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CORTIANA CULVERTS REPLACEMENT PROJECT
STRUCTURE NO. 08520
HYDROTECHNICAL DESIGN BRIEF
MOTI PROJECT 24798
Prepared for:
BC Ministry of Transportation and Infrastructure Southern Interior Region
Kamloops, BC
Prepared by:
Northwest Hydraulic Consultants Ltd. Kamloops, BC
20 December, 2019
NHC Ref No. 3004231‐01
Cortiana Culverts Replacement Project ii Hydrotechnical Design Brief
TABLE OF CONTENTS
DISCLAIMER .................................................................................................................................................... I
LIST OF TABLES .............................................................................................................................................. II
LIST OF APPENDICES ...................................................................................................................................... II
1 INTRODUCTION...................................................................................................................................... 1 1.1 Design codes and references ........................................................................................................... 1 1.2 Information provided by MoTI ......................................................................................................... 2 1.3 Information from other sources ...................................................................................................... 2
2 INONOAKLIN CREEK DESCRIPTION ........................................................................................................ 3 2.1 Watershed and crossing reach physical characteristics .................................................................. 3 2.2 Streamflow estimates ...................................................................................................................... 3
Channel improvements (regrading, widening and armouring) are required for approximately 80 m
upstream and 35 m downstream of Highway No. 6. Refer to the drawing in Appendix A for details.
The waterway design includes lowering the creek invert from the outlet of the existing culverts to about
40 m upstream of the crossing. The recommended lowering is expected to extend to/be close to the
underlying bedrock surface, resulting in a 3.5 percent grade through the crossing and about 0.8 m of
additional vertical clearance for the replacement structure. The grade control for the newly steepened
channel section will be provided by a rock riffle grade control composed of 500‐kg, void‐filled riprap at a
10 percent slope to tie into the upstream channel. Additional 500‐kg void‐filled riprap is recommended
for 11.5 m along the 3.5 percent channel to tie the downstream bedrock channel into the grade control.
From approximately 80 m to 35 m upstream of the crossing, 500‐kg riprap with a nominal thickness of
1.2 m is recommended along the left bank of the approach channel, adjacent to the highway. The
remaining left bank and concrete retaining wall leading up to the bridge is protected with 1000‐kg
riprap, sloped at 1.5H:1V. The same riprap specification is used for both left and right banks downstream
of the bridge opening. The right bank directly upstream of the bridge opening is located along an outer
bend, where channel velocities are expected to peak. Therefore, 1000‐kg riprap sloped at 2H:1V is
recommended with a nominal thickness of 1.8 m to tie into the bridge and the existing upstream
bedrock.
3.1 Hydraulic summary
The following table summarizes the hydraulic performance of the proposed permanent crossing (see
NHC, 2019 for a more in‐depth discussion of the hydraulic analysis of existing crossing).
Table 1. Summary of the hydraulic model results for the new channel and bridge
Peak Flow
Return Period Peak Flow (m3/s) Flood
Level1, (El., m)
Average
Velocity2
(m/s)
2‐year 15.3 1135.8 2.4
10‐year 25.3 1136.2 2.7
100‐Year 37.9 1136.7 3.0
200‐Year 41.8 1136.8 3.1
200‐Year Design Flow3 46.0 1136.9 3.2
Notes: 1. The flood levels shown are at the downstream side of the proposed new bridge. 2. Average velocities are maximum average values within the hydraulic opening. 3. Includes a 10 percent increase to account for the effects of climate change.
3.2 Design flood level and required bridge clearance
MOTI standard for flood clearance is 1.5 m above the 200‐year design flood level, El. 1136.9 m.
Therefore, the minimum bridge soffit elevation required for flood clearance at both bridges shall be El.
PROFILE ALONG CREEK CENTRELINE - INONOAKLIN CREEKSCALE = 1:250
1.500
WP7
WP103.5%
13.000 11.500
EXISTING CREEK BED
DESIGN CHANNEL
GRADE CONTROL500-KG VOID-FILLED RIPRAP
EXISTING CULVERTS AND FILL TO BE REMOVED
DESIGN TOP OF RIPRAP
1000-KG BANK RIPRAP500-KG BANK RIPRAPPROPOSED BRIDGE
101+00101+50
P
I
D
0
1
6
-
4
9
5
-
5
1
9
D
L
1
4
0
2
9
D
L
1
6
3
2
9
0+000
0+010 0+020 0+030 0+040 0+050 0+060 0+070
0+080
0+09
0
0+10
0
0+1100+120
0+13
00+
133
WP1
WP2
WP3
WP4
WP5
WP6
WP8
WP9 WP10
WP11
WP12
WP13
WP14
WP15
WP17
WP18WP19
WP20 WP21 WP22WP23
WP24
WP25
WP26
WP27
WP28
WP29
WP30
WP7
WP16
1000-KGRIPRAPGRADE CONTROL
500-KG VOID-FILLED RIPRAP
PLACE RIPRAP AGAINST WALL AS REQUIREDPLACE RIPRAP AGAINSTWALL AS REQUIRED
TRIM BACK OF RIPRAP TO MINIMIZEENCROACHMENT INTO PROPERTY
BLEND RIPRAP TOEXISTING BEDROCK
BLEND RIPRAP INTO EXISTINGBEDROCK OUTCROP
500-KG RIPRAP
1000-KGRIPRAP
BRIDGE AND RETAINING WALL(SEE NOTE 4)
FIELD FIT TRIBUTARY TIE-IN(EG. USE VOID-FILLED RIPRAP TO CREATESEMI-IMPERVIOUS CHANNEL BOTTOM)
FIELD-FITSMOOTHTIE-IN WITHEXISTINGVEGETATEDBANK
WRAP RIPRAP AROUND WALL
1.51
1.51
1.200
1.500
1.500
1.800
1.51
21
1.51 1.5
11.500
1.500
SECTION 1
SECTION 2
SECTION 3
SECTION 4
Q200
Q200
Q200
Q200
SEE NOTE 14
SEE NOTE 14
SEE NOTE 14
WP17
WP16
WP24WP26
WP25
SCALE = 1:100
SCALE = 1:100
SCALE = 1:100
SCALE = 1:100
WP23
WP13
4.500
1.200
0.600
0.300
0.300
0.300
1.200
1.200
1.500
1.500
0.600
1.500
1.500 1.500
1.500
0.6000.600
4.500
VARIES
11
0.700
1.000
0.5000.500
11
11
WP14
1000-KG RIPRAP(SEE NOTES 6 TO 10)
1000-KG RIPRAP(SEE NOTES 6 TO 10)
500-KG RIPRAP(SEE NOTES 6 TO 10)
500-KG VOID-FILLED RIPRAP
1000-KG RIPRAP(SEE NOTES 6 TO 10)
1000-KG RIPRAP(SEE NOTES 6 TO 10)
EXISTING BUILDING EDGE
TRIM BACK OF RIPRAPTO SIT FLUSH WITH WALL
TRIM BACK OF RIPRAPTO SIT FLUSH WITH WALL
TRIM BACK OF RIPRAPTO SIT FLUSH WITH WALL
SEE NOTE 4
CAP THE 500-KG RIPRAP WITH 10-KG RIPRAP, WRAP IN GEOTEXTILE,AND REINSTATE SHOULDER OVERTOP (SEE DETAIL 1)
CAP THE 1000-KG RIPRAP WITH 10-KG RIPRAP, WRAP INGEOTEXTILE, AND REINSTATE BANK MATERIAL OVERTOP(SEE DETAIL 1)
EXISTING EDGE OF PAVEMENT
CAP THE 1000-KG RIPRAP WITH10-KG RIPRAP AND REINSTATEPAVEMENT OVERTOP AS REQUIRED(SEE DETAIL 1)
SEE NOTE 4
1000-KG RIPRAP(SEE NOTES 6 TO 10)
TRIM RIPRAP AS REQUIREDTO AVOID ENCROACHMENTINTO EXISTING PROPERTY
TIE INTOEXISTINGBEDROCK
SEE NOTE 4
GEOTEXTILE COVEREDWITH 150mm COMMON FILL
GEOTEXTILE COVEREDWITH 150mm COMMON FILL
GEOTEXTILE COVEREDWITH 150mm COMMON FILL(BOTH SIDES)
GEOTEXTILE COVEREDWITH 150mm COMMON FILL(BOTH SIDES)
500-KG VOID-FILLED RIPRAP
500-KG VOID-FILLED RIPRAP
WORKPOINTS
WP
WP1
WP2
WP3
WP4
WP5
WP6
EASTING
403529.80
403525.70
403537.64
403533.19
403541.16
403536.69
NORTHING
542140.21
542137.29
542123.80
542121.59
542115.69
542113.48
ELEVATION
1139.97
1136.61
1139.62
1136.30
1139.47
1136.14
WORKPOINTS
WP
WP7
WP8
WP9
WP10
WP11
WP12
EASTING
403538.86
403548.26
403543.90
403550.29
403543.77
403546.10
NORTHING
542105.48
542099.34
542097.01
542083.76
542068.22
542081.14
ELEVATION
1137.21
1138.53
1134.87
1135.65
1138.18
1133.84
WORKPOINTS
WP
WP13
WP14
WP15
WP16
WP17
WP18
EASTING
403554.55
403550.38
403560.89
403552.89
403556.76
403570.62
NORTHING
542087.74
542085.51
542076.09
542061.30
542069.30
542058.22
ELEVATION
1137.66
1134.50
1133.65
1138.12
1133.68
1137.79
WORKPOINTS
WP
WP19
WP20
WP21
WP22
WP23
WP24
EASTING
403565.26
403570.94
403574.25
403578.70
403585.26
403588.03
NORTHING
542068.07
542082.00
542075.93
542067.72
542057.03
542059.03
ELEVATION
1133.14
1136.31
1133.28
1132.94
1134.74
1132.46
WORKPOINTS
WP
WP25
WP26
WP27
WP28
WP29
WP30
EASTING
403596.63
403592.41
403596.44
403597.68
403600.07
403596.16
NORTHING
542065.24
542062.20
542043.80
542049.44
542059.83
542057.01
ELEVATION
1135.93
1132.46
1135.95
1132.62
1135.45
1132.79
AA
A
A
A
DETAIL 2 - RIPRAP ANCHORING TO BEDROCKSCALE = N.T.S.
A
GROUND ANCHOR POINTUSE DYWIDAG THREADBAR 25 DIAMETER ASTM A615GRADE 517MPa WITH EYE NUTS FLUSH MOUNTED TOROCK, OR EQUIVALENT(SEE NOTE 12 FOR ANCHORAGE)
MIN. 1000mm BOULDER, DRILLED
58" 6 x 19 FIBRE CORE WIRE ROPE (OR CHAIN)
CONFORMING TO CSA G4. CABLES SHALL BE UNSPLICED.
EXISTING BEDROCKSECTIONS OF ANCHOREDRIPRAP MUST BEGIN ANDFINISH WITH ANCHORS
INSTALL WIREROPE CLIPS ONBOTH SIDES OFANCHORS
SEE NOTE 10 TO 12
MAXIMUM THREE BOULDERSBETWEEN ANCHORS
RIPRAP ANCHORLOCATIONS TO BEFIELD-FIT
1135
1140
1145
1135
1140
1145
101+30 101+40 101+50 101+60 101+70
PROFILE ALONG L100 - HIGHWAY No. 6SCALE = 1:250
Q200 EL. 1136.9(DOWNSTREAM)
PROPOSED CHANNEL BEDEL. 1134.8
1.51
1.200
DETAIL 1 - GEOTEXTILE WRAP AND TOE ANCHORING
Q200
SCALE = N.T.S.
0.3000.300
A
0.150RIPRAP(SEE NOTES 6 TO 10)
GEOTEXTILE BEHIND SLOPING RIPRAPTO WRAP OVER 10-KG RIPRAP AND BECOVERED WITH COMMON FILL
ANCHORED BOULDERINSTALLED FIRST ONBEDROCK PRIOR TOCONSTRUCTION OFRIPRAP
GEOTEXTILE COVEREDWITH 150mm COMMON FILL
Southern Interior Region
Ministry of TransportationBRITISHCOLUMBIA & Infrastructure
NOTES:1. REFER TO NOTES 2 TO 5 ON DWG R2-1101-101 FOR NOTES ON SURVEY DATUM.2. UTILITY DATA SHOWN ARE FROM FIELD EVIDENCE AND BC ONE CALL INFORMATION. UTILITIES OTHER THAN
THOSE SHOWN MAY EXIST.3. ALL LEGAL BOUNDARIES ARE APPROXIMATE AND WERE LOCATED USING ICIS CADASTRAL MAPPING, HYDRO POLE
AND ROADWAY CL TIES.4. REFER TO DRAWINGS 8520-12 (GENERAL ARRANGEMENT) AND 8520-13, 14, 15, 16, 17 AND 18 (RETAINING WALLS).5. REFER TO PROBE HOLE TABLE ON DRAWING 8520-25 FOR DEPTH TO INFERRED BEDROCK.6. RIPRAP SPECIFICATIONS AND INSTALLATION SHALL CONFORM TO THE MOTI STANDARD SPECIFICATION FOR
HIGHWAY CONSTRUCTION SS 205.7. ALL SLOPING RIPRAP SHALL BE UNDERLAIN WITH CLASS 1, NON-WOVEN GEOTEXTILE.8. RIPRAP APRON MAY BE FIELD-FIT OR OMITTED IN LOCATIONS WHERE BEDROCK IS ENCOUNTERED.9. WHERE TOE OF RIPRAP IS IN CONTACT WITH BEDROCK, THE RIPRAP TOE BOULDERS SHALL BE ANCHORED INTO
THE BEDROCK (SEE DETAIL 2).10. ROCK ANCHORS SPECIFICATIONS AND INSTALLATION SHALL CONFORM TO THE MOTI STANDARD SPECIFICATION.
ANCHOR LOCATIONS TO BE CONFIRMED AND APPROVED IN THE FIELD.11. ROCK ANCHORS TO BE HOT DIP GALVANIZED IN CONFORMANCE TO ASTM A123 OR A153.12. ROCK ANCHORS TO BE DRILLED AND FIXED INTO ROCK w/GROUT. MIN. 1000mm EMBEDDED WITH TWO
CENTRALIZERS AT TOP AND BOTTOM OF BAR INTO A 75mm Ø x 1200mm HOLE AND INSTALLED IN ACCORDANCEWITH SPECIAL PROVISIONS.
13. CHANNEL ALIGNMENT PROVIDED BY ALLNORTH.14. FINISHED HIGHWAY DESIGN SURFACE BY ALLNORTH NOT SHOWN.
PLAN VIEWSCALE = 1:250
400 - 253 1st AvenueKamloops, BC V2C 3J4Canadawww.nhcweb.com