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 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 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 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 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 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 D PLATE 61 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 E PLATE 62 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 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⋅