Subject: DEPARTMENT OF TRANSPORTATION...27 C O O R D I N A T E G R I D AD C O N N E C T I C U T R-2, Sta. 2+117 DESIGNER/DRAFTER: CHECKED BY: PROJECT TITLE: TOWN: DRAWING TITLE: PROJECT

STATE OF CONNECTICUT

DEPARTMENT OF TRANSPORTATION

M E M O R A N D U M

Subject:

0004-0118(4-132) Reconstruction of Old Farms Road Avon

Date: September 9, 2016

to:

Mary E. Baker Trans. Principal Engineer Bureau of Engineering and Construction

from:

Leo L. Fontaine Trans. Principal Engineer Bureau of Engineering and Construction

1. Transmitted are the following: Roadway Geotechnical Report Structure Geotechnical Report (Headwalls/Endwalls) Plans: Correspondence:

2. This transmittal is being made: In response to your request dated February 4, 2015. Initiated by this office

3. Comments:

4. Please take the following action: Please review and forward to Please review for incorporation into the design of the project For your use and information

Attachment

Amy Hare cc: Leo Fontaine – Michael McDonnell Jon Hagert – David Gruttadauria – Luis Alfonzo William Britnell - Matthew Vail – Marissa Washburn – Charlie Grillo

mcdonnellmf

Text Box

for

To: Mary E. Baker 2 Project No.: 0004-0118 From: Leo L. Fontaine Date: September 9, 2016

Geotechnical Roadway Report-Transmittal Format

Project Description : This project includes the realignment of Old Farms Road and safety improvements at the intersection of old Farms Road and Route 10. The purpose is to improve flooding conditions and safety concerns at the intersection. A short section of Route 10 will be widened with full-depth reconstruction. Two headwalls for the existing culverts at Sta. 2+118 and Sta. 2+268 will be constructed within the widening section of Route 10. This report details the roadway recommendations in addition to the structure recommendations.

Geotechnical Information and Site Conditions: Surficial Geology: Published USGS mapping indicated the presence of alluvium overlying fines in the area of the stream, and sand and gravel underlying the site. Bedrock Geology: Published USGS mapping indicates the presence of the bedrock formation New Haven Arkose underlying the site. Observations:

o Groundwater was observed in three of the borings, R-2, R-3, and R-4. Zero-hour readings obtained directly after drilling indicated a shallow groundwater at elevations varying from elevation 54 to 56.

o Slope instability is present at the outlets of both culverts at Site 1 and Site 2 due to erosion at the culvert outlets.

Subsurface Exploration and Testing Data: Boring logs and location plan attached. Pavement Core results and location plan attached. Rock Core data sheet attached. Laboratory test data attached.

Recommendations (Headwalls):

Site 1 (Sta. 2+268): o Found the spread footing foundation on 12 inches of granular fill on

prepared in-situ soil, with a minimum embedment depth of 4 feet. o The granular fill should extend 12-inches beyond the limits of the footing. o The preliminary plans indicate the footing shall be founded at elevation

54.5 ft. o Backfill the headwall with Pervious Structure Backfill. Provide back wall

drainage using bagged stone and weepholes. o The attached Geotechnical Wall Design Parameter sheet details the

foundation design recommendations. o Immediate settlement is predicted to be 0.5” or less. Post-construction

settlement is expected to be negligible.


Site 2 (Sta. 2+118):

o Found the spread footing foundation on 12 inches of granular fill on prepared in-situ soil, with a minimum embedment depth of 4 feet.

o The granular fill should extend 12-inches beyond the limits of the footing. o The preliminary plans indicate the footing shall be founded at elevation

56.75 ft. o Backfill the headwall with Pervious Structure Backfill. Provide backwall

drainage using bagged stone and weepholes. o The attached Geotechnical Wall Design Parameter Sheet details the

foundation design recommendations. o Immediate settlement is predicted to be ¾” or less. Post-construction

settlement is expected to be negligible.

o The Factored Strength Limit and Factored Service Limit bearing capacities for both retaining walls should be reflected on the plans.

Recommendations (Roadway):

Fill Slopes: o Maximum fill slope rates: 1 (V) to 1.5 (H). o Slope treatments for slope surface: Use standard turf establishment for

slopes 1(V) to 2(H) or flatter as per FORM 817. Earth Cut Slopes: o Maximum cut slope rates: 1 (V) to 2 (H). o Treatment for slope surface: Use standard turf establishment as per FORM

817. o Earth excavation shrink value: 10% o Rock excavation estimate for payment size boulders: Neither rock excavation

nor payment sized boulders are anticipated during roadway excavation.

Additional Recommendations: o Include the following logs on the wall plan sheets: R-1, R-2, R-3, and R-4. o Reuse of excavated materials should be limited to embankment fill only.


Construction Considerations: o Maximum cut slope rates for establishing temporary sheeting limits shall be:

1.5(H): 1(V). We anticipate the use of TERS is required at this site and should be called for on the plans. Steel sheetpiling should be feasible.

o The proposed method for water handling is a diversion pipe around the existing culverts. Should this method change, we will provide recommendations for cofferdam and dewatering requirements with the associated pay items.

o Bedrock and payment-sized boulders should not be encountered during construction so no rock excavation items will be required.

o No yielding or overexcavation of subgrade soil is anticipated. Subgrade soil, prepared in accordance with Form 816-Section 2.09, shall provide a firm stable base for the placement of the pavement structure.

o Plans should call for the use of Structure Excavation – Earth (Complete.) o Slope treatment for slope surfaces: As previously discussed with Highway

Design, for the steepened slope at 2+268, utilize crushed stone placed upon 6-inches of granular fill.

Attachments:

1. Figures a. Project Location Plan b. USGS Mapping (Surficial and Bedrock) c. Boring Location Plans (3)

2. Subsurface Data: a. Boring Logs

3. Design a. Wall Design Sheet for Site 1 b. Wall Design Sheer for Site 2

Wa

terv

ille

Sta

te H

wy 1

0

Cid

er

Bro

ok

Old Farms

Tillo

tso

n

Fawn

Bishop

Cem

ete

ry

Driveway

Bishop

Thick Till

Till

Sand and GravelAlluvium overlying Fines

Water

Water

Alluvium overlying Fines

Gravel

Avon

Project No. 0004-0118Relocation of Old Farms Road

4

Surficial Geology

0 1,200 2,400600Feet

Wa

terv

ille

Sta

te H

wy 1

0

Cid

er

Bro

ok

Old Farms

Tillo

tso

n

Fawn

Bishop

Cem

ete

ry

Driveway

Bishop

New Haven ArkoseAvon

Project No. 0004-0118Relocation of Old Farms Road

4

Bedrock Geology

0 1,200 2,400600Feet

27C

OO

RDIN

AT

E

GRID

AD

CO

NN

EC

TIC

UT

DESIGNER/DRAFTER:

CHECKED BY:

PROJECT TITLE: TOWN:

DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.

Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.



OF WORK WHICH WILL BE REQUIRED.

THE CONDITIONS OF ACTUAL QUANTITIES

IN NO WAY WARRANTED TO INDICATE

INVESTIGATIONS BY THE STATE AND IS

SHEETS IS BASED ON LIMITED

QUANTITIES OF WORK, SHOWN ON THESE

THE INFORMATION, INCLUDING ESTIMATED

9/9/2016

BLOCK:

SIGNATURE/

APPROVED BY:

OFFICE OF ENGINEERING

...\Geotech\4-118_SF_LOC.dgnPlotted Date:

CONNECTICU

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DE

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RT

ME

NT

O F TRANS

PO

RT

ATI

ON

-

-

-

-ROUTE 10

AVON

1 OF 3BORING LOCATION PLAN

AEH

REALIGNMENT OF OLD FARMS RD4-118

R-1

R-4, Sta. 2+412

R-3, Sta. 2+250

R-2, Sta. 2+117

R-1, Sta. 1+550

MA

PL

E

1.0

MA

PL

E

1.0

AS

H

1.0

TWIN

OA

K

1.5

OA

K

1.5

AP

PR

OX.

WE

TL

AN

DS

49

49

4949

49

49

49

49

49

49

48

48

48

49

49

49

49

Z=4

8.7

7

X=17

67

13.1

6

Y=104

315.8

1

1+540

1+520

1+500

1+560

1+580

Proposed Alignment

27

CO

OR

DIN

AT

E

GRID

AD

CO

NN

EC

TIC

UT

R-2

R-3

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











9/9/2016

BLOCK:

SIGNATURE/

APPROVED BY:



CONNECTICU

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DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON

-

-

-

-REALIGNMENT OF OLD FARMS RD

ROUTE 10

AVON


AEH 4-118

R-4, Sta. 2+412

R-3, Sta. 2+250

R-2, Sta. 2+117

R-1, Sta. 1+55062

59

60

60

60

60

61

61

61

61

61

62

62

62

62

62

62

62

62

62

62

62

62

62

62

62

62

62

62

62

63

63

63

63

63

64

64

64

64

64

Sta. 2+118

Proposed Headwall

Sta. 2+268

Proposed Headwall

27

CO

OR

DIN

AT

E

GRID

AD

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NN

EC

TIC

UT

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











9/9/2016

BLOCK:

SIGNATURE/

APPROVED BY:



CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON

-

-

-

-REALIGNMENT OF OLD FARMS RD

ROUTE 10

AVON


4-118AEH

BO

UL

DE

R

PIL

LA

R

IRO

N

FE

NC

E

375

CP

P

63

64

64

64

64

64

64

64

65

65

66

67

R-4

R-4, Sta. 2+412

R-3, Sta. 2+250

R-2, Sta. 2+117

R-1, Sta. 1+550

S-1

S-2

S-3

S-4

TOPSOIL

SAND Brown f-c SAND, tr. silt

Brown f SAND, little silt, tr. gravel

Brown f-c SAND, little gravel, tr. silt, with cobbles

Brown f-c SAND, some silt, little gravel

END OF BORING 17ft

24

24

24

24

2

5

15

17

3 4 4 5

1 1 1 3

8 16 25 21

12 12 14 9

Core Barrel Type: NA

Driller: P. Michaud

Engineer: Amy Hare

Start Date: 7-11-15 Route No.: Old Farms Rd.

Inspector: A. Hare

Hammer Wt.: NA

Earth: 17ft

Stat./Offset: 1+550/3.5 m RTown: Avon

Project No.: 0004-0118 Northing: 104332.74

Easting: 176722.557

Finish Date: 7-11-15 Bridge No.:

Hole No.: R-1

NOTES: The Depths are in feet.The Stations are in meters.

Sheet1 of 1

No. ofSoil Samples: 4

Rock: ft

Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test

Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50%

No. ofCore Runs: 0

RQ

D %

Sam

ple

Typ

e/N

o.

Total Penetration in

Surface Elevation: 48.69

Fall: 30in.Fall: NAin.

Sampler Type/Size: 2" SS

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

Hammer Wt.: 140

Material Descriptionand Notes

SAMPLES

Connecticut DOT Boring Report

Casing Size/Type: NA

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

45

40

35

30

Blows onSampler

per 6 inches

Project Description: Realignment of Old Farms Rd

Groundwater Observations: @NE

S-1

S-2

S-3

S-4

S-5

PAVEMENTSTRUCTURESILTY SAND

GLACIALTILL

Reddish brown f SAND, some silt

Brown f SAND, some silt, tr. organics

Reddish brown f SAND, little silt, tr. gravel

Reddish brown f SAND, some silt, tr. gravel

Reddish brown f SAND, some silt, tr. gravel

END OF BORING 26.9ft

24

24

24

24

22

10

12

12

15

17

1 2 1 1

13 3 6 11

12 12 10 10

12 28 31 34

58 32 60 65/4


Driller: P. Michaud

Engineer: Amy Hare

Start Date: 7-13-15 Route No.: 10

Inspector: G. Arzt

Hammer Wt.: 140lb

Earth: 26.9ft

Stat./Offset: 2+117/3 m LTown: Avon


Easting: 177011.618


Hole No.: R-2


Sheet1 of 1


Rock: ft



No. ofCore Runs: 0

RQ

D %

Sam

ple

Typ

e/N

o.



Fall: 30in.Fall: 24in.

Sampler Type/Size: 2"SS

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

Hammer Wt.: 140lb


SAMPLES


Casing Size/Type: 4" HFJ

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

60

55

50

45

40

35

Blows onSampler

per 6 inches


Groundwater Observations: @7.5 after 0 hours

85

S-1

S-2

S-3

S-4

C-1

PAVEMENTSTRUCTURESAND

GLACIALTILL

BEDROCK

Brown f-c SAND, tr. silt, with cobbles


Reddish brown f SAND, little silt, tr. gravel, withcobbles

Reddish brown f-c SAND and GRAVEL, withcobbles

Red SILTSTONE, fine-grained, laminated,moderately fractured, slightly weathered, mediumstrong. Core times: 3, 2, 2.5, 2.5, 3 min.

END OF BORING 30ft

24

24

24

1.5

60

2

15

9

1.5

55.6

1 1 1 2

13 7 8 14

11 15 34 37

50/1.5 0 0 0

Core Barrel Type: NQ2

Driller: P. Michaud

Engineer: Amy Hare


Inspector: G. Arzt

Hammer Wt.: 140lb

Earth: 25.1ft

Stat./Offset: 2+250/0.5 m RTown: Avon


Easting: 177041.368


Hole No.: R-3


Sheet1 of 1


Rock: 5ft



No. ofCore Runs: 1

RQ

D %

Sam

ple

Typ

e/N

o.


Surface Elevation: 62



Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

Hammer Wt.: 140lb


SAMPLES


Casing Size/Type: 4" HFJ

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

60

55

50

45

40

35

30

Blows onSampler

per 6 inches


Groundwater Observations: @4.5 after 0 hours

S-1

S-2

S-3

S-4

S-5

PAVEMENTSTRUCTURESAND

GLACIALTILL

Reddish brown f-c SAND, little silt, tr. gravel



Reddish brown f SAND, some silt, tr. f gravelwith cobbles

Reddish brown f SAND and SILT

END OF BORING 26.5ft

24

24

16

24

6

10

14

15

18

6

9 10 12 15

16 24 25 39

40 62 70/5 0

24 28 45 55

60/6"


Driller: P. Michaud

Engineer: Amy Hare


Inspector: G. Arzt

Hammer Wt.: 140lb

Earth: 28ft

Stat./Offset: 2+412/2 m LTown: Avon


Easting: 177071.668


Hole No.: R-4


Sheet1 of 1


Rock: ft



No. ofCore Runs: 0

RQ

D %

Sam

ple

Typ

e/N

o.





Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

Hammer Wt.: 140lb


SAMPLES


Casing Size/Type: 4"HFJ

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

60

55

50

45

40

35

Blows onSampler

per 6 inches


Groundwater Observations: @3 after 0 hours

Geotechnical Wall Design Parameters

Project No. 0004-0118

Retaining Wall Site 1

Sta. 2+268

Factored Resistances

Strength Limit Service Limit

Bearing 3.3 tsf 4.0 tsf

Sliding 0.46V 0.57V

V=total vertical force

Lateral Earth Loads

Soil Unit Weight, γ : 125 pcf

Lateral Earth Pressure(static): 34 psf

Live Load Surcharge-Uniform Earth Pressure*: 0.33 γ heq

*heq based on AASHTO-LRFD Table 3.11.6.4-2

Foundation Design Details

Minimum Embedment Depth: 4 ft.

Backwall Drainage: Bagged Stone and Weepholes

Subgrade Preparation: 1ft of Granular Fill

Maximum Temporary Cut Slope: 1(V):1.5(H)

Additional Comments

• Design recommendations based on 2007 AASHTO LRFD and ConnDOT Bridge Design

Manual.

• Preliminary plans/cross sections provided show the bottom of footing to be at elevation

54.5 ft +

• Include the following logs on the wall plan sheets: R-3

Geotechnical Wall Design Parameters

Project No. 0004-0118

Retaining Wall Site 2

Sta. 2+118

Factored Resistances

Strength Limit Service Limit

Bearing 2.6 tsf 2.2 tsf

Sliding 0.46V 0.57V

V=total vertical force

Lateral Earth Loads

Soil Unit Weight, γ : 120 pcf

Lateral Earth Pressure(static): 34 psf

Live Load Surcharge-Uniform Earth Pressure*: 0.33 γ heq

*heq based on AASHTO-LRFD Table 3.11.6.4-2

Foundation Design Details

Minimum Embedment Depth: 4 ft.

Backwall Drainage: Bagged Stone and Weepholes

Subgrade Preparation: 1ft of Granular Fill

Maximum Temporary Cut Slope: 1(V):1.5(H)

Additional Comments

• Design recommendations based on 2007 AASHTO LRFD and ConnDOT Bridge Design

Manual.

• Preliminary plans/cross sections provided show the bottom of footing to be at elevation

56.75 ft +

• Include the following logs on the wall plan sheets: R-2.

Documents

Subject: DEPARTMENT OF TRANSPORTATION...27 C O O R D I N A T E G R I D AD C O N N E C T I C U T R-2, Sta. 2+117 DESIGNER/DRAFTER: CHECKED BY: PROJECT TITLE: TOWN: DRAWING TITLE: PROJECT