Direction of Drilling

VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE A PLATE 58A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE A PLATE 58B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE A PLATE 58C

CORE SAMPLE B PLATE 59A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE B PLATE 59B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE B PLATE 59C VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE B PLATE 59D VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE B PLATE 59E

CORE SAMPLE C PLATE 60A VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE C PLATE 60B VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE C PLATE 60C VIEW OF ROCKCLIFFE FORMATION SHALE BEDROCK OUTCROP ON THE SOUTH SIDE OF THE ROCKCLIFFE PARKWAY OPPOSITE RETAINING WALL A. GROUNDWATER SEEPAGE IS OCCURING ALONG THE TOE OF THE SLOPE AND THE WATER FLOWS EAST ALONG THE ROADWAY TOWARDS THE CATCHBASINS.

CORE SAMPLE C PLATE 60D

CORE SAMPLE D PLATE 61

CORE SAMPLE E PLATE 62

CORE SAMPLE BHG 1 PLATE 63

Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45

APPENDIX – C PHOTOS OF CONCRETE CORE SAMPLES SELECTED FOR LABORATORY TESTING

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C27 – West Wall Lock 16 (Photo 6 of 6)

PHOTO C28 – West Wall Lock 17 (Photo 1 of 8)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C29 – West Wall Lock 17 (Photo 2 of 8)

PHOTO C30 – West Wall Lock 17 (Photo 3 of 8)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C31 – West Wall Lock 17 (Photo 4 of 8)

PHOTO C32 – West Wall Lock 17 (Photo 5 of 8)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C33 – West Wall Lock 17 (Photo 6 of 8)

PHOTO C34 – West Wall Lock 17 (Photo 7 of 8)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C35 – West Wall Lock 17 (Photo 8 of 8)

PHOTO C36 – East Wall Lock 17 (Photo 1 of 4)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C37 – East Wall Lock 17 (Photo 2 of 4)

PHOTO C38 – East Wall Lock 17 (Photo 3 of 4)

Concrete Condition Assessment and Geotechnical Investigation September 2011 Healey Falls Locks 15, 16, and 17 10-0006-45 Public Works Government Service Canada (PWGSC)

PHOTO C39 - East Wall Lock 17 (Photo 4 of 4)

Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45

APPENDIX – D STABILITY ANALYSIS OF RETAINING WALL AND BACK SLOPE AT LOCK 16

Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45

RETAINING WALL

DESIGN CALCULATIONS COVER SHEET

Project No. : 10-0006-45 Project Name : Healey Falls Locks # 16&17 Retaining Wall

File No. : Discipline : Civil Engineering Calculation Title : Design of retaining wall January 19 Calculation No. : CIV-001 Prepared by : Lev Bulkovshteyn Date : 2011 No. of Sheets : Reviewed by : Javid Iqbal Date : Supersedes Calc. No. : Approved by : Paul Read Date : Calculation Description :

The scope of these calculations is the design check of existing retaining wall

Related Design Concept : .

Reference Codes and Standards :

See references below.

ENGINEER’S SEAL

Rev. Date Checked Approved Approved Rev. # Rev. Description Author Revised by by

C:\Documents and Settings 22/09/2011 \LBulkovshteyn\My Documents\Healey

References

1. Concrete Design Handbook, Third Edition Cement Association of Canada 2. Foundation Analysis and Design by Joseph E Bowles 3. CRSI Handbook, Concrete Reinforcing Steel Institute, 1980 4. Reinforced Concrete Fundamentals by Phil M Ferguson, 1958 5. Reinforced Concrete Design Handbook by Charles e Reynolds

kN γw := 9.81 ⋅ 5 kPa := 1000Pa in := 25.4mm 3 Es := 2⋅ 10 ⋅ MPa m

kN γcon := 23.5 ⋅ 3 m

The existing retaining wall is a cantilever concrete wall with a stem 1.66 m high with thickness varied from 330 to 505 mm, base is 2.75 m long and 300 mm thick.

Assume that backfill is granular with density of 23 KN/m^3 and angle of internal friction of 30 degrees. Water level is at the top of the wall.

kN γm := 23 ⋅ φ := 30⋅ deg dstem := 330⋅ mm 3 m

αL := 1.5

Design width

Bwall := 1⋅ m

1 Stability check

The minimum base with for similar wall (considering an additional 33 degrees slope of the backfill) is 4'-6" and minimum thickness of base and stem is 1', but heel has a backfill on it, that improves stability. For conservative results we assume that retaining wall was built next to the rock, there is no heel. Ref 3 p.14-10

Calculations PF - 6.6.# Page 3 of 15

Bslab := 2.75⋅ m Hslab := 0.3⋅ m

Hstem := 1.96m

Earth and water are acting on the height equal to

Hpres := 1.66⋅ m

Earth pressure at bottom of slab

2   φ  Qes := Bwall ⋅ Hpres ⋅ tan 45⋅ deg −  ⋅ ()γm − γw   2 

kN Qes = 7.298 ⋅ m

There is an additional load from the stone retaining wall and backfill behind it.

Assume additional load from backfill on the wedge from top of stone retaining wall ∆ := (170.75− 170.25 )⋅ m

∆ = 0.5 m

The width of load is approximately 0.4m and distance to stem is 0.5m.

Dis:= 0.5⋅ m Width:= 0.4⋅ m

As the result of it there will be LineLoad per unit length of the wall

Nll := γm ⋅ Width ⋅ ∆ ⋅ Bwall Ref 5 Table 20 Pressure due to surcharge Nll = 4.6⋅ kN

The distance to linear load N

Width d:= Dis + 2

d= 0.7 m Corresponded horizontal load acting on the wall

Calculations PF - 6.6.# Page 4 of 15

2   φ  Fs := Nll ⋅ tan 45⋅ deg −    2 

Fs = 1.533⋅ kN

Load will act on distance from bottom of the slab  d  Arm fs := Hpres −   1.2 

Arm fs = 1.077m

Water pressure at bottom of slab

Qws := γw ⋅ Bwall ⋅ Hpres

kN Qws = 16.285 ⋅ m

Unfactored design moment at bottom of slab

Additional moment from ∆

Madd := Arm fs ⋅ Fs

Madd = 1.651⋅ kN⋅ m

2 Hpres Mneg := Madd + ()Qws + Qes ⋅ 6

Overturning moment

Mneg = 12.482⋅ kN⋅ m

Weight of slab

Calculations PF - 6.6.# Page 5 of 15

Ws := Bslab ⋅ Hslab ⋅ Bwall ⋅ γcon

Ws = 19.387⋅ kN d = 0.33 m Weight of stem stem Hstem = 1.96 m 1 - rectangular part

Wstem1 := dstem ⋅ Hstem ⋅ Bwall ⋅ γcon

Wstem1 = 15.2⋅ kN

2 -triangular part

Dstem2 := 0.175⋅ m Hstem2 := 1.66⋅ m

γcon Wstem2 := Dstem2 ⋅ Hstem2 ⋅ Bwall ⋅ 2

Wstem2 = 3.413kN

Weight of backfill on the inclined part of the wall

γm Wbf := Dstem2 ⋅ Hstem2 ⋅ Bwall ⋅ 2

Wbf = 3.341kN

Positive moment

  dstem  Bslab  Mplus1 := Wstem1 ⋅ Bslab +  + Nll ⋅ ()Bslab + d + Ws ⋅    2  2 

Mplus1 = 86.835⋅ kN⋅ m  Dstem2   2  Mplus2 := Wstem2 ⋅ Bslab + dstem +  + Wbf ⋅ Bslab + dstem + Dstem2 ⋅   3   3 

Mplus2 = 21.392 kN⋅ m

Mplus := Mplus1 + Mplus2

Mplus = 108.227 kN⋅ m

Calculations PF - 6.6.# Page 6 of 15

Sum of weights

Psum := Ws + Nll + Wstem1 + Wstem2 + Wbf

Psum = 45.941⋅ kN

Eccentricity relative to toe

()Mplus − Mneg Χ := Psum

Χ = 2.084m

Eccentricity of vertical resultant with respect to the geometrical center of base Bbase := Bslab + dstem + Dstem2

Bbase = 3.255m

 Bbase  eres := Χ −   2 

eres = 0.457m

The eccentricity should be less than Bslab/6

Bbase emax := 6

emax = 0.542m

The maximum soil pressure

 eres  Psum ⋅ 1+ 6 ⋅   Bbase  σmax := Bbase ⋅ Bwall

kN σmax = 25.993 ⋅ 2 m

The minimum soil pressure

Calculations PF - 6.6.# Page 7 of 15

 eres  Psum ⋅ 1− 6 ⋅   Bbase  σmin := Bbase ⋅ Bwall

kN σmin = 2.236 ⋅ 2 m All base is in compression, Stability is OK

Check for sliding

Shear force from backfill

Hpres Vb := Qes ⋅ 2

Vb = 6.058⋅ kN

Shear force from water pressure

Hpres Vw := Qws ⋅ 2

Vw = 13.516⋅ kN

From additional load

Vadd := Fs

Vadd = 1.533⋅ kN

Sum of shear forces

Vshear := Vb + Vw + Vadd

Calculations PF - 6.6.# Page 8 of 15

Vshear = 21.107⋅ kN

Friction force

Vfr := Psum ⋅ tan ()φ

Psum = 45.941⋅ kN

Vfr = 26.524⋅ kN

The resisting force is 26.524kN, the sum of driving forces is 21.07 kN. Weep holes for drainage have to be drilled to remove hydrostatic pressure. As the result shear from backfill will be equa to Vfin

2 2 Hpres   φ  Vfin := Bwall ⋅ ⋅ tan 45⋅ deg −  ⋅ ()γm 2   2 

Vfin = 10.563⋅ kN

Vsumfin := Vfin + Vadd

Vsumfin = 12.096⋅ kN

The safety factor is

Vfr Fac saf := Vsumfin

Fac saf = 2.193

The safety factor against sliding should be at least 1.5, OK Ref. 2 Cl.12-4

Seismic

Seismic is 0.116g, assuming the rigid wall distribution trust from backfill will act at distance 0.58 of wall height.

Fac seis := 0.116 Hpres = 1.66 m

Calculations PF - 6.6.# Page 9 of 15

2 Thrust := γm ⋅ Hpres ⋅ Fac seis ⋅ Bwall

Thrust= 7.352⋅ kN Seismic arm

Arm seis := 0.58⋅ Hpres

Arm seis = 0.963m

Mnegseis := Mneg + Thrust⋅ Arm seis

Mnegseis = 19.56⋅ kN⋅ m

Eccentricity relative to toe

()Mplus − Mnegseis Χseis := Psum

Χseis = 1.93 m

Eccentricity of vertical resultant with respect to the geometrical center of base Bbase = 3.255m

 Bbase  eresseis := Χseis −   2 

eresseis = 0.302⋅ m

OK, The eccentricity is less than Bslab/6

The driving force for check of sliding including thrust

Vseis := Vsumfin + Thrust

Vseis = 19.448⋅ kN

Calculations PF - 6.6.# Page 10 of 15

The safety factor including seismic is

Vfr Fac safseis := Vseis

Fac safseis = 1.364 Factor of safety for seismic should be at least 1, OK

2. Reinforcement design

Earth pressure at bottom of stem

hstem := 1.33⋅ m

2   φ  Qe := Bwall ⋅ hstem ⋅ tan 45⋅ deg −  ⋅ ()γm − γw   2 

kN Qe = 5.848 ⋅ m Water pressure at bottom of stem

Qw := γw ⋅ Bwall ⋅ hstem kN Qw = 13.047 ⋅ m

Unfactored design moment at bottom of stem from backfill and water pressure 2 hstem Mbotstem := ()Qw + Qe ⋅ 6

Mbotstem = 5.571⋅ kN⋅ m

From additional load

Madd = 1.651⋅ kN⋅ m

Calculations PF - 6.6.# Page 11 of 15

Ultimate design moment

Mdes := ()Mbotstem + Madd ⋅ αL

Mdes = 10.832⋅ kN⋅ m

Ref 4 Assume that existing concrete is 20 MPa, reinforcement has yield Table 1.2. strength of 40 ksi

Reinforced Concrete Properties: layers:= 1

Fc := 20MPa ϕs := 0.85 ϕc := .65 Fy := 40⋅ ksi agg:= 40mm

Fy = 275.79⋅ MPa agg= 1.575⋅ in  2  kN  π ⋅ db  2 fc := 20 γc := 23.5 db := 10mm Adb := Adb = 78.54⋅ mm 3  4  m

Table 17-A23.3-04: annex A, P. 175 Requires concrete cover 75mm cc:= 75mm

Clause 10.1.7

α1 := .85− .0015fc if ().85− .0015fc > 0.67 α = 0.82 0.67 otherwise 1

β1 := .97− .0025fc if ().97− .0025fc > 0.67 β1 = 0.92 0.67 otherwise

CASE 1- stem is 330 mm from top to bottom

dstem = 0.33 m

Calculations PF - 6.6.# Page 12 of 15

Effective stem depth, d eff :

 db  deff := dstem − cc − layers⋅ db −  deff = 240⋅ mm  2 

Find minimum bar spacing: Clause 6.6.5.2 of A23.3-04

sb.min_1 := 1.4⋅ db sb.min_2 := 1.4⋅ agg sb.min_3 := 30mm

sb.min_1 = 14⋅ mm Governs sb.min_2 = 56⋅ mm

Check max spacing: Clause 13.10.4 of A23.3-04

sp max_1 := 3⋅ dstem sp max_2 := 500mm Governs

sp max_1 = 990⋅ mm

Normalized Moment: Mdes Krp_a := 2 Bwall ⋅ deff

Krp_a = 0.188⋅ MPa

2 ϕc ⋅ α1 ⋅ Fc − ()ϕc ⋅ α1 ⋅ Fc − 2⋅ Krp_a ⋅ ϕc ⋅ α1 ⋅ Fc ρp2a := ϕs ⋅ Fy

ρp2a = 0.000809

Asp2a := ρp2a ⋅ Bwall ⋅ deff

2 Asp2a = 194.261⋅ mm

Number of bars per 1m

Asp2a nbars := Adb

Calculations PF - 6.6.# Page 13 of 15

nbars = 2.473

or 1-10mm bar @400 mm Ref. 3 Compare results with 5' high wall of 1' thickness that requires #3 @ 18" page 14-2 or 10 mm @ 457mm (no water pressure , bars Fy=400 MPa),

Fccompare := 3000⋅ psi Fccompare = 20.684⋅ MPa

Fycompare := 60000⋅ psi Fycompare = 413.685⋅ MPa

CASE 2 - stem is 473 mm @ bottom

dstemb := 473⋅ mm

In order to satisfy requirement for minimum reinforcement Ref 1 Cl 10.5.1.3 design for will be for 1.3*M

Effective stem depth, d eff :

 db  deffb := dstemb − cc − layers⋅ db −  deffb = 383⋅ mm  2 

Find minimum bar spacing: Clause 6.6.5.2 of A23.3-04

sbb.min_1 := 1.4⋅ db sb.minb_2 := 1.4⋅ agg sb.minb_3 := 30mm

sbb.min_1 = 14⋅ mm Governs sb.minb_2 = 56⋅ mm

Check max spacing: Clause 13.10.4 of A23.3-04

sp maxb_1 := 3⋅ dstem sp maxb_2 := 500mm Governs

sp maxb_1 = 990⋅ mm

Normalized Moment: Mdes ⋅ 1.3 Krp_b := 2 Bwall ⋅ deffb

Krp_b = 0.096⋅ MPa

Calculations PF - 6.6.# Page 14 of 15

2 ϕc ⋅ α1 ⋅ Fc − ()ϕc ⋅ α1 ⋅ Fc − 2⋅ Krp_b ⋅ ϕc ⋅ α1 ⋅ Fc ρp2b := ϕs ⋅ Fy

ρp2b = 0.000411

Asp2b := ρp2b ⋅ Bwall ⋅ deff

2 Asp2b = 98.728⋅ mm

Number of bars per 1m

Asp2b nbarsb := Adb

nbarsb = 1.257

Use 1 10 mm bar per 500 mm ( sp maxb_2 )

or 1-10mm bar @500 mm

Reinforcement of e xisting wall should be checked with the bar finder and compared with required reinforcement.

Calculations PF - 6.6.# Page 15 of 15 Concrete Condition Assessment and Geotechnical Investigation Healey Falls Locks 15, 16, and 17 September 2011 Public Works Government Service Canada (PWGSC) 10-0006-45

BACKSLOPE

Healey Falls Locks #16 Stability Evaluation of Retaining Wall Full Hydrostatic Pressure Loading

1.29 Local Slip Surface Below Gabion wall

178

176

174 Gravelly Sand

172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Elevation (m) 166 Concrete Retaining wall: Unit Weight 24 kN/m³, Phi = 45 °, C' =100 kPa Gravelly sand : Unit Weight 20 kN/m³, Phi = 30 °, C' =0 kPa 164 Granuar Backfill : Unit Weight 20 kN/m³, Phi = 30 °, C' =0 kPa 162 -20 2 4 6 8 1012141618 Distance (m)

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 1 **PRELIMINARY NOT TO BE (Showing Local Slip Surface Below Gabion walls) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011 Healey Falls Locks #16 Stability Evaluation of Retaining Wall Full Hydrostatic Pressure and Seismic Loading

0.99 Local Slip Surface Above Gabion wall

178

176

174 Gravelly Sand

172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 1 **PRELIMINARY NOT TO BE (Showing Local Slip Surface Above Gabion walls) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011 Healey Falls Locks #16 Stability Evaluation of Retaining Wall No Hydrostatic Pressure and No Seismic Loading

1.34 Local Slip Surface Above Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

1.03 Local Slip Surface Above Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface Below Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

1.13

Local Slip Surface Below Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

1.55

Local Slip Surface Below Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface Below Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface 1.27 Above Gabion wall 178

176

174 Gravelly Sand

172 BASE ASSUMPTIONS: 170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 2 **PRELIMINARY NOT TO BE (Showing Local Slip Surface Above Gabion walls) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011 Healey Falls Locks #16 Stability Evaluation of Retaining Wall Full Hydrostatic Pressure and Seismic Loading

Local Slip Surface 0.99 Above Gabion wall 178

176

174 Gravelly Sand

172 BASE ASSUMPTIONS: 170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

1.34 Local Slip Surface Above Gabion wall

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface 1.12 Above Gabion wall 178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface 1.18 Below Gabion wall 178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 2 **PRELIMINARY NOT TO BE (Showing Local Slip Surface Below Gabion walls) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011 Healey Falls Locks #16 Stability Evaluation of Retaining Wall Full Hydrostatic Pressure and Seismic Loading

Local Slip Surface 0.92 Below Gabion wall 178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa Elevation (m) 166 Concrete Retaining wall: Unit Weight 24 kN/m³, Phi = 45 °, C' =100 kPa Gravelly sand : Unit Weight 20 kN/m³, Phi = 30 °, C' =0 kPa 164 Granuar Backfill : Unit Weight 20 kN/m³, Phi = 30 °, C' =0 kPa 162 -2024681012141618 Distance (m)

Local Slip Surface 1.41 Below Gabion wall 178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

Local Slip Surface 1.10 Below Gabion wall 178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: No Hydrostatic Pressure (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 2 **PRELIMINARY NOT TO BE (Showing Local Slip Surface Below Gabion walls) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011 Healey Falls Locks #16 1.09 Stability Evaluation of Retaining Wall Full Hydrostatic Pressure Loading

Critical Overall/Global Slip Surface

178

176

174 Gravelly Sand 172 BASE ASSUMPTIONS:

170 Groundwater Level: Full Hydrostatic Pressure behind Retaining wall (Assumed) 168 Limestone-Bedrock Limestone Bedrock : Unit Weight 20 kN/m³, Phi = 40 °, C' =50 kPa

IDEALIZED STRATIGRAPHIC SECTION USED FOR CASE 2 **PRELIMINARY NOT TO BE (Showing Critical Overall Slip Surface) USED FOR CONSTRUCTION PRINTED FEBURARY 3, 2011