resort municipality of whistler whistler gateway loop redevelopment

Transcription

3
2
SAVED 2016-05-31 10:28 AM
1
5
4
6
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P261
N
ROAD
LORIMER
E
Paper Size = ARCH D
At Full Size, this border measures 570 mm x 850 mm
E
millimeters
100
PROJECT
LOCATION
B WAY
BLACKCOM
0
SKY
O
T
SEA
10
HIG
#99
Y
A
HW
LVD
B
NDS
A
L
RTH
O
N
D
50
D
LOCATION PLAN
Scale: 1:25,000
KWL - CIVIL
D
BLV
E
T
E GA
G
P248
A
VILL
C
SITE
LOCATION
N.C.
PUBLIC - ARCHITECTURAL
DWG
DRAWING DESCRIPTION
DWG
DRAWING DESCRIPTION
G-001
LOCATION MAP, SITE PLAN, DRAWING INDEX
A1.01
SITE PLAN, LEGENDS AND SCHEDULES
G-002
EXISTING SITE CONDITIONS, LEGEND
A2.01
L1 PLAN
G-003
PROPOSED COMPREHENSIVE SITE PLAN
A2.02
ROOF PLAN
G-004
ISOLATION AND REMOVALS
A3.01
L1 RCP
C-101
GRADING PLAN
A5.01
ELEVATIONS AND SECTIONS
C-102
ROAD GEOMETRICS
A5.11
SECTIONS AND DETAILS
C-201
GATE WAY LOOP & BUS LOOP PROFILE
FAST+EPP - STRUCTURAL
C-301
SECTIONS
DWG
DRAWING DESCRIPTION
C-103
ROAD PAINTING AND SIGNAGE
S1.00
GENERAL NOTES - SHEET 1
C-104
SANITARY & WATER SERVICES
S1.01
S2.00
FOUNDATION PLAN
KWL - ELECTRICAL
B
Golf Course
PRV P249
PRV
Municipal
PSV
GENERAL NOTE
O:\0000-0099\029-264\501-Drawings\a_Production_Dwgs\29 264 G 001.dwg
DWG
DRAWING DESCRIPTION
S2.10
ROOF FRAMING PLAN
E-101
SITE PLAN
S2.11
ROOF PREFAB PANEL PLAN
E-102
SINGLE LINE DIAGRAM
S2.12
ROOF CLT PANEL PLAN
E-103
LIGHTING AND RECEPT. WIRING DIAGRAM
S4.00
E-104
KIOSK LAYOUT
S4.10
E-105
BUS SHELTER ELECTRICAL DISTRIBUTION
S4.11
E-106
BENCH/CURB, HEAT TRACE, AND JB DETAILS
S4.12
S4.13
P+A - LANDSCAPE
PSV
ALL MATERIALS AND CONSTRUCTION
SHALL BE IN ACCORDANCE WITH THE
RESORT MUNICIPALITY OF WHISTLER
SUBDIVISION AND SERVICING BYLAW,
SUPPLEMENTED WITH THE MASTER
MUNICIPAL CONSTRUCTION DOCUMENTS
(MMCD).
N.C.
DWG
DRAWING DESCRIPTION
L1.0
LANDSCAPE PLAN
L1.1
LIGHTING PLAN
L2.0
GRADING PLAN
L3.0
PLANTING PLAN
L4.0
IRRIGATION PLAN
L5.0
ILLUSTRATIVE LANDSCAPE SECTIONS
L6.0
LANDSCAPE DETAILS
L6.1
LANDSCAPE DETAILS
L6.2
LANDSCAPE DETAILS
L6.3
LANDSCAPE DETAILS
SITE PLAN
Scale: 1:2000
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Description of Revision
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
Group
2
3
4
5
6
A
RESORT MUNICIPALITY
OF WHISTLER
WHISTLER GATEWAY LOOP REDEVELOPMENT
GENERAL
LOCATION MAP, SITE PLAN & DWG INDEX
Project No.
1
B
RESORT MUNICIPALITY OF WHISTLER
KWL CONTRACT 29.264
P257
A
C
29.264
GENERAL
Drawing No.
Rev.
G001
7
0
3
2
SAVED 2016-05-31 10:24 AM
5
4
669.36
669.45
669.53
669.70
669.71
669.70
669.76
669.71
669.80
669.84
669.87
669.70
669.93
669.74
670.09
670.13
670.19
670.14
669.76
670.24
SL
N
670.24
670.19
670.21
670.26
670.18
SL
670.31
670.15
W
E
670.21
670.28
670.15
670.19
670.23
670.30
670.29
670.32
670.33
670.37
670.35
670.38
670.45
SL
SL
SL
670.25
670.37
T
TELEPHONE MAIN
T
t
TELEPHONE SERVICE
t
COMBINED TEL/CABLE SERVICE
t-c
E-T-C
COMBINED ELEC/TEL/CABLE MAIN
E-T-C
COMBINED ELEC/TEL/CABLE SERVICE
G
g
GAS SERVICE
g
SL
STREET LIGHT MAIN
SL
TR
TRAFFIC SIGNAL MAIN
TR
670.88
670.58
670.72
670.69
670.75
670.80
670.69
670.76
w
670.99
671.02
671.08
671.32
s
REDUCER
LP
END CAP
PIPE POST
671.27
EDGE OF GRAVEL ROADS / DRIVEWAYS
671.89
E
671.85 E
671.96
672.08E
672.29
672.12
671.57
672.31
672.20
E
671.93
SURVEY CONTROL
672.82
672.82
672.83
672.70
672.68
GSL
SITE COORDINATES ARE GROUND LEVEL DISTANCES IN METRES. TO COMPUTE GRID DISTANCES, MULTIPLY GROUND
LEVEL DISTANCES BY COMBINED SCALE FACTOR OF 0.99949718 AT KWL SPIKE 5751.
673.21
G
ELEVATION DATUM IS GEODETIC BASED ON TIES TO HBO MONUMENT 4559, BRASS MONUMENT AT THE WAR MEMORIAL
CENOTAPH, ELEVATION = 672.184m
673.21
671.97
671.86
671.78
672.07
672.59
672.65
E
672.05
672.79
672.86
E
HORIZONTAL COORDINATE ORIGIN IS UTM NAD 83 AT KWL SPIKE 5751 BASED ON STATIC RTK GPS OBSERVATIONS.
672.06
672.57
672.85
G
SURVEY CONTROL
INSPECTION CHAMBER
TOPOGRAPHY
672.87
E
DISTRICT LOT
672.82
672.77 672.74
G
672.77
672.02
672.00
671.96
E
W
671.82
671.76
671.78
671.81
671.77
W
671.68
KWL 5755
672.98
672.979
671.84
672.67
w
CLEAN-OUT (BELOW SURFACE)
W
E
SL
672.80
672.81
672.81
672.80 G
672.81672.81
w
EASEMENT / RIGHT-OF-WAY
MANHOLE
E
672.75
672.09
672.28 672.19
672.36
G
672.15
672.45
672.48
672.50
w
LOT
CLEAN-OUT (ABOVE SURFACE)
B
G
672.69
W
LEGAL
672.70
672.19
672.12
672.71
672.69
E
672.00
672.44
672.68
W
s
672.33
672.60
672.57
E
s
SERVICE CONNECTION
S
672.55
672.58
SANITARY
s
672.62
671.94
672.16
672.45
SL
671.76
671.85
W
FLOWPATH - OVERLAND
E
671.92
672.43
672.59
672.61
672.48
671.89
671.67
671.93
672.50
E
672.38
672.42
672.23
672.35
E
671.93
672.08
E
E
FLOWPATH - MINOR (DITCH OR SWALE)
E
672.38
671.83
671.63
671.72
W
671.60
HYDROLOGY
EDGE OF CONCRETE OR PAVERS PATH
671.50
671.74
E
672.24
SL
FLOWPATH - MAJOR (CREEK OR RIVER)
E
E
1
EDGE OF GRAVEL PATH
MAIN
E
672.23
BORE HOLE
EDGE OF PAVED PATH
671.74
671.49
672.58
GEOTECHNICAL
WHEEL PATH
S
E
E
672.31
PAINT LINES - URBAN LANES
671.74
S
671.30
671.42
671.55
671.34
671.66
671.77
672.00
PAINT LINES - BROKEN 3.0 m
PAINT LINES - RURAL LANES
S
672.01
671.59
ALIGNMENT EXTENTIONS
S
SL
672.18
SL
S
671.55
671.64
671.70
671.49
671.53
ALIGNMENTS / CENTRELINES
671.74
671.39
671.50
671.44
ALIGNMENTS
B
671.42
671.41
EDGE OF CONCRETE/PAVER ROADS/DRIVEWAYS
E
S
671.53
671.59
671.95
671.36
E
671.33
671.35
SPRINKLER HEAD
671.50
S
671.75
671.31
671.28
671.35
671.36
671.39
KWL
5753
671.48
671.38
671.37
671.65
S
E
THRUST BLOCK
EDGE OF PAVED ROADS / DRIVEWAYS
671.32
G
671.32
671.56
S
671.27
671.24
671.25
671.480
671.42 671.44
671.37
CORP. STOP / CURB STOP
ROADS
G
671.25
671.44
671.33
S
HYDRANT
671.31
G
E
VALVE
IP
671.24
S
671.30
G
671.24
671.21
671.49
SL
OPP
w
671.39
671.37
671.35
671.19
SL
OLP
s
LEAD PLUG
671.22
671.19
671.88
671.38
671.35
C
671.54
671.38
671.20
E
OIP
SERVICE CONNECTION
671.13
671.88
671.47
671.17
SL
IRON PIN
671.12
MAIN
w
671.16
671.13
671.67
671.46
671.41
671.31
671.13
671.24
671.29
671.90
671.49 SL
671.50
671.05
671.18
671.16
SL
MON
75H45632MONUMENT
100.000
KWL/1234 SURVEY TAG
100.000
TBM TEMP.
1
BENCH MARK
100.000
G
671.61
G
671.14
671.12
671.89
671.50
671.36
671.27
671.13
671.23
WATER
671.43
671.41
671.41
671.07
671.08
671.07
671.10
671.06
671.13
SURVEY
670.99
671.44
672.33
671.14
E
LAWN EDGE
671.74
671.34
671.30
671.08
671.15
671.13
671.16
SL
671.07
671.30
G
671.12
671.05
671.09
671.03
BUSH LINE / HEDGE LINE
CONTOUR - MINOR
671.39
SL
671.02
670.99
670.99
TREE LINE
671.27
671.02
670.95
VEGETATION
671.59
E
STREET LIGHT (DOUBLE DAVIT)
CONTOUR - MAJOR
670.93671.06
671.30
671.24
SL
670.93
670.84
670.97
670.90
RETAINING WALL - ROCK
SURFACES
670.91
SL
670.97
671.52
670.95
670.95
670.98
STREET LIGHT (SINGLE DAVIT)
RETAINING WALL
670.91
670.93
670.88
670.80
670.93
671.02
671.03
670.87
SL
670.91
670.73
670.72
671.16
671.14
671.21
670.98
671.58
671.28
671.19
671.03
671.07
671.13
671.11
671.04
671.45
G
671.03
671.05
670.95
670.85
670.95
670.97
670.83
670.85
670.83
670.83
670.87
SL
670.88
670.64
670.69
670.75
670.77
671.34
671.15
E
ROADSIDE BARRIER - CENTERED
670.76
670.86
w
670.87
STREET LIGHT (POST TOP)
D
670.55
670.63
670.85
w
670.67
670.69
670.71
w
670.74
670.78
670.78
670.80
670.78
GAS MARKER
GUARDRAIL
669.69
670.26
671.15
670.64
670.71
670.75
670.73
GAS VALVE
FENCE - BARBED & GENERAL
669.11668.98
669.24
KWL
5754
669.32
669.37
669.318
669.47
670.37
671.36
671.29
671.16
670.88
670.88
w
670.61
670.68
TRANSFORMER
FENCE - POST & RAIL
C
670.672
JUNCTION BOX
FENCE - CHAINLINK
670.61
670.65
670.57
KWL 5756
670.67
670.94
671.20
670.95
671.13
670.98
671.04
670.85
670.86
670.52
670.64
670.66
670.64
670.64
SERVICE BOX
CABLE BARRIER WITH POSTS
670.86
E
GENERAL STRUCTURES
669.94
669.98
SL
STRUCTURES
GAS MAIN
669.64
670.52
670.60
e-t-c
G
670.81
670.97
W
MANHOLE
670.47
E
e-t-c
CATCH BASIN MANHOLE
10
t-c
669.80
SL
INSPECTION CHAMBER
670.59
T-C
669.80
670.91
670.91
670.84
G
HEADWALL
0
COMBINED TEL/CABLE MAIN
T/C
CLEAN-OUT (SUBSURFACE)
669.22
671.65
670.54
670.46
669.52
669.93
669.91
669.87
670.09
670.41
s
50
CLEAN-OUT
670.48
SL
CATCH BASIN (SIDE INLET)
670.02
669.99
670.79
670.53
670.52
670.01
670.16
669.86
669.94
SL
CATCH BASIN (STANDARD)
e
670.28
D
670.11
SL
e
SL
669.14 669.01
SL
669.33
D
669.69
671.69
SL
LAWN DRAIN
669.88
670.17
670.88
L
670.80S
670.49
670.36
670.35
G
669.52
SL
E
670.37
SL
SL
ELECTRICAL MAIN
ELECTRICAL
SERVICE CONNECTION
E
670.47
669.02
G
SERVICE CONNECTION
670.44
669.19
D
670.31
G
c
670.49
670.53
SL
CABLE SERVICE CONNECTION
670.63
670.60
669.89
SL
c
670.71
670.66
669.32
E
D
d
670.75
670.74 670.73
670.71
E
PERFORATED PIPE
SL SL
669.93
D
670.86
SL
C
670.15
G
CABLE MAIN
670.09
670.09
670.08
670.06
G
G
C
670.78
670.93
s
D
d
D
G 670.24
669.45
669.76
669.76
669.73
669.73
669.73
G 669.67
669.74
SL
670.85
670.76
670.34
s
MAIN
670.46
670.30
670.45
670.90
670.81
671.59
670.48
670.47
670.40
670.45
670.32
669.59
669.84
669.83
669.85
s
D
670.41
670.42
670.84
670.78
670.78
s
D
UTILITIES
670.49
G
669.75
669.73
669.78
669.78
669.77
669.98
670.73
670.22
SL
STORM
670.53
670.19
670.16
670.80
670.29
670.32
PROPOSED
670.57
670.74
SL
EXISTING
670.59
G
670.78
G
PROPOSED
670.73
670.74
670.74
670.75
670.76
670.16
670.53
EXISTING
670.69
670.71
670.18
670.22
670.61
SL
100
670.18
670.16
670.60
D
670.71
W
670.09
D
670.66
670.70
670.71
670.68
670.69
670.71
W
669.62
670.24
SL
SL
SL
670.42
670.54
670.59
670.62
670.66
669.24
668.99
670.38
670.32
670.68
D
670.46
669.39
669.86
W
670.50
670.63
D
670.36
670.21
670.19
670.06
670.07
670.10
670.51
670.57
669.54
670.03
W
670.51
670.42
S
670.51 L
670.53
G
G
G
670.52
670.32
670.51
670.55
D
SL
670.24
670.48
670.43
SL
670.25
670.25
670.19670.18
670.20
670.16
670.14
670.26
670.13
670.34
670.12
670.40
670.44
670.22
670.24
LEGEND
671.78
671.71
G
TOE OF BANK
w
TOP OF BANK
w
E
SOIL - TOPSOIL
E
670.637
D
670.28 670.31
670.25670.26
670.24
670.24
670.23
669.61
670.20
W
670.50
KWL 5751
670.64
G
G
670.33
G
D
670.48
670.45
670.41
670.38
SL
670.23 670.25
670.50
SL SL
SL
670.11
G
670.10
669.70
669.68
W
SL SL
670.17
670.15
G
G
669.91
SL
670.09
D
D
E
670.08
W
SL
670.03
670.06
670.07
670.07
670.04
670.06
670.12
W
SL
Paper Size = ARCH D
W
669.96
SL
670.03
669.98
669.95
669.95
669.96
669.95
669.94
SL
669.97
670.13
670.12
670.17 670.13
W
670.09
SL
669.96
670.23
G
669.80
670.04
G
SL
669.69
670.00670.02
669.99
669.98
669.97
669.97
669.94
669.97
670.06
G
669.58
669.64
669.63
SL SL
669.54
670.28
millimeters
7
669.95
669.53
669.47
6
SL
1
EXISTING SITE CONDITIONS PLAN
A
A
Scale: 1:250
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
GENERAL
EXISTING SITE CONDITIONS & LEGEND
Project No.
Group
1
2
3
4
5
6
29.264
GENERAL
Drawing No.
Rev.
G002
7
0
5
E 503140
E 503120
E 503100
E 503080
6
7
SL
SL
E 503060
SL
4
E 503160
3
2
E 503040
SAVED 2016-05-30 4:24 PM
1
00
0+0
SL
N
E
W
W
E
W
W
W
W
W
G
G
G
G
G
D
G
C
6
G
SL
G
D
SL
D
G
D
0
04
0+
G
D
G
SL
G
SL
SL
G
SL
D
G
SL
SL
SL
D
0+
0 +0
SL
20
SL
G
D
0
PEDESTRIAN CROSS-WALK
D
D
22
SL
CAR PARKING
W/ EV CHARGING
N 5551540
SL
100
W
W
G
D
W
239
SL SL
SL
SL
SL
SL
0+020
D
W
0+
SL SL
SL
D
W
SL SL
SL
0+000
SL
SL
SL
SL
SL
KWL 5751
670.637
SL
Paper Size = ARCH D
N 5551560
R.V. PARKING
G
SL
millimeters
C5
KWL 5754
669.318
D
D
C
7
SL
G
0+
06
40
0+0
SL
50
0
SL
SL
0+100
SL
w
0+120
PEDESTRIAN CROSS-WALK
PROPOSED
CONCRETE
SWALE
w
SL
G
w
0+140
SL
w
10
SL
G
PROPOSED
CURB AND GUTTER
KWL 5756
670.672
N 5551520
0+200
0+080
0
d
CAR PARKING
s
s
E
w
BUS PARKING
G
s
SL
d
1
SL
C
SL
C4
w
SL
w
SL
D
SL
s
w
0
06
s
D
0+
SL
G
D
C
SL
s
G
D
SL
s
d
G
D
d
G
s
E
SL
D
d
d
d
d
G
PROPOSED
BUS SHELTER
D
BY OTHERS
G
G
G
d
SL
SL
N 5551500
0+180
d
E
D
PROPOSED CURB AND GUTTER
D
C
s
SL
D
0+
0
08
SL
RAISED PEDESTRIAN
CROSS-WALK
S
S
S
S
S
S
D
S
E
S
KWL 5753
671.480
S
RAISED PEDESTRIAN
CROSS-WALK
S
SL
E
E
E
E
E
E
0+
E
E
E
160
SL
E
G
PROPOSED LANDSCAPING
BY OTHERS
E
E
E
E
E
E
N 5551480
E
SL
E
G
10
0+
B
E
0+140
E
0
E
2
RAISED PEDESTRIAN
CROSS-WALK
0+120
G
C
SL
G
E
SL
3
W
SL
B
C
E
W
E
G
W
W
G
G
s
E
E
E
E
G
SL
E
W
G
E
W
W
W
G
E
E
E
w
GSL
TAXI PARKING
w
KWL 5755
672.979
G
G
w
w
E
E
w
G
SL
A
A
Scale: 1:250
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
GENERAL
Project No.
Group
1
2
3
4
5
6
29.264
GENERAL
Drawing No.
Rev.
G003
7
0
SAVED 2016-05-31 10:25 AM
1
3
2
5
4
6
7
N
E
E
Paper Size = ARCH D
PROVIDE TEMPORARY POWER SUPPLY
TO MAINTAIN STREET LIGHTING SYSTEM(S) ON
VILLAGE GATE BOULEVARD
LOCATE, EXPOSE, AND TEMPORARILY
ISOLATE AND CAP EXISTING STREET
LIGHT SERVICES
CAUTION: EXISTING TRAFFIC SIGNAL &
LOOP DETECTORS TO BE PROTECTED
REMOVE CB AND
TEMPORARILY CAP LEAD
100
REMOVE CB AND
millimeters
REMOVE AND DISPOSE OF ALL
TREES/STUMPS/VEGETATION IN
THIS AREA
LOCATE, EXPOSE, AND TEMPORARILY
ISOLATE AND CAP EXISTING IRRIGATION
SERVICES CROSSING GATEWAY DRIVE IN
THIS AREA
REMOVE CB AND
REMOVE AND RELOCATE
EXISTING STREETLIGHTS (x2)
SEE ELECTRICAL
THIS AREA
D
50
D
REMOVE EXISTING
HYDRO PULL BOX
SEE ELECTRICAL
REMOVE CB AND
10
REMOVE EXISTING UNIT PAVERS
WALKWAY(S) AND DELIVER TO
RMOW WORKS YARD (TYP.)
REMOVE LB AND
CAP LEAD
0
COORDINATE W/ FORTIS BC TO
RELOCATE EXISTING GAS MAIN
REMOVE AND DISPOSE OF TREE
REMOVE AND DISPOSE OF EXISTING
ELECTRICAL KIOSK AND FOUNDATION
AFTER POWER SUPPLY ISOLATION
C
REMOVE AND RELOCATE
EXISTING STREETLIGHT
SEE ELECTRICAL
C
REMOVE AND RELOCATE
SEE ELECTRICAL
BUS SHELTER AND FOUNDATION
REMOVE AND SALVAGE EXISTING
BASALT ROCK RETAINING WALL
REMOVE CB AND
COORDINATE W/ RMOW
VILLAGE MAINTENANCE TO
ISOLATE EXISTING
IRRIGATION SUPPLY #2
ADJUST MH (x3) AND CB
FRAME(S) AS REQUIRED
THIS AREA
COORDINATE W/ BC HYDRO TO
ISOLATE POWER SUPPLY TO
EXISTING KIOSK
ADJUST CB AS REQUIRED
ADJUST WV BOX
AS REQUIRED
WOOD RETAINING WALL
ADJUST WV BOX
AS REQUIRED
REMOVE AND RELOCATE
SEE ELECTRICAL
B
B
EXISTING HYDRO
PULL BOX TO
REMAIN
COORDINATE W/
TELUS AND SHAW TO
RELOCATE EXISTING
ABOVE GRADE
STRUCTURES
ADJUST MH FRAMES (x3)
AS REQUIRED
ADJUST MH FRAME
AS REQUIRED
ADJUST WV BOX
(2) AS REQUIRED
COORDINATE W/ RMOW
VILLAGE MAINTENANCE TO
ISOLATE EXISTING
IRRIGATION SUPPLY #1
REFER TO LANDSCAPE FOR
REMOVAL DETAILS IN THIS AREA
ISOLATIONS AND REMOVALS PLAN
A
A
Scale: 1:250
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
GENERAL
ISOLATIONS AND REMOVALS
Project No.
Group
1
2
3
4
5
6
29.264
GENERAL
Drawing No.
Rev.
G004
7
0
E 503140
6
E 503120
E 503100
E 503080
E 503060
E 503040
5
4
7
E 503160
3
2
SAVED 2016-05-31 8:56 AM
1
1.
2.
3.
ELEVATIONS AND STATIONS ARE IN METRES.
GRADE ELEVATIONS ARE SHOWN AT GUTTER INVERT OR AT
PROFILE REFERENCE LINE.
DIMENSIONS ARE IN MILLIMETRES.
0 +0
00
N
E
E
KWL 5751
670.637
0+000
0+020
80
67
0.7
STANDARD
GUTTER
7
10
.87
5
0.8
67
67
0
0.
12
67
0
671.28
0+140
2
BUS 6
BUS 5
1.0
671
N 5551500
60
67
85
671.4
15
170
6
150
71.
1.3
67
1.1
95
G
0
.28
67
671
50
G
G
G
15
KWL 5753
671.480
0
08
0+
.4
671
CB #5
SICB #6
8
1.
672.24
4
672.60
5
6
C
67
2.
2
67
2
53
8
64
0
0+120
67
64
0
672.745
.30
672
54
5
E
RS
VE R
E
R TTE
GU
2
G
G
GRANULAR SUB-BASE - 300mm THK 75mm MINUS CRUSHED GRANULAR
(OR RCA, REF. MMCD SUPPLEMENTAL UPDATE NO. 2015-11-02)
COMPACTED TO 95% MODIFIED PROCTOR DENSITY
05
9
6
GRANULAR BASE - 150mm THK 19mm MINUS CRUSHED GRANULAR
(TYPE 2) COMPACTED TO 95% MODIFIED PROCTOR DENSITY
67
2.
G
50
2.0
0+140
672.83
0
05
672.6
5
45
.
72
70
3
67
B
0
.10
672
.060
672
G
RD
DA
AN ER
ST UTT
G
BOTTOM LIFT PAVING - 60mm HOT MIX AC PAVEMENT
67
2.
2.
TOP LIFT PAVING - 40mm HOT MIX AC PAVEMENT
.5
91
67
2.
2.
4
E
RS
VE ER
RE UTT
G
0
E
RS
VE TER
RE UT
G
Scale: 1:10
10
0+
.8
71
C
67
67
2.
51
0
G
90
10
1.9
RD
DA
AN TER
ST UT
G
N 5551480
5
.83
1
67
67
672.605
CB #4
0+
67
600
BARRIER CURB W/REVERSE GUTTER
6
.67
G
1
67
46
160
671.
60
170
1.2
67
435
CB #3
340
10
CB #2
SICB #2
LANDSCAPING AND BUS SHELTER
BY OTHERS
25
672.734
400
0
G
1
1.
150
.20
C
.550
671
40
1.2
67
671
.345
Scale: 1:10
BUS 1
G
NOTE:
ELEVATIONS SHOWN AT BUS 8
ARE TYPICAL FOR BUS 2-7
42
5
0+180
671
.345
67
BUS 2
G
671
.345
2
9
0.9
0
.25
671
.330
165
0
06
0+
671
.630
671
67
1.
340
71.
6
671.300
BUS 3
67
1
67 .290
1.3
00
0
R1
BUS 4
67
REVERSE GUTTER
0
.35
671
C4
G
G
135
120
REVERS
E
GUTTER
BUS 7
1
180
671.2
90
671.3
00
0
300
BUS 8
600
155
67
1.
07
STA
N
GUT DARD
TER
(EX
I
STI
NG
)
G
40
C
0
R1
FUTURE
BUS 9
.73
0
67
25
G
G
KWL 5755
672.979
G
APPROVED SUB-GRADE - EXCAVATE TO DESIGN SUB-GRADE ELEVATION
AND OBTAIN APPROVAL FROM THE GEOTECHNICAL ENGINEER PRIOR
TO PLACEMEN OF SUB-BASE MATERAILS
G
O:\0000-0099\029-264\501-Drawings\a_Production_Dwgs\29 264 C 101.dwg
0+120
G
0
R4
C
B
0
671.05
G
0
25
670
2
92
0.
7
6
1.
71.
R3
0
6
0+100
8
OOP
003
670.690
0
.98
670
BUS L
KWL 5756
670.672
N 5551520
47
.8
0
67
99
3
67
240
50
10
0.
67
G
6
260
65
70.
1
77
REVERSE
GUTTER
0.6
0.8
9
67
SICB #4
Scale: 1:10
60
0
67
0+200
60
0.
8
67
0+0
STANDARD GUTTER
0+080
27
.7
D
670
6
.66
0
67
95
.323
STAND
ARD
GUTTE
R
671.020
SICB #3
0
40
50
06
.6
670.110
RE
GU VER
TT SE
ER
135
165
R1
0
0+
66
9
G
150
300
150
7
1
67
G
millimeters
0
G
670.820
8
.42
670
600
6
CB #1
668.840
EX
C
0.6
9
6
0
.03
669.110
6
20
0
.03
71
67
80
71.0
0
.40
669
.
70
KWL 5754
669.318
SICB #1
C5
0
00
670.7
1.
67
R40
5
64
CB #8
G
0
6
G
0
R1
D
5
R1
G
22
.615
670
0
08
1.
67
0
70.59
5
06
1.
67
670.5
0
03
1.
67
R3 0
585
20
670
.25
0
G
REVER
SE
GUTTE
R
0
0
67
0.4
5
20
0 +0
5
100
.66
G
670.
6
SICB #5
N 5551540
G
G
G
20
.5
70
40
0
67
0
.53
50
G
670.550
0
04
670.150
G
0+
75
0.2
67
0
240
260
G
6
0
67
REVERSE
GUTTER
5
0.2
67
60
C
95
0.5
67
STANDARD
GUTTER
670.200
G
G
G
G
G
0+
239
G
0+
Paper Size = ARCH D
N 5551560
CB
TYPICAL PAVING SECTION
A
0
Scale: 1:10
5
(1:500)
25m
A
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
GRADING PLAN
Project No.
Group
1
2
3
4
5
6
29.264
CIVIL
Drawing No.
Rev.
C 101
7
0
7
E 503160
E 503120
E 503100
E 503080
E 503060
6
0 +0
00
E 503040
5
4
E 503140
3
2
SAVED 2016-05-31 8:56 AM
1
E
Paper Size = ARCH D
N 5551560
E
N
KWL 5751
670.637
0+000
0+
239
0+020
C
R7
BUS PARKED AGAINST RMOW TYPE A CURB
6
.0
0
20
0
04
0
.0
R1
0+
0+
0 +0
0
5
2.
R1
.00
100
0
22
R23
N 5551540
3
6.2
3
10
.10
5
6.4
06
0
.5
0
0+080
10.00
26.58
0+200
9.70
3
0+0
BC:
0+0
40
50
.0
0
50
R1.
R15.00
0+100
0+120
KWL 5756
670.672
N 5551520
EC: 0+207.92
R5
0+
7.47
D
BC: 0+209.79
0
7
KWL 5754
669.318
R1
4.0
millimeters
5
R3.0
C
3.2
7
D
R6
C5
0
.0
R6
00
0.
R1
.00
2.6
0+140
7.
0
10
R1
50
5
2.1
C
1
.00
.
R1
50
6.70
4
3.5
3.00
5
5.3
0
06
0+
R8
R15
.00
50
0
2.0
C4
0
.
R1
.0
8
R1
RICON WHEELCHAIR DEVICE DEPLOYED ON PAVEMENT
6.75
C
.00
R1
0+180
C
5
N 5551500
6
3.
07
+
:0
R6.00
BC: 0
+170
.9
7
KWL 5753
671.480
0
08
0+
R8.00
EC
9.00
EC: 0
+162
0
R9
.0
R6
R9.5
0
B
0+120
9.50
BEG. CURVE
COORDINATES
END CURVE
COORDINATES
PI COORDINATES
CENTER OF CURVE
COORDINATES
85.00
33.95
17.204
0+039.70
0+073.65
N=5551526.19
E=503058.51
N=5551497.21
E=503075.77
N=5551509.96
E=503064.21
N=5551554.33
E=503138.72
C2
12.00
11.65
6.332
0+101.62
0+113.27
N=5551476.50
E=503094.56
N=5551472.68
E=503105.09
N=5551471.81
E=503098.81
N=5551484.57
E=503103.44
C3
12.00
14.81
8.515
0+147.32
0+162.13
N=5551477.34
E=503138.82
N=5551486.85
E=503148.94
N=5551478.50
E=503147.25
N=5551489.22
E=503137.18
C4
200.00
36.95
18.530
0+170.97
0+207.92
N=5551495.51
E=503150.69
N=5551532.20
E=503154.63
N=5551513.67
E=503154.36
N=5551535.13
E=502954.65
C5
21.00
19.35
10.423
0+209.79
0+229.14
N=5551534.07
E=503154.66
N=5551550.92
E=503146.60
N=5551544.49
E=503154.81
N=5551534.38
E=503133.66
C6
16.00
20.77
12.142
0+026.18
0+046.95
N=5551554.05
E=503074.07
N=5551540.95
E=503088.29
N=5551552.90
E=503086.16
N=5551538.13
E=503072.54
C7
15.50
19.12
10.990
0+046.95
0+066.07
N=5551540.95
E=503088.29
N=5551528.37
E=503101.08
N=5551530.13
E=503090.23
N=5551543.68
E=503103.55
C1
.50
END CURVE
STATION
R12
BEG. CURVE
STATION
0
TANGENT
LENGTH
DELTA
.0
R23
CURVE
LENGTH
RADIUS
6.35
2.75
ALIGNMENT CURVE DATA
CURVE #
R9.83
6.75
2
3
0+140
13.27
C
C
R2.57
0
BC
0+
0
.5
+
:0
EC: 0+1
10
0+
6
1.
10
7.32
2
75
2.
B
4
BC: 0+1
25
6.
00
R3.
N 5551480
160
.13
KWL 5755
672.979
0
2
(1:250)
10m
A
A
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
ROAD GEOMETRICS
Project No.
Group
1
2
3
4
5
6
29.264
CIVIL
Drawing No.
Rev.
C102
7
0
3
2
5
4
6
7
SAVED 2016-05-30 3:47 PM
1
E
674
673
673
PVI STA: 0+119.71
PVI ELEV: 671.072
01%
G
G ST
REET
LIG
HTIN
HTIN
G
T LIG
EXIS
EXIS
TIN
TING
STRE
E
TREE
T
STOR
EXIS
TING
LIGH
TING
LE
M MA
NHO
MAIN
GAS
ING
EXIS
T
ET LI
GHT
ING
STRE
ING
VILLA
EXIS
T
669
D
GE G
A
millimeters
TE B
670
EXIS
TING
STOR
EXIS
M MA
TING
IN
STRE
ET LI
GHT
ING
671
84.25 @ 0.76%
OUL
EVAR
D
100
671
668
0+040
50
672
10.33 @ 2.
EXIS
TING
S
TIE-IN TO EXISTING
PVI STA: 0+035.46
PVI ELEV: 670.433
672
CAR PARKING
PVI STA: 0+130.03
PVI ELEV: 671.280
674
\CROSSWALK
Paper Size = ARCH D
E
0+060
0+080
0+100
670
669
D
668
0+135
0+120
BUS LOOP PROFILE
0
10
HORIZONTAL SCALE 1:250, VERTICAL SCALE 1:50
CENTERLINE BUS LOOP
STA 0+196.32
LOW PT STA: 0+218.48
LOW PT ELEV: 669.82
PVI STA: 0+214.00
PVI ELEV: 669.70
AD: 9.71%
K: 1.55
LVC: 15.00
EVCS: 0+221.50
EVCE: 669.85
ET LI
G
0@
EVAR
D TIE-IN TO EXISTING
10.
5
673
672
BVCS: 0+206.50
BVCE: 670.28
BVCS: 0+184.00
BVCE: 671.37
674
G
HTIN
MAIN
GAS
-7.7
5%
STRE
TING
3.00 @ 3.20%
671
670
BOU
L
EXIS
T
ING
EXIS
EXIS
675
LVC: 12.00
EVCS: 0+181.00
EVCE: 671.27
BVCS: 0+169.00
BVCE: 671.37
PROPOSED CROSSWALK
AIN
.81%
TING
TING
EXIS
@ -4
ELEC
TRIC
AL M
RICA
L
ELEC
T
EXIS
STA 0+157.29
Ex. HYDRO/TEL
STA 0+154.00
16.00
MAIN
M MA
IN
STOR
TING
EXIS
TING
T LIG
TREE
STA 0+166.66
EVCS: 0+153.00
EVCE: 672.14
EVCS: 0+125.00
EVCE: 672.69
AIN
WAT
ER M
G
HTIN
IN
AL M
A
EXIS
EXIS
T
ELEC
TING
TRIC
ELEC
HIGH PT STA: 0+187.51
HIGH PT ELEV: 671.43
PVI STA: 0+190.00
PVI ELEV: 671.56
AD: -10.96%
K: 1.10
LOW PT STA: 0+176.20
LOW PT ELEV: 671.20
PVI STA: 0+175.00
PVI ELEV: 671.08
AD: 8.01%
K: 1.50
LVC: 12.00
13.00 @ -0.92%
EXIS
T
ING
ING
S
TRIC
AIN
AL M
AIN
ER M
WAT
TARY
SANI
ING
EXIS
T
TING
EXIS
SANI
T
TING
EXIS
STRE
TING
STOR
MAIN
ARY
ING
ET LI
GHT
CE
B
669
VILLA
GE G
ATE
TING
EXIS
669
3.98%
C
EXIS
670
WAT
B
ER S
ERVI
1.58%
M MA
IN
671
TING
MAIN
TIE-IN MEDIAN GUTTER TO EXISTING GUTTER
TIE-IN ASPHALT EAST OF MEDIAN TO EXISTING
@
15.00
EXIS
672
EVCS: 0+085.00
EVCE: 671.71
673
PROPOSED CROSSWALK
BVCS: 0+045.00
BVCE: 670.60
674
BVCS: 0+100.00
BVCE: 672.30
LOW PT STA: 0+045
LOW PT ELEV: 670.60
PVI STA: 0+065.00
PVI ELEV: 670.91
AD: 2.40%
K: 16.65
LVC: 40.00
675
PROPOSED CROSSWALK
C
676
BVCS: 0+138.00
BVCE: 672.57
676
HIGH PT STA: 0+138
PVI STA: 0+145.50
PVI ELEV: 672.50
AD: -3.89%
K: 3.85
LVC: 15.00
EVCS: 0+196.00
EVCE: 671.10
HIGH PT STA: 0+120.32
PVI STA: 0+112.50
PVI ELEV: 672.80
AD: -4.90%
K: 5.10
LVC: 25.00
668
0+040
0+060
0+080
0+100
0+120
0+140
0+160
0+180
0+200
668
0+230
0+220
GATE WAY DRIVE PROFILE
HORIZONTAL SCALE 1:250, VERTICAL SCALE 1:50
A
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
Group
2
3
4
5
6
2
0
0.5
(H 1:250)
10m
(V 1:50)
2m
A
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
GATE WAY LOOP & BUS LOOP PROFILE
Project No.
1
0
29.264
CIVIL
Drawing No.
Rev.
C201
7
0
SAVED 2016-05-30 3:44 PM
1
3
2
5
4
6
GATE WAY LOOP
7
BUS LOOP
674
674
STA. 0+090
674
674
E
E
Paper Size = ARCH D
672
672
672
670.603
670.590
670.520
670.310
670
670
-20
-10
0
670
670
10
LANDSCAPING
SECTION - GATE WAY DR STA 0+090
100
Horizontal Scale: 1:100
Vertical Scale: 1:50
668
-10
STA. 0+130
676
millimeters
672
0
10
676
668
30
20
SECTION - BUS LOOP STA 0+046.95
D
D
Busloop_CL
STA. 0+070
674
50
674
674
6.75
2.75
672.700
10
-10
0
672
672.642
672.591
672
-20
672.734
0
672
10
671.300
670.817
670.695
STA. 0+170
674
674
670
C
C
4.50
4.50
672
672
668
-20
-10
BUS LOOP
0
10
20
SECTION - BUS LOOP STA 0+070
670
-20
-10
0
670
10
STA. 0+210
672
672
671.065
B
B
670.110
670.050
670
670
669.825
LANDSCAPING
668
-20
-10
0
668
10
A
0
1
(H 1:100)
4m
0
0.5
(V 1:50)
2m
A
GATE WAY DRIVE
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
SECTIONS
Project No.
Group
1
2
3
4
5
6
29.264
CIVIL
Drawing No.
Rev.
C301
7
0
6
E 503140
E 503120
E 503100
E 503080
E 503060
E 503040
5
4
7
E 503160
3
2
SAVED 2016-05-31 8:57 AM
1
N
E
E
Paper Size = ARCH D
N 5551560
100
KWL 5751
670.637
N 5551540
millimeters
KWL 5754
669.318
D
D
50
R-001.gif
KWL 5756
670.672
0
10
N 5551520
C
C
N 5551500
KWL 5753
671.480
N 5551480
B
B
KWL 5755
672.979
0
2
(1:250)
10m
A
A
Seal:
Rev
0
Date
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2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
ROAD PAINTING AND SIGNAGE
Project No.
Group
1
2
3
4
5
6
29.264
CIVIL
Drawing No.
Rev.
C103
7
0
3
2
5
4
6
7
G
SAVED 2016-05-31 10:22 AM
1
SL
0+080
SL
SL
G
SL
SL
SL
SL
E
w
SL
E
0+100
N
SL
Paper Size = ARCH D
G
INSTALL NEW STORMWATER TREATMENT SYSTEM VORTECHS MODEL 1000 OR APPROVED EQUIVALENT
w
SL
SL
w
w
w
G
d
SL
s
w
SL
w
w
SANITARY MH S1
w
E
E
G
E
SL
d
s
w
SL
STORM MAIN AND "OVER-BUILD' NEW
SL
s
E
s
SL
d
100
SL
G
STOP TO BE EXCAVATED AND RELOCATED AS SHOWN
s
w
SANITARY SERVICE CONNECTION
SL
SL
s
SL
STORM DRAIN
s
d
millimeters
G
SL
w
D
G
SL
E
D
s
s
STORM DRAIN MH D2
INSTALL CLEAN-OUT ON
PERFORATED PIPE C/W
BROOKS 37GBOX AND LID
MARKED "STORM"
D
SL
s
50
SL
SL
D
d
w
SL
D
s
C/W BROOKS 37 BOX & LID MARKED "STORM"
NOTE: REFER TO ELECTRICAL FOR HEAT TRACE
CONNECTION DETAILS TO IC
D
s
D
D
w
E
G
d
D
SL
SANITARY SERVICE C/W 2"x4"
MARKER POST
w
D
SL
s
COPPER WATER SERVICE C/W
CURB STOP AND SERVICE BOX.
NOTE: SET LID ON DAIGLE BOX
150mm BELOW FINISH GRADE
G
s
D
10
D
d
E
D
d
CONNECTIONS TO COLUMN PEDESTALS.
SEE STRUCTURAL AND ARCHITECTURAL
DRAIN ROCK AND NON-WOVEN FILTER CLOTH
E
G
SL
d
D
D
SL
d
INSTALL SANITARY SERVICE
INSPECTION CHAMBER IC1
D
0
D
SL
G
SL
D
d
G
D
d
D
E
d
d
D
d
d
C
SL
d
C
d
G
D
d
SL
d
INSTALL CLEAN-OUT(S) AT
END OF PERFORATED PIPE
C/W BROOKS 37 BOX AND
G
LID MARKED "STORM"
SL
D
d
D
D
d
d
d
d
D
SL
E
INSTALL CLEAN-OUT AT END
G
d
BROOKS 37 BOX AND LID
MARKED "STORM"
d
SL
D
INSTALL CLEAN-OUT AT END
OF 150mm DRAIN LINE C/W
BROOKS 37 BOX AND LID
MARKED "STORM"
SL
d
CONNECTION TO TO PERFORATED FRENCH
DRAIN BEHIND LANDSCAPE WALL.
STORM DRAIN
E
S
S
S
S
S
S
S
S
D
S
S
S
S
S
D
S
S
SL
S
SL
D
D
S
S
S
E
D
SL
SANITARY, WATER AND DRAIN SERVICING PLAN
Scale: 1:100
B
B
A
A
Seal:
Rev
0
Date
Des Dwn Chk
2016-05-31 FFF CAP
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
CIVIL
SANITARY & WATER SERVICES
Project No.
Group
1
2
3
4
5
6
29.264
CIVIL
Drawing No.
Rev.
C 104
7
0
3
2
5
4
JB29
SL
SL
SL
SL
TO JB 8, 9, 24
SL
SL
POLE 4
SL
SL
SL
JB28
SL
SL
SL
JB16
POLE 6
SL
SL
SL
POLE 5
E
SL
SL
SL
Paper Size = ARCH D
SL
SL
SL
JB40
NOTE 4, 6 AND 11
SL
JB14
JB41
NOTE 1 AND 2
SL
SL
NEW JB7
NOTE 3
SL
SL15
SL
SL1
C33
SL
SL
SL
POLE 7
EXSISTING JB7 TO
BE REMOVED
SL14
SL
SL
SL
SL
INUKSUK
DIRECTIONAL DRILLING
REQUIRED
N
SL
SL
TO JB 1, 2, 30, 31, 32
POLE 1, 2, 21
E
7
TO JB 13, 22, 23, 33, 34
POLE 8, 9, 10, 22, 23, 24,
25, 29
POLE 3
EXISTING LIGHTING
SL
SL
C71
SL
JB6
SL
C18
C34,
T4
SL
SL
C52
SL
JB4
POLE 19 TO BE
RELOCATED AND
RENAMED SL14
100
C63
SL24
SYMBOLE LEGEND
SL
POLE 17 SHALL
BE RELOCATED
AND RENAMED SL13
SL16
C17A, C6,
C7, C8
SL2
millimeters
6
SL
SAVED 2016-05-31 10:04 AM
1
GROUND ELECTRODE BOX
SL13
SL18
GROUND ROD
SL
EXISTING JB19 SHALL
BE REMOVED
EXISTING LIGHTING
DISTRIBUTION KIOSK
SHALL BE REMOVED
50
EXISTING STREET
LIGHT
NEW STREET LIGHT
SL
REFER TO A3.01 FOR
POWER RECEPTACLE
IN BUS SHELTER ROOF
Scale: N.T.S.
HEAT
TRACING
C1
SL12
0
WAY
FINDING
KIOSK
SL
SL
10
HEAT TRACE
GROUND ELECTRODE DETAIL
SL
EXSISTING JB20
SHALL BE REMOVED
SL17
JB27
#2/0 AWG. CU.
GROUND ROD
3M LONG
C2, T2
NOTE 3
NEW CONDUIT
C103, REFEED
EXISTING SL18
FROM NEW JB21
POLE 18 SHALL
BE RELOCATED
AND RENAMED SL12
EXISTING JB34
SHALL
BE REMOVED
SL3
EXISTING CONDUIT
SL
EXISTING
BC HYDRO
BOX SHALL BE
REMOVED
C9
D
#2/0 AWG. CU.
C83
SL
D
MAIN SERVICE BREAKER
TO SECOND
GROUND ROD
C141, C142
RECEPTACLE
C19
GROUND RODS
C10, T3
SL
NEW LIGHTING
DISTRIBUTION KIOSK
JB47
NOTE 1
C11B
NOTE 2
C4
SL4
POLE 15
JB49
NOTE
1
LED STRIP
LIGHTS
JB48
NOTE 1
SL19
C105, REFEED EXISTING
SL19 FROM NEW JB21
SL
C3
C
C130, REFEED EXISTING
SL15 FROM NEW JB21
C11C
NOTE 2
JB46
C11 NOTE 1
C11A
NOTE 2
NOTE 2
SL5
300
C3O
JB44
NOTE 1
S0
POLE 28
SHALL BE
RELOCATED AND
RENAMED SL11
NOTE 9
SL
SL25
C131
E
E
E
E
SL
E
E
E
C54
E
E
E
E
SL
CXX CYY CZZ
E
SCREENED EARTH
OR SAND
75
E
E
IMPORTED GRANULAR
BACKFILL TO MMCD STANDARDS
COMPACTED TO 95% MPD
75
C21
600 MIN
SL
C5
C132
JB43
NOTE 1
SL
EXSISTING
JB10
SHALL BE REMOVED
T1
E
C104
SL11
SL
SL
C12
C
WARNING TAPE
GRADE
SL10
E
75
SL
SL
NEW JB10
NOTE 1
SL23
E
50
50
75
SL
TYPICAL TRENCH SECTION
SL20
SL6
E
C36
Scale: N.T.S.
E
E
C95
PROVIDE PULL STRING
IN ALL CONDUITS
B
ROADBED
JB25
SL9
SL
SL8
SL
SL
SL
SL
E
SL
SL
SL21
SL
DRAIN ROCK
SL
C129
E
C123
SL
B
C144
JB50
NOTE 1
SL7
E
TRENCHING ENDS HERE,
COORDINATE WITH RMOW FOR
TELECOMUNICATION CONNECTION
POINT LOCATED IN UNDERGROUND
PARKADE, DIRECTIONAL DRILLING
REQUIRED.
SL22
150 MIN.
E
JB11
E
SL
SL
NOTES:
1. PROVIDE TYPE#37 WATER METER BOX FROM LANGLEY
CONCRETE GROUP AND NEMA 4X JUNCTION BOX FOR ELECTRICAL
TERMINATION AS REQUIRED.
2. CABLES TO BE PULLED IN THE FUTURE. PROVIDE PULL STRING IN
ALL CONDUITS
3. C2, T2 ROUTED INSIDE THE COLUMN B2 FOR BUS SHELTER ROOF
ACCESS.
4. PROVIDE TEMPORARY POWER FOR ALL VILLAGE GATE
BOULEVARD STREET LIGHTING DURING CONSTRUCTION.
5. ALL UNUSED CONDUIT SHALL BE REMOVED.
6. PROVIDE ARMTEC T266 SERVICE BOX AND NEMA 4X JUNCTION
BOX FOR ELECTRICAL TERMINATION SIZED AS REQUIRED.
7. ALL EQUIPMENT REMOVED SHALL BE PROPERLY DISPOSED BY
THE CONTRACTOR.
8. REUSE POLE BASE IF IN GOOD CONDITION.
9. COORDINATE SERVICE CONNECTION WITH BC HYDRO.
10. RELOCATE EXISTING POLE 13 AND RENAME SL21 AS PART OF
THE PLANTER WALL RELOCATION.
11. REPLACE EXISTING JB17 WITH NEW JB 40.
SL
C114
SL SL
JB26
NOTE 10
E
E
E
CONDUIT
UNDERGROUND PARKADE
E
IN GROUND JUNCTION BOX DETAIL (TYP.)
E
N.T.S.
E
\\192.168.200.200\Nelson\Projects\0000-0999\0000-0099\0029 - RMOW\264 - Gateway Loop Project\501-Drawings\a-Production Drawings\E-101.dwg
SL
E
SL
E
ROAD SURFACE
0
2
(1:250)
10m
A
A
Seal:
Rev
Date
0
2016-05-31
Des Dwn Chk
SG
Rev
Date
Des Dwn Chk
RESORT MUNICIPALITY
OF WHISTLER
GATEWAY LOOP PROJECT
ELECTRICAL
SITE PLAN
SG AvdH ISSUED FOR TENDER
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E101
7
0
3
2
SAVED 2016-05-31 10:16 AM
1
5
4
6
PANEL A
125 AMP MAIN LUGS
SURFACE MOUNT
BC HYDRO
S0, CONDUCTOR BY BCH, 103C
PROVIDE PULLSTRING
DISTRIBUTION KIOSK
E
Paper Size = ARCH D
500
15ASP
1
2
15ASP
200
CROSSWALK FLASHERS
LIGHT IN DISTRIBUTION KIOSK
100
15ASP
3
4
15ASP
1000
FIREHALL FLASHERS
HEATER IN DISTRIBUTION KIOSK
500
15ASP
5
6
15ASP
1000
FIREHALL FLASHERS
HEATER IN DISTRIBUTION KIOSK
500
15ASP
7
8
15ASP
200
RECEPTACLES BUS SHELTER ROOF
AUXILIARY LIGHTING SL 7, 8, 9
50
15ASP
9
10
15ASP
1000
HEAT TRACE E2 & E3
SEASONAL LIGHTING
100
15ASP
11
12
15ASP
250
RECEPTACLES BUS SHELTER LANDSCAPE
13
14
15ASP
250
RECEPTACLES LANDSCAPE
15
16
15ASP
250
RECEPTACLE WAY FINDING KIOSK
17
18
19
20
21
22
23
24
S1, 3#400MCM, 78C
#2/0
INSTRUMENT
TRANSFORMER
ENCLOSURE
METER
BASE
GROUNDING PAD
120/208 VOLTS, 3 PHASE, 4W
24 CIRCUIT
RECEPTACLE IN DISTRIBUTION KIOSK
CB1
400A
3P
#2/0 Cu
E
S2, 3#400MCM, 78C
PANEL B
125 AMP MAIN LUGS
SURFACE MOUNT
100
SPLITTER
CB2
60A
3P
millimeters
7
CB3
60A
3P
CB4
60A
3P
S4, 3#8, 35C
D
CB5
60A
3P
S5, 3#8, 35C
CB6
100A
3P
S6, 3#4, 53C
POLES 5, 6, 9 , 21, 25
1620
30ASP
1
2
15ASP
500
CAR PARK LIGHTING
POLES 2, 4, 7, 10, 23
1440
30ASP
3
4
15ASP
500
CAR PARK LIGHTING
POLES 1, 3, 8, 22, 24, 29
1440
30ASP
5
6
15ASP
250
BUS SHELTER COLUMNS LIGHTING
SL 6, 7, 17, 18, 21, 22
475
20ASP
7
8
15ASP
250
LANDSCAPE LIGHTING
SL 5, 9, 11, 19, 25, POLE 15
490
20ASP
9
10
15ASP
250
WAYFINDING KIOSK LIGHTING
SL 4, 8, 10, 20, 23, 24
470
20ASP
11
12
15ASP
250
BUS SHELTER LANDSCAPE LIGHTING
SL 3, 13, 15
70
15ASP
13
14
SL 2, 12, 16
70
15ASP
15
16
SL 1, 14
35
15ASP
17
18
19
20
21
22
23
24
CONTACTOR/TIMER
ENCLOSURE
S3, 3#8, 35C
TIMER
T
24 CIRCUIT
D
50
FUTURE WASHROOM
S7, 3#8 35C
PANEL B
STREETLIGHTS
PANEL C
STREETLIGHT
RECEPTACLES
PANEL C
125 AMP MAIN LUGS
SURFACE MOUNT
S9, 3#8, 35C
PANEL D
TREE-LIGHTING
0
10
PANEL A
UNSWITCHED
LOADS
S8, 3#8 35C
SINGLE LINE DIAGRAM
SCALE: N.T.S
RECEPTACLES ON POLES 5, 6, 9 , 21, 25
250
30ASP
1
2
RECEPTACLES ON POLES 2, 4, 7, 10, 23
250
30ASP
3
4
RECEPTACLES ON POLES 1, 3, 8, 22, 24, 29
300
30ASP
5
6
RECEPTACLES ON SL 6, 7, 17, 18, 21, 22
350
20ASP
7
8
RECEPTACLES ON SL 5, 9, 11, 19, 25, POLE 15
350
20ASP
9
10
RECEPTACLES ON SL 4, 8, 10, 20, 23, 24
300
20ASP
11
12
14
RECEPTACLES ON SL 3, 13, 15
250
20ASP
13
RECEPTACLES ON SL 2, 12, 16
250
20ASP
15
16
RECEPTACLES ON SL 1, 14
250
20ASP
17
18
19
20
21
22
23
24
24 CIRCUIT
C
C
PANEL D
200 AMP MAIN LUGS
SURFACE MOUNT
SPLITTER
PANEL B, C OR D
CONTACTOR/TIMER ENCLOSURE
A
B
C
N
A
B
C
BY OTHERS
N
CB3, 4 OR 5
C
WI-FI NODE
COLUMN B2
DISTRIBUTION KIOSK
TO RMOW
COMMUNICATION
IN UNDERGROUND
PARKADE
T1, 78C
OWNER WILL INSTALL CABLE
T2, 53C
WAYFINDING KIOSK
10A
O
B
H
A
C
HAND
INUKSUK LIGHTING CONTROL
CONTACTOR
OFF
T
AUTO
JUNCTION BOX - JB1
500
15ASP
1
2
15ASP
500
JUNCTION BOX - JB7
JUNCTION BOX - JB1
500
15ASP
3
4
15ASP
500
JUNCTION BOX - JB7
JUNCTION BOX - JB1
500
15ASP
5
6
15ASP
500
SPARE
JUNCTION BOX - JB1
500
15ASP
7
8
15ASP
500
JUNCTION BOX - JB8
JUNCTION BOX - JB1
500
15ASP
9
10
15ASP
500
JUNCTION BOX - JB8
JUNCTION BOX - JB1
500
15ASP
11
12
15ASP
500
JUNCTION BOX - JB8
JUNCTION BOX - JB2
500
15ASP
13
14
15ASP
500
JUNCTION BOX - JB9
JUNCTION BOX - JB2
500
15ASP
15
16
15ASP
500
JUNCTION BOX - JB9
JUNCTION BOX - JB2
500
15ASP
17
18
15ASP
500
JUNCTION BOX - JB9
JUNCTION BOX - JB2
500
15ASP
19
20
15ASP
500
JUNCTION BOX - JB10
JUNCTION BOX - JB2
500
15ASP
21
22
15ASP
500
JUNCTION BOX - JB10
JUNCTION BOX - JB2
500
15ASP
23
24
15ASP
500
JUNCTION BOX - JB10
JUNCTION BOX - JB3
500
15ASP
25
26
15ASP
500
JUNCTION BOX - JB11
JUNCTION BOX - JB3
500
15ASP
27
28
15ASP
500
JUNCTION BOX - JB11
-
15ASP
29
30
15ASP
500
JUNCTION BOX - JB11
JUNCTION BOX - JB4
500
15ASP
31
32
15ASP
500
JUNCTION BOX - JB11
JUNCTION BOX - JB4
500
15ASP
33
34
15ASP
500
JUNCTION BOX - JB11
JUNCTION BOX - JB4
500
15ASP
35
36
15ASP
500
JUNCTION BOX - JB11
JUNCTION BOX - JB4
500
15ASP
37
38
15ASP
500
JUNCTION BOX - JB12
JUNCTION BOX - JB4
500
15ASP
39
40
15ASP
500
JUNCTION BOX - JB12
JUNCTION BOX - JB4
500
15ASP
41
42
15ASP
500
JUNCTION BOX - JB12
JUNCTION BOX - JB5
500
15ASP
43
44
15ASP
-
SPARE
JUNCTION BOX - JB5
500
15ASP
45
46
15ASP
-
SPARE
-
15ASP
47
48
15ASP
-
SPARE
JUNCTION BOX - JB6
500
15ASP
49
50
JUNCTION BOX - JB6
500
15ASP
51
52
-
15ASP
53
54
55
56
57
58
59
60
SPARE
T3, 53C
T4, 53C
SPARE
T
TIMER: PANEL B, C AND D
60 CIRCUIT
SPARE
TIMING CONTROL TYP.
COMMUNICATION BLOCK DIAGRAM
PANEL SCHEDULE
N.T.S.
N.T.S.
N.T.S.
B
A
A
Seal:
Rev
Date
0
2016-05-31
Des Dwn Chk
SG
Rev
Date
Des Dwn Chk
RESORT MUNICIPALITY
OF WHISTLER
ELECTRICAL
SINGLE LINE DIAGRAM
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E102
7
0
SAVED 2016-05-31 10:18 AM
1
5
4
6
7
DISTRIBUTION KIOSK
PANEL A
PANEL B
PANEL C
HEAT
TRACE
CONTROL
Paper Size = ARCH D
E
C1, 8#12, 35C
SL3
B13
B11
C
100
C2, 6#12, 53C
C7, 4#6, 53C
C6, 4#6, 53C
C5, 16#8, 53C
JB10
C141, 53C
C17A, 2#12, 17#8, 19#6, 78C
C8, 3#8, 8#6, 53C
JB40
C3, 4#12, 53C
C142, 78C
JB41
LANDSCAPE
C11
C15
B9
C14, 4#6, 53C
JB16
C13, 16#8, 53C
JB25
C15, 4#4, 53C
JB14
C16, 8#6, 3#8, 53C
JB28
JB
PROVISION FOR FUTURE ELECTRICAL
CAR CHARGING STATION
C17,19#6 + 17#8 + 2#12, 78C
PS
PS
B
C21, 10#10, 35C
C22, 8#8
JB11
C23, 4#8
JB12
B1
C17
C26, 4#6
POLE #6
C25, 4#4
C24, 4#6
POLE #5
C1
C27, 4#4
B1
JB24
C28, 8#6
C29, 3#8
JB7
JB5
C31, 3#6 +
3#8 + 2#12
C32, 3#8
JB6
C1
C30, 16#6 +
11#8 + 2#12,
78mm DB2
D
C33, 8#12, 35C
SL15
JB47
JB46
C38, 4#6
POLE #4
B3
C13
C40, 4#6
POLE #7
C39, 4#4
C3
C41, 4#4
B3
JB8
C50, 4#6
C51, 4#6
JB9
JB29
C3
C11A, 2-53C
50
JB
C9
A
B13
C3O, 4#12,
JB44
53C
JB43
C12, 10#10, 35C
SL5
C
B17
C19, 2#12, 53C
C10, 4#12, 53C
C11, 2-53C
B
C9, 8#12, 35C
SL2
B15
T
E
SL4
C13
IRRIGATION
CONTROL
PANEL
PANEL D
C4, 10#10, 35C
C18, 8#12, 35C
SL1
millimeters
3
2
B
C3A,VENDOR
CABLE,21C
C3B,VENDOR
CABLE,21C
C3C,VENDOR
CABLE,21C
C3D,VENDOR
CABLE,21C
C3E,VENDOR
CABLE,21C
C3H,VENDOR
CABLE,21C
C3I,VENDOR
CABLE,21C
C3J,VENDOR
CABLE,21C
C3K,VENDOR
CABLE,21C
C3L,VENDOR
CABLE,21C
C3F, 2#12,21C
C3M, 2#12,21C
C3G, 2#12,21C
C52, 8#12, 35C
SL16
B15
C56, 4#6
POLE #3
B5
C15
C58, 4#6
JB13
C57, 4#4
C59, 4#4
JB3
10
C62, 8#8
JB4
B8 D
C65, 4#8
JB30
0
C11C, 2-53C
B8 D
B8 D
C60, 16#6,
78mm DB2
C67, 4#6
POLE #8
C66, 4#4
B5
C17
POLE #22
B5
C5
B8 D
B8 D
C69, 4#8
C68, 4#4
B8 D
B8 D
JB48
JB49
C63, 8#12, 35C
SL14
B17
C3N, 2#12,21C
C5
C11B, 2-53C
A
C61, 3#8, 2#12
D
C70, 4#4
JB32
B8 D
B8 D
C5
B8 D
B
C71, 8#12, 35C
SL13
B13
C
C73, 2#8
POLE #21
B1
C13
C75, 3#8
C77, 4#8
C76, 3#4
JB22
C74, 2#4
POLE #2
C1
B3
C79, 4#8
C78, 3#4
C80, 4#4
JB33
JB1
C81, 8#6
C82, 8#6
JB2
C3
C
B
C83, 8#12, 35C
SL12
B15
C87, 2#8
C86, 2#4
POLE #9
C85, 2#8
POLE #1
B5
C15
C5
C89, 3#8
C88, 2#4
JB23
B1
C91, 2#8
C90, 2#4
JB34
C93, 2#8
C92, 3#4
POLE #23
B3
C1
C94, 2#4
C3
BUS SHELTER ROOF
C2T,2#12, TECK
B
BSJB1
C101, 4#8
POLE #10
JB26
JUNCTION BOX
COLUMN E2
WAY FINDING
KIOSK
JB
C109,
4#8
SL23
B11
C110, 4#6
C11
C111,
4#8
SL22
B7
C112,
4#6
C7
C7
JUNCTION BOX
SL25
B
B9
E
C
A9
B7
SL8
A
C
A9
B11
SL9
A9
B11
C11
B7
C126,
2#8
C116, 2#8
COLUMN E3
C115, 2#8
C10B,
2#12,
21C
POLE #25
B1
B5
D
POLE #29
C11
C
B11
C127,
2#6
C129, 6#12, 35C
C9
C
C108,
4#6
B7
PS
PS
A11 F
A11 F
C2X,VENDOR
CABLE,21C
C2Y,VENDOR
CABLE,21C
A11 F
B6 D
C2L, 2#12, 21C
NOTE 3
B6 D
C119,
4#6
A11 F
C2V,VENDOR
CABLE,21C
C2W,VENDOR
CABLE,21C
C2K, 2#12, 21C
B6 D
C11
C2M,VENDOR
CABLE,21C
C2N,VENDOR
CABLE,21C
C2O,VENDOR
CABLE,21C
B
B6 D
C118, 4#8
SL21
PS2
C2Q,2#12,21C
C2F, 2#12, 21C
C9
B9
PS
C2G,VENDOR
CABLE,21C
C2H,VENDOR
CABLE,21C
C2I,VENDOR
CABLE,21C
C2J,VENDOR
CABLE,21C
B6 D
NOTE 3
B6 D
B6 D
NOTE 3
B6 D
SL11
A
B9
PS
C2A,VENDOR
CABLE,21C
C2B,VENDOR
CABLE,21C
C2C,VENDOR
CABLE,21C
C2D,VENDOR
CABLE,21C
C2E,VENDOR
CABLE,21C
C1
SL10
C107, 4#6
SL20
PS1
C2U,2#12,
TECK
C117, 2#4
C54, 4#12, 35C
C132, 8#12, 35C
C125, 2#6
SL17
C10A,
VENDOR
CABLE,
21C
B10
B11
BSJB2
PS
JB
A
C123, 8#12, 35C
C11
E
E
C124,
2#8
SL24
C5
C36, 6#12, 35C
C131, 8#12, 35C
C9
JB27
B5
PS
C7
B7
POLE #24
C3
C102, 3#4
C2S, 4#12, BSJB3
27C
JB
C95, 8#12, 35C
C114, 10#12, 35C SL6
SL7
B3
C2R, 4#12,
27C
B6 D
B6 D
B6 D
C7
B6 D
C144, 35C
B6 D
JB50
C7
C104, 8#12, 53C
JB21
C105, 4#12, 35C
C103, 4#12, 35C
SL18
B7
C130, 4#12, 35C
SL19
C7
NOTES:
1. REFER TO SPECIFICATIONS FOR STREET LIGHT TYPE
2. JB SHALL BE NEMA 4X
3. BUS SHELTER ROOF RECEPTACLES ARE TIMER
CONTROLLED
POLE #15
B9
C9
B9
C9
A
A
Seal:
Rev
Date
0
2016-05-31
Des Dwn Chk
SG
Rev
Date
Des Dwn Chk
RESORT MUNICIPALITY
OF WHISTLER
ELECTRICAL
LIGHTING AND RECEPT. WIRING DIAGRAM
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E103
7
0
3
2
5
4
6
7
SAVED 2016-05-31 9:59 AM
1
E
Paper Size = ARCH D
E
2438H x 2286W x 1066D APPROX.
PART NUM. DDSA9610842
100
millimeters
SPLITTER
PULL BOX
610 x 1220 x 305
(H x W x D)
D
CB1
IRRIGATION CONTROL
PANEL
D
CONTACTORS / TIMERS
ENCLOSURE
CB2
CB3
50
UTILITY
METER
DISCONNECT
SWITCH
0
10
CB5
HEAT
TRACE
CONTROL
PROVIDE CIRCUIT BREAKER(S) IN PANEL A
& APPROPRIATE CONDUCTORS TO POWER
IRRIGATION CONTROL PANEL.
UPDATE PANEL A SCHEDULE.
WIREWAY
1220 x 457 x 305
(H x W x D)
CB4
1500 MIN
BCH
INSTRUMENT
TRANSFORMER
460 x 1065 x 405
(H x W x D)
PANEL A
PANEL B
FASTEN KIOSK TO CONCRETE PAD
USING CONCRETE ANCHORS
CONTRACTOR SHALL PROPERLY
LOCATE CONDUIT PENETRATIONS
THROUGH KIOSK PAD
PULL BOX
S0
PULL BOX
KIOSK CONCRETE PAD
B
PANEL D
PANEL C
C
600 MIN
C
SPACE FOR
COMMUNICATION
EQUIPMENT
KIOSK CONCRETE PAD
KIOSK LAYOUT FRONT SIDE
KIOSK LAYOUT BACK SIDE
SCALE: 1:10
SCALE: 1:10
0
(1:10)
0.1
B
0.5m
A
A
Seal:
Rev
Date
0
2016-05-31
Des Dwn Chk
SG
Rev
Date
Des Dwn Chk
RESORT MUNICIPALITY
OF WHISTLER
ELECTRICAL
KIOSK LAYOUT
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E104
7
0
3
2
5
4
6
7
SAVED 2016-05-31 10:19 AM
1
E
Paper Size = ARCH D
E
120V POWER/RECEPTACLE POWER
STRIPLIGHT/JUMPER WIRE
COMMUNICATION
C2, T2 ROUTED INSIDE COLUMN D2
100
SEASONAL LIGHTING
millimeters
STRUCTURAL
ROOF SUPPORT
COLUMNS
D
PS1
C2V
C2W
50
C2B
D
C2T
C2D
10
C2C
T2
BSJB1
0
C2
C2U
C2K
C2I
C2A
C2E
C2H
BSJB2
C2Q
RECEPTACLE
C2N
C2R
C2F
C
WIFI NODE
BY OTHERS
C
BSJB3
C2J
C2G
C2O
C2S
C2M
REFER TO E106 FOR
TYPICAL BSJBX DETAIL
C2X
C2P
C2L
PS2
C2Y
B
B
N.T.S.
A
A
Seal:
Rev
0
Date
Des Dwn Chk
Rev
Date
Des Dwn Chk
2016-05-31 JvdH JvdH AvdH ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
ELECTRICAL
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E105
7
0
3
2
SAVED 2016-05-31 10:12 AM
1
5
4
TO JB
TO JB
TO JB
6
7
TO JB
E
Paper Size = ARCH D
E
NOTES:
1. INSTALL STRIPLIGHTING UNDERNEATH SEAT OVERHANG FOR BENCHES,
AND UNDERNEATH CURB OVERHANG FOR STONE FACED WALLS.
2. INSTALL RECEPTACLES AT BENCH LOCATIONS.
INSTALL STRIPLIGHTING
UNDERNEATH OVERHANG
100
PLAN
WOOD SEAT
millimeters
SPACE CLIPS
EVERY 45cm
TYP.
CONCRETE BASE
D
D
50
PROVIDE WATERPROOF
FLIP-CAP COVER (TYP)
ALLOW SPACE TO HIDE CONNECTION
UNDERNEATH OVERHANG (TYP)
RECEPTACLE LOCATION (TYP)
ELEVATION
BENCH/CURB LIGHTING DETAIL
0
10
N.T.S.
TYPE 37 SERVICE BOX
REFER TO CIVIL DRAWINGS
C
GRADE
C
NOTE:
1. NUMBER OF STRIPLIGHTS
VARIES PER JB.
2. PROVIDE VARIO JUMPERS AND
VARIO LEAD CONNECTORS AS
REQUIRED.
3. PROVIDE LARGER JUNCTION
BOX AND 320W POWER SUPPLY
FOR JB43 AND JB44. REFER TO
SPECIFICATION
NEMA 4X JB
PROVIDE LIQUID TIGHT
CONNECTORS
24V/120 W
POWER SUPPLY
+1
+2
TO STRIPLIGHT
-1
TO STRIPLIGHT
TO STRIPLIGHT
-2
CONNECT TO NEXT
JB AS REQUIRED
-1
B
+1
+1
+1
+1
+1
+2
+2
+2
+2
+2
-1
-1
-1
-1
-1
-2
-2
-2
-2
-2
-2
+1
+2
B
-1
-2
+1
+2
+2
PROVIDE HEAT TRACE
15 METERS OF LENGTH
-1
+1
TO STRIPLIGHT
TO RECEPTACLE
AS REQUIRED
-1
-2
+1
+2
REFER TO CIVIL DRAWINGS
TO STRIPLIGHT
C19
-1
+1
+1
+1
+1
+1
+2
+2
+2
+2
+2
-1
-1
-1
-1
-1
-2
-2
-2
-2
-2
-2
+1
+2
-2
FROM PANEL OR
PREVIOUS JB
CONTINUE TO
COLUMN E2
BUS SHELTER LOOP HEAT TRACE DETAIL
TYPICAL BSJBX, JB43 AND JB44 DETAIL
N.T.S.
N.T.S.
A
A
Seal:
Rev
0
Date
Des Dwn Chk
Rev
Date
Des Dwn Chk
2016-05-31 JvdH JvdH AvdH ISSUED FOR TENDER
RESORT MUNICIPALITY
OF WHISTLER
ELECTRICAL
BENCH/CURB, HEAT TRACE, AND JB DETAILS
Project No.
Group
1
2
3
4
5
6
29.264
ELECTRICAL
Drawing No.
Rev.
E106
7
0
1
3
2
5
4
6
7
DRAWING LIST
ARCHITECTURAL SHEETS
N
A1.0 SERIES - SITE, DEMO AND COMPLIANCE PLANS
A1.01
Site Plan, Legends and Schedules
A2.0 SERIES - OVERALL FLOOR PLANS
E
A2.01
L1 Plan
A2.02
Roof Plan
E
A3.0 SERIES - REFLECTED CEILING PLANS
A3.01
L1 RCP
A5.0 SERIES - ELEVATIONS/SECTIONS
A5.01
Elevations and Sections
A5.11
Sections and Details
EQUIPMENT LEGEND
duplex receptacle
D
D
recessed light - see electrical drawings
ARCHITECTURAL GRAPHIC LEGEND
grid line identification
2
LEVEL NAME
A
drawing
number
Extent of roof above
46952
elevation relative to top of curb
X
AX.XX
sheet
number
1
1000
Extent of curb below refer to civil and landscape
section reference
assembly tag / refer to assembly schedule
WXX
J
centre line
C
C
12943
10
A2.01
ABBREVIATION LEGEND
affe
c/w
eq
na
pt
ptd
rec
reqd
sim
stn
t/o
typ
u/s
wd
4
Bench - refer to
landscape
= above finished floor elevation
= complete with
= equal
= not applicable
= pressure treated
= painted
= recessed
= required
= similar
= stain
= top of
= typical
= underside
= wood
ASSEMBLY SCHEDULE
B
B
SYMBOL
ASSEMBLY
DESCRIPTION
SHEET METAL ROOFING
Varies
200mm
3mm
245mm
sheet metal roofing
pt wood shim sloped to drain
modified bituminous membrane
wood structure - see structural
R1
1
Site plan
1 : 200
Note: all conduits shall run above wood
decking. No exposed conduits shall be
permitted.
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#
A
Seal:
KERR WOOD LEIDAL
consulting engineers
200 - 4185A Still Creek Drive
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
215 – 309 W CORDOVA ST
VANCOUVER BC V6B 1E5
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Copyright reserved. This design and drawing is the exclusive property of WMW
Public Architecture and Communication Inc. and cannot be used for any
purpose without the written consent of the Architect. This drawing is not to be
used for construction until issued for that purpose by the Architect. Prior to
commencement of the Work the Contractor shall verify all dimensions,
datums and levels to identify any errors and omissions; ascertain any
discrepancies between this drawing and the full Contract Documents; and,
bring these items to the attention of the Architect for clarification.
Rev
Date
0
2016-5-31
Des Dwn Chk
Rev
Date
Des Dwn Chk
Whistler Gateway Loop Redevelopment
4313 Village Gate Boulevard, Whistler, BC
ISSUED FOR TENDER
Site Plan, Legends and
Schedules
F (604) 294-2090
Project No.
Date
1
2
3
4
5
6
1434
March 14, 2016
Drawing
No.
A1.01
7
Rev.
0
1
3
2
5
4
6
Paint all
exposed
surfaces and
fasteners with
Matthews
Acrrylic
Polyurethane,
with clear coat
satin finish.
595
Aluminum sign
Shim
E
28
0°
60.0
40
60
.0
0°
12
Slope to drain
T.O. Bus
3
A2.01
60.00°
Unit paving refer to
landscape
Paint all
exposed
surfaces and
fasteners with
Matthews
Acrrylic
Polyurethane,
with clear coat
satin finish.
Aluminum sign
T.O. Curb
4100
7
2
A2.01
T.O. Bus
3M custom inks
print direct to
3930 with 3M
approved
UV/Graffiti vinyl
over-laminate.
Colour: white
0
671.50
8
N
E
Galvanized steel
structure - refer
to structural
Paint all
exposed
surfaces with
Matthews
Acrrylic
Polyurethane,
with clear coat
satin finish.
Concrete
structure refer to
structural
Plan detail - signage
1
10 / A2.01
Section detail - signage at top
2
1 : 10
4 / A2.01
Section detail - signage at grade
3
1 : 10
4100
1 / A2.01
1 : 10
D
D
A
B
C
T.O. Curb
671.50
3
A2.01
60
.0
0°
D
E
1
0
7
A5.01
Elevation detail - monument signage
4
F
A5.01
3 / A5.01
1 : 25
1
3700
G
H
2
Galvanized steel
structure - refer to
structural
J
Valley in roof above
Extent of roof above
C
Extent of concrete
structure below
grade - refer to
structural
5543
12943
9
A5.11
C
Signage
A5.01 4
1762
3
3700
635
4
Site furnishings refer to landscape
Signage
120
9
3
0
370
1
A2.01
B
554
3
A5.01
1762
12
0 .0
0°
B
3
554
3
554
0
370
3
554
6
A5.01
554
3
2
554
permitted.
10
1 / A1.01
Floor plan
1 : 100
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Seal:
KERR WOOD LEIDAL
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Rev
Date
0
2016-5-31
Des Dwn Chk
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
L1 Plan
F (604) 294-2090
Project No.
Date
1
2
3
4
5
6
1434
March 14, 2016
Drawing
No.
A2.01
7
Rev.
0
1
3
2
5
4
6
7
N
E
E
A
B
C
D
E
1
1
A5.11
6777
F
A5.01
1
7
A5.01
H
Overflow scupper
2
A5.11
7395
2
G
J
Built in gutter
5545
D
D
9
A5.11
2.7%
3
A5.11
1
A5.11
%
20.0
6410
RD
A5.01 4
R1
3.6%
3
9.4%
R1
5545
3.6%
6411
R1
4
7395
RD
2.7%
3
C
A5.01
C
Sheet metal roofing
5545
Snow retention system
Roof drain c/w heat tracing refer to civil and electrical
Extend heat trace 1000mm
diameter beyond roof drain
6
A5.01
B
B
permitted.
M
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A
#
A
Seal:
KERR WOOD LEIDAL
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Rev
Date
0
2016-5-31
Des Dwn Chk
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
Roof Plan
F (604) 294-2090
Project No.
Date
1
2
3
4
5
6
1434
March 14, 2016
Drawing
No.
A2.02
7
Rev.
0
1
3
2
5
4
6
7
N
E
E
A
B
C
D
D
D
7
A5.01
E
1
F
A5.01
1
G
Fold line
3
A5.11
Galvanized steel
structure - refer
to structural
2
H
2
A5.11
Align power outlet
to centre of
triangle - refer to
electrical
J
Panel joint - refer
to structural
Wood structure refer to structural
Fold line
9
A5.11
Align power outlet
to centre of
triangle - refer to
electrical
Signage
A5.01 4
C
C
3
EQ
EQ
typ
Align power outlet
to centre of
triangle - refer to
electrical
typ
typ
EQ
4
A5.01
typ
EQ
3
Transformer refer to
electrical
Signage
Wifi antennae
- refer to electrical
Transformer refer to electrical
B
Align power outlet
to centre of
triangle - refer to
electrical
B
Transformer refer to electrical
Centre equipment
in triangles typical
6
A5.01
permitted. All exposed electrical
equipment shall be painted black.
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A
Seal:
KERR WOOD LEIDAL
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Rev
Date
0
2016-5-31
Des Dwn Chk
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
L1 RCP
F (604) 294-2090
Project No.
Date
1
2
3
4
5
6
1434
March 14, 2016
Drawing
No.
A3.01
7
Rev.
0
1
3
2
5
4
6
7
A5.01
7
Wood structure refer to
structural
N
Sheet metal roofing
E
E
4100
1526
1638
T.O. Bus
Note the underside
of signs from
gridline B to H shall
align. Signs vary in
length. Refer to
elevations.
Aluminum sign
Wood structure see structural
T.O. Bus
4100
3700
5782
12
4885
Signage
Galvanized steel
structure - see
structural
2
Section detail - signage to R1
5 / A5.01
T.O. Curb
1 : 10
2
A5.01
671.50
0
100
Elevation north
1
D
100
100
Wood
structure refer to
structural
T.O. Bus
10 / A2.01
1 : 100
9
A5.11
9
A5.11
4
3
2
1
1
2
3
4
3M custom inks
print direct to
3930 with 3M
approved
UV/Graffiti vinyl
over-laminate.
Colour: white
4
300
Sheet metal roofing
trim
5
Sheet metal roofing
7 / A5.01
4
A2.01
C
4100
T.O. Bus
3700
300
1 : 10
9
A5.11
3
3700
5543
3700
Galvanized steel
structure - see
structural
T.O. Curb
0
671.50
T.O. Curb
0
C
671.50
R1
1
A5.11
4
1 : 100
10 / A2.01
Elevation west
1 : 100
See struc
Elevation east
950
10 / A2.01
1
Signage
Galvanized steel
structure - see
structural
3
2
4100
D
Paint all
exposed
surfaces with
Matthews
Acrrylic
Polyurethane,
with clear coat
satin finish.
Elevation detail - signage
4
T.O. Bus
4100
7
A5.01
4
A5.11
Wifi antennae
- refer to electrical
T.O. Bus
400
5
A5.01
8
A5.11
4100
Roof scupper
Signage
Rain water leader
c/w heat tracing refer to civil and
electrical
B
3700
Sheet metal roofing
Galvanized steel
structure - see
structural
Heat tracing
service well - refer
to electrical and
civil
T.O. Bus
4100
Paved surface - see
landscape and civil
10
A5.11
Footings beyond see structural
B
T.O. Curb
671.50
0
Concrete structure
- see structural
Signage
Galvanized steel
structure - see
structural
T.O. Curb
0
671.50
Perimeter drainage
- refer to civil
6
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10 / A2.01
Elevation south
7
1 : 100
10 / A2.01
Seal:
KERR WOOD LEIDAL
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Rev
Date
0
2016-5-31
Des Dwn Chk
permitted.
Section - transverse looking west
1 : 50
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
Elevations and Sections
F (604) 294-2090
Project No.
Date
1
2
3
A
4
5
6
1434
March 14, 2016
Drawing
No.
A5.01
7
Rev.
0
1
3
2
5
4
6
2
2
4
Vent
E
Built in gutter
50 50
Pt wood blocking
13
R1
Galvanized steel
structure - refer
to structural
2
1 : 10
Section detail - R1 at roof scupper
1 / A2.02
1 : 10
1 / A2.02
1 : 10
Conduit - refer
to electrical
2
573
with s
tructu
ra l
Heat trace - refer
to electrical
9 / A5.11
1 : 10
9 / A5.11
Rain water
leader - refer to
civil
T.O. Bus
Light fixture refer to electrical
E
Section detail - R1 at beams from grid A to C and G to J
1 : 10
8 / A5.11
Caulk and
backer rod
C
8
1 : 10
Galvanized steel
angle on radius
to align with
column - refer
to structural
150
Galvanized steel
structure - refer
to structural
Plan detail - column above light fixture
7
Steel sleeves for
wire and rain
water leader refer to
structural
7
A5.11
40
Galvanized steel
angle on radius
to align with
column - refer
to structural
4100
Light fixture refer to electrical
Caulk and
backer rod
Cut bottom of
beam to expose
full layer of glue
lam
6
Heat trace - refer
to electrical
Power for light
fixture - refer to
electrical
coord
950
Top and bottom
of beam to be
cut to align with
adjacent
structure
D
Wood structure refer to
structural
7
A5.01
Section detail - R1 at fascia and sloped soffit
5
1 : 10
15.00°
R1
Section detail - R1 at roof drain
2
Galvanized steel
structure - refer
to structural
C
Galvanized steel
structure - refer
to structural
7 / A5.01
Rain water
leader - refer to
civil
Power outletrefer to
electrical
Heat trace refer to
electrical
R1
Rain water
leader - refer
to civil
4
Vent
Light fixture refer to
electrical
Power for
lighting - refer to
electrical
Section detail - R1 at typical column
3
R1
D
Modified
bituminous
membrane c/w
binder bar
Built in gutter
Power for
lighting - refer
to electrical
Power outletrefer to
electrical
Section detail - R1 at fascia and horizontal soffit
Caulking
100
13
Caulk and
backer rod
125
R1
R1
Pt wood
blocking
100
Modified
bituminous
membrane
2530
Sheet metal
roofing trim
c/w concealed
clip
300
200
Modified
bituminous
membrane c/w
binder bar
1 / A2.02
50 50
Caulking
100
560
Conduit - refer
to electrical
N
E
400
Built in
scupper
1
Extend heat
trace 1000mm
diameter
beyond roof
drain - refer to
Roof Plan
360
Sheet metal
roofing trim c/w
concealed clip
Light fixture refer to
electrical
7
7 / A5.01
Section detail - light fixture at top of typical column
1 : 10
2
Galvanized steel
structure - refer
to structural
7
A5.01
Unit paving refer to
landscape
450
Heat tracing
inspection
chamber - refer
to electrical and
civil
T.O. Curb
0
671.50
Rain water
leader - refer
to civil
5
A5.11
6
A5.11
sim
R1
B
150
6
A5.11
sim
3
A5.11
R1
R1
B
T.O. Bus
Grout- refer
to structural
Heat tracing refer to
electrical
4100
Concrete
structure refer to
structural
Galvanized steel
structure - see
structural
Paved surface - see
landscape and civil
T.O. Curb
0
671.50
Footings beyond see structural
Perimeter drainage
- refer to civil
Concrete structure
- see structural
M
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Section - longitudinal looking north
9
10 / A2.01
10
1 : 100
7 / A5.01
Seal:
KERR WOOD LEIDAL
Burnaby, BC V5C 6G9
T (604) 294-2088
E mail@kwl.ca
TEL 604 738 4323
FAX 604 873 4313
WWW.PUBLICDESIGN.CA
Rev
Date
0
2016-5-31
Des Dwn Chk
Rev
Date
Des Dwn Chk
permitted.
Section detail - column base
A
1 : 10
ISSUED FOR TENDER
Sections and Details
F (604) 294-2090
Project No.
Date
1
2
3
4
5
6
1434
March 14, 2016
Drawing
No.
A5.11
7
Rev.
0
SAVED 2016-05-30 1:27 PM
1
STRUCTURAL STEEL
1.
1.
Design of foundations is based on the geotechnical report of March 9, 2016 by Thurber Engineering. Any interpretation
of the geotechnical report by the Contractor is solely the responsibility of that Contractor.
1.
Perform all Work in accordance with CSA A23.1, the RSIC Manual of Standard Practice, and Specification Section
03 20 00.
1.
Perform all Work in accordance with CSA S16 and Specification Section 05 12 00.
The raft foundation has been designed for a factored bearing pressure of 150 kPa and Ks=16,000 kN/m3 , as stated
in the geotechnical report. All foundation shall bear on soil capable of supporting this pressure without failure or
undue settlement. If native soil or fill are found during construction to have a lower bearing pressure, notify the
Geotechnical Engineer and Consultant, and provide revised foundations to the Consultant’s specifications.
2.
Deliver, store, and handle steel reinforcement, welded wire fabric, and accessories to prevent bending and
damage.
2.
2.
Where connection forces are shown on the Drawings, connections shall be designed by a Professional Engineer,
retained by the steel fabricator and experienced in the design of this Work.
3.
Reinforcing shall be new billet steel conforming to the following standards:
5.
E
6.
7.
8.
9.
Read structural Drawings in conjunction with other related Drawings, including existing Drawings, for dimensions,
elevations, roof and floor slopes, presence of openings and inserts, existing underground services, and existing
mechanical/electrical elements.
Do not scale off of the Drawings or digital files. Written dimensions take precedent. Hard copy Drawings are the
official documents for the Project and take precedence over digital files.
For Projects overseen by a Construction Manager or Design-Build Contractor in lieu of a General Contractor,
references in all notes and specifications to “Contractor” shall apply to the relevant Subcontractor(s).
CSA G30.18, Grade 400
CSA G30.18, Grade 400W (welding to CSA W186)
Contractor shall retain a Professional Geotechnical Engineer to design and supervise excavation, shoring, and
underpinning of adjacent structures, where required. All costs are to be included in this Contract.
c) Welded wire mesh (plain)
ASTM A185
d) Epoxy coated reinforcement
ASTM A775
e) Stud rails
ASTM A108 and ASTM A1044
Fy = 350 MPa (51 ksi), Fu = 450 MPa (65 ksi), welding to CSA W59
5.
Follow all recommendations given in the geotechnical report for preloading, backfill, drainage, sub-base preparation,
and other requirements.
6.
Contractor is responsible for all temporary drainage during excavation.
7.
See Architectural Drawings and soils report for all elevations and drainage slopes.
8.
Where footing elevations vary, follow requirements of typical details shown on Drawings. Contractor shall establish
footing elevations based on all requirements, including frost protection, maximum slopes and electrical, mechanical,
and architectural information.
Unsolicited alternative proposals and unsolicited substitutions of materials, structure, connections, or otherwise
must be submitted with sketches and calculations sealed by a Professional Engineer. Alternative proposals and
substitutions will require review by the Architect and Consultant. Such review will be undertaken on an additional
fee basis, at the Contractor’s cost, and does not guarantee acceptance of the alternative proposal(s).
Contractor is solely responsible for bracing the structure and all components during construction, including any
underpinning of adjacent structures.
These Drawings show requirements for the completed structure only. Contractor is responsible for the design and
inspection of falsework, shoring, and reshoring in accordance with WCB standards.
12. Design Loads:
a) Gravity Loads:
Superimposed
Dead Loads
100
Live Load
Roof Snow load based on:
Importance = 1.0 Normal
0.5kPa
Ss= 9.5kPa
Sr= 0.9kPa
Superimposed dead loads are non-structural dead loads including architectural topping, partitions (for LL<4.8 kPa),
roofing material, pavers, ceiling finishes and mechanical/electrical conduits/fixtures.
Seismic load based on:
Seismic Data
Sa (0.2) Sa (0.5) Sa (1.0) Sa (2.0)
0.63
Wind load based on:
9.
10.
11.
50
5.
Weldable reinforcement (including deformed anchor bars) must be clearly identified on each piece.
6.
Provide the following fillet weld sizes for welding of deformed bar anchors to embed plates:
Perform subgrade density testing per “Field Review and Testing” section of these General Notes. Take care not
to disturb subgrade after approval and prior to concrete placement.
0.47
0.28
0.16
PGA
0.29
q 1/50= 0.48kPa
Site Class E
Fa= 0.9
Fv= 1.8
Rd= 1.5
Ro= 1.3
c) 20M (3/4")Ø - 12mm (1/2")
7.
Test stud rail assemblies per the “Field Review and Testing” section of these General Notes.
8.
Provide minimum reinforcement as follows, unless noted otherwise:
a) Wall reinforcement:
Provide 50mm (2”) thick concrete ground seal under footings and grade beams if required by site conditions,
and/or by Geotechnical Engineer.
250mm (10") wall - 10M @ 400 (16") VERT., EACH FACE STAGGERED
10M @ 400 (16") HORIZ., EACH FACE STAGGERED
14.
Bearing surfaces must be protected from freezing before and after footing concrete is cast.
300mm (12") wall - 10M @ 300 (12") VERT., EACH FACE STAGGERED
10M @ 300 (12") HORIZ., EACH FACE STAGGERED
200mm (8") wall - 15M @ 450 (18") VERT., 15M @ 450 (18") HOR., CENTERED
15.
Concrete cast under water shall conform to CSA A23.1.
16.
Perform concrete material tests per “Field Review and Testing” section of these General Notes.
17.
Do not backfill retaining walls until full concrete design strength is reached unless otherwise approved by the
Consultant. Confirm with Consultant prior to concrete placement if floor/roof restraint is required prior to backfilling.
18.
The “Concrete” and “Reinforcing” sections of these General Notes also apply to this Work.
2.
Mix Designs: Concrete is specified according to the performance method per CSA A23.1 Table 5.
100mm (4")
125mm (5")
150mm (6") or less
175mm (7")
190mm to 215mm (7 1/2" to 8 1/2")
225mm to 250mm (9" to 10")
275mm to 300mm (11" to 12")
Concrete topping (ie: over steel deck)
9.
MIN. 28 DAY EXPOSURE
REPLACEMENT
STRENGTH CLASSIFICATION FLY ASH FOR
MPa (psi)
CEMENT(%)
All codes and documents referred to in these General Notes are to be the current adopted edition.
15.
Design of secondary component items, including their attachment to the structure, is the responsibility of others.
See “Secondary Components and Their Attachments” section of these General Notes.
Foundations and Footings
30 (4350)
-
30
Supply of Record Drawings is outside the scope of services.
Columns
30 (4350)
F2
30
a) All structural Work requires written review by the Consultant, including concrete reinforcement,
masonry reinforcement (including non-load-bearing partitions), structural steel (including decking),
and wood framing (including sheathing). Consultant review is for general compliance with structural
concepts only. Contractor remains solely responsible for building the work in conformance with the
contract documents.
All surfaces placed in contact with ground
Formed surfaces exposed to ground or weather
Walls
Column ties - interior
Column ties - exterior
Slabs
Slab bands and Beams
Parking slab - top
- bottom
i) Slab on grade (from top of slab)
j) Other, unless otherwise noted
F2
30
Exterior
32 (4650)
C2
30
Masonry Grout
20 (3000)
-
50
0
30 (4350)
2.
C
e) Fly ash replacement (where noted) is the mass of fly ash as a percentage of the total mass of cementitious
materials.
Independent Testing Agency Review: The Owner shall appoint and pay for the services of independent,
CSA-certified testing agencies, subject to approval by the Consultant, for the items listed below. Testing
agencies shall provide written reports of all test results to the Contractor and the Consultant.
f) Where masonry grout strength is determined by cylinder tests, cylinder strength must meet or exceed 70% of
the strength listed.
a) Subgrade Density Testing: Test subgrade material immediately prior to installation of slab on grade
components and during lifts as specified by the Geotechnical Engineer.
g) Submit mix designs for each concrete mixture to the Consultant and testing agency for review and approval a
minimum of 14 days prior to concrete placement. Identify elements for which each mix design is intended.
b) Concrete Materials Testing:
1) Perform compressive strength tests in accordance with CSA A23.2. Unless permitted by the
Consultant, cast a minimum of three test cylinders for each 50 cubic meters / 50 cubic yards or each
day’s pour, whichever is less. Test one at seven days and two at 28 days. (For concrete with more
than 25% fly ash replacement, cast a minimum of four test cylinders. Test one at seven days, one at
28 days, and two at 56 days.) Test reports shall identify the locations where concrete is being tested,
with gridlines and elevations.
3) Submit concrete test results maximum 48 hours after test.
1) Perform compressive strength tests in accordance with CSA A165.1 for each type of unit provided.
12.
Accurately place all reinforcement. Chair and tie reinforcement to prevent displacement and to maintain specified
cover. Do not tack weld crossing reinforcing bars. Install column reinforcement accurately with templates.
Protect chairs against rusting where required for appearance.
13.
Provide CSA standard hooked dowels from bottom of footings to match and lap with verticals. Install masonry
dowels accurately to align with center of walls. Do not wet dowel reinforcement unless approved by the Consultant.
14.
Distributed reinforcement in concrete shear walls shall conform to the following:
See Architectural drawings for slab elevations, slab edge locations, drainage, slopes, and locations of reglets,
reveals, and chamfers. Unless noted otherwise, bevel exposed corners of slabs, beams, slab bands, columns, and
walls 20mm x 20mm (3/4” x 3/4”).
15.
Coordinate with Work of other Sections in forming and placing openings, keyways, slots, reglets, recesses,
waterstops, bolts, anchors, and other inserts.
7.
Blockouts, nailers, conduits, ducts, pipes, sleeves, and other openings are subject to approval by the Consultant.
17.
Provide continuous bars, properly lapped at splices. Bend and lap horizontal reinforcement at all corners and
intersections. Lap splices not shown on the Drawings are not permitted unless approved in writing by the Consultant.
18.
Unless noted otherwise, lap lengths, including dowels, for 400 MPa (58 ksi) reinforcement shall
be as follows:
Epoxy coated bars
10M - 400mm (16")
10M - 500mm (20")
15M - 600mm (24")
15M - 750mm (30")
20M - 750mm (30")
20M - 980mm (39")
25M - 1170mm (46")
25M - 1530mm (60")
30M - 1400mm (55")
30M - 1840mm (72")
2) Heat the formwork or soil surface. Do not cast concrete against any surface with a temperature less than
3°C. Calcium chloride or other de-icing salts are not permitted.
19.
Placing and reinforcement shall be reviewed by the Consultant or the Consultant’s agent prior to any concrete
being placed. See “Field Review and Testing” section of these General Notes.
3) Cover concrete with insulation blankets for the first 36 hours after concrete placement. Do not cast concrete
when temperature is expected to fall below -10°C within 36 hours after placement.
20.
Reinforcing not indicated on the structural Drawings needed for support of mechanical or electrical items (e.g.
radiant piping, conduit, etc.) is the responsibility of the Contractor. Assume a minimum of 10M bars spaced at
350mm (14”) in one direction for areas without structural top reinforcing.
Carry out all hot and cold weather concrete Work in accordance with CSA A23.1.
a) When temperature is expected to fall between 3°C and -10°C within 3 days of pouring concrete, the Contractor
shall carry out one or more of the following procedures:
1) Heat mix water or aggregate to maintain a minimum concrete temperature of 10°C.
4) In addition to the Fabricator’s in-house quality control testing of stud rail fusion machine welds,
perform in-shop visual inspection of all stud rail assemblies, and provide bend tests or tension tests
of fabricated assemblies per ASTM A370 and AWS D1.1, Section 7.3.2 and Figure 7.2. Test a
minimum of 2% of the total stud rail assemblies of each type, subject to confirmation and approval of
the Consultant. Test each stud within the rails selected for testing.
(a) Stud rails used for testing are not permitted to be used in the structure.
(b) Submit test results prior to concrete placement.
4) Provide a heated enclosure to maintain the temperature of all concrete surfaces above 10°C for a minimum
of 36 hours after placement.
5) Provide alternate mix designs for cold weather.
21.
Provide contingency reinforcing additional to all other requirements, with "add" and "delete" unit prices included in bid.
Include reinforcing required for non-structural concrete and masonry shown on the various drawings.
1) Cool concrete to maintain a maximum temperature of 30°C.
2) Prevent concrete from drying.
9.
Perform concrete material tests per “Field Review and Testing” section of these General Notes.
10.
Take measures to minimize shrinkage cracking, including covering and dampening concrete during the curing stage.
11.
Take all precautions to ensure exposed concrete achieves finish desired by the Architect, including proper forming,
mix design, site care, and adequate vibration. Protect against damage during stripping and entire construction
period.
12.
Repair and patch defective areas when approved by Consultant and Architect. Remove and replace concrete that
cannot be repaired and patched to Consultant’s and Architect’s approval.
14.
Unless otherwise noted, provide 3.2mm (1/8”) wide x T/4 deep contraction joints in two directions in slabs on grade.
Center joints on column lines, and space at maximum 4500mm (15 feet) o.c. (T = slab thickness.)
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
0
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
This drawing is not to be used for construction purposes
until noted and dated 'Issued for Construction' All
measurements must be checked on site and be verified by
the Contractor. Do not scale off hard copy drawings or any
electronic/computer files. Written dimensions always have
precedent. Hard copy drawings are the official documents
for the project and always take precedent over all
electronic/computer files.
e) Pipe
ASTM A53, Grade B
f) Bolts
ASTM A325
g) Anchor bolts
ASTM F1554, Grade 36
h) Deformed bar anchors
CSA G30.18, Grade 400W
i) Shear Stud Connectors
j) Stainless steel
ASTM A108, Grades 1015 through 1020, headed-stud type
Type 304
Welding of reinforcing to embedded plates is permitted only with weldable deformed bar anchors. Headed stud
anchors on embed plates shall also be fillet welded; fusion machine welds are not permitted. See the “Concrete
Reinforcing” section of these General Notes for fillet weld sizes.
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
10.
Hot dip galvanize all steel Work permanently exposed to the weather, including fasteners, unless noted otherwise.
Hot dip galvanize all steel connectors and fasteners for wood members exposed to view in the completed structure,
where exposure to rain during or after construction may cause rusting or staining of the wood. Galvanizing shall
conform to ASTM A123 and A153.
11.
Repair galvanized areas that are field welded or otherwise damaged during construction to comply with ASTM A780.
12.
Control heat and pace of weld when welding may significantly warp the member or when welding steel adjacent to
other materials (wood, concrete, etc.) to prevent cracking, spalling, or burning of adjacent material.
13.
Grout fill all voids on underside of all base plates and bearing plates in contact with concrete or masonry.
Provide non-shrink grout with a plastic consistency, capable of developing minimum compressive strength
of 17 MPa (2500 psi) in 48 hours and 48 MPa (7000 psi) in 28 days. Follow manufacturer’s instructions for
mixing and placement.
14.
See “Field Review and Testing” section of these General Notes for required reviews by Consultant and
independent testing agency.
15.
If a structural steel member size specified on the structural Drawings is not available, the Contractor shall
immediately notify the Consultant and allow for the next available size up. Contractor is responsible for the cost of
any member upsizing due to availability of sizes or grades specified.
16.
See architectural Drawings for miscellaneous steel components. Any steel components not shown on the structural
Drawings are considered to be secondary components. (See “Secondary Components and Their Attachments”
section of these General Notes.) Assume 6mm (1/4”) thickness unless noted otherwise.
Rev
Date
- ANCHOR BOLTS
- ADDITIONAL
- ALTERNATE
- ARCHITECT / ARCHITECTURAL
- BOTTOM LOWER LAYER
- BOTTOM UPPER LAYER
- BOTTOM CHORD EXTENSION
- BOTTOM
- BUILT UP
- FACTORED COMPRESSION FORCE
- CANTILEVERED
- CENTER OF GRAVITY
- CENTERLINE
- CLEAR / CLEARANCE
- COLUMN
- CONCRETE
- CONNECTION
- CONTINUOUS
- COUNTERSINK
- CAST IN PLACE
- COMPLETE WITH
- CONTROL JOINT
- CROSS LAMINATED TIMBER
- DEAD LOAD
- DIAGONAL
- DEEP
- DRAWING(S)
- ELEVATION
- ELECTRICAL
- EACH FACE
- EACH SIDE
- EACH WAY
- EXISTING
- FOUNDATION
- FULLY THREADED SCREWS WITH
COUNTERSUNK HEADS
- FULLY THREADED SCREWS WITH
CYLINDRICAL HEADS
- FOOTING
- GAUGE
- GALVANIZED
- GRID LINE
- GLULAM
- HOOK ONE END
- HOOK TWO ENDS
- HOLD DOWN
- HOT DIPPED GALVANIZED
- HEADER
- HORIZONTAL
- INSIDE FACE
- LONG
Des Dwn Chk
LLH
LLV
L.L.
LONGIT.
LSL
LVL
L.V.
Mf
MAX.
MECH.
MIN.
N.STUDS
NTS
OPP.
O.F.
P.C.
PL.
PLY.
PSC
PSH
PSL
PSW
P/T
REINF.
R/W
S.D.L.
S.O.G.
S.S.
STAG.
STD.
STIFF.
STIRR.
Tf
THK.
TJI
T.L.L.
TRANSV.
T.U.L.
T&B
TYP.
U.D.L.
U.N.O.
U/S
Vf
VERT.
WD.
WP.
C
- LONG LEG HORIZONTAL
- LONG LEG VERTICAL
- LIVE LOAD
- LONGITUDINAL
- LAMINATED STRAND LUMBER
- LAMINATED VENEER LUMBER
- LENGTH VARIES
- FACTORED MOMENT
- MAXIMUM
- MECHANICAL
- MINIMUM
- NELSON STUDS
- NOT TO SCALE
- OPPOSITE
- OUTSIDE FACE
- PRECAST CONCRETE
- PLATE
- PLYWOOD
- PARTIALLY THREADED SCREWS
WITH COUNTERSUNK HEADS
- PARTIALLY THREADED SCREWS
WITH HEX HEADS
- PARALLEL STRAND LUMBER
- THREADED SCREWS WITH
WASHER HEADS
- POST-TENSION
- REINFORCEMENT
- REINFORCED WITH
- SUPERIMPOSED DEAD LOAD
- SLAB ON GRADE
- STAINLESS STEEL
- STAGGERED
- STANDARD
- STIFFENER
- STIRRUP
- FACTORED TENSILE FORCE
- THICK
- TRUSS JOIST
- TOP LOWER LAYER
- TRANSVERSE
- TOP UPPER LAYER
- TOP & BOTTOM
- TYPICAL
- UNIFORMLY DISTRIBUTED LOAD
- UNLESS NOTED OTHERWISE
- UNDERSIDE
- FACTORED SHEAR FORCE
- VERTICAL
- WIDE
- WORK POINT
ISSUED FOR TENDER
Copyright reserved. This drawing and design is and at all
times remains the exclusive property of Fast+Epp and
cannot be used without their written consent and
associated disclaimer fees. The information contained
herein is for use of the Client only. Fast+Epp is under no
obligation to supply electronic/computer files for this
project to the Contractor or Subcontractors. Fast+Epp and
its employees are not liable to any other parties relating to
the use of these drawings.
3
D
Provide one coat of shop primer to steel surfaces except the following, or unless noted otherwise:
FTG.
GA.
GALV.
G/L
GL
H1E
H2E
HD
H.D. GALV.
HDR
HORIZ.
I.F.
LG.
A
Fast +Epp
CSA G40.20/G40.21 Grade 300W
FSZ
Do not strip forms for structural elements until concrete strength has reached 50% of the design compressive
strength for columns and walls, 70% of the design compressive strength for slabs and beams, and 75% of the
design compressive strength for slabs and beams in parking structures. Strength of concrete shall be determined
from field-cured cylinders. All shoring and reshoring must be approved by Contractor’s shoring engineer.
13.
GSA G40.20/G40.21 Grade 350W, Class C
d) Plates and flat bars
A.BOLTS
ADDL.
ALT.
ARCH.
B.L.L.
B.U.L.
BCE
BOT.
B/U
Cf
CANT.
CG.
CL
CLR.
COL.
CONC.
CONN.
CONT.
C'SINK
C.I.P.
C/W
CJ
CLT
D.L.
DIAG.
DP.
DWG(S).
EL.
ELEC.
E.F.
E.S.
E.W.
EXIST.
FDN.
FSC
b) When the temperature is expected to rise above 25°C the Contractor shall:
Additional testing and field review resulting from rejection of more than 5% of the Work will be at Contractor’s
expense.
CSA G40.20/G40.21 Grade 300W
c) HSS
ABBREVIATIONS
c) Unless noted otherwise, where zones change size at the splice because of wall steps, provide dowels for a tension
splice above and below.
b) Where permitted, space openings two diameters apart, but not less than 150mm (6”).
8.
b) Rolled shapes (other)
a) Zone dowels to match size and number of vertical bars in zone, unless noted otherwise.
Do not field bend reinforcement except where indicated or authorized by the Consultant. When field bending is
authorized, bend without heat. Replace bars which develop cracks or splits.
c) Single openings larger than 300mm (12”) or a group of openings occupying together more than 300mm x
300mm (1.0 square foot) in any one square meter (10 square feet) are not permitted without approval of the
Consultant.
CSA G40.20/G40.21 Grade 350W
Zone reinforcement in concrete shear walls shall conform to the following:
16.
a) Openings and conduits are not permitted in shear wall zones or within 1000mm (39”) of wall ends, wall
intersections, and columns.
a) Rolled shapes (W-sections)
c) Surfaces of high-strength bolted, slip-critical connections
b) Do not crank zone bars. At splices the zones shall be offset from the bars below and all bars at the splice shall be
contained within ties.
6.
e) Adhesive Anchors: Perform in-situ proof load tests of adhesive anchors where indicated on the Drawings and
where Contractor has substituted adhesive anchors for cast-in anchors (with Consultant's written permission.
Proof load shall be manufacturer's published anchor capacity. If any anchors fail proof load testing, additional
tests are required at the discretion of the Consultant, at the Contractor's expense.
J:\2200 - 2249\2248 Whistler Gateway Loop\2248_S1.00, S1.01.dwg
Clear distance between bars in columns shall not be less than 1.5 times the nominal diameter of the bars, or 38mm
(1-1/2”), or 1.5 times the maximum size of the coarse aggregate.
5.
3) Visually inspect all steel deck fasteners.
3.
11.
b) Vertical splices shall typically occur at the floor levels. Other splices of horizontal and vertical reinforcement are
not allowed except where necessary. These splices must be staggered within each curtain and must be
reviewed and approved by the consultant before construction.
1) Inspect and test all shop- and field-bolted connections according to CSA S16.
Provide steel conforming to the following standards, unless noted otherwise:
a) Surfaces embedded in concrete or mortar
Clear distance between bars, except for columns, shall not be less than 1.4 times the nominal diameter of the bar,
or 30mm (1 1/4”), or 1.4 times the maximum size of the coarse aggregate. Bars placed in two or more layers shall
have a minimum clear distance between the layers of not less than 30mm (1 1/4”) and shall be placed directly above
and below each other.
Install expansion and/or construction sequence joints in concrete structures greater than 45m (150 ft) in length.
Details and locations shall be discussed with and approved by the Consultant in writing prior to construction.
d) Steel Testing:
7.
b) Surfaces to be field welded
75mm (3")
50mm (2")
32mm (1 1/4")
40mm (1 1/2")
50mm (2")
40mm (1 1/2")
50mm (2")
40mm (1 1/2")
40mm (1 1/2")
----40mm (1 1/2")
4.
3) Test at intervals per CSA S304.1.
2) Inspect all structural steel welds to the following criteria:
(a) Visually inspect 100% of all shop and field welds.
(b) Magnetic particle test 20% of all shop and field fillet welds.
(c) Ultrasonic test 100% of all shop and field complete penetration (CP) welds.
75mm (3")
50mm (2")
32mm (1 1/4")
40mm (1 1/2")
50mm (2")
25mm (1")
40mm (1 1/2")
40mm (1 1/2")
25mm (1")
40mm (1 1/2")
40mm (1 1/2")
a) All horizontal reinforcement shall be inside the zone verticals and extend to the end of the wall.
Where there are two curtains of reinforcement shown, the vertical bars shall be on the outside of the horizontal bars.
2) Perform mortar aggregate ratio tests (proportion specification) and grout compressive strength and
slump tests in accordance with CSA A179 for each mix provided.
Protect steel members from corrosion, deformation, and other damage during storage and handling.
e) Galvanized surfaces
Contractor is solely responsible for design of concrete formwork, shoring, and bracing. All formwork shall
conform to CSA S269.3.
c) Concrete Masonry Unit Testing:
6.
d) Surfaces to receive sprayed fire-resistive materials (applied fireproofing)
3.
2) Perform slump tests and air content tests in accordance with CSA A23.2 for each concrete test.
B
10.
d) Select maximum aggregate size as required to accommodate rebar congestion and allow for proper finishing
(for example at topping slabs). Include maximum aggregate size in mix design submittal.
b) Contractor is responsible to give reasonable advance notice of when structural Work is ready
for review by the Consultant, minimum 48 hours prior to pour or concealment. Contractor is responsible
for reviewing his or her own work and the work of the subtrades prior to review by the Consultant.
All steel fabricators and erectors must have full approval of the Canadian Welding Bureau under CSA W47.1.
Weld to CSA W59 using welders qualified in accordance with CSA W47.1.
9.
Provide concrete protection for reinforcement as follows, unless noted otherwise:
Fire Resistance Rating
0-2 hrs.
3 hrs.
a)
b)
c)
d)
e)
f)
g)
h)
Arch. concrete (see Arch.)
Slabs on Grade
5.
e) Footing reinforcement:
2-15M continuous plus hooked dowels of same size and spacing as wall vertical reinforcing. Other locations not
identified above: 15M @ 400 (16")
c) Normal weight concrete for various purposes shall be as follows:
Consultant Review:
Fabricate structural steel members to CISC Code of Standard Practice, CSA W47.1, and CSA W59. All fabrication
and welding exposed to view shall be appearance quality to the Architect’s satisfaction.
8.
d) Unless noted otherwise, openings in walls and slabs shall have 2-15M extra each side extending 600mm (2'-0")
past corners, plus 2-15M x 1200mm (4'-0") diagonal each corner.
b) No calcium chloride is permitted in any form in the concrete mixes.
14.
10M @ 500 (20") EACH WAY
10M @ 400 (16") EACH WAY
10M @ 300 (12") EACH WAY
15M @ 500 (20") EACH WAY
15M @ 450 (18") EACH WAY
15M @ 400 (16") EACH WAY
15M @ 350 (14") EACH WAY
152x152 MW 9.1x MW 9.1 welded wire mesh
c) Column integrity reinforcing at suspended slabs:
2-20M bottom extra each way, extend minimum 740mm past face of column. See typical detail.
a) Cement shall be Type GU Portland cement / type HS for concrete in contact with sulfate soils, unless noted
otherwise.
1.
4.
2-15M verts full height at ends of all walls unless noted otherwise
Perform all Work in accordance with CSA A23.1 and Specification Sections 03 11 00, 03 20 00, and 03 30 00.
Exterior
Submit shop drawings showing fabrication and erection of all structural steel components to the Consultant for
review prior to fabrication. Show all connections and details, material specifications, and finishes; include an
erection layout for all members. Do not proceed with fabrication until shop drawings have been approved by the
Consultant.
b) Slab reinforcing (or temperature reinforcing)
1.
FIELD REVIEW AND TESTING
3.
150mm (6") wall - 10M @ 300 (12") VERT., 10M @ 300 (12") HOR., CENTERED
13.
ELEMENTS
E
d) Protection of connections of dissimilar metals against galvanic corrosion is the responsibility of the Professional
Engineer sealing the fabricator's shop drawings.
b) 15M (5/8")Ø - 10mm (3/8")
Center all footings on columns and walls unless noted otherwise.
These Drawings show structural Work required to meet the provisions of Part 4 (and Part 9 where applicable) of
the BCBC.
c) The Professional Engineer sealing the fabricator’s shop drawings is also responsible for all field review of his or
her Work. The Engineer shall provide signed and sealed letters of assurance (Schedules S-B and S-C) to the
Consultant confirming the Work has been completed in accordance with the final reviewed shop drawings and
all structural requirements.
a) 10M (3/8")Ø - 6mm (1/4")
12.
16.
Provide weldable reinforcement in concrete shear walls and frame members with force modification factors
Rd greater than 2.0 (see "General" section of these General Notes).
Footing elevations, if shown, are for bidding purposes only. They are not final and may vary according to site
conditions. All footings must be taken to a bearing layer approved by the Geotechnical Engineer.
Contractor is solely responsible to ensure the Geotechnical Engineer reviews and confirms bearing pressure and
approves subgrade installation prior to casting concrete for footings.
b) Drawings and calculations of components designed by the steel fabricator shall be signed and sealed by the
Professional Engineer. Drawings shall include connection design forces for each representative member connection.
4.
CONCRETE
b) Seismic and Wind Loads:
13.
a) 10M and larger
b) Weldable reinforcement
Prior to commencement of Work, Contractor shall compare all related Drawings, confirm all dimensions, and field
measure/confirm all existing conditions. Report any discrepancies to the Architect and Engineer of Record
(“Consultant” henceforth).
If discrepancies relating to structural Work are found in the various documents, the more stringent provisions shall
apply, unless approved by the Consultant. Specifications control over these Drawings and General Notes only
where the Specifications provide for more stringent requirements. Contractor, suppliers, and subtrades are to
ensure they are working with the “Issued for Construction” documents.
a) Design connections for minimum half the shear or compression capacity of the members connected unless
noted otherwise. Provide a minimum of two 19mm (3/4”) diameter A325 bolts with a 9mm (3/8”) connector plate,
or an equivalent weld.
Minimum depth of frost penetration is estimated to be 0.7m, as stated in the geotechnical report.
4.
11. Do not cut or drill openings in any portion of the structure without written approval of the Consultant.
D
3.
Where notes and specifications require submittals by a Professional Engineer, the Engineer must be licensed at
the place where the Project is located.
10. All shop drawing reviews by the Consultant constitute review for general concepts only. Contractor remains
responsible for the detailed design. Assemble and erect all components in accordance with final reviewed shop
and erection drawings. Do not fabricate or erect until Consultant has completed review.
1
7
REINFORCING
4.
millimeters
6
FOUNDATIONS
3.
10
5
4
GENERAL
2.
Paper Size = ARCH D
3
2
B
DRAWING LIST
No.
DWG. No.
1
S1.00
2
S1.01
3
S2.00
FOUNDATION PLAN
4
S2.10
ROOF FRAMING PLAN
5
S2.11
6
S2.12
ROOF CLT PANEL PLAN
7
S4.00
8
S4.10
9
S4.11
10
S4.12
11
S4.13
Project No.
Group
5
6
A
Whistler Gateway Loop
Redevelopment
GENERAL
4
DWG. TITLE
2248
N/A
NOTES
- SHEET 1
Drawing No.
Rev.
S1.00
7
0 SAVED 2016-05-30 1:27 PM
1
3
2
WOOD FRAMING
Paper Size = ARCH D
TIMBER FASTENERS AND CONNECTORS
General: Clearly identify all fasteners and connection systems on shop drawings. Refer also to "Wood Framing"
section of these General Notes where applicable.
1.
Perform all Work in accordance with CSA O86 and Specification Section 06 15 23. If European CLT is used,
panels shall comply with the manufacturer-specific European Technical Assessment (ETA).
2.
Provide the following material grades, unless noted otherwise on the Drawings. All softwood lumber shall conform
to CSA O141 and have a maximum moisture content of 19% unless noted otherwise. All Douglas Fir plywood shall
conform to CSA O121.
2.
Screws:
a) Screws are called up on the drawings as follows:
2.
Where connection forces are shown on the Drawings, connections shall be designed by a Professional
Engineer, retained by the timber fabricator and experienced in the design of this Work.
SPF #2 or better
b) Top and bottom plates:
D.Fir-L #2 or better
c) Strapping and nailing strips:
Hem-Fir, construction grade
b)
d) Solid wood posts and beams:
D.Fir-L #1 or better
e) Floor and roof sheathing:
Douglas Fir plywood (DFP), exterior grade
3.
Provide minimum 38x235 @ 400mm (2x8 @ 16”) joists unless noted otherwise. Install double joists under parallel
non-load bearing partitions above.
4.
Provide minimum 38x38 (2x2) bridging or solid blocking between joists at 2100mm (7’-0) o.c. for all spans greater
than 3000mm (10’-0), with 13mm (1/2”) gap between bridging. Fully block all joist spaces below point loads.
5.
7.
8.
9.
Provide minimum two members for built-up beams and posts.
Provide minimum lintel of 2-38x235 (2-2x10) or 89x241 (3-1/2” x 9-1/2”) LSL unless noted otherwise. Install double
cripples under lintels.
Provide minimum wall studs as follows, unless noted otherwise:
a) 1st floor
38x89 @ 300mm (2x4 @ 12”) o.c. or 38x140 @ 400mm (2x6 @ 16”) o.c.
b) 2nd floor
38x89 @ 400mm (2x4 @ 16”) o.c. or 38x140 @ 400mm (2x6 @ 16”) o.c.
d)
Laminate studs solid beneath all beam ends and carry through to concrete foundation below. Provide built-up
studs to match number of laminations in built-up member being supported. Take care to ensure beams bear fully
on supporting members.
Provide minimum sheathing as follows. Place sheets with face grain running perpendicular to supporting members
in a staggered joint pattern unless noted otherwise.
100
a) Wall sheathing: 13mm (1/2”) plywood fastened with 75mm (3”) long common nails @ 100mm (4”) o.c. at sheet
edges and @ 300mm (12”) o.c. at intermediate studs. Block all unsupported edges with 50mm (2”) nominal
blocking and nailed as above. Drill adequate holes in exterior walls for ventilation.
e)
c) Roof sheathing: 13mm (1/2”) plywood fastened with 75mm (3”) long common nails @ 100mm (4”) o.c. at sheet
edges and @ 250mm (10”) o.c. at intermediate supports. Provide H-clips between each joist.
10.
D
Provide minimum wall anchorage as follows, unless noted otherwise:
a) Interior bearing walls: Fasten bottom wall plate to concrete with 16mm diameter x 250mm long (5/8” diameter
x 10” long) anchor bolts @ 1200mm (4’-0) o.c. maximum. Provide bolts with standard nut and washer at top,
and double nuts and standard washer at bottom. Provide bolts maximum 200mm (8”) from ends and corners
of walls and edges of window and door openings. Where hold down is indicated on the Drawings, increase
edge distance to 300mm (12”).
f)
50
b) Exterior bearing walls and shear walls: Fasten bottom wall plate to floor sheathing with 95mm (3-3/4”) long
spikes @ 100mm (4”) o.c. Fasten bottom wall plate to concrete with 20mm diameter x 250mm long (3/4”
diameter x 10” long) anchor bolts @ 750mm (2’-6) maximum. Provide bolts with 65mm diameter x 6mm thick
(2-1/2” diameter x 1/4” thick) plate washers at top of bolts, and double nuts and standard washer at bottom.
Provide bolts maximum 200mm (8”) from ends and corners of walls and edges of window and door
openings. Add hold down anchors where noted on plan; for walls above the foundation level, hold downs
noted at the base of the wall are also required at the top of the wall below. Connect shear walls to floor/roof
plywood above (connect through blocking or joists where required) with minimum 75mm (3”) long nails @
100mm (4”) o.c.
c) Lap top wall plates 1200mm (4’-0) and connect with 12-75mm (3”) long nails minimum unless noted otherwise.
11.
TOPIX Countersunk Partially Threaded
HBS (wood to wood applications only)
WFC
WFR
ASSY 3.0 Eco
MULTI Head Partially Threaded
Fastener Type
SFS Intec
SWG
WFD
ASSY 3.0 Kombi
5.
6.
The following partially threaded screws with washer heads (PSW) are acceptable, unless noted otherwise
on the Drawings:
Manufacturer
Fastener Type
HECO
RothoBlaas
SWG
SPAX
TOPIX Washer Head Partially Threaded
TBS
ASSY 3.0 SK
SPAX Washer Head Partially Threaded
9.
Manufacturer
Fastener Type
HECO
RothoBlaas
SFS Intec
SWG
SPAX
TOPIX
VGS
WR
ASSY VG CSK (countersunk head)
MULTI Head Fully Threaded
The following fully threaded screws with cylindrical heads (FSZ) are acceptable, unless noted otherwise
on the Drawings:
All wood framing and sheathing shall be reviewed by the Consultant or the Consultant’s agent prior to concealment.
See “Field Review and Testing” section of these General Notes.
m) Library stacks.
n) Roofing material.
o) Parking slab membrane.
10.
Mark panels for identification during erection. Ensure that marks will be concealed from view in final assembly.
Clearly mark top surface.
11.
Make adequate provision for possible erection stresses. Set panels level and plumb to correct positions.
Securely brace panels and anchor in place to maintain plumb until permanently secured by finished structure.
12.
Fit panels closely and accurately, without trimming, cutting, or other modifications, unless approved in writing by
the Consultant. Site cutting or boring of panels, other than shown on shop drawings, is not permitted without
written consent of the Consultant. Coat all field-cut openings with minimum two coats of clear sealer.
14.
See Timber "Fasteners and Connectors" section of these General Notes for requirements related to threaded wood
screws and other proprietary connection systems. All accessories are to be painted in accordance with Architect’s
specifications or hot dip galvanized prior to shipping to site. See “Structural Steel” section of these General Notes for
galvanization requirements.
Where screws are used in combination with architecturally exposed steel plates, where a flush head is required,
or where screws are not perpendicular to steel plate, use screws with countersunk heads unless noted otherwise.
Countersink holes in steel to receive tapered screw heads.
Screw Diameter (mm)
Torque (N-m)
8
10
12
18
26
70
Contact consultant for HDG and stainless steel torque values. Contractor installing connections is responsible
for testing tool setting as described and notifying consultant of finding prior to commencing work. Labour and
materials associated with these tests shall be included in the bid.
3.
Specialty Products: All other fastening and connection systems, including but not limited to Simpson, Pitzl, Knapp,
Sherpa, HBV, and HSK systems, are specified on the Drawings. Strictly follow product suppliers instructions.
4.
HSK connections to be supplied by:
TiComTech
Geothestrasse 60
63808 Haibach
Germany
tel: +49(0)6021 / 446 4267
Rainer Bahmer
rainer.bahmer@ticomtec.de
See architectural Drawings for finish requirements.
16.
Provide gradual heating of enclosed building to minimize panel cupping and checking.
2.
Protection of connections of dissimilar metals against galvanic corrosion is the responsibility of the specialty
Professional Engineer.
4.
Elevator requirements:
D
a) Refer to elevator shop drawings for shaft dimensions, pit depth, location of divider beams and rail support
members, and rough opening sizes for doors. Contractor is responsible for confirming all dimensions prior to
commencing Work.
b) Elevator manufacturer shall provide Consultant with all loads and deflection criteria necessary to size
supporting structure, including rail supports, divider beams, hoist beams, pit slabs, and machine room slabs.
5.
GLUED-LAMINATED STRUCTURAL UNITS
1.
3.
Detail all secondary components for construction tolerances plus the following building movements and deflections:
a) Vertical movements:
15.
1) Vertical deflections of beams, slabs, and decking:
L/180 (25mm min.)
2) Differential deflections of beams and slabs at
adjacent floors at building perimeter:
L/240 (16mm min.)
b) Horizontal movements:
Perform all Work in accordance with CSA O86, CSA O122, and Specification Section 06 18 19. If European glulam is
used, members shall comply with EN 14080.
Where connection forces are shown on the Drawings, connections shall be designed by a Professional Engineer,
retained by the timber fabricator and experienced in the design of this Work.
1) Storey drift due to wind:
(Design components to withstand this movement without damage)
H/400
2) Storey drift due to earthquake:
(Design components to withstand this movement without collapse)
H/40
a) Drawings and calculations of components designed by the timber fabricator shall be signed and sealed by the
c) Movement at expansion joints:
b) The Professional Engineer sealing the fabricator’s shop drawings is also responsible for all field review of
his or her Work. The Engineer shall provide signed and sealed letters of assurance (Schedules S-B and S-C)
to the Consultant confirming the Work has been completed in accordance with the final reviewed shop
drawings and all structural requirements.
3.
Submit shop drawings showing fabrication and erection of all glulam components to the Consultant for review
prior to fabrication. Show all connections and details, material specifications, and finishes; include an erection
layout for all members. Do not proceed with fabrication until shop drawings have been approved by the
Consultant.
4.
Glulam manufacturer shall be certified in accordance with CSA O177 or EN 14080.
5.
Individually wrap members with weatherproof, lightproof, stain free material. Protect corners with wood blocking.
Store members blocked off ground with spacer blocks so air may circulate around all faces of members.
Use padded, non-marring slings for handling. Keep wrapping on members until permanent protection from the
weather is in place, but slit underside to prevent accumulation of moisture inside the wrapping.
6.
All glulam members shall meet the following specifications unless noted otherwise on plan. Any substitution must
have the written approval of the Architect and the Consultant. Submit proposed sealer for review and approval.
a) Species:
Spruce - Pine to CSA O122
b) Stress Grade:
Beams:
HSK system to be shop-installed by glulam supplier HSK plates are not to be galvanized. Bid to include all required
drillings to inject adhesive and all temporary works required.
c) Adhesive:
CSA O112, to grade of service required in accordance with
CSA O122, clear or white
The glulam supplier has to strictly follow the QA / QC procedure provided by the HSK system supplier. The fabricator
shall keep a fabrication log including a checklist covering but not limited to the items below. The inclusion of representative
pictures is required.
a) Adhesive type
d) Appearance Grade:
Commercial where the panel is concealed, Quality elsewhere
e) Sealer:
Manufacturer’s standard, transparent, compatible with finish
b) Date of production
d) The Professional Engineer sealing the Contractor’s shop drawings is also responsible for all field review of his
or her Work. The Engineer shall provide signed and sealed letters of assurance (Schedules S-B and S-C) to
the Consultant confirming the Work has been completed in accordance with the final reviewed shop drawings
and all structural requirements.
Apply sealer to all sides of panels. Double coat ends of panels. Coat all cuts, holes, and slots.
Submit proposed sealer for review and approval.
VGZ
ASSY VG CYL
Cylindrical Head Fully Threaded
h)
c) Submit sealed shop drawings of secondary or non-structural components which may affect the primary
structural system to the Consultant for review. Shop drawings should clearly indicate the method and means
of attachment and the magnitude of forces that the base structure must withstand. The Consultant’s review
shall be only for the components’ effect on the primary structural system and may result in the need to modify
the method of attachment.
C24, 15% maximum moisture content
Manufacturer-specific ETA
Non-Visual where the panel is concealed, Visual elsewhere
RothoBlaas
SWG
SPAX
Traditional lag screws, Simpson SDS/SDW screws, GRK screws, and other specialty screws are acceptable
only where specifically indicated on the Drawings.
b) Drawings and calculations of components designed by the specialty Professional Engineer shall be signed
and sealed by the Professional Engineer.
If European CLT is used, panels shall be fabricated to the manufacturer-specific ETA and shall meet the following
specification. Any substitution must have the written approval of the Architect and Consultant.
Provide moisture barrier at all locations where panels abut concrete or masonry construction.
g)
Design and detailing of the above items and their attachments are not the responsibility of the Consultant. They
shall be designed by specialty Professional Engineers, retained by the Contractor and experienced in the design
of this Work.
a) Design secondary components in accordance with Part 4 of the British Columbia Building Code and with the
design criteria listed in the “General” section of these General Notes.
13.
See manufacturer's specifications for all installation details unless noted otherwise. Use low rpm/high torque
drills with torque clutch. The use of impact drills is prohibited. For connections using carbon steel screws in
combination with steel plates use the following torque:
18.
l) Attachments and bracing for mechanical and electrical components.
Spruce Pine #1/2 to NLGA, 15% maximum moisture content
CSA O112, clear or white
Non-Visual where the panel is concealed, Visual elsewhere
Fastener Type
l)
Provide moisture barrier at all locations where framing abuts concrete or masonry construction.
j) Window washing equipment, including attachments.
All CLT panels shall be fabricated in accordance with APA PRG 320 and shall meet the following specification.
Any substitution must have the written approval of the Architect and the Consultant.
Manufacturer
Contractor to submit one sample of each different type of steel plate assembly, including screws, to Consultant
for approval prior to mass fabrication.
17.
E
i) Elevators, hoist beams, and rail support members.
CLT manufacturer shall be certified in accordance with APA PRG 320. If European CLT is used, manufacturer shall
be certified with an ETA.
Wrap panels with weatherproof, lightproof, stain free material. Protect panel corners with wood blocking during
delivery. Store panels blocked off ground and separated with striping. Slit underside of membrane covering during
storage at site. Cover top and sides with opaque moisture-resistant membrane if outside. Maintain protection of
panels during construction. Contractor and manufacturer shall indicate intended method of protection to the
Architect and Consultant prior to construction.
a) Laminating stock:
b) Adhesive:
c) Appearance grade:
The following fully threaded screws with countersunk heads (FSC) are acceptable, unless noted otherwise
on the Drawings:
k)
See “Timber Fasteners and Connectors” section of these General Notes for requirements related to threaded wood
screws and other proprietary connection systems.
g) Interior and exterior light gauge steel stud walls.
Submit shop drawings showing fabrication and erection of all CLT panels to the Consultant for review prior to
fabrication. Show all connections and details, material specifications, and finishes; include an erection layout for
all panels. Do not proceed with fabrication until shop drawings have been approved by the Consultant.
a) Laminating stock:
b) Adhesives:
c) Appearance grade:
8.
Substitution of common nails with power-driven nails (P-nails) of the same length and diameter is acceptable.
Substitution of power-driven nails of smaller diameter is permitted only with Consultant’s written approval. Set nail
gun pressure so that nail heads do not crush plywood surface; nail head penetration shall not exceed 2mm (1/16”).
Provide steel plates conforming to CSA G40.20/G40.21 Grade 300W or better. Provide A307 bolts unless noted
otherwise. See “Structural Steel” section of these General Notes for galvanization requirements. All fasteners in
contact with pressure-treated wood to be hot dip galvanized to ASTM A153.
Provide 600mm x 600mm (24” x 24”) sample of each Quality appearance grade panel with shop applied sealer
for review and approval by Architect and Consultant.
2.
7.
Predrilled holes: Provide holes in steel with diameter not more than 1mm greater than diameter of screw.
Where pre-drilling of wood is recommended by the supplier, provide hole diameter strictly per manufacturer's
recommendations.
Provide galvanized Simpson Strong-Tie connectors or approved alternate where required, unless noted otherwise.
Use joist hangers with minimum 4.5 kN (1000 lb) capacity for all flush framing. Fully nailed pressure blocks are
permitted only with Consultant’s written approval.
e) Architectural precast and precast cladding.
k) Fall restraint anchors, including any additional required framing not shown on plans.
The following partially threaded screws with hex heads (PSH) are acceptable, unless noted otherwise
on the Drawings:
Manufacturer
d) Skylights and glass canopies.
f) Architectural brick veneer and tie backs.
3.
4.
j)
14.
C
HECO
RothoBlaas
SFS Intec
c) Cladding, window mullions, glazing, and store fronts.
h) Raised floor systems.
Provide sill gasket under all wood sill plates in contact with concrete. Provide peel and stick membrane to all other
wood surfaces in contact with concrete.
All lag screws must be machined threaded, not cast threaded. Pre-drill holes in accordance with CSA O86.
16.
Fastener Type
Where screws are used in combination with steel plates not exposed to view, use screws with a hex head unless
noted otherwise. Provide hole shape per manufacturer's recommendations for each screw type.
13.
15.
Manufacturer
b) Architectural components such as guard and hand rails, flag posts, canopies, ceilings, etc.
b) The Professional Engineer sealing the fabricator’s shop drawings is also responsible for all field review of his
or her Work. The Engineer shall provide signed and sealed letters of assurance (Schedules S-B and S-C) to
the Consultant confirming the Work has been completed in accordance with the final reviewed shop
drawings and all structural requirements.
i)
0
12.
Screw length,
mm
Refer to all Contract Documents for secondary components. Secondary components are elements that are
structurally significant for the functions they serve but do not contribute to the overall strength or stability of the
primary structural system. Examples include, but are not limited to, the following:
a) Site work elements exterior to the base building such as landscaping components, retaining walls, lamp
standards, bollards, fences, pools, signs, and civil work.
a) Drawings and calculations of components designed by the timber fabricator shall be signed and sealed by the
The following partially threaded screws with countersunk heads (PSC) are acceptable, unless noted otherwise
on the Drawings:
SWG
SPAX
c)
6.
PSC 10 x 300
Screw diameter,
mm (thread)
b) Floor sheathing: 19mm (3/4”) T&G plywood, glued and fastened with 75mm (3”) long common nails at 100mm
(4”) o.c. at sheet edges and @ 250mm (10”) o.c. at intermediate supports.
millimeters
1.
1.
Screw type
(see below)
7
SECONDARY COMPONENTS AND THEIR ATTACHMENTS
Perform all Work in accordance with CSA O86, Part 9 of the British Columbia Building Code, and Specification
Section 06 11 00.
a) Studs, joists, built-up posts and beams,
nailers, and blocking:
6
CROSS-LAMINATED TIMBER (CLT) PANELS
1.
E
10
5
4
7.
c) Date of delivery
2) Parallel to joint:
± 50mm min. (100mm total)
3) Vertical:
C
If European glulam is used, all members shall meet the following specifications. Any substitution must have the written
approval of the Architect and Consultant. Submit proposed sealer for review and approval.
Fichte or Laerche/ Douglasie to EN 14080
b) Stress Grade:
GL 28h Min. Supplier responsible to resize member to achieve same performance
as specified members.
f) Control of width, depth and arrangement of the slots for the HSK-Connection
c) Adhesive:
EN 14080
g) Moisture content of wood and ambient relative humidity
d) Appearance Grade:
Commercial where the panel is concealed, Quality elsewhere
h) Temperature of the wood members and the HSK-Connectors
e) Sealer:
Manufacturer’s standard, transparent, compatible with finish
e) Dry fitting of HSK-Steel plate
20f-Ex
a) Species:
d) Use-by date
1) Perpendicular to joint:
i) Ambient temperature during fabrication and curing of the adhesive
j) Theoretical volume of adhesive and actual volume of adhesive injected
8.
After end cutting each member to final length, apply a double coat of end sealer to ends and other cross-cut surfaces.
9.
For all members on the exterior of the building, provide a shop-applied 13mm (1/2”) thick end cap of matching wood
material glued to the end face. Shop apply three coats of sealant to all sides and end caps of members when
exposed to rain or moisture.
k) Time period between injecting adhesive, placing and arranging the HSK-Connection
l) Time of setting of HSK connector into wood member and time of next disturbance of member
(movement of member or load change to connector)
B
5.
J:\2200 - 2249\2248 Whistler Gateway Loop\2248_S1.00, S1.01.dwg
6.
Substitutions: Alternative systems may be acceptable if they provide equal performance to the systems shown on
the Drawings. Refer to “General” section of these General Notes for alternative proposals. If accepted, the design of
alternative systems becomes the responsibility of the Contractor's engineer and will require letters of assurance.
Fasteners Used for Erection Purposes: Additional fasteners required for erection purposes are the responsibility of the
Contractor and are to be included in the bid. Clearly identify all such fasteners on the shop drawings.
10.
Fabricate horizontal members with circular or parabolic camber equal to 1/500 of span.
11.
Mark members for identification during erection. Ensure that marks will be concealed from view in final assembly.
Clearly mark top surface.
12.
See Timber "Fasteners and Connectors" section of these General Notes for requirements related to threaded wood
screws and other proprietary connection systems. All accessories are to be painted in accordance with Architect’s
specifications or hot dip galvanized prior to shipping to site. See “Structural Steel” section of these General Notes for
galvanization requirements.
13.
See architectural Drawings for finish requirements.
B
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
GENERAL
Project No.
Group
4
5
6
2248
N/A
NOTES
- SHEET 2
Drawing No.
Rev.
S1.01
7
0 3
2
5
4
SAVED 2016-05-30 1:56 PM
1
6
7
E
D
3
554
E
E
C
3
554
Paper Size = ARCH D
J
B
A
H
3
554
0
370
60
.0
0°
G
F
0
370
2
554
3
554
1
millimeters
3700
100
3
554
2000
2
D
2000
D
50
5543
EDGE OF RAFT SLAB
1000 x 1000 PEDESTAL TYP.
SEE 1C/S4.00 FOR REINF.
1200
20M4000 @350 ADDL.
5-20M4000 @350 T&B ADDL.
TYP. AT ALL COL.
3
5-C20M3500 @350 T&B
ADDL. TYP. AT ALL COL.
1200
2000
3700
10
0
4
2000
1
S4.00
400 THK CONC. RAFT SLAB:
R/W 20M @350 H2E EACH WAY T&B
6 MIL POLY MOISTURE BARRIER
ON COMPACTED GRANULAR SUB
BASE AS PER GEOTECHNICAL
ENGINEERS RECOMMENDATIONS
20M4000 @350
ADDL.
1200
HSS 356 x16 (ASTM A500 OR
A1085) STEEL COL., TYP.
REDUCE TO HSS 254 x16 (ASTM
A500 OR A1085) AT TOP.
SEE 1/S4.00
C
C
1200
EXIST. SANITARY LINE
REFER TO CIVIL DWGS
S
S
S
S
S
S
S
S
S
S
EXIST. WATER LINE
REFER TO CIVIL DWGS
B
B
PLAN NOTES:
- REFER TO ARCH AND CIVIL DWGS. FOR SLAB SLOPES AND ELEVATIONS.
FOUNDATION PLAN
- COORDINATE SLAB AND PEDESTAL ELEVATIONS TO SUIT CAST IN
CONDUITS, RISERS, ETC. REFER TO ARCH, CIVIL, AND ELEC. DWGS
J:\2200 - 2249\2248 Whistler Gateway Loop\2248_S2.00.dwg
1:100
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
FOUNDATION
Project No.
Group
4
5
6
2248
AS SHOWN
PLAN
Drawing No.
Rev.
S2.00
7
0 3
2
5
4
SAVED 2016-05-31 9:52 AM
1
6
7
E
D
3
554
E
E
C
3
554
Paper Size = ARCH D
J
B
0
370
G
60
.0
0°
A
H
3
554
F
0
370
2
554
3
554
1
3
554
3700
100
FOLD LINE
B2
1000
TYP.
MAX.
B2
B2
B2
B2
B2
B2
B2
B2
B2
B2
F
S4.13 SIM.
C
B2
TYP.
AT DOUBLE
BEAM
CONNECTION
F
S4.13 SIM.
B2
B2
B2
TYP.
AT COLS.
SIM. AT FOLD
AND INCLINE
B2
A
S4.12
B2
A
S4.11
B2
B2
B2
1000
TYP.
MAX.
4
S4.12
B2
B2
B2
B2
B1
B2
B2
B2
B2
B2
B2
B2
B2
B2
B2
B2
B2
TYP.
B2
B2
B2
B2
B2
B2
B2
B2
E
S4.13 OPP.
B2
B 1 TY P
. U.N.O
.
B
S4.12
0
100 .
Y
T P .
X
MA
B2
F
S4.13
B2
10
3700
B2
0
B2
B2
B2
C
B2
B2
B2
B1
B2
4
B2
3
S4.12
B2
OPP.
1
S4.00
B2
3
B2
B2
0
100 .
TYP .
X
MA
B2
TYP.
AT INCLINE
B2
B2
FOLD LINE
B2
B2
2
S4.11
F
S4.13
D
B2
5543
TYP.
AT PREFAB EDGE
W/O NOTCH
B2
B2
E
S4.13
C
S4.13
B2
B2
50
A
S4.13
B2
2
D
TYP.
AT PREFAB MID PANEL
B
S4.13
B2
millimeters
TYP.
AT PREFAB EDGE
W/ NOTCH
EDGE OF ROOF
PANEL ABOVE, TYP.
B
B
PLAN NOTES:
- REFER TO ARCH DWGS. FOR ROOF SLOPES AND ELEVATIONS.
ROOF FRAMING PLAN
- SOME BEAMS WILL NEED TO BE CUT FROM DEEPER GLULAM
SECTIONS TO ACHIEVE DETAILS AT FOLD. SEE S4.10 AND ARCH DWGS.
1:100
- GLULAM SUPPLIER TO CONFIRM INSTALLED LOCATIONS OF STEEL
COLS. WITH CONTRACTOR PRIOR TO FINALIZING GLULAM SHOP DWGS.
SEE 1/S4.11.
BEAM SCHEDULE
MARK
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
SIZE
COMMENT
B1
1-130x950 GL
SPRUCE / PINE 20f-EX
B2
2-130x950 GL
SPRUCE / PINE 20f-EX
Des Dwn Chk
ISSUED FOR TENDER
3
A
Redevelopment
ROOF
Project No.
Group
4
5
6
2248
AS SHOWN
FRAMING
PLAN
Drawing No.
Rev.
S2.10
7
0 3
2
5
4
SAVED 2016-05-30 1:57 PM
1
6
7
E
D
3
554
E
E
C
3
554
Paper Size = ARCH D
J
B
0
370
G
60
.0
0°
A
H
3
554
F
0
370
2
554
3
554
1
3
554
millimeters
3700
100
FOLD LINE
2
D
D
5543
50
FOLD LINE
0
3700
10
3
4
C
C
EL
PAN
EL
PAN
2
EL
PAN
1
EL
PAN
EL
PAN
4
EL
PAN
3
EL
PAN
7
6
5
B
B
PLAN NOTES:
- SEE DWG. S2.12 FOR LAYOUT OF INDIVIDUAL
CLT PANELS WITHIN PREFAB PANELS.
1:100
PROPOSED SEQUENCING:
1st: PANEL 4
2nd: PANEL 3 & 5
3rd: PANEL 2 & 6
4th: PANEL 1 & 7
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
ROOF
Project No.
Group
4
5
6
2248
AS SHOWN
PREFAB PANEL
PLAN
Drawing No.
Rev.
S2.11
7
0 3
2
5
4
SAVED 2016-05-31 9:35 AM
1
6
7
E
D
3
554
E
E
C
3
554
Paper Size = ARCH D
J
B
0
370
G
60
.0
0°
A
H
3
554
F
2
554
3
554
1
3
554
FOLD LINE
100
245 DP. 7-PLY SPF CLT PANEL
(STRUCTURLAM SLT 7 E1M5 OR
EQUIVALENT PRE-APPROVED
BY FAST+EPP)
3700
millimeters
0
370
SCUPPER,
SEE ARCH.
2
D
TYP. AT SCUPPER,
SEE ARCH DWGS
FOR LOCATION
D
FOLD LINE
5
S4.10
5543
50
8
S4.10
BEAM BELOW, TYP.
TYP.
AT SINGLE
BEAM W/
PANEL JOINT
6
S4.10
4
S4.10
3
TYP.
AT SINGLE
BEAM
3700
10
2
S4.10
0
TYP.
AT DOUBLE
BEAM W/
PANEL JOINT
4
1
S4.10
TYP.
AT DOUBLE
BEAM
6
S4.10
C
C
3
S4.10
TYP.
AT
UNSUPPORTED
PANEL JOINTS
.
EQ
0
300
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
0
300
EL
PAN
L
L
I
INF
.
EQ
L
ANE
LP
L
I
INF
B
B
ROOF CLT PANEL PLAN
PLAN NOTES:
- REFER TO ARCH DWGS. FOR ROOF
SLOPES AND ELEVATIONS.
1:100
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
ROOF CLT
Project No.
Group
4
5
6
2248
AS SHOWN
PANEL
PLAN
Drawing No.
Rev.
S2.12
7
0 3
2
SAVED 2016-05-31 9:52 AM
1
5
4
6
7
NOTE:
SEE GENERAL NOTES FOR GALV. AND TESTING REQUIREMENTS.
℄
CLT PANEL AS PER PLAN
E
E
CP
165 102
375
65 TYP.
STIFFENER AND BASE PLATE,
SEE 1B/S400
150mmØ HOLE FOR RWL /
CONDUIT ASSEMBLY
CENTERED
MAX. 400
COORD. W/ ARCH.
19
2
-
REDUCED COLUMN SECTION
CONSTRUCTED WITH
PREFAB PANEL
750x750x38mm THK BASE
PLATE
℄
100
1B
-
HSS COLUMN AS PER PLAN
NOTE:
- CONTRACTOR TO SURVEY LOCATION OF TOP OF COL. AND PROVIDE
LAYOUT TO GLULAM SUPPLIER. NOTIFY FAST+EPP IF AT REST POSITION IS
MORE THAN 2mm AWAY FROM THEORETICAL PLAN LOCATION.
SECTION
2
-
1:20
NOTE:
INSTALL LIGHT RING AFTER FIELD WELDS
AND TOUCH UPS COMPLETE.
SECTION
B
-
1:10
LIGHT RING DETAIL
1:5
RWL / CONDUIT ASSEMBLY,
SEE MECH. & ELEC. DWGS
FINISHED GRADE
450
GALV. 38x38x4.8
FABRICATED ANGLE.
CURVED TO MATCH
LOWER COL. ANGLE IN
TWO SEMI-CIRCLE
PIECES. C/W M8x20 @150
MAX. 50 FROM EACH END
12
BEAM AS PER PLAN
FINISHED GRADE
D
1B
-
4
400 MIN.
SEE CIVIL
1300 MIN.
℄
CONC. PEDESTAL AS PER PLAN
16mm THK 50MPa
NON-SHRINK SEISMIC GROUT
3 ADDL. TIE SETS @75 AT TOP
50
PLATE C/W TAPPED
HOLES FOR M8 SCREWS
12
235
25mm THK GUSSET PLATE,
TYP.
1D
-
D
LOCATOR RING / BACKER BAR
19
Paper Size = ARCH D
COL. PER PLAN
150
12-32mmØ A490 A.BOLTS
HSS COLUMN
AS PER PLAN
millimeters
PEDESTAL PER PLAN
INSTALL LIQUID APPLIED
MEMBRANE OVER STEEL
COLUMN BASE
25x25 LOCATOR RING / BACKER
BAR W/ 16x16 CHAMFER
150mmØ HOLE FOR RWL
/ CONDUIT ASSEMBLY
CENTERED
ROTATE RWL / CONDUIT BEND
TO SUIT COL. ANCHORS
CONC. PEDESTAL AS PER PLAN
1C
-
40-80
STEEL ASSEMBLY ABOVE BY
GLULAM SUPPLIER (INCLUDING
FIELD WELD OF REDUCED COL.
SECTION TO LOWER CAP PLATE)
CP
15M TIE SETS @200
RAFT AS PER
PLAN
SHIFT TIES AND VERTS TO SUIT
STEEL ASSEMBLY BELOW BY
STRUCTURAL STEEL SUPPLIER
B
-
CONDUIT ASSEMBLY
CENTERED
10
50
RAFT AS PER PLAN
CP
COL PER PLAN
32mm THK PLATE
0
12-32mmØ A490 A.BOLTS
3
-
24-25M VERT.
CONDUIT ASSEMBLY
CENTERED
PEDESTAL PER PLAN
NOTE:
- SEE ALSO 1A/S4.00.
- CONTRACTOR TO SURVEY LOCATIONS OF ALL CAST-IN ANCHOR RODS AND
PROVIDE LAYOUT TO STEEL FABRICATOR. NOTIFY FAST+EPP IF MODIFICATIONS
TO BASE PLATE REQUIRED TO SUIT INSTALLED ANCHOR LOCATIONS.
NOTE:
- SEE ALSO 1/S4.00.
UPPER COL PER PLAN
NOTE:
- CONTRACTOR TO SURVEY LOCATION OF TOP OF COL. AND PROVIDE
LAYOUT TO GLULAM SUPPLIER. NOTIFY FAST+EPP IF AT REST POSITION IS
MORE THAN 2mm AWAY FROM THEORETICAL PLAN LOCATION.
C
C
1
J:\2200 - 2249\2248 Whistler Gateway Loop\2248_S4.0x.dwg
S2.00
SECTION
1A
-
1:20
SECTION AT RWL / CONDUIT RISER
1C
-
1:20
SECTION
1D
-
1:20
SECTION
3
-
1:10
SECTION
1:10
B
B
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
SECTIONS
Project No.
Group
4
5
6
2248
AS SHOWN
AND
DETAILS
Drawing No.
Rev.
S4.00
7
0 3
2
5
4
6
7
SAVED 2016-05-31 9:52 AM
1
E
Paper Size = ARCH D
E
VERT. 8x340 PSW @600 EACH BEAM
7
-
100
PAIRS OF INCLINED 8x480 FSZ SCREWS
@800 EACH BEAM INSTALLED AT 45° IN
OPPOSITE DIRECTION. COUNTERSUNK
TO CENTER ON JOINT
D
@800 INSTALLED AT 45° IN OPPOSITE
DIRECTION. COUNTERSUNK
TO CENTER ON JOINT
BEAM AS PER PLAN
TAPER EACH PANEL END
AS SHOWN FOR TIGHT
FIT AT UNDERSIDE
FSC 8x240
@600 TYP.
@300 ON OVERHANG
35 42
SIM.
VERT. 8x340 PSW @600 EACH BEAM
7
-
19mm PLUMB
INSTALL AT 45°
LOCATE SUCH THAT
SCREW CENTERED ON
PANEL JOINT.
PANEL JOINT
PANEL JOINT
50
@600 INSTALLED AT 45° IN OPPOSITE
DIRECTION. COUNTERSUNK TO CENTER
ON JOINT. ALTERNATE PANEL
@800 EACH BEAM INSTALLED AT 45° IN
OPPOSITE DIRECTION. COUNTERSUNK
TO CENTER ON JOINT
BEAM AS PER PLAN
- 10mm BENT PLATE SPLINE RECESSED
- USE INCLINED WASHERS FOR INCLINED SCREWS
- USE 8x260 INCLINED SCREWS AT 45° TO BISECTING ANGLE
BEAM AS PER PLAN
PROVIDE VERT. 8-8x580 FSZ IN 2 ROWS
(ONE PER PANEL) @100 IN EACH GLULAM
AND CLT. COUNTERSINK GLULAM SCREW
PER 7/S4.10
D
16
SECTION
SECTION
2
1:10
S2.12
3
1:10
S2.12
SECTION
SECTION
4
1:10
5
1:10
S2.12
S2.12
SECTION
1:10
0
10
S2.12
SEE SPLINE SECTION 1/FOR SPLINE SIZE AND FASTENING
(NOT SHOWN FOR CLARITY)
PANEL JOINT
16
1
VERT. 8x340 PSW @600.
ALTERNATE PANEL
7
-
3" COMMON NAILS @150
NOTE: AT FOLD LINE USE:
PROVIDE VERT. 6-8x580 FSZ IN 2 ROWS
@100 IN EACH GLULAM AND CLT.
COUNTERSINK GLULAM SCREW PER
7/S4.10
SIM.
SEE SPLINE SECTION 1/FOR SPLINE SIZE AND FASTENING (NOT
SHOWN FOR CLARITY)
200x25 D.FIR PLY SPLINE
2°
PSW 8x120 @600
BEAM AS PER PLAN
millimeters
VERT. 8x340 PSW @600
7
-
C
C
SEE 4/S4.10 FOR FASTENING
SIM.
SEE SPLINE DETAIL 1/FOR SPLINE SIZE AND FASTENING
(NOT SHOWN FOR CLARITY)
7
-
PILOT HOLE AS REQUIRED.
MAX 19Ø.
HOLE FOR SCUPPER
PER ARCH.
PAIRS OF INCLINED FSZ
SCREWS AT 45°
START AT 100
FROM BEAM END
CLT PER PLAN
VERT. PSW
PANEL JOINT
B
BEAM AS PER PLAN
95
BEAM SIZE ON PLAN IS MIN.
DIMENSION OVERSIZE MEMBER
AS REQUIRED TO SUIT SLOPED
CUT ON TOP SIDE OF BEAM.
BLOCKING SHIMS NOT
PERMITTED
BEAM AS PER PLAN
200Ø MAX.
MIN. 400 TO PANEL
EDGE, TYP.
B
VERT. FSC IN CLT
AND GLULAM
16
6
S2.12
7
SECTION
-
SECTION
SECTION
8
1:10
S2.12
1:10
1:10
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
SECTIONS
Project No.
Group
4
5
6
2248
AS SHOWN
AND
DETAILS
Drawing No.
Rev.
S4.10
7
0 3
2
SAVED 2016-05-31 9:52 AM
1
5
4
7
℄
19mm THK CAP PLATE
19mmØ SCHED 40 STEEL PIPE WELDED IN PLACE. GROUT FILL
THRU PIPE UNTIL GROUT COMES OUT AIR HOLES
150mmØ SCHED 40 STEEL PIPE WELDED IN PLACE
12mm AT CLOSEST POINT, TYP.
32mm THK PLATE
AIR HOLES BEHIND
3 SIDES TYP.
BOT. PLATE
12
8
25mmØ A490 EQUIVALENT TIGHT FIT PIN W/
3mm CHAMFER AT END. HOLES TO BE MAX
1mm LARGER THAN PIN.
90x200x19mm THK PLATE AT T&B, TYP.
TYP.
TOP PLATE
8
920x230x25mm THK BEARING PLATE
35
75
10
8
12
E
PROVIDE MIN. 50mm
RETURN TYP.
12mm AT CLOSEST POINT, TYP.
Paper Size = ARCH D
CLT PANEL
PER PLAN
1C
-
A
107
CLR.
E
.
EQ
.
EQ
16
TIGHT FIT PINS, SEE 1/38 .
P
TY
356mmØ SECTION, SEE 1/-
PROVIDE 200mmØ HOLE IN CLT FOR
RWL / CONDUIT ASSEMBLY CENTERED
19mmØ AIR HOLE FOR GROUTING, TYP. U.N.O.
50
BEAM PER PLAN
35 16
35
GLULAM BEAM PER PLAN
STEEL ASSEMBLY ABOVE BY GLULAM SUPPLIER
(INCLUDING FIELD WELD OF REDUCED COL.
SECTION TO LOWER CAP PLATE)
150mmØ HOLE
900x700x5mm THK 350W HSK PLATE, TYP. LAYOUT OF
HSK PLATE AS SHOWN. HSK PLATES AND
ASSOCIATED STEEL PLATES TO BE SHOP INSTALLED
BY GLULAM SUPPLIER, TYP. ADHESIVE PRODUCTS
USED ARE TO BE AS DIRECTED BY HSK SUPPLIER.
INSTALLATION PROCEDURE AS PER HSK SUPPLIER
GUIDELINES AND RECOMMENDATIONS. SEE ALSO
GENERAL NOTES FOR FURTHER INFORMATION
1B
-
D
89x89x12mm THK TRIANGULAR GUSSET
PLATE
PLUNGE CUT BEAM. DO NOT CUT THROUGH BOT.
REDUCED COL. SECTION PER PLAN
STEEL ASSEMBLY BELOW BY STRUCTURAL
STEEL SUPPLIER
HSK PLATE, SEE 1/-
6
BEAM PER PLAN
100x100x12mm THK TRIANGULAR STIFF PLATE
(ON DIAGONAL - 6 LOCATIONS)
ELEC. CONDUIT EXISTS NEAR BOT. OF REDUCED COL.
SECTION. COORD. W/ ARCH. AND ELEC. DWGS
1D
S4.00
32mm THK PLATE
10
107
CLR.
BEARING PLATE
19mmØ SCHED 40 STEEL PIPE WELDED IN PLACE FOR ELECTRICAL
GROUT FILL W/ 50MPa NON-SHRINK GROUT
HSK PLATE, SEE 1/-
20 CLR.
25
CP
TYP.
SLEEVED HOLE FOR ELECTRICAL
SLEEVED HOLE FOR GROUTING
75
12
150
HSS 356x16 (A500 OR A1085), TYP.
35
R=
10
50
1
-
GLULAM CUT OUT, TYP.
D
STIFF PLATE BELOW, TYP.
1A
35 16
0
100
STIFF PLATE BELOW, TYP.
400
EDGE OF CLT PANEL
38
38
millimeters
6
0
COL. PER PLAN
NOTE:
- CONTRACTOR TO SURVEY LOCATION OF TOP OF COL. AND
PROVIDE LAYOUT TO GLULAM SUPPLIER. NOTIFY FAST+EPP IF AT
REST POSITION IS MORE THAN 2mm AWAY FROM THEORETICAL
PLAN LOCATION.
- COLD SPRAY GALV. STEEL PINS BEFORE AND IMMEDIATELY AFTER
INSTALL W/ 2 COATS OF GALVACON OR APPROVED EQUIVALENT.
NOTE:
- CLT PANELS NOT SHOWN FOR CLARITY.
A
S2.10
1
DETAIL
-
1:10
SECTION
1A
-
1:10
DETAIL
1:10
C
C
356mmØ SECTION, SEE 1/STIFF PLATE (ON DIAGONAL), TYP.
B
B
BEARING PLATE
SEE ARCH.
HOLE W/ STEEL PIPE SLEEVE
HSK PLATE, SEE 1/-
400
BEAM PER PLAN
NOTE:
- THIS DETAIL TO BE READ IN CONJUNCTION WITH 1/-.
1B
-
A
DETAIL
2
1:10
S2.10
SECTION
A
1:10
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
SECTIONS
Project No.
Group
4
5
6
2248
AS SHOWN
AND
DETAILS
Drawing No.
Rev.
S4.11
7
0 3
2
5
4
6
7
SAVED 2016-05-31 9:52 AM
1
℄
CLT PANEL PER PLAN
E
Paper Size = ARCH D
EDGE OF CLT ABOVE
178x178x19mm THK PLATE
GUSSET PLATE
GUSSET PLATE BEHIND
25mmØ A490 EQUIVALENT TIGHT. ENSURE
THREADS NOT IN SHEAR PLANE, TYP.
19mmØ A490 THRU BOLT
PROVIDE MIN. 50mm
RETURN TYP.
EDGE OF CLT ABOVE
10
150
38
A
-
GLULAM BEAM
PER PLAN
CLT ON PREFAB PANEL
INSTALLED AFTER
GLULAM BEAM
PER PLAN
TIGHT FIT PINS, SEE 1/BEARING PLATE
150
BEARING PLATE
HSK PLATE SEE 1/-
HSK PLATE SEE 1/-
PLATE BELOW
38
BEAM INSTALLED W/
FIRST PREFAB PANEL
85
CLR.
6
E
CLT ON PREFAB PANEL
INSTALLED FIRST
920x230x25mm THK BEARING PLATE
GLULAM BEAM
PER PLAN
16x16 REVEAL, TYP.
PLATE BELOW
38
FIELD CONNECT TO BEAM
AFTER INSTALL OF THIS
PREFAB PANEL THEN
INSTALL SPLINE
GUSSET
PLATE
150
NOTCH CLT PANEL EDGE
ABOVE TIGHT AROUND BEAM
EDGE TO ACCOMMODATE
PREFAB PANEL INSTALLATION
178x125x12mm THK
TRIANGULAR GUSSET PLATE
10
50
GLULAM BEAM PER PLAN
50
900x335x3.2mm THK 300W HSK PLATE, TYP.
LAYOUT OF HSK PLATE AS SHOWN. HSK
PLATES AND ASSOCIATED STEEL PLATES
TO BE SHOP INSTALLED BY GLULAM
SUPPLIER, TYP. ADHESIVE PRODUCTS
USED ARE TO BE AS DIRECTED BY HSK
SUPPLIER. INSTALLATION PROCEDURE AS
PER HSK SUPPLIER GUIDELINES AND
RECOMMENDATIONS. SEE ALSO GENERAL
NOTES FOR FURTHER INFORMATION
NOTE:
16x16 REVEAL, TYP.
90x90x12mm THK
TRIANGULAR GUSSET PLATE
20 CLR.
5
8
16
1B
-
OPENING TO BE FILLED W/
MATCHING CLT PANEL AFTER
INSTALL OF PINS. FASTEN W/
2-8x240 FSC INSTALLED AT 45°
CENTERED ON JOINT ON TWO
OPPOSING SIDES
BEAM INSTALLED
W/FIRST PREFAB
PANEL
D
PLUNGE CUT BEAM.
DO NOT CUT THROUGH BOT.
30x3mm THK COVER STRIP
GUSSET PLATE
NOTE:
- COLD SPRAY GALV. STEEL PINS BEFORE AND AS POSSIBLE IMMEDIATELY
AFTER INSTALL W/ 2 COATS OF GALVACON OR APPROVED EQUIVALENT.
0
10
16
1A
-
25
D
TYP.
WP
1
-
16
178x115x12mm THK
GUSSET PLATE
600
190
35
100
70
35 16
8
90x135x12mm THK
GUSSET PLATE
millimeters
1C
-
A
DETAIL
1
SECTION
1:10
-
1:10
S2.10
1A
-
SECTION
1B
-
1:10
SECTION
1C
-
1:10
DETAIL
1:10
C
C
SEE S4.10 FOR CONNECTION
DETAILS
SEE S4.10 FOR CONNECTION
DETAILS
CLT PANELS PER PLAN
PANEL CUTS TO BISECT FOLD
ANGLE
CLT PANELS PER PLAN
EDGE OF CLT ABOVE
TAPER TOP OF BEAM AS
REQUIRED
BEAMS TO BE PERPENDICULAR
TO PLANE OF CLT PANELS AS
SHOWN
250
BEAM PER PLAN
B
PAIRS OF INCLINED 8x300 FSZ
AT 30°, TYP.
B
PAIRS OF INCLINED
SCREWS AND BLOCKING
16mm THK WOOD BLOCKING,
TYP.
2
-
250
2-8x300 SFS WT-T INSTALLED AT
45° IN OPPOSITE DIRECTIONS
CENTERED ON JOINT.
COUNTERSINK AND PLUG, TYP.
1B
-
1B
-
16
BEAM PER PLAN
SIM.
CENTERED ON JOINT.
16
16
UNDERSIDE OF BEAMS TO ALIGN. BEAM DEPTH
NOTED ON PLAN TO BE THE SMALLEST
DIMENSION OF THE SMALLEST MEMBER.
BEAMS MEMBERS TO SUIT. ANY CUTS / TAPERS
TO BE MADE AT THE TOP OF THE MEMBER
BEAM PER PLAN
SIM.
NOTE:
B
S2.10
A
DETAIL
2
SECTION
1:10
-
1:10
S2.10
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
Rev
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
SECTION
3
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
4
1:10
Date
S2.10
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
SECTION
A
1:10
ISSUED FOR TENDER
3
Redevelopment
SECTIONS
Project No.
Group
4
5
6
2248
AS SHOWN
AND
DETAILS
Drawing No.
Rev.
S4.12
7
0 3
2
5
4
6
SAVED 2016-05-31 9:52 AM
1
7
CLT PANEL PER PLAN
CLT ON PREFAB PANEL
INSTALLED FIRST
CLT ON PREFAB PANEL
INSTALLED AFTER
CLT ON PREFAB PANEL
INSTALLED FIRST
CLT ON PREFAB PANEL
INSTALLED AFTER
SEE S4.10 FOR FASTENING
DETAILS
LEAVE CUT-OUT IN CLT DURING
PANEL INSTALL. INFILL WITH
MATCHING CLT PRIOR TO
SPLINE INSTALL. ENSURE
CUT-OUT TIGHT TO BEAM EDGE
TO ACCOMMODATE PREFAB
PANEL INSTALLATION
E
Paper Size = ARCH D
EDGE OF CLT ABOVE
EDGE OF CLT ABOVE
PAIRS OF INCLINED
SCREWS, TYP.
PAIRS OF INCLINED SCREWS,
TYP.
FIELD CONNECT TO
BEAM AFTER
INSTALL OF THIS
PREFAB PANEL THEN
INSTALL SPLINE
1
-
E
EDGE OF CLT ABOVE
16x16 REVEAL, TYP.
1
-
1
-
OPP.
BEAM INSTALLED W/ FIRST
PREFAB PANEL
GLULAM BEAM
PER PLAN
100
GLULAM BEAM
PER PLAN
A
D
CENTERED ON JOINT.
SEE A, B, C / S4.13 FOR PLAN
LOCATIONS
1A
-
NOTE:
DETAIL
B
1:10
S2.10
DETAIL
C
1:10
S2.10
GLULAM BEAM
PER PLAN
GLULAM BEAM PER PLAN, TYP.
DETAIL
1
SECTION
1:10
-
1:10
1A
-
SECTION
1:10
D
0
10
50
S2.10
FIELD CONNECT TO
BEAM AFTER
INSTALL OF THIS
PREFAB PANEL THEN
INSTALL SPLINE
GLULAM BEAM
PER PLAN
NOTE:
millimeters
PAIRS OF INCLINED SCREWS,
TYP.
BEAM INSTALLED
W/ FIRST PREFAB PANEL
C
C
E
S2.10
DETAIL
F
1:10
S2.10
DETAIL
1:10
B
B
A
A
Seal:
Burnaby, BC
V5C 6G9
T (604) 294-2088
F (604) 294-2090
E mail@kwl.ca
1
0
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
Rev
T 604 731 7412
F 604 731 7620
mail@fastepp.com
2
Date
Des Dwn Chk
2016-05-31 OB
JF
NB
Rev
Date
Des Dwn Chk
ISSUED FOR TENDER
3
Redevelopment
SECTIONS
Project No.
Group
4
5
6
2248
AS SHOWN
AND
DETAILS
Drawing No.
Rev.
S4.13
7
0

resort municipality of whistler whistler gateway loop redevelopment

Transcription

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