw mulch is used, apply at a rate of 2 tons per acre (0.5 metric ton/1000 m2). Seed and mulch during and after construction, and before or during winter shut down to stabilize EDA areas and as required. Fertilize construction seeding areas at one-half the application rate specified in 2010 CMS Item 659. If project conditions prevent fertilizing the soil and preparing the seedbed, then the fertilizing and preparation requirements of CMS Item 659 may be waived. Do not place construction seed on frozen ground.

4. Slope Protection. Place dikes, install slope drains, and construct ditches to divert

water from bare non-vegetated areas and to protect cut and fill slopes. Protect the side slopes from erosion by placing dikes at the top of fill slopes. a. Before furnishing a cut slope, construct a ditch at the top of the cut slope

to reduce runoff coming on the slope. b. Furnish Construction Slope Protection at the required locations or at the

locations shown on the SWPPP as the slopes are constructed. Furnish all permanent slope protection as final grade is complete.

5. Ditch Checks and Ditch Protection. Place filter fabric ditch checks or rock checks

across a ditch and perpendicular to the flow to protect the ditch from erosion and to filter sediment from the flowing water.

a. Place ditch checks as soon as the ditch is cut. If working on a ditch,

replace the ditch checks by the end of the workday.

b. Install filter fabric ditch checks for drainage areas less than or equal to 2 acres (0.8 ha) as shown in the SCD. Install rock checks for drainage areas between 2 to 5 acres (0.8 to 2.0 ha) as shown in the SCD.

c. Install ditch checks in conjunction with sediment basins and dams.

d. Furnish Construction Ditch Protection at the required locations or at the

locations shown on the SWPPP as the ditches are cut. Furnish all permanent ditch protection as final grade is complete.


6. Bale Filter Dike. Install bale filter dike a few feet (meters) from the toe of a slope to filter and direct sediment to an appropriate control item before the runoff enters a water body on or off the Project limits. a. Use the bale filter dike to collect sediment from:

(1) Areas less than 1/4 acre (0.1 ha) for each sediment pit. (2) Slopes with a length of less than 100 feet (30 m) and having a

maximum 2:1 slope. b. Use a sediment pit every 100 feet (30 m) for a 2:1 slope for every 1/4

acre (0.1 ha). Use a greater spacing of the sediment basin for flatter slopes.

c. Begin constructing bale filter dikes within 7 days of commencing

grubbing operations. Complete the construction of the bale filter dike before starting the grading operations.

7. Sediment Basins and Dams. Construct basins and dams at concentrated and

critical flow locations to settle out sediment before the water leaves the EDA area. Use basins at the bottom of a ravine, at a culvert inlet, or outlet, along or at the end of a ditch and at any concentrated water exit point of the project. Construct the basins to retain 67 cubic yards (125 m3) of water for every acre (1.0 ha) of drainage area. Use a series of smaller basins or dams as a substitute for a larger basin or dam. a. Begin constructing sediment basins and dams within 7 days of

commencing grubbing operations. Complete the construction of the sediment basins and dams before starting the grading operations.

b. When needed construct construction fence around the sediment basins or dams.

8. River, Stream, and Water Body Protection. Protect all streams or water bodies

passing through or on the project using Perimeter Filter Fabric Fence, Filter Sock or Bale Filter Dike to line the water edge. Divert project water flow using dikes and slope protection. The Contractor may use a combination of items listed in one through seven above and other TSEC BMP.

9. Stream Relocation. Fully stabilize the new stream channel with erosion control

mats, or 70 percent grass growth before diverting flow into the new channel. This also applies to ditches that incorporate stream flow and to Temporary Channels.

10 Stream and River Crossings (Causeways) Fording of streams and rivers is not

allowed. Evaluate the 404/401 permits to determine whether or not a temporary causeway has been permitted by the USACE/OEPA. If a temporary causeway has been permitted, construct the causeway per the 404/401 permits and the application for those permits. Particular attention should be given to the configuration of the temporary causeway, the surface area (acreage) of temporary fill, and volume of temporary fill that was permitted and contained in the permit application. The project engineer will consult with the Office of Environmental Services (OES) for any technical questions regarding 404/401 permits.


a. If the Contractor determines that a temporary causeway will be required and has not been permitted through the 404/401 permit process, the Contractor must coordinate the temporary causeway with the project engineer and OES. The temporary causeway will be coordinated with the USACE through the pre-construction notification (PCN) process for authorization under the 404 nationwide permit (NWP) program. Supply the project engineer/OES with the following information:

(1) plan and profile drawing showing the temporary causeway with

OHWM elevation (2) volume of temporary fill below the OHWM (3) the surface area of temporary fill below the OHWM (4) a restoration plan for the area affected by the causeway (5) time frames for placement and removal of the temporary

causeway.

b. The time frame allowed for the coordination of the temporary causeway will be 60 days, at a minimum, and the temporary fill will not occur prior to the 404 NWP being authorized by the USACE. All coordination with the USACE and/or OEPA will be performed through OES.

c. Begin planning and installing causeways as early in construction as

possible to avoid conflicts with 404/401 permits or other environmental commitments that have been included in the construction plans.

d. Make every attempt to minimize disturbance to water bodies during

construction, maintenance and removal of the causeway. Construct the causeway as narrow as practical. Make the causeway in shallow areas rather than deep pools where possible. Minimize clearing, grubbing, and excavation of stream banks, bed, and approach sections. Construct the causeway as to not erode stream banks or allow sediment deposits in the channel.

e. Construct the causeway to a water elevation at least 1 foot (0.3 m) above

the normal water elevation. If the causeway fills more than one-third the width of the stream, then use culvert pipes to allow the movement of aquatic life. Normal downstream flows will be maintained. Ensure that any ponding of water behind the causeway will not damage property or cause a human safety concern.

f. The following minimum requirements apply where culverts are used.

(1) Furnish culverts on the existing stream bottom. (2) Avoid a drop in water elevation at the downstream end of the

culvert. (3) Furnish culverts with a diameter at least two times the depth of

normal stream flow measured at the causeway centerline or with a minimum diameter of 18 inches (0.5 m) whichever is greater

(4) Furnish a sufficient number of culverts to completely cross the channel from stream bank to stream bank with no more than 10 feet (3 m) between each culvert.


g. For all fill and surface material placed in the channel, around the

culverts, or on the surface of the causeway, furnish clean, non-erodible, nontoxic dumped rock fill, Type B, C, or D, as specified in 2002 CMS 703.19.B. Extend rock fill up the slope from original stream bank for 50 feet (10 m) to catch and remove erodible material from equipment.

h. When the Contractor has finished work requiring the causeway, all

portions of the causeway (including all rock and culverts) shall be removed in their entirety. The material shall not be disposed in other waters of the US or isolated wetland. The stream bottom affected by the causeway shall be restored to its pre-construction elevations.

11. Other Temporary Construction Access Fills in Streams or Rivers. Evaluate if a

temporary construction access fill(s), other than a causeway, is required. This may include, but is not limited to, cofferdams, access pads, temporary bridges, etc. If required, evaluate the existing 404/401 permit and application in the same manner as in 3.01, A, 10, to determine if the temporary fill activity has been permitted. a. If the Contractor requires temporary construction access fill(s) below the

OHWM and those temporary fill(s) have not been permitted, then the Contractor will follow the coordination procedures set forth in 3.01, A, 10. All temporary construction access fills will be removed following completion of its use and the affected stream bottom will be restored to its pre-construction elevations.

12. Concrete washout areas TSCE BMP. For the purpose of payment this BMP is

part of the concrete work for payment. 13. Project access TSEC BMP locations. For the purpose of payment this BMP is

part of the total project for payment. 14. Project fueling and refueling TSCE BMP locations. For the purpose of payment

this BMP is part of the total project for payment. 15. All other TSEC BMP: All other TSEC BMP that are required but not specifically

referenced will not be paid as a separate item but will be included by the Contractor as part of the lump sum cost.

3.2 MAINTENANCE

A. Properly maintain all TSEC BMP. Dispose of silt removed from TSEC BMP according to CMS 105.16. Remove all TSEC BMP before the project is accepted. Dispose of the removed materials according to CMS 105.16 and CMS 105.17.

B. Maintain the TSEC BMP until the up-slope permanent grass coverage is 70 percent or

better. At this stage, remove the TSEC BMP.


1. Perimeter Filter Fabric Fence, Filter Fabric Ditch Checks, Rock Checks, Inlet Protection, Dikes, and Bale Filter Dikes. Remove trapped sediment when it reaches half the height of the lowest section. Make appropriate corrections when the TSEC BMP becomes nonfunctional.

2. Sediment Basins and Dams. Remove deposited sediment when sediments reduce the initial volume of the sediment basin or dam by one-half. Make appropriate corrections when these TSEC BMP fail. Remove dams and basins after the up slope has been stabilized.

3.3 STORM WATER POLLUTION PREVENTION PLAN

A. Prepare the SWPPP as outlined in this specification and Ohio EPA General Permit OHC000004. Additional guidance can be found in the Ohio Department of Transportation Location and Design Manual Volume II - Drainage Design, the Ohio Department of Transportation Location and Design Manual Volume III- Highway Plans and ODNR Rainwater and Land Development Manual (Current Edition). Examples of some of the design and information requirements that must be shown on the SWPPP are as follows: 1. A Professional Engineer qualified in TSEC BMP must design and sign the

SWPP. 2. Locate the required TSEC BMP for both on and off project EDA areas. 3. Furnish quantity totals for all TSEC BMP. 4. Locate the following a minimum of 100 feet (30 m) from the water's edge of any

stream, ephemeral stream, wetland, or body of water: a. Concrete or asphalt plant areas b. Material and equipment staging or storage areas c. Dewatering Areas d. Concrete truck wash out areas e. Construction access locations f. Vehicle fueling and refueling locations

5. Furnish an implementation schedule for each construction sequence. 6. For any additional requirements, See CMS 107.19. 7. Furnish the total EDA areas in acres. 8. Locate all slopes that will be inactive for 21 calendar days or longer. 9. Furnish the name of the individual on site who is in charge of the SWPPP and the

TSEC BMP practices. 10. Describe the type of construction activities that will be taking place. 11. Furnish signatures of all contractors and subcontractors involved in TSEC

practices (see App. B). If there are plan sheets which meet any of the OEPA GENERAL STORM WATER PERMIT OHC000002 requirements, use that information. Design files may be furnished to the awarded Contractor in electronic form in the future.

3.4 SWPPP REVIEW A. Furnish the initial SWPPP to the OEPA for review and approval and to the Owner and

Engineer for record. No time extensions to the contract will be granted for the above referenced review times. The Owner’s review will only ensure that the following items have been furnished:


B. The type and location of TSEC BMP with totals. C. A schedule of placing TSEC BMP. D. The applicable requirements of those contained in Paragraph 3.03. E. Revise the accepted SWPPP as needed. These revisions to the accepted SWPPP will be at

no additional cost to the Owner. 3.5 INSPECTIONS

A. Perform OEPA GENERAL STORM WATER PERMIT OHC000004 required inspections. The inspection reports are to be prepared for projects that have a SWPPP. Submit a copy of the inspection reports to the Engineer for record.

B. Use the report form furnished in Appendix A.

3.6 MEASUREMENT AND PAYMENT – ENVIRONMENTAL PROTECTION

A. Refer to Section 01 22 00.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Temporary Project Signage City of Youngstown 01 58 13 - 1

SECTION 01 58 13

TEMPORARY PROJECT SIGNAGE

PART 1 GENERAL


A. Project identification sign.

1.2 PROJECT SIGNAGE

A. Project Identification Sign: 1. One painted sign, 32 sq ft area, bottom 6 feet above ground. 2. Content:

a. Project number, title, logo and name of Owner as indicated on Contract Documents.

b. Names and titles of authorities. c. Names and titles of Architect/Engineer and Consultants. d. Name of Prime Contractor and major Subcontractors.

3. Graphic Design, Colors, Style of Lettering: Designated by Architect/Engineer.

B. Project Funding Sign: 1. One painted sign, 32 sq ft area, bottom 6 feet above ground. 2. Content:

a. Project number, title, logo and name of Owner as indicated on Contract Documents.

b. Names and titles of authorities. c. Names and logo of funding agency d. Names and titles of Architect/Engineer and Consultants. e. Name of Prime Contractor and major Subcontractors.

3. Graphic Design, Colors, Style of Lettering: Per latest detail drawing from funding agency, and as provided by Architect/Engineer.

C. Project Informational Signs: 1. Painted informational signs of same colors and lettering as Project Identification sign, or

standard products; size lettering for legibility at 100 feet distance. 2. Provide sign at each field office, storage shed, and directional signs to direct traffic into

and within site. Relocate as Work progress requires. 3. No other signs are allowed without Owner permission except those required by law.

D. Design sign and structure to withstand 60 miles/hr wind velocity.

E. Sign Painter: Experienced as professional sign painter for minimum three years.

F. Finishes, Painting: Adequate to withstand weathering, fading, and chipping for duration of construction.

61-04D33 – 84” Interceptor Sewer Replacement Temporary Project Signage City of Youngstown 01 58 13 - 2

PART 2 PRODUCTS

2.1 PROJECT MATERIALS

A. Sign Materials: 1. Structure and Framing: New treated Southern Yellow Pine, structurally adequate. 2. Sign Surfaces: A-C Exterior grade plywood with medium density overlay, minimum 3/4

inches thick, standard large sizes to minimize joints. 3. Rough Hardware: Galvanized. 4. Paint and Primers for Background: Exterior quality, one coat white exterior primer and

two coats white gloss enamel. 5. Lettering: Exterior quality paint, contrasting colors as selected. Pre-cut vinyl letters with

self-adhesive also acceptable.

PART 3 EXECUTION

3.1 PROJECT INSTALLATION

A. Installation: 1. Install project identification (and funding) sign within 15 days after date fixed by Notice

to Proceed. 2. Erect at location of high public visibility adjacent to main entrance to site, and acceptable

to Owner. 3. Erect support posts set in gravel base. Provide rigid bracing and framing to resist wind

loadings. 4. Install sign surface plumb and level, with butt joints. Anchor securely to posts with bolts. 5. Paint exposed surfaces of sign, supports, and framing.

B. Maintenance: Maintain signs and supports clean, repair deterioration and damage.

C. Removal: Remove signs, framing, supports, and foundations at completion of Project and restore area.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Product Requirements City of Youngstown 01 60 00-1

SECTION 01 60 00 PRODUCT REQUIREMENTS PART 1 GENERAL 1.1 SECTION INCLUDES

A. Products. B. Transportation and handling. C. Storage and protection. D. Product options. E. Substitutions.

1.2 PRODUCTS

A. Products: Means new material, machinery, components, equipment, fixtures, and systems forming the Work. Does not include machinery and equipment used for preparation, fabrication, conveying and erection of the Work. Products may also include existing materials or components required for reuse.

B. Do not use materials and equipment removed from existing premises, except as specifically permitted

by the Contract Documents. C. Provide interchangeable components of the same manufacturer, for similar components.

1.3 TRANSPORTATION AND HANDLING

A. Transport and handle products in accordance with manufacturer's instructions. B. Promptly inspect shipments to assure that products comply with requirements, quantities are correct,

and products are undamaged. C. Provide equipment and personnel to handle products by methods to prevent soiling, disfigurement, or

damage. 1.4 STORAGE AND PROTECTION

A. Store and protect products in accordance with manufacturer's instructions, with seals and labels intact and legible. Store sensitive products in weather-tight, climate controlled enclosures.

B. For exterior storage of fabricated products, place on sloped supports, above ground. C. Provide off-site storage and protection when site does not permit on-site storage or protection.

D. Cover products subject to deterioration with impervious sheet covering. Provide ventilation to avoid

condensation.


E. Store loose granular materials on solid flat surfaces in a well-drained area. Prevent mixing with

foreign matter. F. All stockpiles shall be neat, compact, protected from weather, completely safe and barricaded with

warning lights if necessary. G. Provide equipment and personnel to store products by methods to prevent soiling, disfigurement, or

damage. H. Arrange storage of products to permit access for inspection. Periodically inspect to assure products

are undamaged and are maintained under specified conditions. 1.5 PRODUCT OPTIONS

A. Products Specified by Reference Standards or by Description Only: Any product meeting those standards or description.

B. Products Specified by Naming One or More Manufacturers: Products of manufacturers named and

meeting specifications, no options or substitutions allowed. C. Products Specified by Naming One or More Manufacturers with a Provision for Substitutions:

Submit a request for substitution for any manufacturer not named. 1.6 SUBSTITUTIONS

A. Instructions to Bidders specify time restrictions for submitting requests for Substitutions during the bidding period to requirements specified in this Section.

B. Substitutions may be considered when a product becomes unavailable through no fault of the

Contractor. C. Document each request with complete data substantiating compliance of proposed Substitution with

Contract Documents. D. A request constitutes a representation that the Contractor:

1. Has investigated proposed product and determined that it meets or exceeds the quality level of the specified product.

2. Will provide the same warranty for the Substitution as for the specified product. 3. Will coordinate installation and make changes to other Work, which may be required for the

Work to be complete with no additional cost to Owner. 4. Waives claims for additional costs or time extension, which may subsequently become

apparent. 5. Will reimburse Owner for review or redesign services associated with re-approval by

authorities.

E. Substitutions will not be considered when they are indicated or implied on shop drawing or product data submittals, without separate written request, or when acceptance will require revision to the Contract Documents.


F. Substitution Submittal Procedure: 1. Submit three copies of request for Substitution for consideration. Limit each request to one

proposed Substitution. 2. Submit shop drawings, product data, and certified test results attesting to the proposed

product equivalence. 3. The Engineer will notify Contractor, in writing, of decision to accept or reject request.

PART 2 PRODUCTS Not used PART 3 EXECUTION

Not used END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Mobilization/Demobilization City of Youngstown 01 62 44-1

SECTION 01 62 44 MOBILIZATION/DEMOBILIZATION PART 1 GENERAL 1.1 WORK INCLUDED

A. This work shall consist of mobilizing and demobilizing personnel, supplies and equipment as per ODOT 624.

1.2 REFERENCE

A. Current Construction and Material Specifications, Department of Transportation, State of Ohio.

B. Contract Plans



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Execution & Closeout Requirements City of Youngstown 01 70 00 - 1

SECTION 01 70 00

EXECUTION AND CLOSEOUT REQUIREMENTS

PART 1 GENERAL


A. Field engineering (Construction Layout Stakes).

B. Closeout procedures.

C. Project record documents.

D. Operation and maintenance data.

E. Manual for materials and finishes.

F. Product warranties and product bonds.

G. Execution.

H. Protecting installed construction.

I. Final cleaning.

1.2 FIELD ENGINEERING

A. Refer to Specification 01 71 23 Field Engineering.

1.3 CLOSEOUT PROCEDURES

A. Prerequisites to Substantial Completion: Complete following items before requesting Certification of Substantial Completion, either for entire Work or for portions of Work: 1. Submit maintenance manuals, Project record documents, digital images of construction

photographs, and other similar final record data in compliance with this Section. 2. Where applicable, complete facility startup, testing, adjusting, demonstrations, and

instructions to Owner's operating and maintenance personnel as specified in compliance with this Section.

3. Conduct inspection to establish basis for request that Work is substantially complete. Create comprehensive list (initial punch list) indicating items to be completed or corrected, value of incomplete or nonconforming Work, reason for being incomplete, and date of anticipated completion for each item. Include copy of list with request for Certificate of Substantial Completion.

4. Obtain and submit releases enabling Owner's full, unrestricted use of Project and access to services and utilities. Include certificate of occupancy, operating certificates, and similar releases from authorities having jurisdiction and utility companies.

5. Deliver tools, spare parts, extra stocks of material, and similar physical items to Owner.


6. Remove temporary facilities and services from Project Site, along with construction tools and similar elements.

7. Perform final cleaning according to this Section.

B. Substantial Completion Inspection: 1. When Contractor considers Work to be substantially complete, submit to Engineer:

a. Written certificate that Work, or designated portion, is substantially complete. b. List of items to be completed or corrected (initial punch list).

2. Within seven days after receipt of request for Substantial Completion, Engineer will make inspection to determine whether Work or designated portion is substantially complete.

3. Should Engineer determine that Work is not substantially complete: a. Engineer will promptly notify Contractor in writing, stating reasons for its opinion. b. Contractor shall remedy deficiencies in Work and send second written request for

Substantial Completion to Engineer. c. Engineer will re-inspect Work. d. Redo and Inspection of Deficient Work: Repeated until Work passes Engineer's

inspection. 4. When Engineer finds that Work is substantially complete, Engineer will:

a. Prepare Certificate of Substantial Completion on EJCDC C-625 - Certificate of Substantial Completion, accompanied by Contractor's list of items to be completed or corrected as verified and amended by Engineer (final punch list).

b. Submit Certificate to Owner and Contractor for their written acceptance of responsibilities assigned to them in Certificate.

5. After Work is substantially complete, Contractor shall: a. Allow Owner occupancy of Project under provisions stated in Certificate of

Substantial Completion. b. Complete Work listed for completion or correction within time period stipulated.

C. Prerequisites for Final Completion: Complete following items before requesting final acceptance and final payment. 1. When Contractor considers Work to be complete, submit written certification that:

a. Contract Documents have been reviewed. b. Work has been examined for compliance with Contract Documents. c. Work has been completed according to Contract Documents. d. Work is completed and ready for final inspection.

2. Submittals: Submit following: a. Final punch list indicating all items have been completed or corrected. b. Final payment request with final releases and supporting documentation not

previously submitted and accepted. Include certificates of insurance for products and completed operations where required.

c. Specified warranties, workmanship/maintenance bonds, maintenance agreements, and other similar documents.

d. Accounting statement for final changes to Contract Sum. 3. Perform final cleaning by Contractor all soiled areas according to this Section.

D. Final Completion Inspection: 1. Within seven days after receipt of request for final inspection, Engineer will make

inspection to determine whether Work or designated portion is complete.


2. Should Engineer consider Work to be incomplete or defective: a. Engineer will promptly notify Contractor in writing, listing incomplete or

defective Work. b. Contractor shall remedy stated deficiencies and send second written request to

Engineer that Work is complete. c. Engineer will re-inspect Work. d. Redo and Inspection of Deficient Work: Repeated until Work passes Engineer's

inspection.

1.4 PROJECT RECORD DOCUMENTS

A. Maintain on Site one set of the following record documents; record actual revisions to the Work: 1. Drawings. 2. Specifications. 3. Addenda. 4. Change Orders and other modifications to the Contract. 5. Reviewed Shop Drawings, product data, and Samples. 6. Manufacturer's instruction for assembly, installation, and adjusting.

B. Ensure entries are complete and accurate, enabling future reference by Owner.

C. Store record documents separate from documents used for construction.

D. Record information concurrent with construction progress, not less than weekly. Engineer shall review to confirm status bi-weekly.

E. Specifications: Legibly mark and record, at each product Section, description of actual products installed, including the following: 1. Manufacturer's name and product model and number. 2. Product substitutions or alternates used. 3. Changes made by Addenda and modifications.

F. Record Drawings and Shop Drawings: Legibly mark each item to record actual construction as follows: 1. Include Contract modifications such as Addenda, supplementary instructions, change

directives, field orders, minor changes in the Work, and change orders. 2. Include locations of concealed elements of the Work. 3. Identify depth of buried utility lines and provide dimensions showing distances from

permanent facility components that are parallel to utilities. 4. Dimension ends, corners, and junctions of buried utilities to permanent facility components

using triangulation. 5. Measured depths of foundations in relation to benchmarks. 6. Measured horizontal and vertical locations of underground utilities and appurtenances,

referenced to permanent surface improvements. 7. Measured locations of internal utilities and appurtenances concealed in construction,

referenced to visible and accessible features of the Work. 8. Field changes of dimension and detail. 9. Details not on original Drawings. 10. Delete Engineer title block and seal from all documents.


G. Submit marked-up paper copy documents to Engineer before Substantial Completion with claim for final Application for Payment.

1.5 OPERATION AND MAINTENANCE DATA

A. Submit data bound in 8-1/2 x 11-inch text pages, three D side ring binders with durable plastic covers.

B. Prepare binder cover with printed title "OPERATION AND MAINTENANCE INSTRUCTIONS," title of Project, and subject matter of binder when multiple binders are required.

C. Internally subdivide binder contents with permanent page dividers, logically organized as described below; with tab titling clearly printed under reinforced laminated plastic tabs.

D. Contents: Prepare table of contents for each volume, with each product or system description identified, typed on white paper, in three parts as follows: 1. Part 1: Directory, listing names, addresses, and telephone numbers of Engineer, Contractor,

Subcontractors, and major equipment suppliers. 2. Part 2: Operation and maintenance instructions, arranged by system and subdivided by

Specification Section. For each category, identify names, addresses, and telephone numbers of Subcontractors and suppliers. Include the following: a. Significant design criteria. b. List of equipment. c. Parts list for each component. d. Operating instructions. e. Maintenance instructions for equipment and systems. f. Maintenance instructions for finishes, including recommended cleaning methods and

materials, and special precautions identifying detrimental agents. g. Safety precautions to be taken when operating and maintaining or working near equipment.

3. Part 3: Project documents and certificates, including the following: a. Shop Drawings and product data. b. Certificates. c. Originals of warranties and bonds.

1.6 MANUAL FOR MATERIALS AND FINISHES

A. For equipment or component parts of equipment put into service during construction and operated by Owner, submit documents within ten days after acceptance.

B. Submit one copy of completed volumes before Substantial Completion for review by the Engineer. The Engineer shall return the copy with Engineer comments.

C. Submit two sets of revised final volumes within 15 days after final inspection.

D. Additional Requirements: As specified in individual product Specification Sections.

E. Include listing in table of contents for design data, with tabbed fly sheet and space for insertion of data.


1.7 PRODUCT WARRANTIES AND PRODUCT BONDS

A. Obtain warranties and bonds executed in duplicate by responsible Subcontractors, suppliers, and manufacturers within ten days after completion of applicable item of Work.

B. Verify documents are in proper form, contain full information, and are notarized.

C. Co-execute submittals when required.

D. Include table of contents and assemble in Operation and Maintenance Manual(s).

E. Submit prior to final Application for Payment.

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION

3.1 EXECUTION

A. Comply with manufacturer's installation instructions, performing each step in sequence. Maintain one set of manufacturer's installation instructions at Project Site during installation and until completion of construction.

B. When manufacturer's installation instructions conflict with Contract Documents, request clarification from Architect/Engineer before proceeding.

C. Verify that field measurements are as indicated on approved Shop Drawings or as instructed by manufacturer.

3.2 PROTECTING INSTALLED CONSTRUCTION

A. Protect installed Work and provide special protection where specified in individual Specification Sections.

B. Provide temporary and removable protection for installed products. Control activity in immediate Work area to prevent damage.

C. Prohibit traffic from landscaped areas.

3.3 FINAL CLEANING

A. Execute final cleaning prior to final Project inspection.

B. Clean Site; sweep paved areas, rake clean landscaped surfaces.

C. Remove waste and surplus materials, rubbish, and construction facilities from Site.




END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Protecting Existing Utilities City of Youngstown 01 71 16 - 1

SECTION 01 71 16

PROTECTION OF EXISTING UTILITIES PART 1 GENERAL 1.1 DESCRIPTION

A. The Contractor will be responsible for the protection of all above and underground utilities. Contractor will replace at his expense any damage done to the above, caused by the proposed work.

B. Locate all existing active utility lines traversing the site(s) and determine the requirements for their

protection. 1.2 PROTECTION OF UTILITIES

A. Preserve in operating condition all active utilities traversing the construction areas and designated to remain.

B. Before starting any site operations, check to determine that all utilities services, such as, gas,

electricity and telephone, have been disconnected at the service mains, in accordance with the rules and regulations governing the utility involved.

1.3 DISCONNECTION OF UTILITIES

A. Before starting any site demolition, arrange for the disconnection of all utility services, which service the site. All such work shall be performed in accordance with the requirements of the utility company or agency involved.

B. The Contractor will be responsible for the disconnection, removal, and relocation of any utility line.

C. The Contractor will be responsible for any damage done to any active utility lines.


A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section. PART 2 PRODUCTS NOT USED PART 3 EXECUTION NOT USED

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Field Engineering City of Youngstown 01 71 23-1

SECTION 01 71 23 FIELD ENGINEERING PART 1 GENERAL 1.1 SECTION INCLUDES

A. Survey and construction layout staking. This item consists of furnishing, placing, and preserving construction layout stakes or other controls in accordance with the contract plans.

B. Quality Assurance. C. Submittals. D. Project record documents.

1.2 QUALITY ASSURANCE

A. Employ a Professional Surveyor registered in the State of Ohio and acceptable to the Engineer, to perform survey work of this section.

B. Submit evidence of Surveyor's Errors and Omissions Insurance coverage in the form of an

Insurance Certificate. C. Notify Engineer prior to starting work.

1.3 SUBMITTALS FOR REVIEW

A. Submit name, address, and telephone number of Surveyor before starting survey work. B. On request, submit documentation verifying accuracy of survey work. C. Submit a copy of letter signed by the Professional Surveyor that the elevations and locations of the

Work are in conformance with Contract Documents. 1.4 PROJECT RECORD DOCUMENTS

A. Maintain a complete and accurate log of control and survey work as it progresses. B. On completion of major pipe installation, prepare a certified survey illustrating the locations and

elevations of all manholes and junction chamber, both top of castings and inverts. C. Submit Record Documents under provisions of Section 01 70 00 – Execution and Closeout

Requirements. PART 2 PRODUCTS

Not Used.

61-04D33 – 84” Interceptor Sewer Replacement Field Engineering City of Youngstown 01 71 23-2

PART 3 EXECUTION 3.1 EXAMINATION

A. After the award of the contract, the Contractor shall verify locations of survey control points and horizontal and vertical controls prior to starting work.

B. Promptly notify Engineer of any discrepancies discovered.

3.2 SURVEY REFERENCE POINTS

A. Contractor to locate and protect survey control and reference points. B. Control datum for survey is that indicated on Drawings. C. Protect survey control points prior to starting site work; preserve permanent reference points during

construction. D. Promptly report to Engineer the loss or destruction of any reference point or relocation required

because of changes in grades or other reasons. E. Replace dislocated survey control points based on original survey control. Make no changes

without prior written notice to Engineer. F. The Engineer shall furnish survey control data that is not included on the plans to the Contractor

electronically. 3.3 SURVEY REQUIREMENTS

A. Utilize recognized engineering survey practices. B. Establish adequate permanent benchmarks on site, referenced to established control points. Record

locations, with horizontal and vertical data, on project record documents. C. Establish elevations, lines and levels. Locate and lay out by instrumentation and similar appropriate

means: 1. Site improvements including pavements; stakes for grading, fill and topsoil placement;

utility locations, slopes, and invert elevations. 2. Grid or axis for structures.

D. Periodically verify layouts by same means. E. The Contractor shall provide field forces and set all necessary stakes for this project. F. Provide, as requested by the Engineer, a minimum once per week progress elevations of pipe, manholes,

to verify work is per design. 3.4 MEASUREMENT AND PAYMENT

A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section. END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Demolition City of Youngstown 02 40 01-1

SECTION 02 40 01 DEMOLITION PART 1 GENERAL 1.1 WORK INCLUDED

A. The term demolition, as used herein, includes the removal and disposal of all existing objects, such as but not limited to, sewers, waterlines, curb, concrete walks, asphalt and concrete pavements, brick pavement and walks, manholes, catch basins, foundations, structures, portions of pipe and portions of manholes abandon, conduit and cables, poles, trees, miscellaneous debris all to be demolished unless otherwise shown or noted.

B. Associated tasks required for this Work includes, but are not necessarily limited to:

1. Backfilling all excavations and voids resulting from the removal, disposal and /or abandonment of contract items according to plans and specifications.

2. Saw cutting existing pavement per plan.

3. Cleanup and disposal of all surplus materials at a permitted site.

4. Re-grading of the site and restoration of disturbed areas resulting from this project as indicated in the appropriate Section of the Technical Specifications.

C. The Contractor is responsible to remove and dispose of all construction and demolished debris

in accordance with all applicable local, state and federal regulations.

D. The Contractor shall disconnect utilities to all equipment to be demolished. The Contractor shall disconnect all utility services and coordinate and provide the location of temporary facilities and the relocations.

E. The material shall become the property of the Contractor and shall be disposed of properly by the Contractor.

F All structures are to be removed and disposed of as encountered and/or as indicated on the

drawings. G. All pipes are to be removed and disposed of as encountered and/or as indicated on the drawings.

H. All excavations and voids resulting from the demolitions shall be backfilled with compacted

material to the limits of the structures removal and paid for under the respective unit bid price for the items demolished.



A. Qualifications of Workmen: Provide at least one person who shall be present at all times during the demolition operations to direct the workmen, read the plans, and coordinate the work with the resident project representative.

B. Codes and Standards: In addition to complying with all pertinent codes and regulations, comply

with the requirements of those insurance carriers providing coverage for this work. 1.3 JOB CONDITIONS

A. Dust Control: Use all means necessary to prevent the spread of dust during performance of the work of this section; thoroughly moisten all surfaces as required to prevent dust from being a nuisance to the public, neighbors, and concurrent performance of other work on the site.

B. Burning: On site burning will not be permitted.

C. Protection: Use all means necessary to protect existing objects designated to remain, and in the

event of damage immediately make all repairs and replacements necessary to the approval of the Engineer at no additional cost to the Owner.

PART 2 PRODUCTS 2.1 FILL DIRT

A. Fill dirt shall be clean dry soil and may be obtained from the site where approved by the Owner. The Owner may designate areas for consideration as fill material.

2.2 TEMPORARY BARRICADES

A. Unless otherwise specifically approved by the Engineer, use only new and solid lumber of utility grade or better to construct temporary barricades around the objects designated to remain or for safety purposes.

2.3 EXPLOSIVES

A. Use of explosives on this project will not be permitted.

2.4 OTHER MATERIALS

A. All other materials, not specifically described but required for proper completion of the work in this Section shall be as selected by the Contractor subject to approval of the Engineer.


PART 3 EXECUTION 3.1 NOTIFICATION

A. The contractor shall provide a detailed CPM schedule for the Demolition Work. The tasks for demolition shall be tied to the tasks of construction.

B. The Demolition schedule shall be updated as required.

C. The Demolition Schedule shall be submitted for review by the Engineer and Owner 30 days

prior to any demolition work. The Contractor shall not proceed with demolition until notice that the review is complete.

3.2 SITE INSPECTION

A. Prior to all work of this Section, carefully inspect the entire site and all objects designated to be removed and to be salvaged.

B. Locate all existing utility lines and determine all requirements for connection to them where

applicable.

C. Locate all existing active utility lines traversing the site and determine the requirements for their protection.

3.3 CLARIFICATION

A. The Drawings included with the bid package do not purport to show all objects existing on the site. The drawings indicate the plan dimensions of the existing structures. This is shown for informational purposes only and does not relieve the Contractor’s responsibility from any work required here-in.

B. Before commencing the work of this Section, verify with the Engineer all objects to be removed

and all objects to be salvaged and reused. 3.4 SCHEDULING

A. Schedule all work in a careful manner with all necessary consideration for neighbors and the public.

3.5 DISCONNECTION OF UTILITIES

A. Before starting site operations, arrange for the disconnection of all utility services designated to be removed. All such work shall be performed in accordance with the requirements of the utility company or agency involved.

3.6 PROTECTION OF UTILITIES

A. Preserve in operating condition all active utilities traversing the construction areas and designated to remain.

3.7 REMOVAL OF DEBRIS


A. All materials for demolition shall be removed from the project site and disposed of by the Contractor in accordance with all applicable local/state/federal regulations. Materials shall be cleaned up daily and the entire area retained in a neat, orderly and workmanlike condition. Upon completion of all operations, the Contractor shall do all things as may be necessary or required by the Engineer to satisfactorily complete the work and leave same in a neat, orderly and usable condition. The Contractor shall provide waste manifests from landfill for all material hauled and disposed of at the landfill.

3.8 DAMAGE

A. The Contractor shall be responsible for all damage to existing materials, structures, and surfaces. Restore any damage to original condition or repair as directed, at no additional charge to the Owner.

3.09 PROCEDURES

A. Before starting demolition, check to determine that all utilities services, such as water, gas, electricity and telephone, have been disconnected at the service mains, in accordance with the rules and regulations governing the utility involved. Preserve all active utility mains traversing the project.

B. During the demolition work the Contractor shall furnish and erect all barriers, sheeting and

shoring and provide and maintain approved “Danger”, “Warning”, and “Keep Out” signs at places and locations where the placing of such signs is warranted, or as directed by the Engineer.

C. Demolish items and perform other demolition work in such a manner as to avoid hazards to

persons and property, interference with the use of adjacent property, and interruption of free passage to and from such property. This work shall be prosecuted in strict accordance with the covenants, terms and conditions in this proposal as well as with all rules, regulations, codes, and laws, Federal, State and Municipal as may govern such operation. All areas shall be cleaned and be free of all debris resulting from the demolition operations.


A. Refer to Section 01 22 00 for measurement and payment for items performed under this Section. Unless specifically noted as a pay item, demolition shall be considered as incidental to the work performed and will not be paid for.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Abandonment of Sewer Manholes City of Youngstown 02 40 08-1

SECTION 02 40 08

ABANDONMENT OF SEWER AND MANHOLES

PART 1 GENERAL


A. Abandonment in place, by cutting and plugging, of existing sewers, manholes and service lines.

B. Abandonment in place of existing sewers using flowable fill. Flowable fill will b e utilized when abandoning existing sewers underneath railroads and/or other structures as specified on the Drawings.

1.2 SUBMITTALS

A. Conform to requirements of Section 01 33 00 - Submittals.

B. Submit product data for proposed plugs for approval.

C. Technical information for equipment and operational procedures including projected slurry

injection rate, grout pressure, method of controlling grout pressure, bulkhead and vent design, and number of stages of grout application.

D. At least 15 days prior to commencing abandonment activities, submit plan for

abandonment, describing proposed grouting sequence, bypass pumping requirements and plugging, if any, and other information pertinent to completion of work.

PART 2 PRODUCTS

2.1 PLUGS

A. As specified on the plans.

2.2 FLOWABLE FILL REQUIREMENTS

A. Unconfined compressive strength: minimum 75 psi and maximum 150 psi at 56 days as

determined based on an average of three tests for same placement. Present at least three acceptable strength tests for proposed mix design in mix design report.

B. Placement characteristics: self-leveling.

C. Shrinkage characteristics: non-shrink.

D. Water bleeding for fill to be placed by grouting method in sewers: not to exceed 2 percent

according to ASTM C940.

E. Minimum wet density: 90 pounds per cubic foot.


PART 3 EXECUTION

3.1 DEMOLITION OF SEWER MANHOLES, PIPELINE STRUCTURES, PRIOR TO ABANDONMENT

A. Remove manhole frames and covers and castings from other existing pipeline structures.

Deliver castings to the city of Youngstown’s WWTP facility.

B. Demolish and remove precast concrete adjustment rings and corbel section, or brick and mortar corbel and chimney, or other pipeline structures, to minimum depth of 4 feet below finished grade. Structure may be removed to greater depth, but not deeper than 18 inches above crown of abandoned sewer.

C. Drain manholes and break manhole floors and walls prior to filling.

D. When adjacent sewer lines are not to be filled, place plugs in each line connecting to manhole,

in preparation for filling manhole.

3.2 CUTTING AND PLUGGING OF MAINS

A. Do not begin cutting, plugging, and abandonment operations until replacement sewer, has been constructed and tested, all service connections have been installed, and main has been approved for use.

B. Make cut at location shown on Drawings and/or as directed by the Engineer.

C. Plug opening in abandoned main as specified on the plans.

D. Backfill excavations in accordance with Section 31- 23- 33 - Trenching and Backfilling.

E. Mark location of abandoned sewer laterals on Drawings and provide to Engineer.

3.3 CUTTING AND PLUGGING OF SERVICES

A. Do not begin cutting, plugging, and abandonment operations until replacement service, if

necessary, has been constructed and tested, and all service connections have been installed.

B. Service lines shall be cut and plugged at the sewer main and/or as directed by the Engineer.

C. Before backfilling of a plugged service line is started, the plugging must be observed by the Engineer.

D. Backfill excavations in accordance with Section 31- 23- 33 – Trenching and Backfilling.

E. Mark location of abandoned sewer laterals on Record Drawings and provide to Engineer.

3.4 PREPARATION FOR ABANDONMENT VIA FLOWABLE FILL

A. Have fill mix design reports and other submittals required by Paragraph 2.2 accepted by

the Engineer prior to start of placement. Notify the Engineer at least 24 hours in advance of grouting with flowable fill.

B. Select fill placement equipment and follow procedures with sufficient safety and care to

avoid damage to existing underground utilities and structures. Operate equipment at pressure that will not distort or imperil portion of work, new or existing.


C. Clean and inspect sewer lines to locate obstructions and assess condition of pipe. During placement of fill, compensate for irregularities in sewer pipe, such as obstructions, open joints, or broken pipe to ensure no voids remain unfilled.

D. Perform demolition work prior to starting fill placement. Clean placement areas of sewers of

debris that may hinder fill placement. Remove excessive amounts of sludge and other substances that may degrade performance of fill. Do not leave sludge or other debris in sewer if the sludge or other debris is more than 2 percent of placement volume.

E. Remove free water prior to starting fill placement.

3.5 EQUIPMENT FOR FLOWABLE FILL

A. Not used.

3.6 INSTALLATION OF FLOWABLE FILL

A. Abandon existing sewer lines underneath railroads and other structures by completely

filling sewer line with flowable fill.

B. Continuously place flowable fill to fill volume.

C. Have filling operation performed by experienced crews with equipment to monitor density of flowable fill and to control pressure.

D. Pump flowable fill through bulkheads constructed for placement of flowable fill. Use two

2-inch PVC pipes or use other suitable construction methods to contain flowable fill in lines to be abandoned. These pipes will act as injection points or vents for placement of flowable fill.

E. Place flowable fill under pressure flow conditions into properly vented open system until

flowable fill emerges from vent pipes. Pump flowable fill with sufficient pressure to overcome friction and to fill sewer from downstream end, to discharge at upstream end.

F. Inject flowable fill using grouting equipment and series of grout pipes discharging at

bottom of placement, allowing fill to rise through ballast effectively filling all voids.

G. Remediate placement of flowable fill which does not fill voids in sewer or where voids develop due to excessive shrinkage or bleeding of fill by using pressure grouting either from inside sewer or from surface.

H. Collect and dispose of excess flowable fill material and debris including sludge in accordance

with local requirements or as directed by the Engineer.


A. Measurement and payment shall be as described in 01-22-00 Measurement and Payment for Sewer Abandonment and for Manhole Abandonment.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Remove and Dispose Petroleum Contaminated Soil City of Youngstown 02 40 15 - 1

SECTION 02 40 15 REMOVE AND DISPOSE PETROLEUM CONTAMINATED SOIL PART 1 GENERAL 1.1 WORK INCLUDED

A. The work includes all labor and equipment for the proper removal, segregating, stockpiling

testing and disposal of all petroleum contaminated soil and the restoration of the disturbed areas resulting from the work.

B. The contaminated soil shall be identified by the Engineer and handled by the Contractor as directed by the Owner/Engineer. The Contractor shall incorporate the soil into the project if determined to be below the action level. If confirmed to be above the action level, the Contractor shall be responsible for securing permits, loading, hauling and disposal of the soil.

C. All excavations and voids resulting from the removal and disposal of the petroleum contaminated

soil shall be backfilled in accordance to plans and specifications. 1.2 QUALITY ASSURANCE

A. Qualifications of Workmen: Provide at least one person who shall be present at all times during the operations to direct the workmen and coordinate the work with the resident project representative.


with the requirements of those insurance carriers providing coverage for this work. 1.3 JOB CONDITIONS

A. Control: Use all means necessary to prevent the spread of the petroleum contaminated soil and dust during performance of the work. Protection: Use all means necessary to protect existing objects designated to remain, and in the event of damage immediately make all repairs and replacements necessary to the approval of the Engineer at no additional cost to the Owner.

PART 2 PRODUCTS 2.1 TEMPORARY BARRICADES

A. Unless otherwise specifically approved by the Engineer, use only new and solid lumber of utility grade or better to construct temporary barricades around the objects designated to remain or for safety purposes.


2.2 OTHER MATERIALS

A. All other materials, not specifically described but required for proper completion of the work in this Section shall be as selected by the Contractor subject to approval of the Engineer.

PART 3 EXECUTION 3.1 SITE INSPECTION

A. Prior to all work of this Section, carefully inspect the entire site and locate all existing utility lines and determine all requirements for connection to them where applicable.

3.2 SCHEDULING

A. Schedule all work in a careful manner with all necessary enforcement agencies with consideration for neighbors and the public.

B. Avoid interference with the use of, and passage to and from adjacent and facilities.

3.3 HANDLING SUSPECTED SOIL

A. The Contractor shall notify the Engineer’s Inspector immediately upon encountering suspect material.

B. The Engineer shall ultimately determine what materials require stockpiling and segregation (based on experience and the use of monitoring equipment).

C. The Contractor shall either stockpile the soil using visqueen and straw bale berms or load the material into lined roll-off boxes.

D. The Contractor is responsible for collection of samples and lab testing. Testing to be performed includes VOC’s, SVOC’s, and TPH-GRO/DRO/ORO per SW846 guidelines.

E. Once lab results are obtained and forwarded to the Engineer/Owner concentrations shall be compared to OEPA VAP General Direct Contact standards for commercial/industrial land use action levels listed to determine if material is PCS. This final determination shall be made byy the Engineer.

F. If the material is found to be above the action level, the Contractor shall handle the material per the following:

a. Provide an estimate of the material to be disposed of.

b. The Contractor shall coordinate with a licensed disposal facility for proper disposal. This includes obtaining permits, loading and trucking, site restoration, etc.

c. If the facility requires any other testing, the Contractor shall notify the Engineer/Owner prior to performing.

d. The Contractor shall submit manifests to document the disposal facility, date and time of disposal and tonnage hauled and disposed of.

e. The Contractor shall furnish all labor, equipment, permits, fees, etc. within the limits identified. The Contractor’s unit bid price shall include preparing a temporary storage area on site, transporting material to this area, segregating and stockpiling or storing in lined roll-


off boxes, sampling and testing, loading, hauling and disposal (including fees), if regulated, restoration of storage area and any other associated costs.

G. If found to be below the action level (non-regulated) the Contractor shall be responsible for transporting and incorporating the material into the project and restoring the area at no additional costs.

H. Payment for this work shall be made at the Contractor’s unit price bid per ton.

I. All excavation within the aforementioned limits shall be paid for under the original plan bid items.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Asbestos Containing Materials City of Youngstown 02 82 13.33 - 1

SECTION 02 82 13.33

ASBESTOS CONTAINING MATERIALS

PART 1 - GENERAL

1.1 SUMMARY

A. ACM may be encountered during the installation/construction adjacent to the former Wean United property and the former LTV/Republic Steel Company (Bessemer Works) property within former building slab, utility tunnels, vault, piping, etc.

1.2 REFERENCES

A. Occupational Safety and Health Administration (OSHA):

1. 29 CFR Part 1926 - Safety and Health Regulations for Construction. 2. 40 CFR Part 763, Subpart E, Appendix E, Section 1- Polarized Light Microscopy. 3. 42 CFR Part 84, Subpart K - Non-Powered Air-Purifying Particulate Respirators.

B. U.S. Environmental Protection Agency:

1. National Emission Standards for Hazardous Air Pollutants (NESHAP).

C. Definitions: 1. ACM: Asbestos-containing material.

1.3 SUBMITTALS

A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Field Quality-Control Submittals: Indicate results of Contractor-furnished tests and inspections.

C. Qualifications Statements: 1. Submit qualifications for contractor, on-Site representative, and disposal firm. 2. Submit qualifications for testing laboratory.


A. Perform Work according to NESHAP, OSHA and Local standards.

B. Qualifications: 1. Contractor: Company specializing in handling, ACM Materials as specified in this Section

with minimum three (3)years' documented experience. 2. On-Site Representative: Person trained in performing Work of this Section with minimum

three (3) years' documented experience. 3. Disposal Firm: Company specializing in packaging and hauling ACM to disposal site. 4. Active Waste Disposal Site: Solid waste disposal site permitted to accept ACM waste.


5. Testing Laboratory: Company participating in National Voluntary Laboratory Accreditation Program for asbestos, administered by National Institutes of Standards and Technology.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Section 01 60 00 - Product Requirements: Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

C. Store materials according to manufacturer instructions.

D. Respirators Not in Use:

1. Store in sanitary location that protects respirators from dust, sunlight, heat, extreme cold, excessive moisture, and potentially damaging chemicals.

2. Place in plastic bags or closed containers.

1.6 SITE CONDITIONS (NOT USED)

1.7 WARRANTY (NOT USED)

PART 2 - PRODUCTS

2.1 RESPIRATORS

A. Description:

1. Comply with 42 CFR Part 84, Subpart K. 2. Type: Half-face mask; reusable after washing. 3. Maintenance: Replaceable filters and cartridges only. 4. Single-use respirators are not acceptable.

B. Filters: Top air inlet.

C. Performance and Design Criteria:

1. Application: Asbestos abatement for concentrations up to 10 times permissible exposure limit (PEL).

2. Design: Low profile.

2.2 PERIMETER AIR SAMPLING BY THE CONTRACTOR: (THIRD PARTY INDEPENDENT AIR MONITOR)

A. Prior to perimeter air sampling, the contractor shall retain the services of an independent air monitoring firm to collect the necessary air samples and comply with the requirements of the Ohio Department of Health – Asbestos Hazard Abatement Rules, Chapter 3701-34, Ohio Administrative Code, Amended February 1, 1993. Effective Date: 11/13/2014.


B. To determine if elevated airborne asbestos concentration were release to the ambient air. The Contractor will secure samples and analyze them according to the following procedures:

1. One sample upwind and two downwind of the abatement work area.

2. PCM samples will be secured as indicated below.

C. Sample Cassettes: Samples will be collected on 25 mm. cassettes as follows:

1. PCM: 0.8 micrometer mixed cellulose ester.

2. Analysis: Fibers on each filter will be measured using the NIOSH Method 7400 entitled “Fibers” published in the NIOSH Manual of Analytical Methods, or the OSHA Reference Method (ORM) (29 CFR 1926.1101 Appendix A).

PART 3 - EXECUTION

3.1 PREPARATION

A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for application preparation.

B. Perform ACM removal without damage to or contamination of adjacent Work or existing area

C. As a precaution, the Contractor shall be equipped to keep the ACM wet using a hand sprayer containing amended water during excavation and installation of the sewer. Additionally, the Contractor shall have PPE (such as respirators, Tyvek suits, etc.) available for use by qualified/trained employees onsite performing the work.

3.2 APPLICATION

A. Handling and Disposal

1. ACM shall be segregated and disposed of in a licensed facility.

2. The Contractor shall be responsible for coordination, handling and any fees for disposal of the ACM.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Concrete Forming and Accessories City of Youngstown 03 10 00 - 1

SECTION 03 10 00

CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, and Division 1 Specifications Sections, apply to this Section.


A. Formwork for cast-in-place concrete with shoring, bracing and anchorage.

B. Openings for other work.

C. Form accessories.

D. Form stripping.

1.3 PRODUCTS INSTALLED BUT NOT SUPPLIED UNDER THIS SECTION

A. Embedded items including, but not limited to, inserts, sleeves, wall castings, wall thimbles, gate guides, anchors, and anchor bolts as shown or specified to be embedded.

1.4 DESIGN REQUIREMENTS

A. Design, engineer and construct formwork, shoring and bracing to comply with code requirements; resultant concrete to conform to required shape, line and dimension.

B. CONTRACTOR responsible for form design, form removal procedures and sequences, shoring and re-shoring, and shore removals according to ACI 301 Section 2.


A. Comply with ACI 301-99 and ACI 347 unless specifically noted otherwise.

PART 2 PRODUCTS

2.1 FORM MATERIALS

A. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of form marks.


1. Plywood: U.S. Product Standard PS-1 "B-B (Concrete Form) Plywood", Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or other acceptable material. Provide lumber dressed on at least two edges and one side for tight fit.

2.2 FORMWORK ACCESSORIES

A. Form Ties: Factory-fabricated removable or snap-off metal type, designed to prevent form deflection and to prevent spalling concrete upon removal. Units to leave no metal closer than 1 inch to surface. Form ties shall include an integral waterstop to prevent migration of water either in or out of the structure;

B. Form Release Agent: Commercially manufactured form release agent which will not stain concrete, or absorb moisture, or impair natural bonding or color characteristics of coating intended for use on concrete including curing compound, sealer, or water-proofing Product shall have a maximum VOC content of 450 g/L. DUOGARD by W.R. Meadows, or as approved.

C. Corners: Chamfered strip type; 3/4 inch by 3/4 inch size; maximum possible lengths. All intersecting wall corner and “T” shall be manufactured, splicing not permitted.

D. Standard Waterstop: Polyvinyl chloride, minimum 1,750 psi tensile strength, minimum -35 degrees F working temperature, 6 inch wide, 3/8 inch thick, maximum possible lengths, non-tapered ribbed profile, pre-formed corner sections, heat-welded jointing; factory-installed hogrings or grommets at 12 inch spacing along length of waterstop; Greenstreak Plastic Products No. 679, Durajoint Type 11, or as approved.

E. Special Waterstop: Polyvinyl chloride, 1,750 psi tensile strength, minimum -35 degrees F working temperature, 9 inch wide, 3/8 inch thick, 1/2 inch I.D. minimum center bulb, maximum possible lengths, non-tapered ribbed profile, heat-welded jointing; factory-installed hogrings or grommets at 12 inch spacing along length of waterstop; Greenstreak Plastic Products No. 735, Durajoint Type 10, or as approved.

F. Preformed Plastic Adhesive Waterstop (PPAWS): Federal Specification SS-SS-210A; single component self-sealing plastic adhesive type, extruded rope form between two protective silicone treated papers, 1 inch square cross section, 1 inch lap splice, furnish with primer; Synko-Flex Products Synko-Flex, or as approved. Installed per manufacturer’ installation recommendation.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify lines, levels, and centers before proceeding with formwork. Ensure that dimensions agree with Drawings.


3.2 EARTH FORMS

A. Hand-trim sides and bottom of each form. Remove loose soil prior to placing concrete. Earth forms subject to ENGINEER’s approval.

3.3 ERECTION – FORMWORK

A. Erect formwork, shoring and bracing to achieve design requirements. Use selected materials to obtain required finishes.

B. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position.

C. Align joints and make water-tight.

D. Obtain approval before framing openings in structural members which are not indicated on Drawings.

E. Provide chamfer strips on all external corners, and on other edges as indicated.

F. Retighten forms and bracing after concrete placement, if required.

G. Set edge forms or bulkheads and intermediate screed pins or strips for slabs to obtain required elevations and contours in finished slab surface.

3.4 FORM CLEANING

A. Clean forms as erection proceeds to remove foreign matter within forms.

B. Clean formed cavities of debris prior to placing concrete.

C. Flush with water or use compressed air to remove foreign matter. Ensure that water and debris drain to exterior.

D. During cold weather remove ice and snow from within the forms. Do not use de-icing salts. Do not use water to clean out forms unless formwork and concrete construction proceed within heated enclosed areas.

3.5 APPLICATION – FORM RELEASE AGENT

A. Clean reused forms of concrete residue. Repair and patch as required to return forms to acceptable surface condition.

B. Apply form release agent on formwork prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes which are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.


3.6 JOINTS, INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Provide formed openings where required for items to pass through concrete work.

B. Locate and set in place items which will be cast directly into concrete.

C. Coordinate with Work of other Sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other Work.

D. Install accessories straight, level, and plumb. Ensure items are not disturbed during concrete placement.

E. Provide waterstop at all joints where shown; at all joints in chambers and bottom slabs; at all joints in walls and in slabs with water or earth on one side and a dry work area or an exposed surface on the other; and at all vertical joints in walls (except those with earth on both sides). Use standard waterstop except where a specific type is indicated on Drawings.

F. Install waterstops continuous without displacing reinforcement. Install waterstop a minimum of 2 inches clear of reinforcing steel. Tie through hogrings or grommets to reinforcing steel.

G. Locate and install construction joints to not impair strength and appearance of the structure as indicated or as approved by ENGINEER.

H. Place construction joints perpendicular to main reinforcement. Continue reinforcement across construction joints, except as otherwise indicated.

3.7 FORMWORK TOLERANCES

A. Comply with ACI 117.

3.8 FORM REMOVAL

A. Fabricate form for easy removal without hammering or prying against concrete surfaces.

B. Forms not supporting weight of concrete such as sides of beams, walls, and columns, and similar parts may be removed after curing for 24 hours at not less than 50 degrees F. Concrete shall be sufficiently hard to not be damaged by form removal operations.

C. Do not remove forms or bracing which support slabs and beams until field-cured cylinder strength has reached 3,000 psi. 1. The field cured concrete cylinders must be cured under conditions exactly the same as

those of the structure. If the structure is protected from the elements, the cylinders must be protected.

2. The minimum curing period shall be per ACI 308. 3. Compression Test Specimens: ASTM C31; cast and laboratory cure one set of four

standard cylinder specimens for each composite sample. Also, cast and field cure one set of four standard cylinder specimens for each composite sample.


D. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

E. Clean, oil, and store removed forms in a manner that surfaces to be in contact with fresh concrete will not be damaged.

F. Re-shore under areas where slabs and beams are used to support shoring and formwork for construction of levels above.


A. This work is incidental to the related concrete structures, pavements, etc.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Concrete Reinforcing Steel City of Youngstown 03 20 00 - 1

SECTION 03 20 00

CONCRETE REINFORCING STEEL

PART 1 GENERAL


A. Drawings and general provisions of the Contract and Division 1 Specifications Sections, apply to this Section.


A. Reinforcing steel bars, wire fabric, and accessories for cast-in-place concrete and precast concrete.

1.3 SHOP DRAWINGS

A. Submit original Shop Drawings prepared for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures" showing bar schedules, stirrup spacing, diagrams of bent bars, arrangement of concrete reinforcement. Include special reinforcement required for openings through concrete structures.


A. Comply with ACI 301, ACI 318.

B. All test cylinders shall be 6-inch diameter by 12-inches tall.

PART 2 PRODUCTS

2.1 REINFORCEMENT

A. Reinforcing Steel: ASTM A615; 60 ksi yield grade, deformed steel bars. 1. Provide smooth bars where noted. 2. All welded reinforcing bars shall conform to ASTM A706

B. Dowel Bar Replacements (D.B.R.): 1. Positive-locking, straight or taper-threaded bars and couplers to develop at least 125

percent of the specified yield strength of the reinforcing bar. 2. Flanged coupler with nail holes for form attachment and internal coupler thread

protection. 3. System shall posses a current and valid International Code Council Evaluation Service

Report. 4. Erico Lenton, Form Saver; Dayton Richmond, DB-SAE; or as approved.

C. Welded Wire Fabric: ASTM A185, plain wire.


D. Slip Dowel Sleeve: 1. 100% polypropylene sleeve with reusable base 2. Greenstreak Speed Dowel System, or as approved.

2.2 ACCESSORIES

A. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during concrete placement conditions.

2.3 FABRICATION

A. Comply with CRSI Manual of Practice and ACI SP-66. No welding of reinforcing bars unless authorized in writing by ENGINEER.

PART 3 EXECUTION

3.1 PLACEMENT

A. Place, support, and secure reinforcement against displacement. Do not deviate from required position. Comply with CRSI's recommended practice for placing reinforcing bars. As a minimum, tie alternate bar intersections.

B. Do not displace or damage vapor retarder.

C. Accommodate placement of formed openings. Provide additional reinforcement as required.

D. Unless noted otherwise, maintain concrete cover for reinforcement as follows:

Item Coverage

Beam Stirrups 2 inch Supported Slabs and Joists 2 inch Column Ties 2 inch Walls 2 inch Footings and Concrete Formed Against Earth 3 inch Slabs on Fill 3 inch Footings or Slabs on Mud Mat 2 inch

E. Lap splices to be in accordance with Lap Splice Dimension Table per ODOT CMS.

F. On mud mat, use steel bar chairs or other approved supports.

G. Do not field-cut reinforcement without ENGINEER's permission.

H. Do not bend reinforcement after embedment in hardened concrete.


I. Clean reinforcement of loose rust, mill scale, ice, earth, and other material which affect bond with concrete.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Cast-In-Place Concrete City of Youngstown 03 30 00 - 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL




A. Cast-in-place concrete.

B. Grouts.


A. Comply with ACI 301-99 and ACI 350 unless specifically noted otherwise.

B. Maintain one copy of ACI 301 on Site.

C. Acquire cement and aggregate from same source for all Work.

D. Comply with ACI 305R when concreting during hot weather.

E. Comply with ACI 306R when concreting during cold weather.

1.4 PRE-INSTALLATION MEETING

A. Organize, arrange, and conduct meeting. Give attendees 4 days advance notice of the meeting time and place.

B. Convene minimum 1 week prior to commencing Work of this Section.

C. Attendees: OWNER, ENGINEER, CONTRACTOR’s project manager and field superintendent, Subcontractor responsible for placement of concrete (if applicable), OWNER’s testing lab, the concrete supplier and concrete supplier’s quality assurance representative.

D. Agenda: Discuss items of significance that affect the progress of the Work including the following: 1. Introduction of personnel and responsibilities. 2. Work sequence. 3. Approved concrete mix design. 4. Discussion of batch ticket to be presented with each truck. 5. The use of admixtures based on placement techniques and weather conditions. 6. Testing procedures including frequency.


7. Transmitting test reports from OWNER’s testing lab. 8. Transmitting field testing information on concrete. 9. Storage of cylinders on Site for OWNER’s testing lab.

1.5 DEFINITIONS

A. Exposed: Exposed to view by persons responsible for operation or maintenance of the structure, including but not limited to all chamber interior wall surfaces.

1.6 SUBMITTALS

A. Laboratory Test Reports: Submit laboratory test reports for concrete materials and mix design test.

B. Materials Certificates: Provide materials certificates signed by manufacturer and CONTRACTOR, certifying that each material item complies with, or exceeds, specified requirements in lieu of materials laboratory test reports when permitted by ENGINEER.

C. Submit in quantities specified for Shop Drawings; follow Section 01 33 00.

PART 2 PRODUCTS

2.1 CONCRETE MATERIALS

A. Cement: ASTM C150, Type 1 – Normal, Type II - Moderate, Type III - High Early Strength Portland type. Use one brand of cement throughout Project, unless approved by ENGINEER.

B. Fine and Coarse Aggregates: ASTM C33 (normal weight aggregate); materials containing deleterious substances (spalling causing) are not acceptable.

C. Water: Clean and not detrimental to concrete.

2.2 ADMIXTURES

A. Air Entrainment: ASTM C260; Master Builders Micro-Air, or as approved.

B. Chemical: ASTM C494 Type A - Water-Reducing, Type B - Retarding, Type C - Accelerating, Type D - Water-Reducing and Retarding, Type E - Water-Reducing and Accelerating, Type F - Water-Reducing, High Range, Type G - Water-Reducing, High Range and Retarding; containing no chlorides; Master Builders, W.R. Grace, or as approved.

C. Fly Ash: ASTM C618 Class F or C with loss on ignition less than 3 percent.

2.3 ACCESSORIES

A. Bonding Agent: Water-based epoxy resin, Portland cement, Sika Corp., Armatec 110, or as approved.


B. Vapor Retarder: 6 mil thick clear polyethylene film.

C. Non-Shrink Grout: Pre-mixed compound consisting of non-metallic aggregate, cement, water-reducing and plasticizing agents; capable of developing a minimum compressive strength of 5,000 psi in 28 days; Master Builders Masterflow 713, or as approved.

D. Epoxy Grout: Two-component epoxy resin bonding system capable of developing a minimum bond strength of 1,100 psi in 48 hours; ASTM C881 Type IV, Grade 3, Class B and C; Euclid Chemical Company EUCO 452 GEL; or as approved.

E. Non-Shrink Cementitious Material: Euclid Chemical Company Euco Poly Patch, or as approved.

2.4 JOINT FILLER MATERIALS

A. Joint Filler Type A: ASTM D994; asphalt-impregnated fiberboard or felt; W.R. Meadows Asphalt Joint, or as approved.

Joint Filler Type B: ASTM D1752; pre-molded sponge rubber fully compressible with recovery rate of minimum 95 percent; W.R. Meadows Sponge Rubber, or as approved.

2.5 CONCRETE MIX

A. Concrete Proportions: Comply with ACI 301, 4.2.

B. Class I Concrete: Provide concrete to the following criteria: 1. Compressive Strength (7 Day): 3,600 psi. 2. Compressive Strength (28 Day): 4,500 psi. 3. Water/Cement Ratio (Maximum): 0.42 by weight. 4. Air Entrained: 6 percent, +1 percent. 5. Fly Ash Content: Maximum 25 percent of cement content. 6. Slump (Maximum): 3 inches (due to water). 7. Mid or High Range Water Reducer: Add at Site to increase slump to 6 inches, +1-1/2

inches.

C. Class II Concrete: Provide concrete to the following criteria: 1. Compressive Strength (28 Day): 2,500 psi. 2. Fly Ash Content: Maximum 25 percent of cement content. 3. Slump (Maximum): 6 inches.

D. Mud Mat Concrete: Provide concrete to the following criteria: 1. Compressive Strength (28 Day): 2,500 psi using a fast set mix design to develop initial

set..

E. Grout: Provide concrete to the following criteria: 1. Compressive Strength (7 Day): 3,600 psi. 2. Compressive Strength (28 Day): 4,500 psi. 3. Water/Cement Ratio (Maximum): 0.42 by weight. 4. Air Entrained: 6 percent, +1 percent.


5. Fly Ash Content: Maximum 25 percent of cement content. 6. Slump (Maximum): 3 inches (due to water). 7. Mid or High Range Water Reducer: Add at Site to increase slump to 6 inches, +1-1/2

inches. 8. No coarse aggregate permitted.

F. Water: Clean and Potable

2.6 CEMENT-BASE AGGREGATE TYPE COATING

A. Federal Spec. TT-P0035(ARMY-CE); use with bonding agent; Thoro System Products Thoroseal, or as approved.

PART 3 EXECUTION

3.1 GENERAL

A. Use Class I concrete for structural concrete and concrete for pavements, sidewalks and equipment bases; use Class II concrete for fillets and fills, bulk heads where indicated.

B. Slope positively floors containing sumps, gutters, or floor drains.

C. Provide 12 inch thick mud mats under all foundations and base slabs as noted on the drawings.

D. Construct isolation joints in slabs-on-grade at points of contact between slabs-on-grade and vertical surfaces such as column pedestals, foundation walls, or as indicated. Use joint filler B and a sealant.

E. Verify construction joints, waterstop, and reinforcement are acceptable.

F. Place epoxy grout in full accordance with manufacturer’s instructions, including compressed air cleaning of all contact surfaces.

3.2 PLACING CONCRETE

A. Comply with ACI 301 and the Following: 1. Deposit concrete continuously or in layers of such thickness that no concrete will be

placed on concrete which has hardened sufficiently to cause the formation of seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as herein specified. Deposit concrete as nearly as practicable to its final location to avoid segregation.

2. Deposit concrete in forms in horizontal layers not deeper than 24 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints.

3. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand-spading, rodding, or tamping. Comply with ACI 309 for equipment and procedures for consolidation of concrete.


4. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than visible effectiveness of machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix.

B. When Class I concrete arrives at the Project with slump below 3 inches, water may be added only if neither the maximum permissible water-cement ratio nor the maximum slump is exceeded. Slump adjustment, with water, shall be made only one time.

C. Start wall lifts with 2 to 3 inches of grout.

D. Placement of concrete under water is not permitted.

E. Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until the placing of a panel or section is completed. 1. Consolidate concrete during placing operations so that concrete is thoroughly worked

around reinforcement and other embedded items and into corners. 2. Bring slab surfaces to correct level with straight-edge and strike-off. Use bullfloats or

darbies to smooth surface, free of humps and hollows. Do not disturb slab surfaces prior to beginning finishing operations.

3. Maintain reinforcing in proper position during concrete placement operations

F. Cold Weather Placing: Comply with ACI 306R and the following to protect concrete work from physical damage or reduced strength which could be caused by frost, freezing actions, or low temperatures: 1. When air temperature has fallen to or is expected to fall below 40 degrees F, uniformly

heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees F and not more than 80 degrees F at point of placement. a. Maintain concrete within this temperature range for not less than 7 days.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials or against cold reinforcing steel.

3. Do not use calcium chloride, salt, and other materials containing anti-freeze agents or chemical accelerators, unless otherwise accepted in mix designs.

G. Hot Weather Placing: Comply with ACI 305R and the following when hot weather conditions exist that would seriously impair quality and strength of concrete: 1. Cool ingredients before mixing to maintain concrete temperature at time of placement

below 90 degrees F. Mixing water may be chilled, or chopped ice may be used to control temperature provided water equivalent of ice is calculated to total amount of mixing water. Use of liquid nitrogen to cool concrete is CONTRACTOR's option.

2. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

3. Fog spray forms, reinforcing steel, and subgrade just before concrete is placed.


4. Use water-reducing retarding admixture (Type D) when required by high temperatures, low humidity, or other adverse placing conditions.

H. Provide grout in chamber bottoms where shown to the elevations indicated.

3.3 REPAIR OF DEFECTIVE AREAS

A. Use manufactured, non-shrink, cementitious materials specifically formulated for patching concrete in conjunction with a compatible bonding material. The complete repair procedure along with a list of all materials to be used must be submitted to and approved by ENGINEER before any repair work is started.

B. Preparation of defective areas to be approved by ENGINEER prior to patching.

C. Tie Holes: Thoroughly and liberally coat with a bonding agent and then thoroughly fill with a non-shrink, cementitious material using a plunger type or other mechanical injecting device to force mortar through holes passing through walls.

D. Repair surface defects, including tie holes, immediately after form removal.

E. Remove honeycombed and other defective concrete down to sound concrete.

3.4 CONCRETE FINISHING

A. Formed Concrete Surfaces: Smooth form finish as described in ACI 301, 5.3.3.3.b and no form marks greater than 1/16 inch in relief, unless otherwise specified.

B. Formed Concrete Surfaces not exposed and not to be Water-Proofed: Rough form finish at CONTRACTOR's option.

C. Exposed Formed Surfaces of Slabs: Smooth form finish with all offsets and unevenness due to form arrangement ground smooth.

D. Prepare concrete surfaces to be water-proofed in strict accordance with the water-proofing manufacturer's instructions. On surfaces to be water-proofed, defects shall include, but not be limited to, voids, air holes, and honeycomb that the normal application of water-proofing will not fill or otherwise seal effectively.

E. Exposed Interior Concrete Surfaces: Applied finish of cement-base aggregate type coating; applied to concrete with a smooth form finish; first coat to be by heavy brush at 2 pounds per square yard, second coat at same rate and sponge-floated.

F. Exposed Exterior Concrete Surfaces, Including Chamber Interiors from Top to 2 Feet Below Normal Water Surface: Cork-floated finish as described in ACI 301, 5.3.3.4.c, or an applied finish of cement-base aggregate type coating.

G. Related Unformed Surfaces, Including Tops of Walls: Strike smooth after concrete is placed and float to a texture consistent with that of the formed surfaces.


3.5 CURING AND PROTECTION

A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Concrete Surfaces: Follow Section 03 39 00.

3.6 FIELD QUALITY CONTROL

A. Tests of cement and aggregates are to be performed to ensure conformance with specified requirements.

B. Tests of concrete slump, air content and strength will be made at the direction of ENGINEER. Samples for air content and strength should be taken as near as practical to the point of placement into the formwork or at a location which closely matches the handling conditions when the concrete is placed in the forms. Prior to the addition of a mid or high range water reducer, a slump test may be made from a sample taken from the very first concrete out of the load.

C. Field Samples: 1. Provide batch tickets for each load of concrete delivered to the Project site. Ticket shall

indicate name of ready-mixed batch plant, serial number of batch ticket, date, truck number, name of purchaser, job name and location, class of concrete, amount of concrete in cubic yards, time loaded or of first mixing of cement and aggregates, and water added by receiver of concrete and their initials. Additional information may be required on batch ticket as follows, reading of revolution counter at the first addition of water, type, brand and amount of cement, type, brand and amount of admixtures, information necessary to calculate the total mixing water added by producer, maximum size of aggregate, weight of fine and coarse aggregate, ingredients certified as being previously accepted, and signature of ready-mix plant representative. Submit batch ticket to Resident Project Representative or testing laboratory field technician.

2. Obtain samples of materials and concrete in accordance with ACI 301 and ACI 318. 3. Test samples in accordance with ACI 301 and ACI 318. Test Cylinder specimens shall

be 6- inch diameter 4. Select the truckloads or batches of concrete to be tested on a random basis, using random

numbers selected before commencement of concrete placement. Obtain at least three composite samples for each pour and for each 100 yd³, or fraction thereof, of each concrete mixture placed in any one day.

D. Field Cured Cylinders: 1. The field cured concrete cylinders must be cured under conditions exactly the same as

those of the structure. If the structure is protected from the elements, the cylinders must be protected.

2. The minimum curing period shall be per ACI 308. 3. Compression Test Specimens: ASTM C31; cast and laboratory cure one set of four

standard cylinder specimens for each composite sample. Also, cast and field cure one set of four standard cylinder specimens for each composite sample.

E. CONTRACTOR responsible for additional testing expenses incurred for the purpose of making, transporting, or testing field-cured cylinders.


F. Those parts of a structure which will contain water during service shall be substantially water-tight and tested according to ACI 350.1-01, except as modified by the following. The structure must meet a water tightness criteria designation of HST-050 as defined in ACI 350.1-2.1.1. 1. No backfilling shall be permitted around chambers unless authorized by ENGINEER

prior to the water test. 2. The chamber shall not be tested before all the structure is complete and the concrete has

reached the specified compressive strength indicated by field cured cylinder breaks, or as authorized by ENGINEER.

3. Repair all cracks and defects which impair water-tightness and eliminate any leakage into or out of the structure.

4. Chamber penetrations, pipe, channel, and conduit outlets shall be monitored before and during the test to determine the water-tightness of these appurtenances. Leakage at these outlets shall be repaired prior to test measurements. No allowance shall be made in test measurements for uncorrected known points of leakage. The flow from the underdrain system (if applicable) shall be monitored during this same period and any increase in flow shall be recorded.

5. The ground water level shall be brought to a level below the top of the base slab and kept at that elevation or at a lower elevation during the test period.

6. The initial filling of a new chamber should not exceed a rate of 4 feet per hour. Filling shall be continued until the water surface is at the design maximum liquid level or 4 inches below any fixed overflow lever, whichever is lower.

7. Water shall be kept at the test level for at least 36 hours prior to the actual test. 8. The exterior surfaces of the chamber shall be inspected during the period of filling the

chamber. If any flow of water is observed from the chamber exterior surfaces, including joints or cracks, the defect causing the leakage shall be repaired prior to testing.

9. The test measurements shall not be scheduled for a period when the forecast is for a substantial change in weather pattern that would result in more than 35 degrees F difference in surface temperature from the initial and final temperature measurements.

10. The test shall not be scheduled when the weather forecast indicates the water surface would be frozen before the test is completed.

11. Water level shall be measured vertically from a fixed point on the chamber above the water surface. Measurements shall be taken at 2 locations 180 degrees apart every 24 hours during the test period.

12. Water temperature shall be recorded at a depth of 18 inches below the water surface at the same time and location the water level is measured.

13. Provide two calibrated, open-topped prismatic containers for evaporation and precipitation measurement. The containers must be retrained and floating in the water surface involved in the test. The containers are to be used in open-topped or well-ventilated chambers being tested.

14. The test period shall be calculated as follows, but shall not exceed 5 days: 62.5/H, where H = average height of water surface, measured in feet.

15. At the end of the test period, the water surface shall be recorded at the location of the original measurements. The water temperature, evaporation, and precipitation measurements shall be recorded.

16. A restart of the test shall be required when test measurements become unreliable due to the unusual precipitation of other external factors.


17. A leak test failure occurs when the chamber loses more than 0.05 percent of its volume in 24 hours during the test period. A failure also includes observed flowing or seeping from the chamber or if moisture can be transferred from the exterior surface to a dry hand. Dampness or wetness on top of the footing, in the absence of flowing water, shall acceptable.

18. Upon completion of repairs, thoroughly clean and disinfect, if required, the affected areas. Repeat water-tightness test until the above specified water-tightness is achieved or ENGINEER's approval is obtained.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Concrete Curing City of Youngstown 03 39 00 - 1

SECTION 03 39 00

CONCRETE CURING

PART 1 GENERAL


A. Drawings and general provisions of the Contract, including General Conditions, Supplementary Conditions (if included), and Division 1 Specifications Sections, apply to this Section.


A. Initial and final curing of horizontal and vertical concrete surfaces.

1.3 SUBMITTALS

A. Submit proposed method of curing if different than subsequently specified methods.


A. Comply with ACI 301-99 and ACI 302.

PART 2 PRODUCTS

2.1 MATERIALS

A. Membrane Curing Compound: ASTM C309, Type 1-D, Class B, clear with fugitive dye which disappears approximately 24 hours after exposure to sunlight; Spray-Cure Safe Cure Clear, Euclid Chemical Company Kurez DR, or as approved. Curing compound shall be compatible with coatings (including sealer, water-proofing, bonded cementitious topping, or floor tile) which are to be applied to the concrete surface.

B. Absorptive Mats: Burlap-polyethylene, minimum 8 ounces per square yard bonded to prevent separation during handling and placing.

C. Water: Potable, not detrimental to concrete.

D. Evaporation Retardant: Euclid Chemical Company Euco-Bar, or as approved.

61-04D33 – 84” Interceptor Sewer Replacement Concrete Curing City of Youngstown 03 39 00 - 2

PART 3 EXECUTION

3.1 HORIZONTAL SURFACES

A. Cure floor surfaces in accordance with ACI 301 using any of the following accepted procedures. 1. Spraying: Spray water over floor slab areas and maintain wet for 7 days. 2. Absorptive Mat: Saturate burlap-polyethylene and place burlap side down over floor slab

areas, lapping ends and sides; maintain in place for 7 days. 3. Membrane Curing Compound: Pavement, walks, and curbs only.

3.2 VERTICAL SURFACES

A. Cure surfaces using any of the following accepted procedures. 1. Formwork: Keep forms in place for 7 days. 2. Spraying: Spray water over surfaces and maintain wet for 7 days. 3. Membrane Curing Compound.

3.3 PROTECTION OF WORK

A. Do not permit traffic over unprotected floor surface.

B. When the mean daily outdoor temperature is less than 40 degrees F, CONTRACTOR shall, not less than 24 hours prior to placement, submit to ENGINEER for review arrangements for heating, covering, insulating or housing the concrete work.

C. When the rate of evaporation of surface moisture from concrete as estimated from Figure 2.1.5 of ACI 305R-99, "Recommended Practice for Hot Weather Concreting", exceeds 0.15 pounds per square foot per hour, the measures of ACI 301, 5.3.1.5 shall be put into practice. As a supplement to or in lieu of certain of these measures, an evaporation retardant shall be used to help prevent rapid drying of fresh concrete and as a finishing aid.


A. Refer to Section 01 22 00 for measurement and payment for items performed under this section.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Clearing and Grubbing City of Youngstown 31 11 00 - 1

SECTION 31 11 00

CLEARING AND GRUBBING

PART 1 GENERAL




A. Removal of surface debris.

B. Removal of trees, shrubs, other plant life, stumps, roots, tree debris.

C. Removal of miscellaneous debris.

1.3 REGULATORY REQUIREMENTS

A. Comply with Laws and Regulations for environmental requirements, disposal of debris, burning debris on Site, and use of herbicides.

B. Coordinate clearing work with Utility Companies, locate all existing active utility lines traversing the site and determine the requirements for their protection.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 PREPARATION

A. Verify with the Engineer that existing trees, shrubs, and other objects designated to remain are tagged or identified.

B. Identify a salvage area for placing removed materials.

C. Install all soil erosion control measures per Stormwater Pollution Prevention Plan and any permits from the Ohio EPA prior to starting in site clearing and grubbing.

D. Notify Engineer at least five full working days prior to commencing the work of this section.

E. The drawings do not purport to show all objects existing on the site.

61-04D33 – 84” Interceptor Sewer Replacement Clearing and Grubbing City of Youngstown 31 11 00 - 2

3.2 PROTECTION

A. Protect trees, plant growth, and features designated to remain, as final landscaping.

B. Protect benchmarks, utilities, survey control points, and existing structures from damage or displacement.

3.3 CLEARING

A. Clear areas required for access to Site and execution of Work.

B. Remove trees and shrubs indicated, stumps, and root system to a depth of 12 inches.

C. Clear undergrowth and deadwood without disturbing subsoil.

D. Remove surface debris such as earth, concrete, brick, wood, railroad ties, and etc. all within the project limits.

3.4 REMOVAL

A. Remove all debris from the site and leave the site in a neat and orderly condition to the approval of the Engineer.

3.5 DISPOSAL

A. Dispose of debris, extracted plant life, and removed materials off Site in accordance with Laws and Regulations.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Dewatering City of Youngstown 31 23 19 - 1

SECTION 31 23 19

DEWATERING

PART 1 GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes construction dewatering.

B. Contractor is responsible for ensuring improvements are constructed in a “dry” excavation. Contractor shall review existing data, including geotechnical report, in order to determine the level of dewatering required for this project. Dewatering shall be included in the Contractor’s various unit price and/or lump sum bid items as required. No additional payment will be made for dewatering.

C. All dewatering requirements shall be submitted and approved prior to start of any work on the project.

1.3 PERFORMANCE REQUIREMENTS

A. Dewatering Performance: Where required, the contractor shall retain a specialized contractor with a minimum of ten (10) years of experience specifically in the design, installation and operation of dewatering systems to design, furnish, install, test, operate, monitor, and maintain dewatering system of sufficient scope, size, and capacity to control hydrostatic pressures and to lower, control, remove, and dispose of ground water and permit excavation and construction to proceed on dry, stable subgrades.

1. Delegated Design: Design dewatering systems, including comprehensive engineering

analysis by a qualified professional Engineer, using performance requirements and design criteria indicated.

2. Continuously monitor and maintain dewatering operations to ensure erosion control,

stability of excavations and constructed slopes, that excavation does not flood, and that damage to subgrades and permanent structures is prevented.

3. Prevent surface water from entering excavations by grading, dikes, or other means.

4. Accomplish dewatering without damaging existing buildings, structures, and site

improvements adjacent to excavations.

5. Remove dewatering systems when no longer required for construction.


1.4 SUBMITTALS

A. Shop Drawings: For dewatering systems. Show arrangement, locations, and details of wells, well points, sump pits; locations of risers, headers, filters, pumps, power units, and discharge lines; and means of discharge, control of sediment, and disposal of water. 1. Include layouts of piezometers and flow-measuring devices for monitoring performance

of dewatering system. 2. Include a written plan for dewatering operations including control procedures to be

adopted if dewatering problems arise.

B. Delegated-Design Submittal: For dewatering system indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional Engineer responsible for their preparation.

C. Qualification Data: For qualified Installer. Dewatering Contractor shall have a minimum of 5

continuous years of similar experience in the field of Construction Dewatering. The Contractor shall provide proof of experience and a list of at least 10 previously completed projects with the Project Names, Location, Date, Project Owner, Owner’s Representative name and phone number.

D. Field quality control reports: The Contractor shall provide to Engineer monthly reports on

dewatering, by the 5th working day after the end of the month. The report shall include a daily report of wells and sump pits being pumped, the pump sizes and the pumping rates from each well and/or sump. Water levels shall be measured in wells and sumps daily.

E. Other Informational Submittals:

1. Photographs: Show existing conditions of adjoining construction and site improvements that might be misconstrued as damage caused by dewatering operations.


A. Installer Qualifications: An experienced installer that has specialized in design of dewatering systems and dewatering work.

B. Regulatory Requirements: Comply with governing EPA notification regulations before

beginning dewatering. Comply with hauling and disposal regulations of authorities having jurisdiction.

C. Pre-Installation Conference: Conduct conference at Project site prior to the installation of any

wells, well points or sumps. 1. Review methods and procedures related to dewatering including, but not limited to, the

following: a. Inspection and discussion of condition of site to be dewatered including

coordination with temporary erosion control measures and temporary controls and protections.

b. Geotechnical report. c. Proposed site clearing and excavations. d. Existing utilities and subsurface conditions. e. Coordination for interruption, shutoff, capping, and continuation of utility

services.


f. Construction schedule. Verify availability of Installer’s personnel, equipment, and facilities needed to make progress and avoid delays.

g. Testing and monitoring of dewatering system.

1.6 PROJECT CONDITIONS

A. Interruption of Existing Utilities: Do not interrupt any utility serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility according to requirements indicated: 1. Notify Owner no fewer than two days in advance of proposed interruption of utility. 2. Do not proceed with interruption of utility without Owner’s written permission.

B. Project-Site Information: Geotechnical reports have been prepared for this Project and are

available for information only. The opinions expressed in these reports are those of Geotechnical Engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by Geotechnical Engineer. Owner will not be responsible for interpretations or conclusions drawn in these reports. 1. Make additional test borings and conduct other exploratory operations necessary for

dewatering. 2. The geotechnical reports are available for review.

PART 2 PRODUCTS 2.1 DEWATERING PRODUCTS

A. The Contractor shall use dewatering products in accordance with the recommendations of the

manufacturer. PART 3 EXECUTION 3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, railroads, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by dewatering operations. 1. Prevent surface water and subsurface or ground water from entering excavations, from

ponding on prepared subgrades, and from flooding site and surrounding area. 2. Protect subgrades and foundation soils from softening and damage by rain or water

accumulation. B. Install dewatering system to ensure minimum interference with roads, streets, walks, railroads,

and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, railroads, or other adjacent occupied or used

facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

C. Provide temporary grading to facilitate dewatering and control of surface water.


D. Monitor dewatering systems continuously.

E. Promptly repair damages to adjacent facilities caused by dewatering. F. Protect and maintain temporary erosion and sedimentation controls as required during dewatering

operations.

G. Failure to maintain a dry trench will result in a work stoppage until such time as trench is made dry. No additional compensation or schedule adjustment will be considered for downtime.

3.2 INSTALLATION

A. Install dewatering system utilizing wells, well points or similar methods complete with pump equipment, standby power and pumps, well screen filter material, valves, appurtenances, water disposal, and surface-water controls. 1. Space well points, wells and/or sumps at intervals required to provide sufficient

dewatering. 2. Use gravel packs, screens, filters or other means to prevent pumping of fine sands or silts

from the subsurface. B. Before excavating below ground-water level, place system into operation to lower water to

specified levels. Operate system continuously until fill has been placed, geomembrane and coves have been installed and structures have been constructed, or until dewatering is no longer required.

C. Provide an adequate system to lower and control ground water to permit excavation, construction

of structures, and placement of fill materials on dry subgrades. Install sufficient dewatering equipment to drain water-bearing strata above and below bottom of foundations, drains, sewers and other excavations. 1. Do not permit open-sump pumping that leads to loss of fines, soil piping, subgrade

softening, or slope instability. Wells and well screen and/or gravel pack can be installed, using excavation equipment, if pumped water contains less than 10 ppm suspended solids.

D. Reduce hydrostatic head in water-bearing strata below subgrade elevations of foundations, drains,

and other excavations. 1. Maintain piezometric water level a minimum of 24 inches below surface of excavation.

E. Dispose of water removed by dewatering in a manner that avoids endangering public health,

property, and portions of work under construction or completed. Dispose of water and sediment in a manner that avoids inconvenience to others. Provide sumps, sedimentation tanks, and other flow-control devices as required by authorities having jurisdiction.

F. Provide standby equipment on site, installed and available for immediate operation, to maintain

dewatering on continuous basis if any part of system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, restore damaged structures, fills and foundation soils at no additional expense to owner.

G. Damages: Promptly repair damages to adjacent facilities caused by dewatering operations.



A. Observation Wells:

1. Provide, take measures, and maintain the minimum number of observation wells (piezometers) indicated on the approved dewatering plan, observation wells required by governing authorities or observation wells necessary to ensure protection of surrounding structures or water supply systems.

2. Observe and record daily elevation of ground water and piezometric water levels in observation wells.

3. Repair or replace, within 24 hours, observation wells that are damaged or destroyed by construction activities. In areas where observation wells are not functioning properly, suspend construction activities until reliable observations can be made.

4. Abandon observation wells and piezometers when dewatering is completed, as directed by the Engineer.

B. Provide continual observation to ensure that subsurface soils are not being removed by the

dewatering operation. 3.4 MEASUREMENT AND PAYMENT


END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Trenching and Backfilling City of Youngstown 31 23 33 - 1

SECTION 31 23 33

TRENCHING AND BACKFILLING

PART 1 GENERAL




A. Excavating trenches for buried utilities and appurtenances.

B. Backfilling and compaction from top of bedding to grade. (Bedding is included with the buried utility to be installed in the trench.)

1.3 DEFINITIONS

A. Buried Utility: Any buried pipe, duct, conduit, or cable.

1.4 SHOP DRAWINGS

A. Submit a sieve analysis and a proctor test report for granular backfill material.

B. Identify the source of the material and applicable ODOT approvals.

1.5 COORDINATION

A. Verify Work at lower elevations is complete before placing higher elevation work.

PART 2 PRODUCTS

2.1 FILL MATERIALS

A. Earth Backfill: Excavated earth material, finely divided and free of debris and stones 3 inches or greater in any dimension to limits shown on the Drawings and Details.

B. Initial Backfill and Bedding: Initial backfill shall include ODOT approved #57 washed gravel material to limits shown on the Drawings and Details.

C. Granular Backfill: 1. Granular Backfill: ODOT approved Item 304, Type 2 per plan. No slag permitted.

D. Low Strength Mortar (LSM) 1. LSM shall be utilized where indicated on the drawing and/or where required per the

Owner/Engineer.


2.2 TIMBER SUPPORTS AND BRACING

A. Native hardwood; supports minimum 6 inches square.

PART 3 EXECUTION

3.1 PREPARATION

A. Identify required lines, levels, contours, and datum.

B. Protect plant life, lawns, and other features remaining as part of final landscaping. Protect existing trees and shrubs in accordance with Article 3.6 of this Section.

C. Protect benchmarks, existing structures, fences, sidewalks, paving, and curbs from excavation equipment and vehicular traffic.

D. In grass areas, as determined by Engineer, remove and stockpile topsoil for replacement during backfilling.

E. Prior to open trenches entering paved limits of a street, alley, driveway, or parking area, neatly cut the pavement for its full depth to the limits shown on the Drawings and Details, then remove, and dispose of off-site.

3.2 EXCAVATION

A. Excavate material encountered to subgrade elevations, indicated slopes, lines, depths and invert elevations required for utilities.

B. Cut trenches to uniform widths sufficient to enable installation and allow inspection, unless otherwise specified, and to provide for the minimum cover specified.

C. Do not interfere with 45 degree bearing plane of foundations.

D. Provide trench protection in accordance with Article 3.5 of this Section and Specification 31 41 00.

E. Hand-excavate and shape trench bottom to provide uniform bearing and support of the buried utility. Follow pipe manufactures recommendations. Remove loose material.

F. Use pavement protection such as matting or rubber tracks when using track-mounted equipment to protect pavement to remain.

G. Sewers: 1. Trench Width: The trench width below the top of pipe level shall not exceed the

dimensions shown on drawings for the various types and sizes of pipe, and shall be at least 12 inches greater in width than the outside diameter of the pipe barrel. Whenever the maximum allowable trench width (below the top of pipe level) is exceeded for any reason, Engineer reserves the right to direct Contractor to use greater strength pipe, to modify the type of backfill, to embed the pipe in concrete, or to utilize a combination of these procedures, all at Contractor's expense.


2. Trench Excavation: Excavate trenches in earth to the depth of pipe as per plan. When excavation has reached required subgrade elevations, notify Engineer who will make an inspection of conditions.

H. For Water Mains and Force Mains, and for Process Piping: 1. Except where otherwise specifically required or permitted by Engineer, excavate trenches

to a depth sufficient to provide not less than 4 feet of vertical cover over the outside top of pipe as per plan. Install at a greater depth as shown on Drawings, when necessary to pass under other utilities or obstructions, or where necessary to prevent high points. When paralleling roadside ditches or streams, provide lateral cover at least equal to specified vertical cover.

2. The width of the trench shall not be more than 24 inches greater than the outside pipe diameter, except at joints, where sufficient space shall be provided for properly making the joints without raising the length of pipe above the solid bottom of the trench. Care shall be taken to detect and remove stones and debris in the bottom of the trench which would damage the pipe or be detrimental to the proper bedding of the pipe, with removal to be for a depth of at least 6 inches below the bottom of the pipe.

I. Unsuitable Bearing

1. If unsuitable bearing materials are encountered at required subgrade elevations, removal of unsuitable material and its aggregate replacement up to one foot below the required depth for the proper installation of the pipe shall be considered as a part of the base bid under this contract. Any additional excavation below one foot, when approved in writing by the Engineer, shall be considered eligible for additional compensation.

2. Aggregate to be used for replacement of unsuitable bearing shall be ODOT #1 & #2 Limestone from a Certified ODOT Supplier. The aggregate shall be wrapped with geotextile fabric meeting ODOT 204 to prevent the migration of fines. As an alternative, the Engineer may direct the Contractor to place an 8” thick concrete mud mat using the mix in Technical Specification 03 30 00 in lieu of the ODOT #1 & #2 Limestone. The concrete shall be allowed to set 12 hour minimum to develop initial strength. The Engineer shall determine the method used for stabilizing unsuitable bearing.

3. Over Excavation: Any over excavation shall be at the Contractor's expense.

J. Excavate trenches in rock to a depth of 8 inches below the outside bottom of the duct, conduit, or cable and all joints when the pipe is installed on final grade, and provide a cushioning layer of bedding material.

K. When water is encountered in the trench, de-water as required to maintain the water level at least 2 feet below the bottom of the trench on a continuous basis until Engineer allows removal of the de-watering system. Supply, operate, and maintain pumps, piping, etc., for the de-watering system.

L. If in Engineer’s opinion, the subgrade is not suitable to provide adequate foundation for the buried utility being installed, Engineer may direct that the unsuitable material be removed and replaced with either a concrete mud mat or approved #1 and #2 aggregate to stabilize the trench foundation.


3.3 BACKFILLING

A. Do not place heavy or large quantities of backfill material until backfilling has progressed to a depth of at least 3 feet over the top of the initial backfill material. Carefully place backfill material so as not to damage the joints or displace the buried utility.

B. Backfill immediately following trenching and installation operations to reduce the possibility of damage to pavements and buried utilities, and as required to comply with Article 3.8 of this Section, and maintain backfilled areas in accordance with Article 3.7 of this Section.

C. Do not backfill over porous, wet, frozen or spongy subgrade surfaces.

D. Backfill trenches with compacted granular backfill to the invert elevation of existing buried utilities when the line of construction is along the existing, and to the invert elevation of other new buried utilities to be provided under the Contract as directed by Engineer.

E. For backfilling trenches not requiring compacted granular material or LSM, replace with finely divided excavated material as follows. After the pipe has been thoroughly bedded and the initial backfill completed as shown on the drawings, perform backfill with to a depth of at least 3 feet over the top of the initial backfill material, use finely divided existing material, free of debris and stones 3 inches or greater in any dimension, boulders and other harmful debris, and place in 6 inch layers, loose measurement, and compact by mechanical tamping. Place remainder of backfill using finely divided existing material, free of stones 3 inches or greater in any dimension, boulders and other harmful debris, in maximum 12 inch layers, loose measurement, and compact by mechanical tamping. Repeat the spreading and compacting procedure until grade level is attained. In no case shall compaction be less than 95 percent of maximum density as determined in accordance with ASTM D698 (Standard Proctor), unless otherwise specified.

F. Imported fill material: Notify the Engineer at least five working days in advance of intention to import material, designate the proposed borrow area, and permit the Engineer to sample as necessary from the borrow area for the purpose of making acceptance tests to prove the quality of the material is suitable for backfill. All imported fill material shall meet the requirements of this section and shall, in addition, be predominantly granular with a maximum particle size of two inches and a plasticity index of 12 or less.

G. Along weed or unsodded areas, grade the backfilled material to conform to the original ground profile.

H. In lawn areas replace topsoil removed and stockpiled prior to trenching and grade to conform to the original ground profile.

I. In lawns and other areas where grass exists, as determined by Owner or Engineer, provide a minimum of 4 inches of topsoil, grade the area, and make ready for seeding; follow Section 32 92 19. If the existing replaced topsoil does not provide the required minimum depth, provide required additional topsoil.


J. Regrade and reshape all road shoulders and all ditches and swales from existing high points to existing drainage structures or other outlets along the proposed improvement. Ditches which are reshaped shall have reasonable side slopes. Vertical or steep slopes will not be permitted. Contractor, Owner and Engineer shall mutually agree and establish all ditch grades to be restored prior to construction.

K. Backfill trenches to contours and elevations with unfrozen materials.

L. Backfill areas remaining after removal and abandonment of existing facilities as specified for trenches.

M. Maintain moisture content of fill materials as required to attain specified compaction density.


A. Engineer may request that Contractor check compaction of the backfill at any time.

B. For compacted earth and granular backfill in trenches, Contractor shall employ a testing laboratory to make tests on Site and will be reimbursed for all costs for the first set of tests performed per lift. If compaction fails to meet Specifications, all succeeding tests for that lift shall be at expense of Contractor. The Engineer must be notified 24 hours prior to the start of the backfill process.

3.5 TRENCH PROTECTION

A. Provide trench protection using a trench box that is advanced as excavation progresses (slide rail/strong box system) for CCFRPM pipe and manhole. Other method as determined by Contractor may be used for shallow excavation to maintain a stable excavation and comply with applicable Laws and Regulations.

B. For wood sheeting and bracing use sound lumber suitable for the purpose intended, and arrange so as to support the trench walls and existing structures and utilities. Cut off sheeting to be left in place not less than 18 inches below ground surface.

C. Trench Protection, Sheeting and bracing may be removed at the discretion and responsibility of Contractor after placing and compacting backfill to a level at least 2 feet above the pipe top. Do not pull sheeting in increments exceeding 3 to 4 feet in order to avoid the danger of breaking the buried utility due to the weight of the backfill. Continue to backfill as trench protection is removed.

D. Where necessary to drive sheeting below the pipe bottom, drive sheeting to an elevation as determined by Engineer and leave such sheeting in place from a point 2 feet above the top of the buried utilities.

E. Additional trench protection may be required within Public right-of-way. Refer to permits.

3.6 PROTECTION, REMOVAL AND REPAIR OF TREES AND SHRUBS

A. Consult with Engineer and obtain permission prior to removal of any tree or shrub not noted on Drawings to be removed well in advance of such removals.


B. Fell trees to be removed so as not to injure trees to remain.

C. Remove stumps and roots to a minimum of 12 inches below grade.

D. Take every precaution to prevent damage to trees and shrubs not noted to be removed.

3.7 MAINTENANCE OF TRENCHES AND EXCAVATIONS

A. Maintain the backfilled trenches and other excavations at all times during the progress of the Work. In particular, keep those trenches or excavations within 15 feet of the edge of pavements or traveled roadways filled to the same level as the adjacent undisturbed ground. Immediately fill in any wash outs which occur during this period to prevent the possibility of accidents.

3.8 PROGRESS

A. Complete backfilling operations within a reasonable distance of trenching and buried utility installation operations. The specific limitations of this paragraph shall be at the discretion of the Engineer, but the general intent is to require Contractor to minimize the inconvenience to nearby residents or businesses. Engineer will be permitted to require Contractor to cease trenching and buried utility installation operations at such time as they feel that backfilling has not progressed satisfactorily. At no time shall the exposed trench length exceed 50 feet.



B. Trenching and backfilling is incidental with the various items unless noted otherwise.

C. Replacement of unsuitable bearing materials is as follows:

1. Up to 1’ of undercut and replacement using #2 Limestone with Geotextile fabric is at Contractors expense and will be paid for.

2. Over 1’ of undercut and replacement using #2 Limestone with GF will be paid for at unit price bid with first 1’ being Contractor’s expense.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Structural Backfill City of Youngstown 31 23 39 - 1

SECTION 31 23 39

STRUCTURAL BACKFILL

PART 1 GENERAL




A. Backfilling and compaction from top of bedding to grade. (Bedding is included with the buried utility to be installed in the trench.)

1.3 DEFINITIONS

A. Buried Utility: Any buried pipe and/or appurtenances.

PART 2 PRODUCTS

2.1 BACKFILLING

A. Backfill immediately following trenching and installation operations to reduce the possibility of damage to pavements and buried utilities, and as required to comply with Section 31 23 33.

B. Structural Backfill: Granular material meeting the requirements of ODOT 304 from an ODOT approved Supplier.


A. Engineer may request that the Contractor provide compaction tests of the backfill at any time per Specification 01 40 00.

B. For compacted earth and granular backfill in trenches, Engineer may employ a testing laboratory to make tests on Site and will reimburse all costs for the first set of tests performed per lift. If compaction fails to meet Specifications, all succeeding tests for that lift shall be at expense of Contractor. The Engineer must be notified 24 hours prior to the start of the backfill process.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Rock Removal City of Youngstown 31 23 42 - 1

SECTION 31 23 42

ROCK REMOVAL

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Removing rock during excavation.

B. Related Sections: 1. Section 31 23 33 - Trenching and Backfilling.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT

A. Trench Rock Removal: 1. Basis of Measurement: By cubic yard. 2. Basis of Payment: Includes preparation of rock for mechanical removal from position,

loading and removing from site. 3. For over excavation, payment will not be made for over excavated work nor for replacement

materials.

1.3 DEFINITIONS

A. Rock: Naturally occurring, Solid mineral material that cannot be removed with a 3/4 cubic yard capacity excavator using a rock toothed bucket.

B. The Engineer shall determine if the material is rock.

1.4 SUBMITTALS

A. Submittal Procedures per Section 01 33 00.

1.5 EXAMINATION

A. Section 01 30 00 - Administrative Requirements: Coordination and project conditions.

B. Verify site conditions and note subsurface irregularities affecting Work of this section.

1.6 PREPARATION


61-04D33 – 84” Interceptor Sewer Replacement Rock Removal City of Youngstown 31 23 42 - 2

1.7 ROCK REMOVAL BY MECHANICAL METHOD

A. The Contractor shall determine the means and methods for rock removal.

B. Cut away rock at bottom of excavation to form level bearing below the bedding.

C. Remove shaled layers to provide sound and unshattered base for foundations.

D. In utility trenches, excavate to 8 inches below invert elevation of pipe and 24 inches wider than outside pipe diameter.

E. Remove excavated materials from site.

F. Correct unauthorized rock removal in accordance with backfilling and compacting requirements of Section 31 23 33 or with lean concrete if directed by the Engineer.


A. Section 01 40 00 - Quality Requirements.

B. Request visual inspection of foundation bearing surfaces by Engineer before installing subsequent work.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Existing Concrete Foundation Removal City of Youngstown 31 23 43 - 1

SECTION 31 23 43

EXISTING CONCRETE FOUNDATION REMOVAL

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Removing concrete foundations during excavation.

B. Related Sections: 1. Section 31 23 33 - Trenching and Backfilling.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT

A. Trench Concrete Removal: 1. Removing concrete foundations: Basis of Measurement: By cubic yard of calculated volume,

in its original position. 2. Basis of Payment: Includes preparation of concrete for mechanical removal from position,

loading and removing from site. 3. Removing concrete retaining walls: Basis of measurement: by the cubic yard of calculated in

its original position. 4. Basis of payment: Includes preparation of concrete for mechanical removal from position,

loading and removing from site and proper disposal 5. For over excavation, payment will not be made for over excavated work nor for replacement

materials.

1.3 DEFINITIONS

A. Concrete: Solid concrete material including steel reinforcing rod.

1.4 SUBMITTALS

A. Section 01 33 00 - Submittal Procedures.

1.5 SCHEDULING


1.6 EXAMINATION


B. Verify site conditions and note subsurface irregularities affecting Work of this section.

61-04D33 – 84” Interceptor Sewer Replacement Existing Concrete Foundation Removal City of Youngstown 31 23 43 - 2

1.7 PREPARATION


1.8 CONCRETE REMOVAL BY MECHANICAL METHOD

A. Contractor shall determine the means and methods for concrete removal. It is anticipated that concrete structures could exist between Station 8+00 to Station 30+00 based on available information and observation. 1. Use hydraulic hammer to fracture concrete.

B. Cut away concrete at bottom of excavation to form level bearing.

C. Remove concrete and steel reinforcing to provide sound and unshattered base for foundations.

D. In utility trenches, excavate to 8 inches below invert elevation of pipe and 24 inches wider than outside pipe diameter.

E. Remove excavated materials from site and dispose of properly.

F. Correct unauthorized concrete removal in accordance with backfilling and compacting requirements of Section 31 23 33 or with lean concrete if directed by the Engineer.


A. Section 01 40 00 - Quality Requirements.

B. Request visual inspection of foundation bearing surfaces by Engineer before installing subsequent work.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Sheeting and Shoring City of Youngstown 31 41 00 - 1

SECTION 31 41 00 SHEETING AND SHORING PART 1 GENERAL 1.1 WORK INCLUDED

A. Extent of sheeting, shoring and bracing work as noted on drawings and includes, but is not limited to, the following: 1. The installation of sheeting, shoring and bracing necessary to protect existing buildings,

roadways, walkways, utilities, and other improvements and excavation against loss of ground or caving embankments.

2. The installation of a shoring system to permit excavation for pipe trenches, manholes and junction structures that protects the items until backfill is completed.

3. The maintenance of sheeting, shoring and bracing. 4. The removal of bracing, as required.

B. Type of shoring and bracing system for installation of CCFR PM Pipe, manholes and junction

structures includes, but is not limited to, the following: 1. Strong Box / Slide Rail System

2. Driven Sheet Piling C. Traditional trench boxes will only be accepted for installation of PVC Storm Sewers, Laterals, etc. 1.2 QUALITY ASSURANCE

A. The Contractor shall engage the services of a Professional Engineer, registered in the State of Ohio, having expertise in preparing construction plans for sheeting and bracing systems which enclose excavation and exclude the influx of water or soil from the excavation so that foundations are constructed in the dry. The Contractor shall submit to the engineer for review. Design drawings for the sheeting and bracing system with substantiating calculations and written details of his procedure for construction, sealed by a registered Professional Engineer licensed in the State of Ohio. Acceptance of the sheeting and bracing plans shall not relieve the Contractor of the responsibility for obtaining the required results.

B. Regulations: Comply with Local, State and Federal codes, regulations and ordinances of governing

authorities having jurisdiction. Conform to the requirements of Subpart P, Excavation, Trenching and Shoring Requirements of the Occupational Safety and Health Standards and Interpretations, latest revison.

1.3 COORDINATION

A. This Contractor shall be responsible for the coordination, expediting and scheduling of his operations with the operations of all other Contractors for the orderly and timely construction of the total project.

1.4 SUBMITTALS

A. Design Drawings: The Contractor shall provide design drawings for sheeting, shoring and bracing system and other data prepared and sealed by a registered Professional Engineer in the State of Ohio.


System design and calculations must be acceptable to local authorities having jurisdiction. Drawings shall be submitted within thirty (30) days of award or Notice to Proceed.

1.5 EXISTING UTILITIES

A. Protect existing active sewer, water, gas, electricity and other utility services and structures. B. Notify municipal agencies and service utility companies having jurisdiction. Comply with

requirements of governing authorities and agencies for protection, relocation, removal and discontinuing of services, as affected by this work.

PART 2 PRODUCTS 2.1 MATERIALS

A. General: Provide suitable sheeting, shoring and bracing materials which will support loads imposed. Materials need not be new, but must be in serviceable condition.

PART 3 EXECUTION 3.1 PROTECTION OF EXCAVATION

A. Protect the sides of excavations from caving and unacceptable soil movement. Wherever shoring is required, locate the system to clear permanent construction. Advance the shoring system as excavation progresses.

B. Shoring systems retaining earth on which the support or stability of existing structures is dependent

must be removed as backfilling is complete.. C. If voids are observed as the Contractor performs this work, the Engineer shall be notified

immediately to review and evaluate the occurrence and to provide recommendations for correcting. D. Remove sheeting, shoring and bracing in stages to avoid disturbance to underlying soils and damage

to structures, pavements, facilities and utilities 3.2 BRACING

A. Locate bracing to clear construction and other permanent work. If necessary to move a brace, install additional bracing prior to removal of original brace.

B. Do not place bracing where it will be cast into or included in permanent concrete work, except as

otherwise acceptable to Engineer. C. Maintain bracing until elements are re-braced by backfilling or construction is able to withstand

lateral earth and hydrostatic pressures.

D. Repair or replace, as directed by Engineer, adjacent work damaged or displaced through the installation or removal of shoring and bracing work.



A. This item shall be considered as incidental to the work performed and will not be paid for.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Aggregate Base Courses City of Youngstown 32 11 23 - 1

SECTION 32 11 23

AGGREGATE BASE COURSES

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Aggregate base course for flexible pavement.

1.2 REFERENCES

A. State of Ohio Department of Transportation (ODOT) Construction and Material Specifications dated January 1, 2016.

1.3 SUBMITTALS

A. Shall be in accordance with ODOT Construction and Materials Specifications.

B. Manufacturer's Certificate: Certify Products meet or exceed ODOT Construction and Material Specifications.


A. Furnish each aggregate material from single source throughout the Work.

B. Perform Work in accordance with ODOT Construction and Material Specifications for Item 304.

C. Maintain one copy of the ODOT Construction and Material Specifications on site.

PART 2 PRODUCTS

2.1 AGGREGATE MATERIALS

A. Coarse Aggregate: ODOT 304.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify compacted substrate is dry and ready to support paving and imposed loads.

B. Verify substrate has been inspected, gradients and elevations are correct.

3.2 PREPARATION

A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re-compacting.

61-04D33 – 84” Interceptor Sewer Replacement Aggregate Base Courses City of Youngstown 32 11 23 - 2

B. Do not place fill on soft, muddy, or frozen surfaces.

3.3 AGGREGATE PLACEMENT

A. Spread aggregate over prepared substrate to a total compacted thickness as called for in the plan documents. Placement shall be in accordance with ODOT Construction and Materials Specifications Section 304.03, 304.04, 304.05 and 304.06.

3.4 TOLERANCES

A. Comply with finished surface requirements of ODOT Construction and Materials Specifications Section 304.06.


A. Compaction testing will be performed in accordance with ODOT Construction and Material Specification Section 304.05.

B. When tests indicate Work does not meet specified requirements, remove Work, replace and retest.

C. Frequency of Tests: One test for every 1,000 square yards of each layer compacted aggregate.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Asphalt Concrete Paving City of Youngstown 32 12 16 - 1

SECTION 32 12 16 ASPHALT CONCRETE PAVING PART 1 GENERAL 1.1 DESCRIPTION A. Work Included: This Section provides for asphalt concrete as generally defined below: 1. Construction or reconstruction of asphalt concrete surfaces. 2. Repair of asphalt concrete surfaces disturbed during execution of contract work. 3. Placement and maintenance of temporary asphalt concrete surfaces. B. Related Documents: Drawings and general provisions of Contract, including General and

Supplementary Conditions and Division 1 Specification sections, apply to work specified in this Section.

1.2 QUALITY ASSURANCE A. Qualifications of Workmen: Provide at least one person who shall be thoroughly trained and

experienced in the skills required, who shall be completely familiar with the requirements of work described in this Section, and who shall be present at all times during progress of the work of this Section and who shall direct all work performed under this Section.

B. Codes and Standards: In addition to complying with Local, State and Federal codes, regulations

and ordinances of governing authorities having jurisdiction, comply with the requirements of those insurance carriers providing coverage for this Work. Where provisions of pertinent codes and standards conflict with this specification, the more stringent provisions shall govern.

C. Coordination: This Contractor shall be responsible for the coordination, expediting and

scheduling of his operations with the operations of all other Contractors for the orderly and timely construction of the project.

1.3 JOB CONDITIONS A. Weather Limitations: Apply prime and tack coats when ambient temperature is above 50 degrees

F (10 degrees C), and when temperature has not been below 35 degrees F (1 degree C) for 12 hours immediately prior to application. Do not apply when base is wet or contains excess moisture. 1. Construct asphalt concrete surface course only when atmospheric temperature is above 40

degrees F. (4 degrees C), and when base is dry. Base course may be placed when air temperature is above 30 degrees F (-1 degrees C) and rising.

B. Grade Control: Establish and maintain required lines and elevations. 1.4 SUBMITTALS A. Material Certificates: Provide copies of materials certificates signed by material producer or

Contractor, certifying that each material item complies with, or exceeds, specified requirements.


Submit certificates for each material item as listed in Part 2 below and/or to be incorporated into the Contract Work.

PART 2 PRODUCTS 2.1 PRODUCT HANDLING A. Protection: Use all means necessary to protect the materials of this Section before, during and

after installation and to protect the installed work and materials of all other trades. B. Replacements: In the event of damage, immediately make all repairs and replacements necessary

to the approval of the Engineer and at no additional cost to the Owner. 2.2 MATERIALS A. General: Use locally available materials and gradations that exhibit a satisfactory record of

previous installation.

B. Aggregate Base: Aggregate meeting the requirements of ODOT Item 703.17 – Aggregate Materials for 304 .

C. Bituminous Aggregate Base: Material meeting requirements of ODOT Item 301 – Asphalt

Concrete Base. D. Asphalt Base Course: Intermediate course of aggregate and asphalt cement mixed in a central

plant with a composition meeting the requirements of ODOT Item 448 – Asphalt Concrete; Intermediate Course Type 1 Medium PG 64-22.

E. Asphalt Surface Course: Surface course of aggregate and asphalt cement mixed in a central plant

with a composition meeting the requirements of ODOT Item 448-Asphalt Concrete; Surface Course Type 1 Medium PG 64-22.

F. Tack Coat: Bituminous material meeting requirements of ODOT Item 407.02 – Tack Coat. G. Prime Coat: Bituminous material meeting the requirements of ODOT Item 408.02 – Prime Coat. H. Bituminous Seal Coat: Bituminous material immediately followed by application of coarse

aggregate material all meeting the requirements of ODOT Item 408.02 – Prime Coat in conjunction with Item 408.03 – Cover Aggregate.

PART 3 EXECUTION 3.1 SUBGRADE INSPECTION A. Prior to starting work, inspect and test subgrade to insure conformance with requirements of the

Contract and to insure the subgrade is in a condition suitable for placement of subbase and asphalt material.


B. If subgrade is deficient in any manner, immediately notify Owner or Owner’s Representative. Contractor will be required to correct deficiency to the satisfaction of the Owner prior to proceeding with the work of this Section.

3.2 SURFACE PREPARATION A. Remove loose material from compacted subbase surface immediately before applying prime coat.

1. Proof roll prepared subbase surface to check for unstable areas and areas requiring additional compaction.

2. Notify Engineer of unsatisfactory conditions. Do not begin paving work until deficient subbase areas have been corrected and are ready to receive paving.

B. Prime Coat: Apply at a rate of 0.30 gal. per sq. yd., over compacted subgrade. Apply material to

penetrate and seal, but not flood, surface. Cure and dry as long as necessary to attain penetration and evaporation of volatile materials. Comply with the requirements of ODOT Item 408.03 through 408.08.

C. Base Course Bituminous: Place course in accordance with ODOT Item 401.04 through 401.19. D. Remove temporary paving to required depth for installation of permanent replacement paving.

No additional payment will be made for removing temporary paving. 3.3 PLACING MIX A. General: Place asphalt concrete mixture on prepared surface, spread and strikeoff. Spread

mixture at minimum temperature of 225 degrees F (107 degrees C). Place inaccessible and small areas by hand. Place each course to required grade, cross-section, and compacted thickness. Comply with requirements of ODOT Items 401.05 through 401.19, unless superseded herein.

B. Paver Placing: Place in strips not less than 10' wide, unless otherwise acceptable to Owner. After

first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Complete base course for a section before placing surface course.

C. Joints: Saw cut existing pavement. Make joints between old and new pavements, or between

successive days' work to ensure continuous bond between adjoining work. Construct joints to have same texture, density and smoothness as other sections of asphalt concrete course. Clean contact surfaces and apply tack coat. Joints shall be constructed in accordance with ODOT Item 403.03 – Sawing and Sealing Asphalt Concrete Pavement Joints.

D. Temporary Paving: In the event the permanent pavement cannot be placed due to the weather limitations set forth herein on placing of bituminous material for base and surface courses of permanent pavement, provide a temporary pavement in lieu thereof. The temporary pavement shall be Bituminous Aggregate Base material as specified in Part 2, above.

3.4 ROLLING AND COMPACTION A. General: Begin rolling and compaction when mixture will bear roller weight without excessive

displacement. All rolling shall be in accordance with ODOT Item 401.16.


3.5 FIELD QUALITY CONTROL A. General: Test in-place asphalt concrete courses for compliance with requirements for thickness

and surface smoothness. Repair or remove and replace unacceptable paving as directed by Engineer.

B. Thickness and Surface Smoothness: In-place compacted thickness and smoothness will not be

acceptable if exceeding allowable variation from requirements of ODOT Item 401.15 3.6 INSTALLATION AND MAINTENANCE OF TEMPORARY PAVEMENT A. Install temporary asphalt paving when approved ODOT asphalt materials cannot be obtained, or

as directed by Owner or Owner Representatives. B. Temporary asphalt will include installation of prime coat Bituminous Aggregate Base material on

a prepared aggregate subbase. Temporary asphalt will be a minimum of a compacted four inches (4”) unless noted otherwise on the Contract Drawings.

C. Continuously maintain temporary paving without additional compensation until it is replaced

with permanent paving. D. Maintain without additional compensation, such work of this Section done under this Contract

for a period of twelve (12) months after the date of Owner’s approval of the Completion Certificate issued by Engineer, or for the period of time required other regulatory agencies (such as ODOT) maintenance requirements, including the repair or removal and replacement of such work that has failed or has been damaged or wherever surface depressions have been developed. Materials and methods used to repair or replace such work shall conform to the applicable requirements of this Section.

E. Should Contractor fail to perform required maintenance or repairs within three (3) days after

written notice from Owner, the Owner may perform such maintenance of repairs and deduct the cost thereof from monies due to or to become due Contractor.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Pavement Markings City of Youngstown 32 17 23 - 1

SECTION 32 17 23

PAVEMENT MARKINGS

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: 1. Traffic lines and markings. 2. Legends. 3. Paint. 4. Glass beads.

B. Related Sections: 1. Section 32 12 16 – Asphalt Concrete Paving 2. Section 32 13 33 – Plain Portland Cement Concrete Paving

1.2 REFERENCES

A. Ohio Department of Transportation, Construction and Material Specifications, January 1, 2013.

B. American Association of State Highway and Transportation Officials: 1. AASHTO M247 – Standard Specification for Glass Beads Used in Traffic Paint.

C. ASTM International 1. ASTM D34 – Standard Guide for Chemical Analysis of White Pigments. 2. ASTM D126 – Standard Test Methods for Analysis of Yellow, Orange and Green

Pigments Containing Lead Chromate and Chromium Oxide Green. 3. ASTM D562 – Standard Test Method for Consistency of Paints Using the Stormer

Viscometer. 4. ASTM D711 – Standard Test Method for No-Pick-Up Time of Traffic Paint. 5. ASTM D713 – Standard Practice for Conducting Road Service Tests on Fluid

Traffic Marking Materials. 6. ASTM D969 – Standard Test Method for Laboratory Determination of Degree of

Bleeding of Traffic Paint. 7. ASTM D1301 – Standard Test Methods for Chemical Analysis of White Lead

Pigments. 8. ASTM D1394 – Standard Test Methods for Chemical Analysis of White Titanium

Pigments. 9. ASTM D1475 – Standard Test Method for Density of Liquid Coatings, Inks, and

Related Products. 10. ASTM D1640 – Standard Test Method for Drying, Curing or Film Formation of

Organic Coatings at Room Temperature. 11. ASTM D2202 – Standard Test Method for Slump of Sealants. 12. ASTM D2371 – Standard Test Method for Pigment Content of Solvent-Reducible

Paints. 13. ASTM D2621 – Standard Test Method for Infrared Identification of Vehicle Solids

from Solvent-Reducible Paints.


14. ASTM D2743 – Standard Practices for Uniformity of Traffic Paint Vehicle Solids by Spectroscopy and Gas Chromatography.

1.3 PERFORMANCE REQUIREMENTS

A. Paint Adhesion: Adhere to Pavement surface forming smooth continuous film one minute after application.

B. Paint Drying: Tack free by touch so as not to require coning or other traffic control devices to prevent transfer by vehicle tires within two minutes after application.

1.4 SUBMITTALS

A. Section 01 33 00 – Submittal Procedures: Requirements for submittals.

B. Product Data: Submit paint formulation for each type of paint.

C. Samples: 1. Submit four sample plates of each color of material. After approval, Owner will

retain these plates for field comparisons of applied paint. D. Test Reports: Submit source and acceptance test results in accordance with AASHTO

M247. E. Manufacturer’s Installation Instructions: Submit instructions for application temperatures,

eradication requirements, application rate, line thickness, type of glass beads, bead embedment and bead application rate, and any other data on proper installation.

F. Manufacturer’s Certificate: Certify Products meet or exceed specified requirements.


A. Perform Work in accordance with ODOT standards.

1.6 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing Products specified in this section with minimum three (3) years experience.

B. Applicator: Company specializing in performing work of this section with minimum three (3) years experience.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Section 01 60 00 - Product Requirements: Requirements for transporting, handling, storing, and protecting products.

B. Invert containers several days prior to use when paint has been stored more than 2 months. Minimize exposure to air when transferring paint. Seal drums and tanks when not in use.


C. Glass Beads: Store glass beads in cool, dry place. Protect from contamination by foreign substances.

1.8 ENVIRONMENTAL REQUIREMENTS

A. Section 01 60 00 - Product Requirements: Environmental conditions affecting products on site.

B. Do not apply materials when surface and ambient temperatures are outside temperature ranges required by paint product manufacturer.

C. Do not apply exterior coatings during rain or snow when relative humidity is outside humidity ranges, or moisture content of surfaces exceed those required by paint product manufacturer.

D. Do not apply paint when temperatures are expected to fall below 50 degrees F for 24 hours after application.

E. Volatile Organic Content (VOC). Do not exceed State or Environmental Protection Agency maximum VOC on traffic paint.

1.9 WARRANTY

A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for warranties.

B. Furnish three year manufacturer’s warranty for traffic paints.

1.10 MAINTENANCE SERVICE

A. Section 01 70 00 - Execution and Closeout Requirements: Requirements for maintenance service.

B. Furnish service and maintenance of traffic paints for two years from Date of Substantial Completion.


A. Measurement and payment for all items performed under this Section will be part of the Lump Sum Contract as submitted by the Contractor.

PART 2 PRODUCTS

2.1 PAINTED PAVEMENT MARKINGS

A. Furnish materials in accordance with ODOT standards.


2.2 EQUIPMENT

A. Continuous Longitudinal Line Application Machine: Use application equipment with the following capabilities:

1. Dual nozzle paint gun to simultaneously apply parallel lines of indicated width in solid or broken patterns or various combinations of those patterns.

2. Pressurized bead-gun to automatically dispense glass beads onto painted surface, at required application rate.

3. Measuring device to automatically and continuously measure length of each line placed, to nearest foot.

B. For application of crosswalks, intersections, stop lines, legends and other miscellaneous items by walk behind stripers, hand spray or stencil trucks, apply with equipment meeting requirements of this section. Do not use hand brushes or rollers. Optionally apply glass beads by hand.

2.3 SOURCE QUALITY CONTROL

A. Section 01 40 00 – Quality Requirements: Testing, inspection and analysis requirements.

B. Test and analyze traffic paints in accordance with ODOT standards.

PART 3 EXECUTION

3.1 EXAMINATION

A. Section 01 30 00 - Administrative Requirements: Verification of existing conditions before starting work.

B. Do not apply paint to concrete surfaces until concrete has cured for 28 days.

3.2 PREPARATION

A. Maintenance and Protection of Traffic: 1. Provide short term traffic control in accordance with Section 01 50 00. 2. Prevent interference with marking operations and to prevent traffic on newly

applied markings before markings dry. 3. Maintenance travel lanes between 7:00 a.m. to 9:00 am. and between 4:00 p.m.

and 6:00 p.m.

B. Surface Preparation. 1. Clean and dry paved surface prior to painting. 2. Blow or sweep surface free of dirt, debris, oil, grease or gasoline. 3. Spot location of final pavement markings as specified and as indicated on

Drawings.


3.3 APPLICATION

A. Install Work in accordance with ODOT Item 640.

B. Apply markings to indicated dimensions at indicated locations.

C. Collect and legally dispose of residues from painting operations.

3.4 APPLICATION TOLERANCES

A. Section 01 40 00 - Quality Requirements: Tolerances.

B. Maximum Variation from Wet Film Thickness: 1 mil.

C. Maximum Variation from Wet Paint Line Width: Plus or minus 1/8 inch.


A. Section 01 40 00 – Quality Requirements and 01 70 00 – Execution Requirements: field inspecting, testing, adjusting and balancing.

B. Inspect for incorrect location, insufficient thickness, line width, coverage, retention, uncured or discolored material and insufficient bonding.

C. Repair lines and markings, which after application and curing do not meet the following criteria:

1. Incorrect Location: Remove and replace incorrectly placed patterns. 2. Insufficient Thickness, Line Width, Paint Coverage, Glass Bead Coverage or

Retention: Prepare defective material by acceptably grinding or blast cleaning to remove substantial amount of beads and to roughen marking surface. Remove loose particles and debris. Apply new markings on cleaned surface in accordance with this Section.

3. Uncured or Discolored Material, Insufficient Bonding: Remove defective markings in accordance with this Section and clean pavement surface one foot beyond affected area. Apply new markings on cleaned surface in accordance with this Section.

D. Replace defective pavement markings as specified throughout 2 year warranted period.

Replace markings damaged by anti-skid materials, studded tires, tire chains, chemical deicers, snow plowing or other loss of marking material regardless of cause. When markings are damaged by pavement failure or by Owner’s painting, crack sealing, or


pavement repair operations, Contractor is released from warranty requirements for damaged work.

E. Prepare list of defective areas and areas requiring additional inspection and evaluation to

decide where material may need replaced. Provide traffic control as necessary if markings require more detailed evaluation.

F. Replace failed or defective markings in entire section of defective markings within 30 days

after notification when any of the following exists during warranty period. 1. Average retroreflectivity within any 528 foot section is less than 1225 mcd/m2/1x

for white pavement markings and 100 mcd/m2/1x for yellow pavement markings. 2. Marking is discolored or exhibits pigment loss, and is determined to be

unacceptable by three member team based on visual comparison with beaded color plates.

3. More than 15 percent of area of continuous line, or more than 15 percent of combined area of skip lines, within any 528 foot section of roadway is missing.

G. Replace pavement marking material under warranty using original or better type material.

Continue warranty to end of original 3-year period even when replacement materials have been installed as specified.

H. When eradication of existing paint lines is necessary, eradicate by shot blast or water blast

method. Do not gouge or groove pavement more than 1/16 inch during removal. Limit area of removal to area of marking plus 1 inch on all sides. Prevent damage to transverse and longitudinal joint sealers, and repair any damage according to requirements in ODOT standards.

I. Maintain daily log showing work completed, results of above inspection or tests, pavement

and air temperatures, relative humidity, presence of any moisture on pavement, and any material or equipment problems. Make legible entries in log in ink, sign and submit by end of each work day. Enter environmental data into log prior to starting work each day and at two additional times during the day.

3.6 PROTECTION OF FINISHED WORK

A. Section 01 70 00 - Execution Requirements: Requirements for protecting finished Work.

B. Protect painted pavement markings from vehicular and pedestrian traffic until paint is dry and track free. Follow manufacturer's recommendations or use minimum of 30 minutes. Consider barrier cones as satisfactory protection for materials requiring more than 2 minutes dry time.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Top Soil Furnished and Placed City of Youngstown 32 92 15 - 1

SECTION 32 92 15

TOP SOIL FURNISHED AND PLACED

PART 1 GENERAL

1.1 WORK INCLUDED

A. This work shall consist of furnishing all labor, equipment and materials to furnish and place top soil per ODOT 653 as directed by the Engineer.

1.2 REFERENCE

A Current Construction and Material Specifications, Department of Transportation, State of Ohio.

1.3 MEASURE AND PAYMENT


PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Seeding and Mulching City of Youngstown 32 92 19 - 1

SECTION 32 92 19

SEEDING & MULCHING

PART 1 GENERAL




A. Site preparation.

B. Seeding, mulching, and watering.

C. Maintenance.

1.3 PROJECT CONDITIONS

A. Site preparation, seeding and mulching is required for all earth areas disturbed by Contractor’s operations. (See Contract Drawings for areas requiring seeding and mulching)

B. Provide steep embankment seed mixture and erosion control blanket on slopes 3:1 or greater unless otherwise directed by Engineer.

C. Accomplish seeding by the hydro-seeding method:


A. Provide seed mixture in containers showing percentage of seed mix, year of production, net weight, date of packaging, and location of packaging.

1.5 REGULATORY REQUIREMENTS

A. Obtain fertilizer from a dealer or manufacturer whose brands and grades are registered or licensed by the State of Ohio, Department of Agriculture.

B. Seeds to be approved by State of Ohio, Department of Agriculture, Division of Plant Industry.

1.6 DELIVERY, STORAGE, AND PROTECTION

A. Deliver grass seed in separate varieties, separately packaged or bagged, with labels or tags in accordance with ORC 907.03. Seed in damaged packaging is not acceptable.


PART 2 PRODUCTS

2.1 SEED MIXTURE

A. Residential and Urban Area Seed Mixture: 1. Kentucky Bluegrass (Poa Pratensis): 30 percent. 2. Creeping Red Fescue Grass (Festuco Rubra): 30 percent. 3. Annual Ryegrass (Lolium Multiflorum): 20 percent. 4. Perennial Ryegrass (Lolium Perenne): 20 percent.

B. Non-Urban Area Seed Mixture: 1. Kentucky Bluegrass (Poa Pratensis): 30 percent. 2. Kentucky 31 Fescue (Festuca Arundinacea var.Ky.31): 40 percent. 3. Perennial Ryegrass (Lolium Perenne): 30 percent.

C. Steep Embankment Area Seed Mixture: 1. Crown Vetch (Coronilla Varia): 30 percent. 2. Perennial Ryegrass (Lolium Perenne): 60 percent. 3. Annual Ryegrass (Lolium Multiflorum): 10 percent.

2.2 MULCHING MATERIALS

A. For all areas, except on slopes 3:1 or greater, provide oat or wheat straw, free from weeds, foreign matter detrimental to plant life, and dry; anchor in place. 1. Mulch Anchoring: Fiber mulch or commercially available synthetic binder (non-

asphaltic).

B. For slopes 3:1 or greater, provide erosion control blankets. 1. Manufacturers: PPS Packaging Company, XCEL Superior Erosion Control Blanket, or as

approved. 2. Description: Machine-produced mat of wood excelsior fibers, 80 percent of which are 6

inches or longer in length with a consistent width of fibers evenly distributed throughout the blanket, with a photo-degradable, extruded plastic netting covering the top and bottom of each blanket.

3. Weight: 1.0 pounds per square yard. 4. Accessories: 8 inch by 1 inch by 8 inch, 9 gage staples.

C. Wood cellulose fiber specifically prepared for hydroseeding.

2.3 WATER

A. Clean, fresh and free of substances or matter which could inhibit vigorous growth of grass.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that prepared soil base is ready to receive Work of this Section.


3.2 SITE PREPARATION

A. All earth areas disturbed by Contractor’s operations shall be cleared of rock and materials of 3” or greater in any direction. Remove foreign materials, weeds and undesirable plants and their roots, clods, lumps and boulders.

B Eliminate uneven areas and low spots. Maintain lines, levels, profiles and contours. Make changes in grade gradual. Blend slopes into level areas.

3.3 SEEDING

A. Apply seed at a rate of 5 pounds per 1,000 square feet for residential and urban and non-urban mixtures, and 4 pounds per 1,000 square feet for steep embankment mixture. Apply evenly in two intersecting directions. Rake in lightly to cover seed to a depth of 1/4 inch.

B. Do not seed areas in excess of that which can be mulched on same day.

C. Do not sow immediately following rain, when ground is too dry, frozen or during windy periods.

3.3 MULCHING

A. Apply mulching materials immediately following seeding.

B. For all areas, except on slopes 3:1 or greater, apply mulch at a rate of 2 tons per acre for straw when seeding between March 15 and October 15, and at a rate of 3 tons per acre for straw when seeding between October 15 and March 15. Anchor mulch in place. Maintain clear of shrubs and trees.

C. For slopes 3:1 or greater, roll erosion control blankets down slope vertically, making sure excelsior is in contact with soil; fasten with staples 2 feet horizontally and 3 feet vertically.

3.4 WATERING

A. After each area has been mulched, apply water with a fine spray at a rate of 120 gallons per 1,000 square feet.

3.5 HYDROSEEDING

A. Equipment: Hydraulic mulcher with hose and nozzle attachment.

B. Tank mix seed and mulch to required slurry consistency.

C. Application Rate per 1,000 Square Feet: 1. Seed: 6 pounds. 2. Mulch: 46 pounds.

D. When applying materials, direct nozzle at the soil in a way to achieve maximum mixing of soil and seed.


E. Protect all non-turf areas.

F. Clean hydroseed mixture off all non-turf areas within 24 hours of application.

3.6 MAINTENANCE

A. Protect and care for seeded areas until grass is a well established, uniform growth at least 4 inches high.

B. Water to prevent grass and soil from drying out.

C. Reseed areas that do not show a prompt catch at intervals of 21 days until a uniform growth is established.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Sanitary Sewerage System City of Youngstown 33 31 20 - 1

SECTION 33 31 20

SANITARY SEWERAGE SYSTEM PART 1 GENERAL 1.1 DESCRIPTION

A. Work Included: Sanitary sewer pipe, sanitary sewer manholes, service connections and all appurtenances, complete, as indicated on the drawings.

B. Refer to Section 33 31 30 for manholes on sewers greater than 60-inch diameter. 1.2 QUALITY ASSURANCE

A. Qualifications of Workmen: Provide at least one person who shall be present at all times during execution of this portion of the Work and who shall be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this Section.


with the Ohio Environmental Protection Agency Standards, American Water Works Association Requirements, and City requirements. Where provisions of pertinent codes and standards conflict with this Specification, the more stringent provisions shall govern.

C. Referenced Standards include:

1. ASTM D3262 - Standard Specification for “Fiberglass” (Glass-Fiber-Reinforced Thermo-setting-Resin) Sewer Pipe.

2. ASTM D4161 - Standard Specification for “Fiberglass” (Glass-Fiber-Reinforced Ther-mosetting-Resin) Pipe Joints Using Flexible Elastomeric Seals.

3. ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading.

4. ASTM D3681 – Standard Test Method for Chemical Resistance of “Fiber glass” Pipe in a Deflected Condition.

5. ASTM D638 – Test Method for Tensile Properties of Plastics. 1.3 JOB CONDITIONS

A. Dust Control: Use all means necessary to control dust on and near the Work and on the near all trench areas if such dust is caused by the Contractor's operations during performance of the Work or if resulting from the condition in which the Contractor leaves the site. 1. Thoroughly moisten or apply calcium chloride to all surfaces as required to prevent dust being

a nuisance to the public, neighbors, and concurrent performance of other work on the site.

B. Protection: Use all means necessary to protect all materials of this Section before, during and after installation and to protect all objects designated to remain. 1. In the event of damage, immediately make all repairs and replacements necessary to the

approval of the Engineer and at no additional cost to the Owner.


1.4 SUBMITTALS

A. Shop Drawings: Within 10 days after award of Contract, and before any of the materials of this Section are delivered to the job site, submit complete Shop Drawings to the Engineer in accordance with the provisions of the general and special conditions of these Specifications; show all details of the connections, manholes and pipe including joints. Manhole submittals shall be made for each specific manhole, as numbered on plan drawings, detailing flow directions, opening sizes, flow directions, invert elevations and rim elevations.

B Material List: Accompanying the Shop Drawings, submit six copies of a complete list of all

materials and equipment proposed to be furnished and installed under this portion of the Work, giving the manufacturer's name, catalog number, and catalog cut for each item where applicable.

C. Manufacturer's Recommendations: Accompanying the Materials List, submit four copies of the manufacturers' current recommended method of installation for said manholes and sanitary sewer pipe.

D. As-Built Drawings: During progress of the Work, the Contractor shall maintain an accurate record

of all changes made in the installation from the layout and materials shown on the approved Shop Drawings. This shall be the property of the Engineer upon completion of the job.

As-Built Drawings shall, at a minimum, accurately reflect modified pipe/manhole elevations,

sewer grades, horizontal alignments, actual wye/lateral locations at the sewer and at the termination point (referenced off of multiple landmarks), and the elevation of laterals at the right-of-way.

E. Post-Construction Survey: The Contractor is required to provide survey documentation of all as-

built sewer components in the form of a PNEZD point file. Survey files shall be submitted within thirty days after completion of a section of sewer. Survey is to be completed under the direction of a registered surveyor, and shall include but not be limited to: 1. Manhole rim/invert elevations 2. Service Laterals – point of connection to main line sewer, termination point invert

location/elevation (surveyed prior to backfilling) 3. Any and all bends or deflections in the pipe (surveyed prior to backfilling)

PART 2 PRODUCTS 2.1 GRAVITY SEWER PIPE AND FITTINGS: 24-INCHES AND LARGER (CCFRPMP)

A. Gravity sanitary sewer and fittings 24-inches and larger shall be Centrifugally Cast Fiberglass Reinforced Polymer Mortar Pipe (CCFRPM) meeting ASTM D3262 and having a pipe stiffness not less than 72 psi.

B. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been acquired from a composite material of similar construction and composition as the proposed product.

C. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of

highest quality commercial grade E-glass filaments with binder and sizing compatible with impregnating resins.

D. Silica Sand: Sand shall be minimum 98% silica with a maximum moisture content of 0.2%.


E. Elastomeric Gaskets: Gaskets shall meet ASTM F477 and be supplied by qualified gasket manufacturers and be suitable for the service intended.

F. Pipes: Manufacture pipe by the centrifugal casting process to result in a dense, nonporous,

corrosion-resistant, consistent composite structure. The interior surface of the pipes exposed to sewer flow shall provide crack resistance and abrasion resistance. The exterior surface of the pipes shall be comprised of a sand and resin layer which provides UV protection to the exterior. Pipes shall be Type 1, Liner 2, Grade 3 per ASTM D3262.

G. Joints: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve

couplings that utilize elastomeric sealing gaskets as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D4161. Joints at tie-ins, when needed, may utilize gasket-sealed closure couplings.

H. Fittings: Flanges, elbows, reducers, tees, wyes, laterals and other fittings shall be capable of

withstanding all operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass-fiber-reinforced overlays. Properly protected standard ductile iron, fusion-bonded epoxy- coated steel and stainless steel fittings may also be used.

I. All pipe, fittings, couplings, and appurtenant items shall be new and free from defects or

contamination. Wherever possible, all products utilized shall be the standard products of the manufacturer. They shall be furnished in pressure or thickness classes as specified or shown.

J. All pieces of pipe fittings shall be suitably marked for identification purposes to guarantee that the

pipe which is furnished was prepared for use under this Contract and is in accordance with the requirements of these specifications. All pieces of pipe fittings will be immediately examined upon arrival at the job, and all pieces which fail to comply with Specifications will be rejected and shall be replaced by the Contractor with pieces which prove to be satisfactory upon inspection.

K. All lateral connections to the mainline sewer shall be made using “Inserta Tees”.

L. Design calculations and other applicable data, shall be submitted to and approved by the Engineer.

This data shall clearly demonstrate the pipe’s ability to withstand trench loading at the plan or actual depth laid with proper consideration to trench width, bedding and soil conditions. The Contractor also must submit the deflection test results.

M. The manufacturer shall submit a Certificate of Compliance with each load of pipe. This

certification shall consist of a copy of the manufacturer’s test report and a statement from the manufacturer that the material has been sampled, tested and inspected in accordance with the appropriate ASTM specification. Each certification shall be signed by an authorized agent of the manufacturer.

2.2 GRAVITY SEWER PIPE AND FITTINGS: SMALLER THAN 24-INCH (PVC)

A. The PVC pipe and fittings shall conform to the latest revision of ASTM D 3034. B. The pipe shall be installed in accordance with the latest revision of applicable ASTM

specifications. C. Only PVC sewer pipe with an SDR as indicated on drawing shall be acceptable. Gravity sewer

less than or equal to 15 ft. deep shall be SDR 35 and greater than 15 ft. deep shall be SDR 26.


SDR rating of sewer shall not change between two manholes, and shall be the more conservative of the two (i.e. SDR 26) if any portion of the sewer between two manholes is greater than 15’ deep.

D. Design calculations or other applicable data, shall be submitted to and approved by the Engineer.

This data shall clearly demonstrate the pipe’s ability to withstand trench loading at the plan or actual depth laid with proper consideration to trench width, bedding and soil conditions. The Contractor also must submit the deflection test results.

E. The manufacturer shall submit a Certificate of Compliance with each load of pipe. This

certification shall consist of a copy of the manufacturer’s test report and a statement from the manufacturer that the material has been sampled, tested and inspected in accordance with the appropriate ASTM specification. Each certification shall be signed by an authorized agent of the manufacturer. The Engineer may choose to sample and test each load of pipe after delivery.

2.3 SEWER LATERALS

A. Laterals shall meet SDR 35 PVC, ASTM D3034. Joints shall meet ASTM D3212.

B. The sewer shall be installed in accordance with the latest revision of applicable ASTM specifications.

C. Wye connections shall be used to connect PVC laterals to PVC mainline sewer per City of

Youngstown standards. For connection to CCFRPMP, Inserta-Tee connections shall be made following pipe manufacturers requirements.

D. Lateral connections (Inserta-Tee) Material (For CCFRPMP Only):

1. Hub adaptor PVC SDR 35 ASTM D3034 2. Rubber Gasket ASTM FA77 3. Securing Clamp Band SS #301 4. Screws SS #305 5. Housing SS #301 6. Rubber Sleeve ASTM F447 7. Contractor shall use lubrication material provided by Manufacturer. 8. Contractor shall use Manufacturer cutting saw for installation of connection.

2.4 PRECAST SANITARY SEWER MANHOLES (SEWERS 60-INCH AND UNDER)

A. Sanitary sewer manholes for sewers 60” and smaller shall be of precast concrete construction consisting of a base, riser and shall conform to ASTM C-478 latest edition. Reinforcing in walls to be one layer of 4" x 12", 4/9 gauge welded wire mesh, circumferential reinforcement = 0.12 sq. in./vert. ft. Base slab to be reinforced with one layer of #4 rebar at 12" c-c, E.W., area/steel = .20 sq. in./ft. E.W. Reinforced flat tops and reinforced flat deck reducer sections to meet H-20 loading. Joints to be sealed with a double layer of Conseal CS-102(summer use), Conseal CS-202(winter use), or double layer of Kent Seal #22 (summer use), Kent Seal #2 (winter use) mastic sealant per ASTM C-990 or equal. Manholes sections are shown on plans.

B. No lifting holes shall be permitted.

C. Manhole castings shall be East Jordan 1581Z Manhole Frame with 1580A lid as indicated on drawings, or equal shall be used on precast concrete manholes and fiberglass manholes. The lid shall be cast with the word "YOUNGSTOWN WASTE WATER" on it. All castings shall have one layer of Kent seal and bolted down with 4 stainless steel bolts. A concrete (4000 psi strength)


wash, minimum 8 inches wide, shall be placed around the casting, for the full depth of the casting. D. The strength of the concrete shall be minimum 4,000 psi and documented by an approved lab; a

minimum of 5 tests per 15 manholes shall be run. Manhole reinforcing shall be documented as required and submitted in detail drawings.

E. Steps shall be 12 inches on center and be constructed of steel reinforced polypropylene plastic.

F. Waterproofing: The entire outer surface of all manhole components, including parged grade rings,

shall be coated with two (2) coats of a bitumastic coating by Koppers 300M Epoxy, Pennsbury 32-B-4 Epoxy, or approved equal.

2.5 EPOXY MORTAR GROUT

A. The epoxy resin concrete shall have a sluice-quartz filler compressive strength of 11,000 psi (minimum) tensile strength of 200 psi (minimum) and have a water permeability of 0.1% (maximum). Product shall be Preco, IPA Systems, or equal.

2.6 FLEXIBLE COUPLINGS

A. All couplings shall be Fernco, Thunderline or equal with stainless steel clamps for PVC pipe.

B. Where two non-union sections of CCFRPMP meet (i.e. if installing pipe from two directions), an AISI 316 stainless steel closure coupling with an EPDM sealing sleeve shall be used following manufacturer’s recommendations. The casing, screws and bolts shall all be 316 SS.

2.7 CONNECTING TO EXISTING STRUCTURE

A. Reference Specifications: 1. Section 03 10 00 Concrete Forming and Accessories 2. Section 03 20 00 Concrete Reinforcing Steel 3. Section 03 30 00 Cast in Place Concrete 4. Section 03 39 00 Concrete Curing

B. The connecting pipe shall be built into the existing structures as shown on the drawings.

Connections shall be watertight. Channels in the existing structure shall be of the size and shape shown on the drawings. They shall provide a smooth and unobstructed passageway for the flow of sanitary sewage. Contractor shall provide detailed shop drawings of the connection for approval by the Engineer as required by Article 1.4 0f this Section.

2.8 OTHER MATERIALS AND EQUIPMENT

A. All other materials, not specifically described but required for a complete and proper installation of the work of this Section, shall be new, first quality of their respective kinds, and subject to approval of the Engineer.

PART 3 EXECUTION 3.1 SURFACE CONDITIONS

A. Inspection: Prior to all work of this Section, carefully inspect the installed work of all other Contractors and verify that all such work is complete to the point where this installation may properly commence.


1. Verify that all pipe, manholes, and appurtenances may be installed in accordance with all pertinent codes and regulations, approved shop drawings, the original design and the referenced standards.

B. Discrepancies: In the event of discrepancy, immediately notify the Engineer.

1. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved.

3.2 INSTALLATION

A. General: Install all sanitary collection system lines and equipment in strict accordance with the manufacturer's recommendations as approved by the Engineer.

B. Sanitary Sewer Pipe and Fittings: Sanitary sewer pipe and fittings shall be placed as shown on

detailed drawings. 1. Aggregate Bedding and Initial Backfill shall be # 57 washed gravel as shown on the drawings. 2. Whenever a pipe requires cutting work, it shall be done in a satisfactory manner so as to leave

a smooth end. 3. From the established baseline and benchmarks, the Contractor shall provide a registered

surveyor that shall extend and maintain the necessary lines and grades for construction. The Contractor shall set all additional construction stakes for the project which are needed to establish offset stakes, reference points, supplementary bench-marks, grade stakes, right-of-way lines, structure control stakes, and other horizontal or vertical controls necessary to secure a correct layout of the work. Construction stakes shall be set at 50' intervals for "Laser Beam" construction. The Contractor shall submit cut sheets to the Engineer as prepared by a Registered Surveyor or Registered Engineer.

4. The Contractor shall be responsible for having the finished work to conform to the lines, grades, elevations, and dimensions called for in the plans. The Contractor shall exercise care in the preservation of stakes and benchmarks, and shall have them reset at no additional cost to the Owner when any are damaged, lost, displaced or removed. The Contractor shall use competent personnel and suitable equipment for the layout work required and shall provide that it be done under the supervision of a Registered Professional Engineer or a Registered Surveyor.

5. The Laser Beam alignment system approved by the Engineer may be used. If the Laser Beam method is used, grade and alignment stakes shall be set at every fifty feet (50'). The Laser set up shall also be checked every 50 feet, or two times per day minimum.

6. Lateral sewers (if applicable) shall be set to the grade and depth as required by detail plans or as required by the Engineer during construction. All laterals shall be approved by the Engineer prior to backfilling of the lateral. If a lateral is backfilled prior to approval, the Engineer can require the Contractor to re-excavate the lateral for proper inspection. All laterals will be plugged at all times with an approved plug if not to be reconnected.

7. All lateral ends shall be marked by the Contractor once installed. The Contractor shall also submit a detailed listing of the lateral location by baseline station, and offset for the end at the right-of-way sewer line station at the mainline and sewer line station and offset for the end at the right-of-way of the lateral. The listing shall be submitted to the Engineer upon request.

C. Line Grade: From the established baseline and benchmarks, the Contractor shall provide a

registered surveyor that shall extend and maintain the necessary lines and grades for the construction. The Contractor shall set all additional construction stakes for the project which are needed to establish offset stakes, reference points, supplementary bench-marks, right-of-way lines and any other horizontal or vertical controls necessary to secure a correct layout of the work. The


Contractor shall be responsible for having the finished work conform to the horizontal alignment, grade, elevation, and dimensions called for in the plans. The Contractor shall exercise care in the preservation of stakes and benchmarks and shall have them reset at no additional cost to the Owner when any are damaged, lost, displaced, or removed. The Contractor shall use competent personnel and suitable equipment for the layout work required and shall provide that it is done under the supervision of a registered professional engineer or a registered surveyor. A registered surveyor shall verify line and grade at each manhole structure and every 100-feet of installed sewer. The method of maintaining grade shall be submitted for approval.

D. Laying Schedule: The contractor shall provide a detailed pipe-laying schedule. The schedule shall

note the quantity, description of item, lengths -- both laying and horizontal, station ties, depth of cover, grades, elevation -- both centerline and ground, offsets and any additional information as deemed necessary by the Engineer.

E. Trenching: The excavation shall be completed in accordance with ASTM D2321 and Section 31 23

33 of these specifications. The base of the trench shall be free of rocks, stones, metal, concrete, bricks, wood, soil lumps, or other hard materials during placement of the pipe. All pipe endangered by such debris shall be subject or removal and disposal at the Contractor's expense and when directed by the Engineer. No dirt or material shall be stockpile on the trench once backfilled, nor shall any construction traffic be allowed on the trench.

F. Foundation: Bedding and pipe is to be laid on grade and on a stable and dry trench bottom.

Unstable or “mucky” trench bottom soils shall be removed and replaced with a foundation of compacted granular material meeting the requirements of AASHTO M3 #2 Aggregate or a mud mat, if required, as directed by the Engineer.

G. Precast Sanitary Sewer Manholes; All connections for lateral sewers, including drops and leads,

will be considered a part of all manholes. Precast bottoms shall be used, provided the bottoms are constructed with lifting lugs and are reinforced for handling. They shall have a uniform bearing on at least 6 inches of compacted aggregate. The invert channel shall be the true shape of the lower half of the pipe or sewer. 1. Special care shall be exercised to prevent the entrance of earth or debris into the pipe line

connecting with the manhole. All such earth or debris resulting from construction operations shall be removed from the pipe line.

2. Backfill around the manhole shall be the same as the backfill around the pipe. 3. Manhole joints, both interior and exterior shall be filled with an epoxy mortar grout as per

manufacturer's recommendations. 4. Adequate precautions shall be taken to prevent concrete and/or mortar from freezing. Brick,

concrete block, etc., having a temperature of 40oF or less shall not be set with mortar until heated for a period sufficient to insure a temperature of 50o F. to 80oF throughout the entire mass of the material.

5. Drops shall be of the same material, class and size as the incoming main lines. 6. The casting in pavement areas shall be set such that the road surface shall provide for positive

drainage away from the casting. Final grade adjustment shall be set in the field as required by the Engineer. Adjustment shall be made by precast grade rings or a maximum of two courses of solid brick. The interior and exterior of the adjustment section shall be parged with a 1/4" epoxy mortar.

7. The casting in non-pavement areas shall be set such that the existing surface shall drain away from the casting. The top of the casting shall be a minimum 6-inches above the finished


ground elevation. Adjustment shall be made as outlined in the pavement areas. Casting elevations shall be as noted on the drawings or as required in the field per these specifications and as required by the Owner. No additional payment shall be made for said elevation adjustment.

H Bedding: The initial pipe bedding material shall consist of a minimum of six-inches of material

below the pipe as shown on the drawings. No rocks or frozen soil shall be permitted on the trench bottom. All bedding shall be properly compacted at min. 95% standard proctor.

I. Pipe Placement: Before any pipe is lowered into the trench, it shall be inspected for damage, and any unsatisfactory lengths shall be rejected. The interior and exterior of each pipe length used shall be cleaned as necessary to remove all dirt or other foreign material before it is inspected. The interior of the pipe shall be kept clean until the work is accepted.

1. Pipe shall not be laid in water, mud or when trench conditions or the weather is unsuitable for such work, except by permission of the Engineer.

2. If mud, surface water, leaves and/or other debris have been permitted to enter the strung-out pipe, the inside shall be cleaned as directed by the Engineer after all such foreign materials are completely cleaned from the pipe and before the pipe is lowered into the trench.

3. Wide, fabric choker slings shall be used to move or lower pipe and fittings into the trench. Wire rope or chains shall not be used. Pipe shall not be pushed off the bank nor shall it be permitted to fall into the trench. Each type of pipe, fitting, special, or other appurtenances shall be handled in strict accordance with recommendations of its respective manufacturer.

4. When pipe laying is not in progress, the open ends of installed pipe shall be closed by appropriate means to prevent the entrance of dirt and water. In the event debris or water enter any portion of the pipeline, cleaning of the line shall be performed as directed by the Engineer at no additional cost to the Owner.

5. Anchorage: All fittings and bends shall be provided with a reaction backing in addition to providing restrained fitting joints in order to prevent movement. Reaction backing, or thrust blocking, shall be concrete, with steel reinforcement, as shown on the drawings. Anchorage shall be placed between solid ground and the fitting or other part of the pipeline to be anchored; the area of bearing on the pipe and on the ground in each instance shall be as indicated on the drawings.

J. Haunching: Granular material consisting of Class IB or Class II as defined in ASTM D2321 shall

be placed by hand shovel around the lower half of both sides of the pipe to the springline, in maximum 4-inch lifts. Material shall be compacted with an approved tamping tool to ensure area is completely filled and free of voids.

K. Initial Backfill: The initial backfill requirements shall be as noted on the drawings. Material shall

be placed from the springline to a minimum of 12 inches above the crown of the pipe. Place initial backfill in 6-inch maximum lifts and properly compact.

L. Final Backfill: The final backfill requirements shall be as stated in ASTM D2321 and as prescribed below, or as otherwise noted on the drawings.

1. In areas where the pipe lies outside of public road right-of way and traffic areas (driveways, parking lots, etc.), suitable excavated material can be utilized as final backfill material. Material shall be compacted to obtain a minimum soil density to 85% standard proctor. Compacted final backfill shall extend from the limits of initial backfill to the top of trench, matching the existing grade. Mounding of final backfill will not be permitted.


2. Where shown on the drawings the trench shall be backfilled with structural backfill. Structural backfill under pavement and/or within the zone of influence shall be placed to the top of the pavement subgrade.

3. No dirt or material shall be stockpiled on the trench once backfilled, nor shall any construction traffic be allowed on the trench.

3.3 MILL AND FACTORY TEST

A. Prior to the shipment of any size or class of sewer pipe, the Manufacturer shall test at least two (2) sections of each shipment. One section must be hydrostatically tested and the second air pressure tested. All tests shall be conducted in accordance with ASTM approved methods. A certificate of tests at mill by Manufacturer shall be furnished. The cost of such tests and certificate shall be borne by the Manufacturer. The Owner and the Engineer reserve the right to witness said tests at their discretion.

3.4 LEAKAGE TESTING

A. Upon completion of three manhole spans (approximately 1200 ft.) the Contractor shall begin testing the first manhole span (not exceeding 400 feet). Thereafter, testing shall be performed within 800 feet of the pipe laying.

B. For pipe diameters less than 48”, leakage testing shall be accomplished using ow pressure air. For pipe diameters 48” and larger, individual joints shall be tested using an approved portable tester to 5 psi max.

C. General Procedures:

1. The testing equipment shall be approved by the Engineer. 2. The Engineer will witness the tests and approve the pipe installation. This approval, however,

does not relieve the Contractor of his responsibility for a tight and satisfactory installation if leaks are found or develop subsequently.

3. Repair and replace any portion of the line which does not meet the required test, and retest by the same method used in the original test until requirements are met.

4. Protect gauges or delicate instruments installed in the lines against damage or excess pressure during the test.

5. Ground Water Pressure: Before initiating an infiltration/exfiltration or low pressure air test, determine the ground water pressure at the low end of the section to be tested. Provide a one-half inch capped nipple in the manhole at the top of the lowest pipe entering the manhole, for this purpose. Remove the cap and use an air jet to blow the mud and debris out of the nipple and provide a cavity for the ground water to enter. Attach a transparent plastic tube to the nipple and extend vertically in the manhole. Measure the water level in the tube in feet, from the invert of the pipe being tested. This figure divided by 2.3 will give the pounds per square inch of external pressure on the pipe due to the ground water. After the ground water pressure has been determined and recorded on the test report, remove the plastic tube and replace the cap.

D. Low Pressure Air Test: After completing the backfill of a reach of sewer main with its connected

service sewers, the Contractor shall conduct a low pressure air test using suitable equipment, preferably pneumatic plugs and a single control panel with approved gauges. 1. Before proceeding with the test, seal test the pneumatic plugs by inserting one in each end of a

length of pipe and inflating to 25 psig. Pressurize the sealed pipe to five psig. The plugs shall hold against this pressure without bracing and without movement of the plugs.

2. If the plugs check out satisfactorily, insert a plug in each end of the main sewer at the manhole.


Close the ends of the service sewers at the property line with pneumatic plugs or other suitable means. Brace plugs if necessary to insure against blowing out.

3. Provide a pressure relief valve at the compressor set at ten pounds to protect the sewers from excessive pressure.

4. Introduce low pressure air into the sealed sewer at the high end until the pressure registers four psig more than the ground water pressure. Hold this pressure in the sewer for at least two minutes to allow the air pressure to stabilize. After the stabilization period, set the pressure in the sewers at 3.5 psig more than the ground water pressure and shut off the air supply.

5. The portion of the sewer being tested will be termed "acceptable" if the time required for the pressure to drop one pound is greater than the time shown in the NCPI Air Test Table.

NCPI AIR TEST TABLE

Minimum Test Time for Various Pipe Sizes Nominal T (time) Nominal T (time) Pipe Size, in. Min/100 ft. Pipe Size, in. Min/100 ft.

3 0.2 21 3.0 4 0.3 24 3.6 6 0.7 27 4.2 8 1.2 30 4.8 10 1.5 33 5.4 12 1.8 36 6.0 15 2.1 39 6.6 18 2.4 42 7.3

E. Owner Inspection: The Owner reserves the right to check the installation for alignment, grade and tightness by means of photography, television or other appropriate methods. Any portion of the sewer not conforming to the specifications for these requirements shall be repaired at the Contractor's expense.

F. The Resident Representative will witness the tests and approve the pipe installation. This approval, however, does not relieve the Contractor of his responsibility for a tight and satisfactory installation if leaks are found or develop subsequently.

G. Manhole testing shall be negative pressure air test as per ASTM C-1244.

H. The Contractor shall, at his own cost, repair and/or replace any portion of the line which does not

meet the required test results, and retest by the same method used in the original test until requirements are met.

3.5 DEFLECTION TESTING

A. No sooner than 30 days after completion of backfill operations, sewer shall be deflection tested following manufacturers recommended methods. For CCFRPMP, sewer deflection shall not exceed 4 percent of the original pipe diameter at 30 days after backfilling has been completed.

B. The rigid ball or mandrel used for the deflection test shall have a diameter not less than 95 percent of the base inside diameter or average inside diameter of the pipe depending on which is specified in the ASTM Specification, including the appendix, to which the pipe is manufactured. The pipe shall


be measured in compliance with ASTM D 2122 Standard Test Method of Determining Dimensions of Thermoplastic Pipe and Fittings. The test shall be performed without mechanical pulling devices.

C. For any sewer sections that exceed 4 percent deflection, the contractor shall, at his own expense,

submit a written plan for repair, including limits and methods for repair, to the Engineer for approval. Upon approval, the pipe shall be repaired/replaced at the Contractor’s expense. The cost of repair shall be the responsibility of the contractor.

3.6 VIDEO AND AUDIO INSPECTION

A. The Contractor shall furnish all labor, materials and equipment to televise the entire length of sanitary sewer no sooner than 30 days and no later than 45 days following installation. The Contractor shall utilize by pass pumping during the televised inspection of the sewer if sewer is active. The materials and method used for the televised inspection of the sewer shall be approved by the Engineer.

B. Method: The Contractor shall televise the newly installed sewer in the company of the Owners representative. CCTV work shall be completed by a company with a minimum of 5 years of experience specifically in CCTV of utilities. Clean water shall be introduced in the upstream end of the section of sewer to be tested. Water shall be continually introduced until the flow from the downstream end of the section to be tested matches the flow of water being introduced. At that time, the water shall be shut off and the system shall be allowed to settle for a minimum of 30 minutes, or when the flow of water ceases from the downstream section of sewer, whichever is later. At that point the segment shall be televised.

C. All defects or setting water shall be noted verbally on the video and in the accompanying notes

stating the sewer station or distance upstream/downstream of a manhole.

D. The maximum allowable “belly” in the pipe between manholes is 0.5-inches.

E. Once the televised inspection of this section of sewer is completed and any defective work replaced or repaired, the segment shall be re-videoed following the same procedures for acceptance. This method of video and audio inspection will continue until the entire length of sewer is completed and televised.

F. The televised pictures shall be on DVD, in color with audio dialogue having a minimum play back time of 60 minutes. Should additional recording time be required, additional DVD’s shall be used.

G. All DVD’s shall be marked with the date taken, location, by whom and be numbered consecutively

along the sewer sections installed. The DVD’s shall become the property of the Owner.

H. Manhole shall be visually inspected during the video and audio inspection process.

I. CCTV Videos shall be submitted to the Owner/Engineer within 60 days after initial installation.

J. Owner Inspection: The Owner reserves the right to check the installation for alignment, grade and tightness by means of photography, television or other appropriate methods. Any portion of the sewer not conforming to the specifications for these requirements shall be repaired at the Contractor's expense.

3.7 CLEANING UP


A. Upon completion of the work of this Section, leave all components of the sanitary sewer collection system completely free from silt and obstructions and restore all surfaces to the condition they were in at the start of the work of this Section.



END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Tee Base Fiberglass-Reinforced Manhole City of Youngstown 33 31 30 - 1

SECTION 33 31 30

TEE-BASE FIBERGLASS-REINFORCED MANHOLES PART 1 GENERAL 1.01 REFERENCE STANDARDS

A. ASTM D695 – Test Method for Compressive Properties of Rigid Plastics B. ASTM D790 – Test Method for Flexural Properties of Non-Reinforced and Reinforced

Plastics and Electrical Insulating Materials C. ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics

of Plastic Pipe by Parallel-Plate Loading D. ASTM D3753 – Standard Specification for Glass-Reinforced Polyester Manholes and

Wetwells PART 2 PRODUCTS 2.01 MATERIALS AND WORKMANSHIP

A. Resin Systems: The resins used shall be a commercial grade unsaturated polyester resin or vinyl ester resin. Resins shall be suitable for the service environment intended (i.e. domestic sanitary wastewater).

B. Additives: Additives, when used, shall produce a laminate that is inert to the service

environment intended. All particulate additives used in filament wound components shall be pre-blended with resin using a high shear mixer to assure complete wetting of particulate surfaces. Pre-blending of particulate additives shall result in a homogeneous colloidal mixture (suspension) with additives evenly dispersed and suspended throughout the resin prior and during use. Manhole components manufactured using the filament winding process shall contain no sand. Additives, such as thixotropic agents, catalysts, promoters, etc., may be added to meet the requirements of the ASTM D-3753 standard.

C. Reinforcing Materials: The reinforcing materials shall be commercial Grade "E" type glass in

the form of continuous roving and chop roving, having a coupling agent that will provide a suitable bond between the glass reinforcement and the resin.

D. Interior Surfacing Material: The inner surface exposed to the chemical environment shall be a

resin-rich layer of 0.010 to 0.020-inches thick. The inner surface layer exposed to the corrosive environment shall be followed with a minimum of two passes of chopped roving length of 0.5-inches (min) to 2.0-inches (max) and shall be applied uniformly to an equivalent weight of 3 oz/ft (min). Each pass of chopped roving shall be well rolled prior to the application of additional reinforcement. The combined thickness of the inner surface and interior layer shall be 0.10 inch (min).

The interior surface shall be resin rich with no exposed fibers. The surface shall be free of crazing, de-lamination, blisters larger than 0.5-inch in diameter, and wrinkles of 0.125-inch or greater in depth. Surface pits shall be permitted if they are less than 0.75-inch in diameter


and less than 0.0625-inch deep. Voids that cannot be broken with finger pressure and are entirely below the resin surface shall be permitted if they are less than 0.5-inch in diameter and less than 0.0625-inch thick. Indentations or other shape imperfections that will not affect performance are allowed.

E. Exterior Surface: Exterior surface shall be coated with 0.125-inches of gel coat as an

additional water barrier. Gel coat shall be pigmented gray as an additional UV inhibitor. The exterior surface shall be relatively smooth with no sharp projections. The exterior surface shall be relatively smooth with no sharp projections. Handwork finish is acceptable if enough resin is present to saturate all fibers and eliminate fiber show. The exterior surface shall be free of blisters larger than 0.5-inch in diameter, de-lamination or fiber show. Indentations or other shape imperfections that will not affect performance are allowed.

F. Repairs: All fiberglass laminate repairs are subject to meet the requirements of ASTM

D3753. 2.02 MANUFACTURE AND CONSTRUCTION

A. Manhole cylinders, manway reducers, and connectors shall be produced from fiberglass-reinforced polyester resin using a combination of chop and continuous filament winding process.

B. Acceptable Manufacturer: Manufacturer shall have 10-years of experience in the

manufacture of fiberglass manholes for use in domestic or industrial sanitary sewer applications. Acceptable manufacturer shall have a quality control program that is currently ISO 9001 certified. The manufacturer shall be L.F. Manufacturing, Inc. of Giddings, Texas (1-800-237-5791).

C. Wall Construction Procedure: After the inner layer has been applied, the manhole wall shall

be constructed using a chop and continuous strand filament wound manufacturing process, to ensure continuous reinforcement and uniform strength and composition. Each layer of glass laminate shall be mechanically roller compacted to remove entrapped air and thoroughly saturate the glass laminate with resin prior to adding another layer of glass reinforcement. The cone section, if produced separately, shall be affixed to the barrel section at the factory with a resin-glass reinforced laminate joint resulting in a one-piece unit. Seams shall be fiberglass laminated on the inside and the outside using the same glass-resin jointing procedure. Field joints shall be performed by the Manufacturer, its agent or qualified third-party.

D. Ribs: When used, ribs may be manufactured as a solid construction or with fiberglass

laminate applied over a structural or non-structural form. The resulting structure shall meet the requirements of ASTM D3753.

E. Tee-Base Connection: Fiberglass manhole risers shall be joined to a pipe stub rising vertically

from an in-line tee fitting. Manhole risers shall be connected to the vertical pipe stub using a pipe coupling cast into the bottom of the fiberglass riser. Pipe coupling shall seal to the tee-base using a flexible compression gasket compatible with the tee-base pipe material. Pipe coupling shall be permanently bonded into the base of the riser using fiberglass laminate. Pipe coupling shall be joined to the in-line tee fitting by placing the manhole riser on top of the tee outlet and applying downward pressure until the vertical pipe stub is inserted into the pipe coupling to the proper depth.


Manhole riser diameter shall exceed pipe coupling diameter by 6-inches to allow for proper bonding of pipe coupling to manhole sidewall. Pipe coupling shall be centered within manhole riser. Manhole sidewall shall slope inward toward pipe coupling to prevent collection of solids.

F. Assembly segments: Individual fiberglass components of manhole shall be joined by

fiberglass-reinforced laminate overlay. The resulting structure shall meet the all loading and soundness requirements of ASTM D3753.

G. Diameter Transition: Manholes with riser diameters of 8-feet or greater may be reduced to an

inside diameter of 4-feet using a concentric or eccentric reducer. Diameter reduction shall begin no less than 8 vertical feet above crown of pipe.

H. Anti-Flotation Flange: Exterior of manhole riser shall incorporate a 2-inch wide flange at its

base. Upon joining of manhole riser to pipe tee, sufficient concrete shall be poured around tee and manhole riser to prevent buoyancy. Anti-flotation flange shall be encased 6-inches of concrete (minimum).

I. Height Adjustment: Fiberglass manholes shall be height adjustable using an internal

adjustment ring. Riser sections cut for height adjustment shall be rejoined by fiberglass-reinforced laminate, MacWrap or approved equal. Fiberglass manholes shall maintain all loading and soundness characteristics required by ASTM D3753 after height adjustment has occurred.

J. Interior Access: Where required, manholes shall be designed so that a ladder can be

supported by the installed manhole wall. Vertical spacing between rungs shall be in accordance with OSHA standards (or per local requirements). Ladder anchor bolts that penetrate manhole wall shall be sealed externally by a fiberglass-reinforced laminate.

K. Manway Reducer: Manway reducers shall be concentric or eccentric with respect to the

centerline of the manhole riser section, as designated by the Owner.

L. Ring and Cover Support Platform: Top of cone/reducer shall have a fiberglass support platform upon which concrete grade rings may be installed to accept a typical cast iron ring. Outside diameter of grade rings shall exceed outside diameter of fiberglass support plate by 1-inch (min) on all sides. Grade rings, ring and cover shall be placed over fiberglass neck (chimney) and onto fiberglass support plate in a manner that evenly distributes loading onto grade rings only. No loading shall be placed onto fiberglass neck.

M. Marking and Identification: Each manhole shall be marked on the inside and outside with the

following information: 1. Manufacturer's name or trademark 2. Manufacturer's factory location 3. Manufacturer's serial number 4. Total manhole depth. 2.03 DIMENSIONS

A. Diameters: Manhole inside diameter shall meet the requirements of the project specifications and shall be measured in accordance with ASTM D3753 Section 8.3. Tolerance of inside diameter shall be +/- 1% of required manhole diameter.


B. Length: Manhole length shall be measured from lowest invert elevation to rim elevation and

be sufficient to allow for 12-inches of concrete grade rings, plus ring height and countersunk to allow for construction of bench and invert.

C. Wall Thickness: Wall Thickness: Design thickness shall be sufficient to withstand all dead

and live loads imposed on the manhole for the project conditions. Manhole subject to highway traffic loading (as indicated on Plans) shall meet the requirements of AASHTO H20 as described in ASTM D3753. Wall thickness shall be 5/16” (minimum).

2.04 TESTING

A. Quality Control: Each completed manhole shall be examined by the manufacturer for dimensional requirements, hardness, and workmanship. All required ASTM D3753 testing shall be completed and records of all testing shall be kept and copies of test records shall be presented to customer upon formal written request within a reasonable time period.

B. Manholes: Manholes shall be manufactured and tested in accordance with ASTM D3753.

C. Load Rating: The complete manhole shall have a minimum dynamic-load rating of 16,000-

pounds when tested in accordance with ASTM D3753 8.4 (note 1). To establish this rating, the complete manhole shall not leak, crack, or suffer other damage when load tested to 40,000-pounds and shall not deflect vertically downward more than 0.25-inch at the point of load application when loaded to 24,000-pounds.

D. Pipe Stiffness: For solid wall manholes, pipe stiffness (ASTM D2412) may be physically

tested or calculated using the following formula: PS = (EI) / (0.149r3). For rib-reinforced manholes, Manufacturer shall provide structural design method.

Per ASTM D3753, manhole cylinder shall have the minimum pipe-stiffness values shown in the table below when tested in accordance with ASTM D3753.

Depth (feet) F/ΔY (psi)

6 or less 0.72 6+ to 12 1.26

12+ to 20 2.01 20+ to 25 3.02 25+ to 35 5.24 35+ Note1

Note1 – For depths greater than 35-feet, pipe stiffness shall be extrapolated from shallower

values or Manufacturer shall provide structural design method.

E. Chemical Resistance: Manhole and all related components shall meet the chemical resistance requirements of ASTM D3753 and be fabricated from corrosion resistant material suitable for domestic wastewater collection system environments.

F. Physical Properties:

Manhole riser sections shall have the following physical properties (minimum). All tests shall be performed as specified in ASTM D3753 (latest edition), section 8.


Hoop Axial Direction Direction Tensile Strength (psi) 18,000 5,000 Tensile Modulus (psi) 0.6 x 106 0.7 x 106 Flexural Strength (psi) 26,000 4,500 Flexural Modulus (psi) 1.4 x 106 0.7 x 106 Compressive (psi) 18,000 10,000 2.05 UNLOADING, STORAGE AND HANDLING

A. Unloading - Contractor shall inspect manholes upon arrival to jobsite, ensuring that manholes have arrived undamaged. Manufacturer shall be notified of any damage immediately upon discovering.

B. Storage - Contractor shall avoid storing manhole on rocks, uneven ground or other surface

that may cause point loading or damage to manhole. Manholes with a height-to-diameter ratio greater than 2:1 shall be stored in horizontal position, prior to use. Manholes shall not be stacked upon one another. When possible, Contractor shall orient pipe connections so that weight of manhole is not resting on pipe connections.

C. Handling - Manholes shall not be dropped or impacted in a manner that may be detrimental to

manhole. Manholes may be lifted using a forklift or nylon/textile sling wrapped around the main body of manhole. Manhole shall not be lifted by pipe stubs or connections. Use of chains or cables in contact with the manhole surface is prohibited. Manholes shall be unloaded from trucks one at a time.

Prior to addition/attachment of external concrete base (anti-float ballast) and concrete bench

and invert, manhole may be lifted by inserting a 4" x 4" timber of sufficient length to span the manhole opening and attaching cable to midpoint of timber or by attaching a nylon/textile sling around the center of manhole.

After addition/attachment of concrete base (anti-float ballast) and concrete bench and invert, manhole shall be lifted by lifting lugs cast into concrete base. Lugs fabricated into fiberglass manhole shall only be used for attachment of guy ropes to stabilize manhole during lifting.

PART 3 INSTALLATION 3.01 INSTALLATION

A. Alterations: Contractor shall not alter the design or construction of manhole without notification of Manufacturer and Manufacturer’s written consent. Only Manufacturer and its agents may alter design or construction of manhole.

B. Bedding and Backfill for Tee-Base: Bedding and backfill for tee-base pipe fitting shall be in

accordance with pipe manufacturer’s recommendations. Care shall be taken to ensure that the tee-base outlet is vertical and the upper end of the vertical pipe stub creates a horizontal plane.

C. Joining of Manhole Riser to Tee-Base: Manhole riser shall be carefully lowered in a

controlled manner so as to prevent damage to the manhole and tee-base pipe fitting. All pipe


coupling gaskets and sealing surfaces shall be lubricated as directed by pipe manufacturer. Manhole riser shall be carefully lowered onto tee-base. Vertical pipe stub of tee-base fitting shall be inserted into the pipe coupling found in the base of the manhole. Depth of insertion shall be in accordance with pipe manufacturer recommendations. The riser shall be pressed onto the tee-base from above. Downward pressure on the riser shall be evenly distributed across the grade ring platform of the riser using timbers or some other material to provide a smooth, flat surface to prevent point loading. Once joined, ensure that manhole riser is set plumb (vertical) above tee-fitting. Manhole shall be braced to prevent leaning or movement.

D. Manhole Backfill Material: Concrete encasement of tee-base and manhole shall be curred

prior to backfilling. Unless shown otherwise on drawings and approved by the engineer, crushed stone, pea gravel, sand or select native materials shall be used for backfill around the manhole for a minimum distance of one foot from the outside surface and extending from the base of the manhole to the top of the cone/reducer section. Care should be taken to prevent the placement of large clods, cobbles, frozen soil, tree remnants and other organic matter against the manhole. Backfill material shall be placed in 12-inch lifts (max) and compacted to 90% Standard Proctor Density. Compaction by flooding is not permitted. Backfill shall be distributed evenly around the manhole for each lift and compacted evenly prior to the following lift. Care shall be taken not to cause unbalanced pressure around the manhole. Select native material, may be used for the remainder of the backfill.

E. Casting and Grade Rings: Top of cone/reducer, shall be clean and free of debris prior to

placing concrete grade rings onto manhole. Concrete grade rings shall be carefully lowered over fiberglass neck (chimney) and onto top of cone, in a controlled manner, so as not to cause damage to manhole. For H20 traffic rated manholes, 6-inch thick (min) concrete grade rings shall overhang grade ring platform by 1-inch. Flexible grade rings (i.e. HDPE, rubber) shall not be used on H20 traffic rated manholes. Butyl rubber sealing material shall be placed between manhole, grade rings and cast iron ring to prevent the infiltration of ground water. Cast iron ring and cover may be placed directly on top of cone for non-traffic rated manholes.

F. Repairs: Any damage to manholes shall be reported to the Manufacturer. All repairs shall be

performed by Manufacturer, its agent or qualified third-party (with Manufacturer’s written consent).

3.02 FIELD TESTING

A. Infiltration/Exfiltration Test: Each manhole may be tested by plugging all connections and

filling manhole with water to top of fiberglass neck (chimney). Allowable leakage shall be per project specifications requirements.

B. Low-Pressure Air Test: Each manhole may be tested by plugging all connections and

applying air pressure (5-psi max) to the interior of the manhole. Allowable leakage shall be per project specification requirements.

C. Vacuum Testing: Each manhole may be tested by plugging all connections and applying a

vacuum (10-inches of mercury, max). Any leakage through laminate is cause for failure of test.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Wastewater Pumping Station City of Youngstown 33 32 00 - 1

SECTION 33 32 00

WASTEWATER PUMPING STATION

PART 1 GENERAL 1.1 WORK INCLUDED

A. The principle items of equipment for this section shall include but not be limited to the installation of the following: one (1) concrete precast wet well, valves, internal piping, two-rail guide-rail lifting system, steps, access hatch and piping.

B. The contractor shall also purchase two (2) submersible wastewater pumps (2 HP 3PH,

208V 60Hz w/ 4” discharge), (1) set of 4 mechanical floats including cables, (1) ultra-sonic level sensor unit, including cable as manufactured by Pulsar. The pumps, mechanical floats and ultrasonic sensor shall be sent or delivered to the City of Youngstown Waste Water Treatment Plant, and not installed under this Contract.


A. Qualifications of Manufacturer 1. The pumps and appurtenances shall be built, tested, and shipped by a manufacturer of

pumps who has been regularly engaged in the production of such equipment for the past 5 years, so that there is one source of supply and responsibility.

2. The Contractor shall base their bid on the materials and equipment specified in this Section.

B. Pumps and equipment supplied for each of the two pump stations shall be of the same manufacturer.

C. Referenced Standards: Comply with applicable provisions and recommendations of the

following, except as otherwise shown or specified.

1. Occupational Safety and Health Act.

2. National Electric Code.

3. Hydraulic Institute.

1.3 RELATED SPECIFICATIONS

A. All applicable requirements of other portions of the Contract Documents apply to the work of this Section, including, but not limited to, Division 01, General Requirements.

1.4 SUBMITTALS

A. All submittals shall conform completely to the requirements of the Contract Documents, including all requirements set forth in Division 01 Section “Submittals.” 1. Shop Drawings

a. Complete dimension drawings of the wet well, valve vault, pumps, piping, and valves.

b. Dimensions and location of access hatches showing accessibility of pumps and valves.

c. Pump performance curve.


2. Reference Submittals

3. Product data of all equipment of this Section.

4. Final Pump Curve a. After approval of shop drawings and manufacture of pump, submit actual

performance curve of pump and motor provided. Curve shall be complete from shut-off conditions to maximum recommended discharge capacity.

5. Warrantees and Guarantees

B. Maintenance and Operating Instructions: Preliminary copies of each manufacturer's maintenance and operating instructions manual shall be provided with the equipment at the time of delivery. Any revisions during startup and testing which require revisions to the maintenance or operating instructions shall be made in each of the final copies of the Operation and Maintenance Manuals prior to final payment being made to the Contractor.

PART 2 PRODUCTS 2.1 WET WELL

A. The pump assemblies, rail system, and appurtenances shall be assembled completely by the manufacturer. The lift-out rail system shall be of stainless design and shall be listed for explosion-proof service. Each rail system shall consist of a ductile iron discharge base, brass pump attaching and sealing plate, brass pump guide plate, and cast iron elbow. Rail systems that require the pump to be supported by legs that might interfere with flow of solids will not be considered.

B. Access hatches shall be provided as shown on the Drawings and shall be manufactured by Bilco, East Jordan Iron Works, Halliday, or equal.

1. Hatches shall be rate for H-20 loading and shall be provided with flush-mounted locking mechanisms.

2. Provide stainless steel hinges, springs, and all other hardware.

3. Door Leaf Surface: Checkered, diamond plate, or other approved non-slip surface.

4. Frame Anchors: Aluminum anchor flanges or strap anchors.

5. Cover Latch: Flush exterior locking device with removable handle and interior turn handle. Include locking hasp to receive Owner's padlock on exterior.

6. Door opening mechanism shall contain a hold-open device. Door leaves ten square feet and larger shall incorporate torsion bar springs or other approved means for counterbalanced operation.

7. Aluminum Material: a. Extruded shapes and tubes: ASTM B221 or B308, 6061-T6. b. Extruded pipe: ASTM B429, 6063-T6. c. Plate and sheet: ASTM B209, alloy 3003-H16. Use alloy 5005 H16 where anodic

coatings will be applied. d. Bars, rods and wire: ASTM B211. e. Castings: ASTM B26 or B108; alloy 214 for natural anodized finish, and alloy 43

for color anodized or baked enamel finish; except as otherwise recommended by aluminum producer or finisher.

f. Forgings: ASTM B247, alloy 6061-T6.


2.2 PUMPS AND MOTORS

A. Furnish two (2) submersible wastewater explosion-proof rated pumps. The pumps shall be Zoeller 6133 - 4", XP, Non-Clog Sewage Pumps, 1750 RPM, 3/208/60, 2HP, or approved equal. 1. The design point for one pump discharging is: 100 GPM at 42 feet TDH

B. Each pump shall be supplied with adequate length of stainless steel lifting cable (with a minimum

of 15-feet additional length coiled and bound at the top of the wet well). The working load of the lifting system shall be 50 percent greater than the pump unit weight. All fasteners shall be Type 316 stainless steel.

C. Major pump components shall be of grey cast iron, ASTM A-48, Class 35B, with smooth surfaces

devoid of blow holes or other irregularities. All exposed nuts or bolts shall be AISI type 304 stainless steel or brass construction. .

D. The pump motor shall be a NEMA B design, induction type with a squirrel cage rotor, shell type

design, housed in an air filled, watertight chamber. The stator windings shall be insulated with moisture resistant Class H insulation rated for 180 degrees C (356 degrees F). The motor shall be inverter duty rated in accordance with NEMA MG1, Part 31.The stator shall be heat-shrink fitted into the cast iron stator housing. The motor shall be designed for continuous duty handling pumped media of 40 degrees C (104 degrees F) and capable of up to 15 evenly spaced starts per hour.

E. Thermal switches set to open at 125 degrees C (260 degrees F) shall be embedded in the stator end coils to monitor the temperature of each phase winding. These thermal switches shall be used in conjunction with and supplemental to external motor overload protection and shall be connected to the control panel.

F. The combined service factor (combined effect of voltage, frequency and specific gravity) shall

be a minimum of 1.15. The motor shall have a voltage tolerance of plus or minus 10 percent. The motor shall be designed for operation up to 40 degrees C (104 degrees F) ambient and with a temperature rise not to exceed 80 degrees C.

G. The power cable shall be sized according to the NEC and ICEA standards and shall be of

sufficient length to reach the junction box without the need of any splices. The outer jacket of the cable shall be oil resistant chlorinated polyethylene rubber. The motor and cable shall be capable of continuous submergence underwater without loss of watertight integrity to a depth of 65 feet or greater.

H. The motor horsepower shall be adequate so that the pump is non-overloading throughout the

entire pump performance curve from shut-off through run-out.

2.3 LEVEL CONTROL

A. Level controls shall be provided complete with all necessary stainless steel mounting supports and hardware. 1. Primary: Ultrasonic (by Pulsar) 2. Back-Up: Mechanical Float Switches (4)


2.4 PIPING, VALVES AND FORCE MAIN

A. All pipe, fittings, couplings, and appurtenant items shall be new, free from defects or contamination, and wherever possible shall be the standard product of the manufacturer. They shall be furnished in pressure or thickness classes as specified or shown.

B. All pipe shall be furnished in a maximum of 20-foot lengths.

C. All pipe 24 inches and less in diameter shall have screwed, bolted, or push-on joints. Welded

joints for these pipe sizes shall not be permitted unless specifically stated on the Drawings or in these Specifications or unless otherwise required. When screwed joints are used, a liberal number of unions shall be installed to allow disassembly of the piping system.

D. Mechanical couplings shall be provided at all locations. The Contractor shall have the option,

however, to substitute mechanical couplings in lieu of flanges or unions where they so choose. All mechanical grooved joint couplings, fittings, valves, and specialties shall be the products of a single manufacturer.

E. Where pipe is furnished with screwed on flanges, the flange shall be screwed tight on the pipe

until the pipe end projects beyond the face of the flange. The projecting pipe end shall then be cut off flush with the flange face. The flange shall then be faced to give a flush finish of the pipe and flange. The flanges shall then be drilled, after attachment to the pipe, to ensure bolt hole alignment. Flanges shall be a minimum rating of 125 pounds and shall be 250 pounds for all services in excess of 150-psi working pressure.

F. Where mechanical coupling or threaded flanges or unions are provided, the minimum specified

wall thickness or rated working pressure shall be maintained at the grooves, slots, and threads. G. Unless specified otherwise, bolting used for joining exposed buried or submerged pipe shall be

carbon steel, which conforms to the requirements of ASTM307-65 Grade B and shall have a galvanized finish. Bolts shall be the USA standard heavy hexagon head and nuts shall be USA standard heavy hexagon dimensions. Gaskets shall be flat ring or full-face type as required and shall be in accordance with dimensions given in USAS B16.1962 for Non-Metallic Gaskets for Pipe Flanges.

H. Piping within the wet well shall be Class 53 ductile iron with flanged joints. Each discharge line

shall be fitted with an AWWA standard, eccentric plug valve. Check valves shall be of the full opening cushioned swing-type, and all valves shall be iron body, bronze fitted.

I. Piping outside of the wet well (i.e., force main) shall have all fittings mechanically restrained

with mega lug or equal and concrete blocking, including dead ends and bends greater than 11-1/4 degrees.

J. All wall penetrations shall be formed utilizing cast in sleeves or cast in couplings as shown in the

drawings. Wall sleeves shall be appropriately sized for use with a mechanical type water seal. Mechanical seals shall be “Link-Seal” as manufactured by Thunderline, or equivalent.

2.5 CHECK VALVES

A. Cast Iron Check Valves: Valves 2-1/2 inches and larger shall be cushioned swing check valves, shall have a lever with weight, shall be flanged and shall have cast-iron or all bronze disc, bronze


seating, stainless steel hinge shaft. The valves shall conform to Federal Specification WW-V-51D, Type IV, Class A. Cast-iron shall conform to ASTM Designation A 126 Grade B, and flanges shall conform to ANSI B16.1. The valves shall be designed for low head loss, shall be adjustable for non-slamming closure, and shall be constructed to seat tight with resilient disc seal. Valves four (4) inch and larger shall also be provided with an adjustable cushioned type externally mounted device. An arrow showing direction of flow shall be cast on the body of the valve.

The water working pressure shall be 175 psi, except that the check valve shall have pressure rating same as the piping where the pipe class is higher. The valves shall be as manufactured by Apco, Golden-Anderson, Val-Matic, or equal.

B. Bronze Check Valves: Valves two (2) inches and smaller shall have bronze body and disc with

screwed joints, and shall be swing check type to suit operating conditions. They shall conform to Federal Specification WW-V-51D, Type IV, Class B. Design working pressure and an arrow showing direction of flow shall be cast on the body of the valve. The valves shall be as manufactured by Mueller Company, Woolworth, or equal.

C. Stainless Steel Check Valves: Valves shall be 150 lb. swing check type and shall be Figure 2633

or 2341A, Type 316 stainless steel as manufactured by William Pail, Crane, or equal. D. Ball Check Valve: Ball type check valves shall be fabricated of PVC Grade 1 ball check valve

with Viton seals or iron body with bronze ball and rubber seals. Valve pressure rating and joints shall be as required for the system valve as being installed.

E. Split Disc Check Valve For Air: Split disc check valves shall be of cast iron body, shall be

flanged. No springs shall be installed. The sealing members shall be fabricated of an elastomer and plastic. Valves must be capable of withstanding temperatures of 250 degrees F. Valves pressure rating shall be equal to the pipeline pressure they are to be installed in.

2.6 PLUG VALVES AND OPERATOR

A. Plug valves shall be non-lubricated, 100 percent full port plug type with synthetic rubber-faced plugs for use on water, sewage or sludge - DeZurik, Val-Matic, Keystone or equal.

B. All flanges shall have ANSI 125 lb. standard drilling except that tapped holes for cap screws may be used for the four (4) straddling the vertical centerline. All valves shall be provided with limit stops and rotate 90 degrees from fully open to fully shut. The maximum working pressure for all valves shall be 150 psi.

C. The valve body, plug and bonnet shall be semi-steel. Stem shall have an upper and lower bushing of non-corrosive material to prevent seizing of the shaft and to insure long-term reliability and performance. All valves shall be satisfactory for applications involving throttling operations after long periods of inactivity.

D. Valve operators shall be properly sized and assembled to the valve. The rated torque capability of each operator shall be sufficient to seat, unseat and rigidly hold in any intermediate position the valve plug it controls under operating conditions.


E. Valves, 6 inches and smaller, shall be wrench operated and valves larger than 6 inches shall be wheel operated. Each valve shall be equipped with its individual operating handle, which shall be easily accessible. All bolts into the body of the pumps, check valves and plug valves shall be 303 stainless steel.

2.7 PROTECTIVE COATING

A. All mill scale rust weld flux or other foreign matter shall be removed from all steel surfaces by sandblasting to SSPC-SP-10 specifications for near white blast cleaning. Surface irregularities shall be removed by grinding and filling.

B. Protective coatings used shall be of epoxy type and shall be resistant to moisture, soil chemicals,

oils, abrasion and impact, be compatible with cathodic protection and provide the maximum corrosion protection possible.

C. Paint touch-up kits shall be provided with the station for coating field weld joints and damage

areas.

PART 3 EXECUTION

3.1 OPERATION AND MAINTENANCE MANUALS

A. Submit operation and maintenance manuals for the pumps, floats and ultrasonic sensor with the equipment in accordance with the General Conditions. The submittal shall include:

1. Maintenance schedule and procedures for equipment components.

2. Spare parts list.

3. List of lubrication materials.

4. Detailed startup, shutdown, and emergency shutdown instructions.

5. Detailed installation instructions.

3.2 GUARANTEE

A. The manufacturer of the wet well and sewer system & force main shall guarantee, for two years from the date of acceptance, that all equipment therein shall be free from defects in design, materials and workmanship. In the event a component fails or is proven defective during the guarantee period, the manufacturer will provide a replacement part without cost, upon return of the defective part.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Flow Maintenance and Bypass Pumping City of Youngstown 33 32 22 - 1

SECTION 33 32 22

FLOW MAINTENANCE AND BYPASS PUMPING

PART 1 GENERAL 1.1 WORK INCLUDED A. The Contractor shall provide all labor, materials, and equipment necessary to bypass

the sewer wastewater around the sections of existing pipe that are to be removed and replaced. Any situation requiring by pass pumping to complete the work, shall be approved by the engineer before being put in place.

. CAUTION: During storm events it is possible that these sewer will flow full. The Contractor will be liable for any damage resulting from restriction of flows. The Contractor will also be liable for any damage to the repairs of the sewers being undertaken in this contract during storm events, i.e., re-cleaning, washed out rehabilitation material, flow diversion equipment, etc. This damage will be repaired at no cost to the Owner.

B. Ten (10) working days prior to starting any work on the existing sewer, the Contractor shall provide for approval by the Engineer, a method of bypass pumping sewer wastewater that will include but not be limited to: 1. Sketches or drawings outlining the sequence of operations for installation of the

new sewer and showing the method of bypass pumping proposed. 2. Locations of manholes/structures from which sewer wastewater is to be pumped

from and to. 3. Type and number of pumps including operating point capacity and head. 4. Type of leak free bypass piping to be used.

Method of handling pedestrian, vehicular, train and construction traffic. 5. Provisions for maintaining lateral sewer services during bypass pumping

operation. 6. List of standby equipment in case of operating equipment failure.

C. The bypass shall be made by plugging an existing upstream manhole/structure, if necessary, and pumping the sewer wastewater into a downstream manhole/structure. The pump and the temporary bypass sewer shall be leak free and of adequate capacity and size to handle the peak flow and any necessary dewatering. The bypass sewer may be laid over ground. The bypass shall be a header for all bypass and dewatering pumping. Check valves shall be placed ahead of all pumping connections.

D. The Contractor may suggest alternate methods of bypassing the sewer wastewater

but, in any event, the Engineer shall have final approval of the method used. E. Under no circumstances will the dumping of sewer wastewater on private property,

streets, roads, or into storm sewers be allowed. Insufficient bypass pumping causing sewer system surcharging will not be allowed.

PART 2 PRODUCTS NOT USED

61-04D33 – 84” Interceptor Sewer Replacement Flow Maintenance and Bypass Pumping City of Youngstown 33 32 22 - 2

PART 3 EXECUTION 3.1 BY PASS PUMPING A. By pass pumping shall be utilized during the work as required. 3.2 MEASUREMENT AND PAYMENT


END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Sanitary Utility Sewerage Force Mains City of Youngstown 33 34 00 - 1

SECTION 33 34 00

SANITARY UTILITY SEWERAGE FORCE MAINS

PART 1 - GENERAL

1.1 REFERENCE

A. All applicable requirements of other portions of the Contract Documents apply to the work of this Section, including but not limited to Division 01, General Requirements.

1.2 DESCRIPTION OF WORK

A. Work of this Section includes, but is not limited to: 1. Sanitary force main. 2. Air release valves. 3. Miscellaneous concrete. 4. Pipe bedding and backfill. 5. Testing.

B. Related work specified elsewhere includes, but is not limited to: 1. Division 03 Section “Cast-In-Place Concrete”. 2. Division 31 Section “Earthwork”. 3. Division 33 Section “Sanitary Sewerage System”. 4. Division 33 Section “Sanitary Pumping Station”.

1.3 SUBMITTALS

A. All submittals shall conform completely to the requirements of the Contract Documents, including all requirements set forth in Division 01 Section “Submittals”.

B. Reference Submittals 1. Material Certification: Provide material certification for items listed below:

a. Granular backfill materials. b. Pipe bedding materials.

2. Test Reports: Provide 2 copies of test reports. 3. As-Built Drawings: Indicate deviations from original Contract Documents and include

the following: a. All buried/concealed storm and/or sanitary sewers, dimensioned from a fixed

control point, including invert elevations. b. All buried/concealed utility services, gas, water, telephone, electrical ducts, etc.,

dimensioned from a fixed control point, including depth of bury.

C. Product Data: Provide product data for items listed below: 1. Pipe. 2. Concrete valve vaults. 3. Manhole covers & frames. 4. Restrained joints. 5. Fittings. 6. Valves.


7. Gaskets. 8. Valve boxes and lids. 9. Air release valves and appurtenances.


A. General 1. Handle pipe with care, as only sound, undamaged material and fittings will be accepted. 2. Store material off the ground. 3. Keep pipe interiors completely free of dirt and foreign matter.

1.5 JOB CONDITIONS

A. General: Make connections to existing lines/manholes as shown and required.

B. Site Information 1. Section 02 30 00 – Geotechnical Report. 2. The data on indicated subsurface conditions is not intended as representations or

warranties of the continuity of such conditions between soil borings. It is expressly understood that the Owner and/or the Engineer will not be responsible for interpretations or conclusions drawn therefrom by the Contractor. The data is made available only for the convenience of the Contractor.

3. Additional test borings and other exploratory operations may be made by the Contractor at no additional expense to the Owner.

C. Use of Explosives: The use of explosives will not be permitted.

1.6 LOCATIONS AND VERIFICATIONS

A. Verify at the Site all locations, elevations, grades, and utility service connections, as indicated on the Drawings and serving the Project.

B. Locations shown on the Drawings shall be followed as closely as possible; however, exact positions shall be subject to, and adjusted to avoid, interferences with other work. Should major difficulties prevent the installation of any part of this portion of the Project, such conditions shall be brought to the attention of the Engineer, who will determine final locations, and the Contractor shall make the installation accordingly.

1.7 UTILITY/SERVICE CONNECTIONS

A. Close coordination shall be maintained to ensure proper elevations and locations at point of final connection to existing sanitary facilities.

B. Make connection to public sewers as required.


PART 2 - PRODUCTS

2.1 SANITARY FORCE MAINS

A. General 1. Use restrained joints where shown on Drawings.

a. Restraining wedges shall be made of ductile iron, conform to ASTM A536. b. Megalug by EBAA Iron Sales or equal.

2. Where restrained joints are required for fittings only, provide a full length of pipe on both sides of the fitting.

3. Retainer glands which use only set screws for restraint are not permissible. 4. Any of the following types of pipe materials may be used.

B. Pipe and Fittings 1. Ductile Iron Pipe

a. Pipe shall conform to AWWA C151. b. Cement lining: AWWA C104. c. Protective coating outside: Asphaltic or coal tar enamel. d. Thickness class: 51, unless otherwise shown on the drawings. e. Pressure class: 350 psi. f. Joints: Mechanical or push-on, conform to AWWA C111. g. Fittings

1) Ductile iron a) Full body: Conform to AWWA C110. b) Compact: Conform to AWWA C153.

2) Class 250 or 350. 3) Asphaltic coating: Inside and outside. 4) Cement lining: Conform to AWWA C104.

h. Polyethylene encasement 1) Conform to AWWA C105. 2) Thickness: 8 mil lineal low density material or 4 mil cross-laminated.

2. Polyvinyl Chloride Pipe (PVC) a. Pipe: Conform to ASTM D 2241 or AWWA C900. b. Fittings

1) Gray iron or ductile iron. a) Full body, conform to AWWA C110, or compact, conform to

AWWA C153. b) Class: 250 or 350. c) Asphaltic coating: Inside and outside. d) Cement-mortar lining, conform to AWWA C104.

c. Joints: Elastomeric gasketed, conform to ASTM F-477. d. Outside diameters: Cast iron sizes. e. Pressure class

1) SDR 21 minimum. 3. HDPE Pipe

a. Conform to ASTM F-714. b. Conform to AWWA C906 for 4 inch and larger. c. Minimum cell classification: PE 345434C in accordance with ASTM D-3350. d. Minimum carbon black: 2 percent. e. Molding and extrusion materials: ASTM D-1248.


f. Size: IPS. g. Standard dimension ratio: DR 11. h. Working pressure: 160 psi. i. Fittings

1) Molded or fabricated HDPE fittings meeting AWWA C906. 2) Mechanical joint ductile iron fittings meeting AWWA C-153 with stainless

steel inserts and mechanical restraints approved for use with HDPE pipe or HDPE MJ adapted.

j. Stainless Steel Inserts: Install in each HDPE pipe end where joint is not butt-fused.

C. Valves: Gate Valves (2-Inch and Over) 1. Gate valves shall be iron body resilient wedge, conforming to AWWA C509 with bell

joint ends suitable for pipe specified. 2. Rubber "O" ring, packing seals and bronze mounted. 3. Furnish two (2) valve wrenches required to operate all valves. 4. Non-rising stems. 5. Left hand open. 6. Provide MJ adapter from ductile iron pipe size to iron pipe size, as required.

D. Valve Boxes and Lids 1. Valve boxes shall be two-piece or three-piece cast iron, sliding or screw type, with cover

marked "SEWER". 2. Material: Cast iron, ASTM A48 Class 30B. 3. Provide valve box and lid with each valve.

E. Air Release Valves 1. Air release valves shall be installed in a valve vault, as shown on Drawings. 2. Installation shall include a shut off valve to facilitate removal of the air release assembly. 3. Body and Cover: Cast iron, ASTM A126, cast steel epoxy coated or type 316 stainless

steel. 4. Internal linkage, Stem, Guide Bushing: Stainless steel, SAE 316. 5. Float: Stainless steel, ASTM A240 or foamed polypropylene. 6. O-ring Buna-N. 7. Plug: Brass. 8. Automatic Sewage Air Release Valve: A.R.I S-020, Cla-Val Series 34, or Crispin SL-20. 9. Combination Sewage Air Release Valve: Cla-Val Series 36, Crispin US-20 or A.R.I.

Combination D-020 or D-025.

F. Concrete Valve Vaults 1. Reinforced precast concrete, conforming to ASTM C478, or reinforced concrete pipe,

conforming to ASTM C76, Class IV. 2. Cast iron manhole frames and covers, conform to ASTM A48. Types as indicated on the

Drawings.

G. Miscellaneous Concrete 1. Miscellaneous concrete shall conform to Division 03 Section “Cast-In-Place Concrete”. 2. Miscellaneous concrete shall be provided for:

a. Thrust blocking. b. Concrete encasement. c. Valve supports.


d. Concrete collars and fillets.

H. Detectable Marker Tape 1. Provide with PVC pipe (and open-cut HDPE pipe) installation. 2. Plastic Tape

a. Continuously printed for use with buried services. b. Solid aluminum fill core: 0.35 mil (0.00035 inch) minimum. c. Minimum thickness: 5 mil, ASTM D2103. d. Width: 6 inches. e. Background: Green. f. Lettering: Black. g. Tensile strength: 35 lbs. per inch, ASTM D882. h. Inscription: "Caution Sanitary Force Main Buried Below." i. Installation: 18 inches below finish grade.

3. Product and Manufacturer a. MAGNATEC or Traceline by Thor Enterprises, Inc. b. Proline Safety Products, Inc. c. Or equal.

2.2 PIPE BEDDING AND BACKFILL

A. Granular Backfill: State of Ohio, Department of Transportation (ODOT), Construction and Material Specifications, Item 304 - Aggregate Base.

B. Pipe Bedding: ODOT crushed coarse aggregate, conforming to AASHTO M43, Size No. 57.

C. Earth Backfill 1. Fine sand, clayey gravel, sand-clay, silty clay, clay (soil types GM, GC, MH, ML, CH). 2. Excavated materials.

D. Unsuitable Materials 1. Organic soils (soil types OL, OH, PT). 2. Rocks larger than 6 inches in any dimension. 3. Bricks and building debris. 4. Frozen materials.

PART 3 - EXECUTION

3.1 PREPARATION

A. Verify that substrate is ready to receive work and elevations are as indicated on Drawings.

B. Beginning of installation means acceptance of existing conditions.

3.2 TRENCHING

A. General 1. Trench excavation shall follow lines and grades as indicated on the Drawings. Exact

positions shall be subject to and adjusted to interferences with other work. 2. Leave trenches open until work is inspected.


3. Whenever existing items such as sewer pipes, water pipes, gas mains, culverts, or other pipes or structures are encountered in or near the lines of trenches being excavated, use proper care in preserving such items intact, and repair any damage to such items due to failure to exercise sufficient care.

4. Prior to beginning excavation, notify, in writing, all utilities on the project of the intended work and schedule.

5. Locate all existing utilities or other structures of critical location in advance of excavation.

6. Uncover existing pipes and cables ahead of trenching for new work.

B. Excavation and Pipe Bedding 1. Sanitary Force Mains

a. Trench shall be excavated 6 inches below bottom of pipe and shall be excavated to provide a minimum of 5’-0” of cover over pipe.

b. Pipe shall be laid in pipe bedding material which will completely surround pipe and will be carried a minimum of 12 inches above top of pipe and compacted in layers not to exceed 6 inches in thickness with mechanical tampers.

c. Pipes installed by directional boring do not require bedding material. 2. Valve Vault Pits: Excavate to depth required, and provide solid base for construction.

C. Backfill and Compaction 1. Under and within 5 feet of roads, walks and other paved areas, trenches and pits shall be

backfilled to sub-grade with granular backfill compacted in 8-inch lifts, measured after compaction.

2. Elsewhere, backfill with granular backfill or earth backfill. Top 6 inches shall be topsoil. 3. Unsuitable backfill shall not be used. 4. Compaction shall be as specified in Division 31 Section “Earthwork”.

3.3 INSTALLATION

A. General 1. Install full lengths of pipe, where practical. 2. Make joints in accordance with manufacturer's recommendations. 3. Lay pipe in dry trench. Line may be partially backfilled, leaving joints open until after

testing. 4. Install under railroad or pavement where shown. Use steel casing pipe as shown. See

Division 33 Section “Boring and Jacking”. 5. Plug end of pipe when not being worked. 6. Leave line clean and free of debris when complete.

B. Sanitary Force Main 1. Install force mains as shown on Trench Detail. 2. Restrained joints shall be provided on all fittings and across all joints where indicated on

the Plans. 3. Flush all lines as required. 4. Polyethylene encasement shall be installed around ductile iron pipe in accordance with

AWWA C105. 5. Tops of all valve boxes shall be adjusted to top of pavement, or to 1 inch above finish

grade in unpaved areas.


C. Valve Vault 1. Shall be built as shown on Drawings. 2. Precast riser precast manholes shall be carried to proper height so that the top of casting

will be set at the finish grade.

3.4 TESTING

A. General: Tests may be conducted on completed pipe line or any completed portion that can be isolated from other sections previously tested or not complete.

B. Testing Sanitary Force Mains 1. Plug ends of line being tested. 2. Fill line or section of line at least 24 hrs prior to testing. Allow all air to escape. 3. If no outlet is available at a high point of line, provide a tap, fitted with a corporation

stop, to release air at the high point. 4. Test pressure to be held for one (1) hour. A calibrated water source shall be used by test

pump to maintain test pressure. 5. Test pressure to be 150 lb/sq in. at test gage. 6. Allowable leakage for ductile iron or polyvinyl chloride pipe to be computed from this

requirement: 11.65 U.S. gal per 24 hour per mile of pipe per inch of nominal size. 7. If more water is used to make up leakage than is allowed, the line is to be made tight. 8. Retesting shall be made until the requirements are met.

END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Storm Drainage Utilities City of Youngstown 33 45 00 - 1

SECTION 33 45 00

STORM DRAINAGE UTILITIES

PART 1 GENERAL 1.1 DESCRIPTION

A. Work Included: Site drainage required for this Work includes, but is not necessarily limited to furnishing all labor, equipment and materials for the storm drain pipe replacement.


A. Qualifications of Workmen: Provide at least one person who shall be thoroughly trained and experienced in the skills required, who shall be completely familiar with the requirements of work described in this Section, and who shall be present at all times during progress of the work of this Section and who shall direct all work performed under this Section.


A. Protection: Use all means necessary to protect the materials of this Section before, during and after installation and to protect the installed work and materials of all other trades.

B. Replacements: In the event of damage, immediately make all repairs and replacements necessary

to the approval of the Engineer and at no additional cost to the Owner. PART 2 PRODUCTS 2.1 DRAINAGE PIPE

A. All damaged roadway and/or driveway pipe shall be replaced with a pipe of an existing type and size (15 inch minimum) or a 15 inch (minimum) reinforced concrete pipe or PVC SDR 35, whichever controls, or as required by the Engineer at no additional cost.

2.2 REINFORCED CONCRETE PIPE

A. If the existing pipe is RCP and is in a usable condition as approved by the Engineer, the pipe may be reinstalled. Any damaged or deficient pipe must be replaced at no cost to the Owner. All reinforced concrete pipe shall be in accordance with Item 603 ODOT, Type B.

2.3 OTHER MATERIALS

A. All other materials not specifically described but required for a complete and proper installation of the work of this Section shall be as selected by the Contractor subject to the approval of the Engineer.


PART 3 EXECUTION 3.1 SURFACE CONDITIONS

A. Inspection: Prior to all work of this Section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence. 1. Verify that site drainage may be installed in accordance with the original design, all pertinent

codes and regulations, and all pertinent portions of the referenced standards. 2. The Contractor shall maintain the flow of all water courses during construction.

B. Discrepancies: In the event of discrepancy, immediately notify the Engineer.

1. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved.

3.2 TRENCHING, BEDDING, AND BACKFILLING

A. Perform all trenching, bedding, and backfilling in strict accordance with the provisions of Section 31 23 33– Trenching and Backfilling of these specifications. Aggregate bedding shall be used and 12 inches of minimum cover over the pipe shall be maintained, or as required by the plans and specifications.

3.3 LAYING PIPE

A. Belled Pipe: Lay belled pipe with hub ends upgrade, accurately centerline the spigots in them.

3.4 EQUIPMENT

A. Held-hand vibrator compactors will be acceptable for execution of this portion of the Work, subject to Engineers approval of equipment used to meet the compaction required under Section 31 23 33 – Trenching and Backfilling.

3.5 TOLERANCES

A. Finish all surface and inverts to the following tolerances: 1. Pipe line invert elevations: Plus 0.05 feet to minus 0.05 feet from elevations before removal.

3.6 REMEDIAL MEASURES

A. Upon direction of the Engineer, remove, reconstruct, and/or reinstall all components of the site drainage system which do not meet the requirements of this Section.

3.7 CLEANING UP

A. Upon completion of the work of this Section, leave all components of the storm drain system completely free from silt, debris, and obstructions and restore all surfaces to the condition they were in at the start of the work of this Section.




END OF SECTION

61-04D33 – 84” Interceptor Sewer Replacement Maintaining Traffic City of Youngstown 33 50 00 - 1

SECTION 33 50 00

MAINTAINING TRAFFIC PART 1 GENERAL 1.01 DESCRIPTION

A. This work shall consist of maintaining, controlling and protecting vehicular traffic, construction traffic, railroad traffic, pedestrian traffic and all work operations while the contract is in force. The work site shall be cleaned-up at the end of each workday, which includes but not limited to back filling open ditches, removing dirt/and or stockpiles, grading and maintaining all disturbed areas, grading and maintaining access roads with like materials.

B. All damages to the roadway and all appurtenances thereto, that can be attributed to the

proposed work, shall be restored to the original condition or better at the Contractor’s bid price under this Section or appropriate sections of the contract.

C. The Contractor shall provide qualified railroad employees, law enforcement officers, and

flaggers as required by this Section.

D. All operations shall be conducted so as not to interfere with, interrupt, or endanger the operation of trains nor damage, destroy, or endanger the integrity of railroad facilities. All work on or near railroad property shall be conducted in accordance with applicable railroad safety rules and regulations. The contractor shall secure and comply with the applicable railroad safety rules and shall give written acknowledgement to the railroad that they have been received, read, and understood by the contractor and its employees. Operations will be subject to railroad inspection at any and all times.

E. All cranes, lifts, or other equipment that will be operated in the vicinity of the railroad’s

electrification and power transmission facilities shall be electrically grounded as directed by the railroad. At all times when the work is being progressed, a field supervisor for the work with no less than twelve (12) months experience in the operation of the equipment being used shall be present. If boring equipment or similar machines are being used, the machine operator also shall have no less than twelve (12) months experience in the operation of the equipment being used.

F. Whenever equipment or personnel are working closer than 15 feet (4.6m) from the centerline

of an adjacent track, that track shall be considered as being obstructed. Insofar as possible, all operations shall be conducted no less than this distance. Operations closer than 15 feet from the centerline of a track shall be conducted only with the permission of, and as directed by a duly qualified railroad employee present at the site of the work.

G. Crossing of tracks at grade by equipment and personnel is prohibited except by prior arrangement with, and as directed by, applicable railroad.


A. The Contractor shall comply fully with the regulations set forth in the Ohio Department of Transportation manual of uniform traffic control, ODOT Item 614 and the railroad specifications for pipeline occupancy during the proposed work.


1.03 REFERENCES A. Construction and Material Specifications Department of Transportation, State of Ohio latest

edition.

B. Ohio Department of Transportation Manual of Uniform Traffic Control.

C. Railroad Specifications for Pipeline Occupancy. 1.04 JOB CONDITIONS

A. Dust Control: Use all means necessary to control dust on and near the Work and on the near

all trench areas if such dust is caused by the Contractor's operations during performance of the Work or if resulting from the condition in which the Contractor leaves the site. 1. Thoroughly moisten or apply calcium chloride to all surfaces as required to prevent dust

being a nuisance to the public and other operations concurrent and adjacent to the site.

B. Protection: Use all means necessary to protect all materials and equipment during the operation of the work.

1.05 SUBMITTALS

A. The Contractor shall provide and submit to the Engineer for approval a traffic control plan as

per the Ohio Department of Transportation Manual of Uniform Traffic Control and the Railroad Specifications for Pipeline Occupancy. The Contractor’s final plans for maintenance and detouring of traffic must be submitted to the City of Youngstown and approved a minimum of ten (10) working days prior to the start of work. Copies of the approved maintenance of traffic plan shall be given to the Project Engineer and also shall be kept onsite along with the other permits. The Contractor shall coordinate the work in a manner that will minimize the magnitude and duration of traffic disruption in the project area.

PART 2 PRODUCTS (Not Used) PART 3 EXECUTION 3.01 TRAFFIC CONTROL

A. While the contract is in force the Contractor shall provide and maintain in safe condition such

facilities as may be necessary to provide safe vehicular and pedestrian ingress and egress for the Engineer’s Representatives, Owner Representatives, workers, and anyone having business to conduct within the project area.

B. During the construction of the project, including periods of suspension of the work, the contractor shall furnish and maintain pavement lights, construction signs, barricades, and such other traffic control devices, law enforcement officers and flaggers as may be necessary to maintain safe traffic within the work limits.

Channelizing devices such as barricades, drums, vertical panels and cones shall be protected by adequate advance warning construction signs.


Construction signs, barricades, vertical panels, and drums shall be reflectorized with type G or type H sheeting as specified by ODOT 730.19.

C. For stationary operations such as loading material and cleaning equipment, every effort shall

be made to have all equipment completely off the traveled way. When the Contractor cannot remove his equipment from the traveled way, all traffic control devices on vehicles shall be in operation and flaggers and vehicles shall be stationed to protect the work site and all adjacent operations.



END OF SECTION