DESIGN NOTES
GENERAL NOTES
D1.
GENERAL NOTES
MASONRY NOTES
LUMBER NOTES
G1.
M1:
ALL STRUCTURAL MASONRY ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD
S304.1 "MASONRY DESIGN FOR BUILDINGS (LIMIT STATES DESIGN)".
L1.
ALL STRUCTURAL WOOD ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD 086
"ENGINEERING DESIGN IN WOOD". (INCLUDING SUPPLEMENT CAN/CSA-086S1-05).
M2.
MASONRY CONSTRUCTION SHALL CONFORM TO CSA STANDARD A371.
L2.
STRUCTURAL LUMBER (EXCLUDING PRE-FABRICATED TRUSSES AND I-TYPE WOOD JOISTS): NO.2 S-P-F.
M3.
CONNECTORS SHALL CONFORM TO CSA STANDARD A370.
L3.
STUDS FOR WALLS: S-P-F STUD GRADE.
M4.
CONCRETE MASONRY UNITS SHALL BE TYPE H/15/A/M.
L4.
BRIDGING TO WOOD TRUSSES MUST BE CLEARLY INDICATED ON TRUSS ERECTION DRAWINGS AND
BRACE POINTS MARKED ON RELEVANT TRUSS MEMBERS.
M5.
MORTAR SHALL BE TYPE S.
L5.
CHECK ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH MECHANICAL, ELECTRICAL,
AND/OR ANY OTHER RELATED DRAWINGS AND REPORT ANY INCONSISTENCIES TO THE ENGINEER BEFORE
PROCEEDING WITH ANY WORK.
M6.
REFER TO TABLE FOR MASONRY SEISMIC REINFORCING.
EXCEPT WHERE SPECIFIED OTHERWISE, NAILING SHALL CONFORM TO TABLES 9.23.3.4 AND 9.23.3.5 OF
THE ONTARIO BUILDING CODE.
M7.
REFER TO ARCHITECTURAL ELEVATIONS FOR CONTROL JOINTS IN MASONRY.
L6.
G12.
READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER CONTRACT DOCUMENTS.
M10.
GROUT BLOCKS SOLID TWO COURSES BELOW BEAM BEARING PLATES.
WOOD TRUSSES AND ENGINEERED WOOD JOISTS SHALL CONFORM TO CSA STANDARD 086.1, INCLUDING
SUPPLEMENT CAN/CSA-086S1, AND SHALL BE DESIGNED FOR THE LIVE AND DEAD LOADS INDICATED ON
THE STRUCTURAL DRAWINGS.
G13.
SEE MECHANICAL, AND ELECTRICAL DRAWINGS FOR LOCATIONS OF OPENINGS, PITS, BASES, SUMPS,
TRENCHES, SLEEVES, DEPRESSIONS, GROOVES AND CHAMFERS NOT INDICATED ON THE STRUCTURAL
DRAWINGS.
M11.
PROVIDE 2-15M BARS IN CONTINUOUS BOND BEAMS AT FLOOR AND ROOF BEARING LEVELS.
L7.
M13.
ALL CELLS IN MASONRY UNITS CONTAINING REINFORCING OR ANCHORS SHALL BE FILLED SOLID WITH
GROUT.
PLYWOOD, WAFERBOARD OR STRANDBOARD SHEATHING ATTACHED TO JOISTS, RAFTERS OR STUDS
SHALL BE FASTENED WITH 2 " COMMON NAILS AT 150mm (6") CENTRES AT EDGES OF SHEATHING
PANELS, AND 300mm (12") CENTRES ELSEWHERE UNLESS NOTED OTHERWISE.
L8.
NO STRUCTURAL MEMBERS SHALL BE NOTCHED UNLESS APPROVED BY THE STRUCTURAL ENGINEER.
M18.
CONTROL/EXPANSION JOINTS ABOVE OPENINGS IN WALLS WITH LINTELS SHALL BE OFFSET TO THE END OF
THE LINTELS. PROVIDE A SLIP JOINT UNDER ONE END OF LINTEL.
L9.
BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE TRUSS
PLATE INSTITUTE (BRACING WOOD TRUSSES: COMMENTARY - AND RECOMMENDATIONS). ANCHORAGE OF
BRACING MEMBERS SHALL BE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER.
THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2006 ONTARIO
BUILDING CODE.
G2.
D2.
THE STRUCTURE HAS BEEN DESIGNED AS A BUILDING OF POST DISASTER IMPORTANCE IN ACCORDANCE
WITH CLAUSE 4.1.2.1.3.
D3.
IMPORTANCE FACTORS
G9.
SPECIFIED
LOAD
IMPORTANCE FACTOR
SNOW, Is
1.25
WIND, Iw
1.25
SEISMIC, Ie
1.50
G10.
ULS
G14.
D4.
LATERAL DESIGN LOADS
WIND LOADS
G15.
STANDARD DETAILS THAT ARE PROVIDED WITH THESE PLANS ARE PROVIDED TO ILLUSTRATE A SPECIFIC
DETAIL OR CONSTRUCTION CONCEPT. THEY WERE NOT DRAWN SPECIFICALLY FOR THIS PROJECT AND MAY
SHOW BACKGROUND DETAILS THAT ARE NOT IDENTICAL TO THIS PROJECT.
WHERE A DISCREPANCY EXISTS BETWEEN THE PLANS, DETAILS, SCHEDULES, TABLES AND/OR
SPECIFICATIONS, THE MOST STRINGENT REQUIREMENT SHALL APPLY. ALL SUCH DISCREPANCIES SHALL BE
REPORTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK.
ALL WORK SHALL COMPLY WITH THE CURRENT ONTARIO BUILDING CODE AND ALL GOVERNING STANDARDS
& REGULATIONS.
CLARIFY WITH THE ENGINEER ANY QUERIES REGARDING INTERPRETATION OF THE DRAWINGS BEFORE
PROCEEDING WITH ANY WORK.
THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND SHALL REPORT ANY
DISCREPANCY TO THE ENGINEER BEFORE PROCEEDING WITH ANY WORK.
THE STRUCTURE HAS BEEN DESIGNED TO SAFELY RESIST THE 1 50 AVERAGE HOURLY WIND
PRESSURE IN ACCORDANCE WITH THE 2006 ONTARIO BUILDING CODE. THE DESIGN PARAMETERS
FOR THE WIND LOADS ARE AS NOTED BELOW:
M19.
STACK BOND SHALL NOT BE USED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
M23.
ALL MORTAR JOINTS IN CONCRETE BLOCK WORK SHALL BE TOOLED CONCAVE TYPE.
L10.
WOOD TRUSSES MUST BE DESIGNED FOR THE LOADS INDICATED ON THE DRAWINGS. USE OF LOADS
OTHER THAN THOSE SPECIFIED MUST BE AUTHORIZED BY THE STRUCTURAL ENGINEER.
LESS THAN 6mm NOR MORE THAN 20mm.
L12.
PROVIDE EDGE SUPPORT FOR SHEATHING CONSISTING OF NOT LESS THAN 38mmx38mm (2"x2") BLOCKING
SECURELY NAILED BETWEEN FRAMING MEMBERS, OR TONGUE AND GROOVE EDGE JOINT.
MORTAR & GROUT FOR UNIT MASONRY SHALL CONFORM TO THE REQUIREMENTS OF CSA STANDARD
A179-M.
L13.
WOOD TRUSS CONNECTIONS TO SUPPORTING MEMBERS SHALL PROVIDE ADEQUATE RESISTANCE
AGAINST UPLIFT FORCES AND SHALL PROVIDE LATERAL RESTRAINT TO THE SUPPORT. SUCH
CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
L14.
TRUSSES MUST BE DESIGNED FOR THE BEARING LENGTH AVAILABLE ON WALLS, LINTELS AND BEAMS.
L15.
SUBMIT SHOP DRAWINGS OF ALL WOOD TRUSSES INDICATING DESIGN LOADS, BEARING LENGTHS, AND
ARRANGEMENT OF WEBS. SHOP DRAWINGS MUST ALSO INCLUDE AN ERECTION DIAGRAM SHOWING
LOCATION AND MARKS OF TRUSSES, SPACING, BRIDGING, BRACING, AND ANCHORAGE OF THE BRACING
AND BRIDGING. LOADS MUST BE CLEARLY INDICATED ON THE ERECTION DRAWINGS INCLUDING SNOW
ACCUMULATIONS AND CONCENTRATED LOADS FROM CONVENTIONAL FRAMING MEMBERS WHICH ARE
SUPPORTED ON THE TRUSSES. ERECTION DRAWINGS MUST SHOW THE BEARING CONDITIONS FOR THE
TRUSSES, INCLUDING METAL HANGERS WHERE REQUIRED. ALL SHOP DRAWINGS, INCLUDING ERECTION
DIAGRAMS, MUST BE CERTIFIED BY A QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE
OF ONTARIO.
L16.
CONNECTIONS OF WOOD TRUSSES TO ONE ANOTHER AND CONNECTIONS BETWEEN WOOD TRUSSES
AND OTHER STRUCTURAL MEMBERS SUPPORTED BY THE TRUSSES ARE THE RESPONSIBILITY OF THE
TRUSS MANUFACTURER AND SHALL BE CLEARLY DETAILED ON THE SHOP DRAWINGS.
L17.
WHERE TRUSSES ARE DESIGNED FOR UNBALANCED LOADING IN ACCORDANCE WITH OBC 4.1.6.2.(8), ALL
LOAD VALUES USED MUST BE CLEARLY INDICATED ON THE SHOP DRAWINGS.
L18.
WALL PLATES IN STUD WALLS SHALL CONFORM TO CLAUSE 9.23.11 OF THE ONTARIO BUILDING CODE.
L22.
PROVIDE WOOD NAILERS ON TOP FLANGE OF STEEL BEAMS WHERE REQUIRED. NAILER WIDTH SHALL
M24.
q50=0.32 kPa
1
50
HOURLY DESIGN WIND PRESSURE
FOUNDATION NOTES
Ce, Cg, Cp & Cpi HAVE BEEN CALCULATED IN ACCORDANCE WITH THE "USER'S GUIDE-NBC 2010
STRUCTURAL COMMENTARIES (PART 4 DIVISION B).
M26.
F2.
FOOTINGS SHALL BE CARRIED DOWN TO UNDISTURBED SOIL OR COMPACTED ENGINEERED FILL HAVING A
MINIMUM FACTORED BEARING RESISTANCE AT ULTIMATE LIMIT STATES OF 150 kPa AND AT SERVICEABILITY
LIMIT STATES OF 60 kPa.
M27.
GROUT NOT PLACED WITHIN 1
DISCARDED.
THE LINE OF SLOPE BETWEEN ADJACENT FOOTINGS OR EXCAVATIONS OR ALONG STEPPED FOOTINGS
SHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10.
M31.
PROVIDE MASONRY TIES TO BACKUP AT FIRST BED JOINT ABOVE TOP OF LINTELS.
F15.
PROVIDE TEMPORARY FROST PROTECTION, DURING CONSTRUCTION, FOR ALL FOOTINGS.
M32.
F16.
FOUND EXTERIOR FOOTINGS AND OTHER FOOTINGS SUSCEPTIBLE TO DAMAGE RESULTING FROM FROST
ACTION A MINIMUM 4'-0" (1200mm) BELOW FINISHED GRADE IF NOT NOTED TO BE FOUNDED LOWER.
F17.
PROTECT SOIL FROM FREEZING, ADJACENT TO AND BELOW ALL FOOTINGS.
ALL MASONRY BEAMS AND LINTELS SHALL BE GROUTED SOLID WITH FINE GROUT IN ONE CONTINUOUS
POUR OVER THE FULL HEIGHT AND LENGTH OF THE BEAM. GROUT SHALL CONFORM TO CSA STANDARD
A179. REINFORCING BARS SHALL BE POSITIONED AND SECURELY HELD 6mm CLEAR ABOVE THE BOTTOM
SURFACE OF THE FORMED CHANNEL IN THE LINTEL BLOCK UNIT. FOR BEAMS GREATER THAN ONE COURSE
HIGH, FILL ALL FROGGED ENDS SOLID WITH GROUT AND ENSURE THAT NO VOIDS, GAPS OR AIR POCKETS
ARE LEFT.
F19.
REMOVE ALL TOPSOIL AND ORGANIC MATERIAL FROM BUILDING SITE AND REPLACE WITH COMPACTED
GRANULAR B.
M33.
ADHESIVE ANCHORS SHALL BE BONDED TO MASONRY ELEMENTS USING HILTI HY70 ADHESIVE (OR
APPROVED EQUIVALENT) COMPLETE w/SCREEN TUBES WHERE REQUIRED, IN ACCORDANCE WITH THE
MANUFACTURER'S WRITTEN INSTRUCTIONS.
THIS STRUCTURE HAS BEEN DESIGNED USING THE INTERNAL PRESSURE COEFFICIENTS "C pi" FOR A
CATEGORY 3 STRUCTURE.
D5.
F11.
SEISMIC LOADS
SEISMIC DESIGN CRITERIA, 2006 OBC
ITEM
1
OBC
REFERENCE
PROJECT LOCATION:
NORTHBROOK, ONTARIO
N/A
SEISMIC DATA:
Sa(0.2)=0.276
S(0.2)=0.356
Sa(0.5)=0.153
S(0.5)=0.214
Sa(1.0)=0.076
S(1.0)=0.106
Sa(2.0)=0.024
S(2.0)=0.034
SOURCE:
CANADIAN HAZARDS
INFORMATION
SERVICE. REFER TO
GEOTECHNICAL
REPORT.
2
F20.
ALL FOOTINGS ARE CENTRED UNDER WALLS AND COLUMNS UNLESS NOTED OTHERWISE.
F21.
FIELD MEASUREMENTS OF FOUNDING ELEVATIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR IN
CONSULTATION WITH THE GEOTECHNICAL ENGINEER.
F23:
REFER TO GEOTECHNICAL REPORT #T030815-A1 PREPARED BY INSPEC-SOL FOR SITE PREPARATION
REQUIREMENTS & ADDITIONAL GEOTECHNICAL INFORMATION.
PGA = 0.141
SITE CLASS:
SITE CLASS D
3
4
5
SOURCE:
INSPEC-SOL REPORT
T030815-A1.
IMPORTANCE FACTOR:
POST DISASTER
Ie = 1.5 (ULS)
CLAUSE 4.1.8.5
TABLE 4.1.8.5
IeFaSa(0.2) SEISMIC HAZARD INDEX
0.534
CLAUSE 4.1.8.4.6
M35.
PROVIDE BOND BEAM REINFORCED w/1-15M ABOVE & BELOW ALL OPENINGS UNLESS NOTED OTHERWISE.
M36.
UNLESS NOTED OTHERWISE, ALL LAP SPLICES IN MASONRY REINFORCEMENT TO BE CLASS "B".
M37.
PROVIDE HORIZONTAL JOINT REINFORCEMENT IN THE FIRST & SECOND BED JOINTS IMMEDIATELY
ABOVE & BELOW WALL OPENINGS. EXTEND REINFORCEMENT NOT LESS THAN 600MM (24") PAST
EACH SIDE OF THE OPENING, BUT DO NOT EXTEND THROUGH CONTROL JOINTS UNLESS NOTED
OTHERWISE.
3
M39.
6
IeFvSa(1.0)
0.160
TABLE 4.1.8.6
IRREGULARITY REVIEW
7
8
9
10
11
12
TABLE 4.18.9 OBC
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NO
STRUCTURAL CONFIGURATION
REGULAR
CLAUSE 4.1.8.6
METHOD OF ANALYSIS
EQUIVALENT STATIC FORCE
PROCEDURE
CLAUSE 4.1.8.7.(c)
SEISMIC FORCE RESISTING SYSTEM:
NORTH-SOUTH DIRECTION
LIMITED DUCTILITY STEEL MOMENT
FRAMES & NAILED WOOD-BASED
PANEL SHEAR WALLS
Rd=2.0 Ro=1.3 RdRo=2.6
TABLE 4.1.8.9
CSA S16-01
CLAUSE 27.4
CSA 086-01
MODERATELY DUCTILE MASONRY
SHEAR WALLS & NAILED
WOOD-BASED PANEL SHEAR WALLS
Rd=2.0 Ro=1.5 RdRo=3.0
TABLE 4.1.8.9
CSA S304.1-04
CLAUSE 4.6.5
CSA 086-01
MOMENT RESISTING FRAMES
CONVENTIONAL CONSTRUCTION
Rd=1.5 Ro=1.3 RdRo=1.95
TABLE 4.1.8.9
CSA S16.1-01
CLAUSES 27.10.1
WOOD BASED PANEL DESIGNED
NOT TO YIELD.
CSA 086-09
CLAUSE 9.8
OBC 4.1.8.15
SEISMIC FORCE RESISTING SYSTEM:
EAST-WEST DIRECTION
SEISMIC FORCE RESISTING SYSTEM:
UPPER ROOF - TRANSIT FACILITY N-S
CLEANING BAY ADDITION
SFRS DIAPHRAGM & CONNECTIONS:
13
C2.
C8.
14
FOUNDATION SFRS
Rd=1.0, Ro = 1.0
OBC 4.1.8.16
Fa = 1.29
TABLE 4.1.8.4.B
15
ACCELERATION BASED
SITE COEFFICIENT
16
VELOCITY BASED
SITE COEFFICIENT
Fv = 1.4
HIGHER MODE FACTOR
Mv = 1.0
17
CONCRETE SHALL BE MIXED, PLACED & CURED IN ACCORDANCE WITH CSA STANDARD A23.1 "CONCRETE
MATERIALS AND METHODS OF CONCRETE CONSTRUCTION".
THE MAXIMUM NOMINAL AGGREGATE SIZE FOR CONCRETE SHALL BE 20mm (
S1.
ALL STRUCTURAL STEEL ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD
CAN/CSA-S16 "LIMIT STATES DESIGN OF STEEL STRUCTURES".
S4.
STRUCTURAL STEEL: CSA G40.21 300W (44W) EXCEPT
W SECTIONS: CSA G40.21 350W (50W)
HSS MEMBERS: CSA G40.21 350W (50W) CLASS C OR ASTM A500 GRADE C
ANCHOR BOLTS: ASTM A307
CF SECTIONS: ASTM A570M GRADE 350W (50W)
C14.
REINFORCING STEEL SHALL CONFORM TO CSA STANDARD G30.18 GRADE 400 (GRADE 60).
C15.
REINFORCING WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH CAN/CSA - A23.1, CSA W186 AND
REINFORCING STEEL - MANUAL OF STANDARD PRACTICE.
C16.
UNLESS NOTED OTHERWISE, ALL LAP SPLICES IN CONCRETE REINFORCEMENT TO BE CLASS "B".
C18.
PROVIDE DOWELS TO WALLS AND COLUMNS SIMILAR IN NUMBER, SIZE, AND SPACING TO THE VERTICAL
STEEL IN THE WALL OR COLUMN ABOVE UNLESS OTHERWISE NOTED OR SHOWN.
C19.
WELDING OF REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF CSA STANDARD W186.
C20.
HOOKS AND BENDS IN REINFORCEMENT SHALL BE AS DEFINED IN CSA STANDARD CAN/CSA-A23.1.
C21.
BAR LENGTHS INDICATED ON PLAN DO NOT INCLUDE LENGTH OF BENDS OR HOOKS.
C22.
PLACING DIAGRAMS FOR REINFORCING STEEL SHALL BE SUBMITTED IN TRIPLICATE FOR REVIEW BY THE
ENGINEER PRIOR TO FABRICATION.
C23.
WELDED STEEL WIRE FABRIC: CSA G30.5
C24.
WELDED WIRE MESH SHALL BE INSTALLED AND SECURELY SUPPORTED BY SPACERS CONFORMING TO
CAN/CSA - A23.1 AT THE SPECIFIED ELEVATION BEFORE THE CONCRETE IS PLACED. PLACING THE
REINFORCING AT THE BOTTOM OF THE SLAB AND LIFTING IT AS THE CONCRETE IS PLACED WILL NOT BE
PERMITTED.
S15.
WELDING SHALL CONFORM TO THE REQUIREMENTS OF CSA STANDARD W59 AND CSA STANDARD S16.
S23.
THE FABRICATOR OR CONTRACTOR UNDERTAKING WELDING WORK SHALL BE CERTIFIED BY THE CANADIAN
WELDING BUREAU AS BEING QUALIFIED UNDER REQUIREMENTS OF CSA STANDARD W-47.1, CERTIFICATION
OF COMPANIES FOR FUSION WELDING OF STEEL STRUCTURES DIVISION 2.1.
J = 1.0
TABLE 4.1.8.11
19
BASE SHEAR
NORTH - SOUTH DIRECTION
V=0.14W
TABLE 4.1.8.11
20
BASE SHEAR
EAST - WEST DIRECTION
V=0.12W
TABLE 4.1.8.11
C29.
S24.
UNLESS OTHERWISE SPECIFIED, SHOP PAINT AND SURFACE PREPARATION FOR PAINTING SHALL CONFORM
TO CAN/CGSB - 85.10.
S25.
STEEL SURFACES IN CONTACT WITH CONNECTIONS DESIGNATED AS FRICTION TYPE, CONCRETE OR TOP
SURFACES OF BEAMS CARRYING MASONRY, SHALL NOT BE PAINTED.
S37.
WHERE MOMENT CONNECTIONS ARE CALLED FOR BUT VALUES ARE NOT INDICATED, DESIGN
CONNECTIONS FOR THE FULL MOMENT CAPACITY OF THE SMALLER MEMBER JOINED.
S38.
PROVIDE ALL ANCHOR BOLTS, CAST IN PLATES WITH ANCHORS, AND ANCHORS REQUIRED TO CONNECT
STRUCTURAL STEEL TO CAST-IN-PLACE CONCRETE.
S40.
THE CONNECTIONS OF THE TENSION-ONLY BRACING & MOMENT CONNECTIONS SHALL BE DESIGNED TO
SAFELY RESIST GRAVITY LOADS COMBINED WITH THE FACTORED SEISMIC LOADS INDICATED ON THIS PLAN
& THE BUILDING ELEVATIONS. THE SEISMIC LOADS HAVE BEEN AMPLIFIED BY R d=1.5.
AT SPLICES IN WELDED WIRE MESH, THE LENGTH OF OVERLAP MEASURED BETWEEN THE OUTERMOST
CROSS WIRES OF EACH SHEET SHALL BE NOT LESS THAN ONE SPACING OF CROSS WIRES PLUS TWO
INCHES (50mm).
PLACE 200mm MINIMUM GRANULAR 'A' UNDER SLABS ON GRADE. COMPACT TO 100% STANDARD PROCTOR
MAXIMUM DRY DENSITY.
C33.
CHAIRS, BOLSTERS, BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL CONFORM TO CAN/CSA A23.1.
C37.
PROVIDE 2-15M AROUND ALL OPENINGS IN CONCRETE WALLS EXTENDING A MINIMUM OF 600mm (2'-0')
BEYOND THE CORNERS OF THE OPENINGS.
C38.
PROVIDE VERTICAL CONTROL JOINTS AT 6096mm (10'-0") o.c. MAXIMUM IN WALLS HAVING OPENINGS AND AT
7620mm (25'-0") o.c. MAXIMUM FOR WALLS HAVING NO OPENINGS, OR OTHERWISE NOTED ON PLANS.
TRUSS ABBREVATIONS SCHEDULE
E.W.J.
- ENGINEERED WOOD JOISTS DESIGNED BY OTHERS
E.W.G.T.
- ENGINEERED WOOD GIRDER TRUSS DESIGNED BY OTHERS
E.W.H.T.
ADHESIVE ANCHORS SHALL BE BONDED TO CONCRETE ELEMENTS USING HILTI HY150 INJECTION ADHESIVE
(OR APPROVED EQUIVALENT) IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.
L31.
THE DESIGN OF THE LATERAL BRACING FOR PRE-FABRICATED ROOF TRUSS WEB MEMBERS AND ITS
ANCHORAGE IS THE SOLE RESPONSIBILITY OF THE TRUSS SUPPLIER. SHOP DRAWINGS, STAMPED BY A
PROFESSIONAL ENGINEER, INDICATING ALL LATERAL BRACING REQUIREMENTS SHALL BE SUBMITTED
FOR REVIEW. AT THE ROOF TRUSS SUPPLIER'S DISCRETION, T-BRACING MAYBE USED AS AN
ALTERNATIVE TO HORIZONTAL LATERAL WEB BRACING.
L35.
ALL LOAD BEARING WOOD STUD WALLS SHALL BE SHEATHED OR TEMPORARILY LATERALLY BRACED @
2'-0" o.c. VERTICALLY PRIOR TO SUPPORTING ANY SUPERIMPOSED CONSTRUCTION LOADS.
L37:
STRUCTURAL COMPOSITE LUMBER (SCL) SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:
2.0 E
LVL
LSL
1.7 E
2.0 E
PSL
L38.
MODULUS
BENDING
SHEAR
OF
STRENGTH STRENGTH
GRADE
ELASTICITY
MPa (psi)
MPa (psi)
MPa (psi)
13800 (2.0x106)
COMPRESSIVE
STRENGTH
PERPENDICULAR
TO GRAIN
MPa (psi)
37.0 (5366)
3.70 (537)
9.40 (1363)
6
33.15 (4805)
5.15 (745)
11.05 (1600)
6
37.0 (5366)
3.70 (537)
9.40 (1363)
11720 (1.7x10 )
13800 (2.0x10 )
FASTENERS FOR SIMPSON CONNECTORS SHALL CONFORM TO MANUFACTURER'S SPECIFICATIONS.
NOTES
1.
NAIL ROOF SHEATHING TO BLOCKING WITH 4.88 DIA. x 102mm Lg. NAILS AT 66mm MAX o.c.
2.
NAIL WALL SHEATHING TO BLOCKING WITH 4.88 DIA. x 102mm Lg. NAILS AT 66mm MAX o.c.
3.
12.5 mm PLYWOOD SHEATHING NAILED TO VERTICAL SUPPORTS WITH 3.66 NAILS AT 100mm MAX. o.c.
4.
NAIL WALL SHEATHING TO SILL PLATE WITH 4.88 DIA. x 102mm Lg. NAILS AT 66mm MAX o.c.
5.
ANCHOR SILL TO TOP OF MASONRY WALL WITH 16 DIA. ANCHOR BOLTS x 500 Lg. AT 580 o.c.
6.
REFER TO SHEAR BLOCKING SCHEDULE FOR FASTENING.
7.
REFER TO SHEAR BLOCKING SCHEDULE FOR FASTENING.
8.
ANCHOR SILL TO TOP OF MASONRY WALL WITH 16 DIA. ANCHOR BOLTS x 500 Lg. AT 580 o.c. - TYPICAL
- ENGINEERED WOOD HIP TRUSS DESIGNED BY OTHERS
E.W.M.T. - ENGINEERED WOOD MONO TRUSSES DESIGNED BY OTHERS
E.W.T.
C45.
MULTIPLE PLY LAMINATED VENEER LUMBER (LVL) BEAMS SHALL BE FASTENED TOGETHER IN
ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS. DO NOT CUT OR NOTCH.
TYPE
TABLE 4.1.8.11
BASE OVERTURNING
REDUCTION FACTOR
L30.
PROVIDE MASONRY ANCHORS AT 1000mm (40") MAXIMUM o.c. ON ALL COLUMNS ADJACENT TO MASONRY.
S22.
8
o.c. (2'-0") STAGGERED ON EACH SIDE OF BEAM WEB.
STEEL NOTES
").
CALCIUM CHLORIDE MUST NOT BE USED.
C25.
TYPE S BASED ON PROPORTION SPECIFICATIONS, OR
13.3 MPa BASED ON PROPERTY SPECIFICATIONS.
ALL STRUCTURAL CONCRETE ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD
CAN/CSA A23.3 "DESIGN OF CONCRETE STRUCTURES".
C11.
TABLE 4.1.8.4.C
18
GROUT FOR UNIT MASONRY:
CONCRETE NOTES
C1.
(1) VERTICAL STIFFNESS
(2) MASS IRREGULARITY
(3) VERTICAL GEOMETRY IRREGULARITY
(4) INPLANE DISCONTINUITY IN V.L.F.R.E.
(5) OUT OF PLANE OFFSETS
(6) WEAK STOREY
(7) TORSIONAL SENSITIVITY
(8) NON-ORTHOGANAL
HOURS AFTER WATER IS FIRST ADDED TO THE BATCH SHALL BE
- ENGINEERED WOOD TRUSSES DESIGNED BY OTHERS
PROPANE TANK BASE SLAB
3350 x 1300 x 200mm CONCRETE PAD WITH 10M @ 250 E.W. AT MID-DEPTH OF SLAB. PLACE SLAB ON 200mm MIN.
GRANULAR 'A' COMPACTED TO 100% S.P.M.D.D.
12/08/30
FOUNDATION SCHEDULE
ABBREVIATIONS
MASONRY WALL MINIMUM SEISMIC REINFORCING
CONCRETE COVER FOR REINFORCEMENT
EXCEPT AS NOTED OTHERWISE
=
=
=
=
=
ANCHOR BOLT
ADJUSTABLE
ALTERNATE
ARCHITECTURAL
ANCHOR
B
BLDG.
BM
=
=
=
=
=
BOTTOM
BUILDING
BEAM
BASE OR BEARING PLATE
BASEMENT
=
=
=
COL.
=
CONC.
CONSTR. =
=
CONT.
CENTRE TO CENTRE
CENTRE LINE
COLUMN
CONCRETE
CONSTRUCTION
CONTINUOUS
BSMT.
C/C
DET.
DIAG.
DIM.
D.L.
DWG.
DWL.
=
=
=
=
=
=
=
DETAIL
DIAGONAL
DIAMETER
DIMENSION
DEAD LOAD
DRAWING
DOWEL
EA.
E.F.
E.W.
ELEV.
E-W
EXIST.
EXP. J.
EXT.
=
=
=
=
=
=
=
=
EACH
EACH FACE
EACH WAY
ELEVATION
EAST - WEST
EXISTING
EXPANSION JOINT
EXTERIOR
F.F.
FDN.
FIN.
FL.
FTG.
FT.
=
=
=
=
=
=
FAR FACE
FOUNDATION
FINISHED
FLOOR
FOOTING
FOOT, FEET
PIER/PEDESTAL
LSSJ
LLV
LLH
=
=
=
LONG SPAN STEEL JOIST
LONG LEG VERTICAL
LONG LEG HORIZONTAL
kN
kPa
K
=
=
=
KILONEWTON
KILOPASCAL
KIP, KIPS
MAX.
MECH.
MEZZ.
=
=
=
MAXIMUM
MECHANICAL
MEZZANINE
MIN.
MISC.
ML
mm
=
=
=
=
MINIMUM
MISCELLANEOUS
MIDDLE LAYER
MILLIMETRE
N.F.
N-S
NTS
=
=
=
NEAR FACE
NORTH - SOUTH
NOT TO SCALE
O.C.
OPG.
OWSJ
O.F.
=
=
=
=
ON CENTRES, CENTRE TO CENTRE
OPENING
OPEN WEB STEEL JOIST
OUTSIDE FACE
PART.
PLF
PSF
PSI
PROJ.
=
=
=
=
=
=
PARTITION
PLATE
POUNDS PER LINEAL FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PROJECTION
RAD.
REF.
REINF.
REQ'D.
REV.
=
=
=
=
=
RADIUS
REFERENCE
REINFORCING
REQUIRED
REVISION, REVISED
SECT.
SL.
SPEC'S.
STD.
=
=
=
=
SECTION
SLAB
SPECIFICATIONS
STANDARD
T
TEMP
TYP.
=
=
=
TOP
TEMPERATURE
TYPICAL
MARK
SIZE
(mm)
F1
370x370
HORIZ.
=
HORIZONTAL
UL
U/S
U.N.O.
=
=
=
UPPER LAYER
UNDERSIDE
UNLESS NOTED OTHERWISE
INT.
I.F.
=
=
INTERIOR
INSIDE FACE
VERT.
=
VERTICAL
LLBB
LL
L.L.
=
=
=
LONG LEG BACK TO BACK
LOWER LAYER
LIVE LOAD
W.W.
w/
=
=
WELDED WIRE
WITH
2000x2000
250
5-15M E.W.
F3
480x580
8-15M
10M @ 250
2000x2000
250
5-15M E.W.
6-15M
10M @ 250
2000x2000
250
5-15M E.W.
480x400
MARK
REINFORCEMENT
MARK
190
CENTRE FOOTING UNDER
STEEL COLUMN
HORIZONTAL
REINFORCING
THICKNESS
ENDS
240
1-20M
290
INTERMEDIATE
20M @ 1200mm o.c.
1-20M
1-20M
+ 1-15M @ 2400 mm o.c. MAX.
+ 1-15M IN BOND BEAM ABOVE
& BELOW WINDOWS
GROUT ALL CORES SOLID
FULL HEIGHT
GROUT CORES SOLID TO
1800mm ABOVE THE TOP OF
THE FOUNDATION WALL
SHEAR BLOCKING NAILS
LOCATION
(GRID LINE)
1-10M
SPACING
SIMPSON
MODEL No.
MAXIMUM
SPACING
A35
300
68
LINE 8
DETAIL
SIZE
44
A35
390
45M
75 mm
75 mm
90 mm
55M
75 mm
75 mm
110 mm
25M & SMALLER
40 mm
40 mm
60 mm
30M
40 mm
45 mm
60 mm
35M
40 mm
55 mm
70 mm
45M
45 mm
70 mm
90 mm
55M
55 mm
85 mm
110 mm
25M & SMALLER
30 mm
40 mm
60 mm
1. HORIZONTAL REINFORCEMENT CONSISTS OF 2-WIRE TRUSS OR LADDER TYPE.
30M
30 mm
45 mm
60 mm
35M
35 mm
55 mm
70 mm
2. PROVIDE MINIMUM CLASS B LAP FOR JOINT REINFORCEMENT U.N.O. DETAIL REINFORCEMENT IN ACCORDANCE
WITH CSA S304.1.
45M
45 mm
70 mm
90 mm
55M
55 mm
85 mm
110 mm
20M & SMALLER
20 mm
40 mm
60 mm
25M
25 mm
40 mm
60 mm
30M
30 mm
45 mm
60 mm
35M
35 mm
55 mm
70 mm
45M
45 mm
70 mm
90 mm
55M
55 mm
85 mm
110 mm
300
APPLICABLE IN SEPARATE
PRICE CONFIGURATION ONLY
44
A35
300
LINE D
44
A35
300
LINE E
44
A35
300
LINE B
68
A35
300
140 mm
15M @ 800
190 mm
20M @ 1200
240 mm
2-15M @ 1200
290 mm
25M @ 1200
LINE G
68
A35
300
MINIMUM
COMPRESSIVE
STRENGTH
AT 28 DAYS
SLUMP AT TIME 3
& POINT OF
DISCHARGE
10M @ 1200
10M @ 1200
+ 1-10M @ 2400 MAX.
10M @ 1200
+ 1-15M @ 2400 MAX.
15M @ 1200
+ 2-15M @ 2400 MAX.
NOTES:
3. THIS TABLE APPLIES IN CASES WHERE THE SEISMIC HAZARD INDEX, I EFaSa(0.2), IS GREATER THAN OR EQUAL
TO 0.35, BUT NOT MORE THAN 0.75.
4. THE REINFORCEMENT SHOWN HERE IS THE MINIMUM TO BE PROVIDED - REFER TO STRUCTURAL DRAWINGS
AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
5. PROVIDE A MINIMUM OF 2-15M CONTINUOUS IN A GROUT-FILLED BOND BEAM AT THE TOP AND BOTTOM OF ALL
290mm THICK WALL PANELS AND 1-15M CONTINUOUS FOR ALL OTHER WALL THICKNESSES, AND 1-15M VERTICAL
CONTINUOUS AT ALL DISCONTINUOUS WALL ENDS AND CORNERS.
SIZE
BEARING
REMARKS
EXPOSURE
CLASS
L1
3-38x184
76mm
ADD L 102x89x7.9 LLV GALV.
AT MASONRY VENEER
ADD L 89x89x6.4 GALV.
AT MASONRY VENEER
FOOTINGS / INTERIOR COLUMN PIERS
25 MPa
N
L2
2-38x184
38mm
FOUNDATION WALLS / EXTERIOR
COLUMN PIERS
25 MPa
F-2
L3
2-38x184
76mm
GRADE BEAMS
30 MPa
F-2
L4
2-38x184
76mm
35 MPa
C-1
L5
W200x27
220x7.9 PLATE
L6
W200x27
220x7.9 PLATE
PAVEMENTS, SIDEWALKS,
NON-REINFORCED STAIR, CURBS
AND GUTTERS.
32 MPa
C-2
REINFORCED
STAIRS AND SLABS
35 MPa
C-1
COLUMNS AND BEAMS
30 MPa
F-2
28 MPa
N
SLABS ON STEEL DECK
30 MPa
N
SUSPENDED GARAGE FLOORS
35 MPa
C-1
GARAGE FLOOR SLABS ON
GRADE2
32 MPa
C-2
COLUMNS, WALLS & BEAMS
30 MPa
N
SUSPENDED CONCRETE
STAIRS AND SLABS
30 MPa
N
HOUSEKEEPING PADS
35 MPa
N
2
x 400mm Lg.
@ 600mm o.c.
L7
2- L 152x102x7.9
200mm
L8
MB241
200mm
L9
MB241
200mm
L10
MB242
200mm
CONNECT NORTH END TO STEEL
COLUMN. FILL BLOCKS SOLID FULL
HEIGHT BELOW BEARING AT SOUTH
END
NOTES:
- PROVIDE MINIMUM 200mm BEARING FOR ALL LINTELS SUPPORTING MASONRY UNLESS NOTED OTHERWISE.
- ALL LOOSE LINTELS SUPPORTING MASONRY VENEER TO BE GALVANIZED.
1. PROPORTION CAST IN PLACE CONCRETE IN ACCORDANCE WITH THE PROPERTIES GIVEN ABOVE, UNLESS
NOTED OTHERWISE ON THE DRAWINGS.
5. BEAMS GREATER THAN ONE COURSE HIGH MUST BE LAID WITH 50% RUNNING BOND. DO NOT USE STACK BOND.
2. INTERIOR SLABS ON GRADE SHALL HAVE A MAXIMUM NOMINAL COARSE AGGREGATE SIZE OF 20mm AND A
MINIMUM CEMENT CONTENT OF 320 kg PER CUBIC METRE.
6. GROUT BEAMS SOLID WITH FINE GROUT IN ONE CONTINUOUS POUR OVER THE FULL HEIGHT AND LENGTH OF
THE BEAM. REINFORCING BARS & WIRES SHALL BE POSITIONED & SECURELY HELD AT THE COVER DISTANCES
SPECIFIED.
3. THE SLUMP SPECIFIED ABOVE IS THE SLUMP SPECIFIED BEFORE THE ADDITION OF ANY SUPERPLASTICIZING
ADMIXTURES.
7. FILL ALL VOIDS, INCLUDING FROGGED ENDS, SOLID WITH GROUT. ENSURE THAT NO VOIDS, GAPS OR AIR
POCKETS ARE LEFT.
8. CLEAR DISTANCES ARE GIVEN IN mm.
COLUMN SCHEDULE
REMARKS
POST SCHEDULE
MARK
SIZE
P1
2-38x140 JACK STUDS
+ 2-38x140 CONT. STUDS
P2
1-38x140 JACK STUD
+ 2-38x140 CONT. STUDS
P3
2-38x89 JACK STUDS
+ 2-38x89 CONT. STUD
P4
2-38x140 JACK STUDS
+ 2-38x140 CONT. STUDS
P5
5-38x140
1-HDU5 BOTTOM
P6
3-38x140
1-DTT2Z BOTTOM
2-LSTA15 STRAPS TOP
P7
3-38x140
SIMPSON ACE4 TOP
CB5-4.5 BOTTOM
P8
2-38x140 JACK STUDS
+ 4-38x140 CONT. STUDS
W460x74
220x20x480 BASE PLATE
REFER TO BASE PLATE DETAIL CB2
W460x74
220x20x480 BASE PLATE
ROOF SHEATHING FASTENING SCHEDULE
NAIL SPACING (mm)
REFER TO BASE PLATE DETAIL CB2
ZONE
NAILS
38x89 BLOCKING
AT PANEL EDGES
OUTER BOUNDARIES
OF ZONE
PANEL
EDGES
ELSEWHERE
A
64
100
300
REQUIRED
B
100
150
300
REQUIRED
REFER TO BASE PLATE DETAIL CB1
NOTES:
1. PROVIDE STEEL PLATE ON TOP OF ALL COLUMNS FLUSH WITH TOP OF STEEL BEAMS.
2. UNDERSIDE OF STEEL BASE PLATES 25mm ABOVE TOP OF CONCRETE PIER.
HORIZONTAL
MARK
NOTES:
4. DO NOT SUBSTITUTE LARGER BAR SIZES IN PLACE OF THOSE SHOWN. DO NOT ADD MORE BARS THAN
SPECIFIED.
C3
VERTICAL
CONCRETE SCHEDULE
INTERIOR
3. MASONRY BEAMS SHALL EXTEND NOT LESS THAN 200mm BEYOND EDGES OF OPENING.
W250x49
220x16x260 BASE PLATE
HORIZONTAL
8. REFERENCE STANDARD: CSA S304.1 - 04
RETAINING WALLS AND
RETAINING WALL FOOTINGS.
2. JOINT REINF. NOT SHOWN. REFER TO MASONRY WALL REINFORCEMENT NOTES, SPECIFICATIONS AND/OR
DETAILS FOR JOINT REINFORCEMENT REQUIREMENTS.
C2
VERTICAL
2. FOR CONCRETE ELEMENTS REQUIRING A FIRE RESISTANCE RATING, REFER TO APPLICABLE TABLE AND
PROVIDE WHICHEVER COVER IS GREATER.
LOCATION
1. IF MASONRY WALL ABOVE BEAM CONTAINS VERTICAL REINFORCEMENT, EXTEND VERTICAL BARS IN MASONRY
BEAM.
C1
75 mm
7. HORIZONTAL REINFORCING BARS SHALL BE PLACED IN FULLY GROUTED BOND BEAMS.
NOTES:
SIZE
75 mm
1. BASED ON CSA STANDARD A23.1-04
SLABS ON GRADE
MARK
75 mm
NOTES:
LINTEL BLOCK
66 CLEAR
2-10M
35M & SMALLER
WALL
THICKNESS
LINTEL SCHEDULE
APPLICABLE IN BASE PRICE
CONFIGURATION ONLY
LINE 11
NON-LOAD BEARING WALLS
N
C-XL, C-1, C-2
A-1, A-2, A-3
6. PROVIDE A MINIMUM OF 1-15M IN CONTINUOUSLY GROUT-FILLED BLOCKS AT THE TOP, BOTTOM AND SIDES OF
ALL OPENINGS EXCEEDING 1000mm IN WIDTH OR HEIGHT. EXTEND BARS A MINIMUM OF 610mm BEYOND EDGES
OF OPENINGS.
REMARKS
STRETCHER
240
SLABS, WALLS, AND JOISTS
LOAD BEARING WALLS &
SHEAR WALLS
F-1, F-2
S-1, S-2
FRAMING ANGLES
REFER TO DETAIL 6.36
MB242
TOP AND FORMED SIDES OF
FOOTINGS
REMARKS
SHEAR BLOCKING SCHEDULE
66 CLEAR
240
CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH
BEAMS, GIRDERS, COLUMNS, AND
PILES
VERTICAL REINFORCING
LINTEL BLOCK
MB241
PLACE UNDERSIDE OF FOOTING
NOT LESS THAN 1.5m BELOW FIN.
GRADE. TOP OF CONCRETE PIER
MIN. 150 ABOVE TOP OF
CONCRETE SLAB.
MASONRY SHEAR WALL SCHEDULE
MASONRY BEAM SCHEDULE
BEAM
HEIGHT
(mm)
PLAIN CONC.
10M @ 250
LINE 1
BLOCK
WIDTH
(mm)
200
BAR SIZE
REINF.
8-15M
MSW2
GAUGE
GALVANIZED
GENERAL
1000x1000
DEPTH
(mm)
480x580
MSW1
=
=
=
10M @ 250
4-15M
SIZE
(mm)
EXPOSURE CONDITION
REMARKS
F2
F4
GA.
GALV.
GEN.
TIES
(mm)
VERT.
REINF.
EXPOSURE CLASS
FOOTING
EXTERIOR
A.B.
ADJ.
ALT.
ARCH.
ANC.
REMARKS
REMARKS
12/08/30
CLASS "B" LAP SPLICE OR 2'-0"
WHICHEVER IS GREATER
- TYPICAL
T
NON-LOADBEARING
MASONRY PARTITION
CORNER BARS SAME SIZE
AND SPACING AS
HORIZ. REINFORCING
CONCRETE SLAB
ON GRADE
2-15M CONTINUOUS
CORNER DOWELS
SAME SIZE AND SPACING
AS HORIZ. REINFORCING
SAWCUT SLAB WITHIN 18 HOURS OF
COMMENCEMENT OF POUR TO A DEPTH
OF 1 4 OF THE SLAB THICKNESS
KEY (WALLS ONLY)
CONCRETE SLAB
100
FOOTING REINFORCEMENT
(WHERE SPECIFIED)
GREATER OF
CLASS B LAP
OR 610mm
1
2 MIN.
3.01
STEP FOOTINGS WHERE REQUIRED TO MAINTAIN
MINIMUM FROST COVER OR TO MATCH LEVEL OF
ADJACENT FOOTINGS.
200
3.04
STEPPING OF WALL FOOTING
CORNER DETAIL
200
2T
SLAB ON GRADE THICKENING UNDER NON-LOADBEARING PARTITIONS
3.07
1-10M NOSING
300
TYP.
INTERSECTION DETAIL
INTERSECTION DETAIL
(POURED TOGETHER)
(POURED SEPARATELY)
HORIZONTAL REINFORCING JUNCTIONS
IF TOP OF WALL IS EXPOSED,
CARRY CHASE & SEALANT
ACROSS TOP
BOND BEAKER
CONC. SLAB ON GRADE
300
TYP.
(STRIP FOOTINGS AND WALLS)
3.11
SLAB ON GRADE SAWCUT DETAIL
13
ISOLATION JOINT
ELASTOMERIC SEALANT WITH FOAM
BACKER ROD IN FORMED CHASE ON
ALL SIDES WHERE WALL IS EXPOSED
TO SOIL OR MOISTURE
NO LAPPING OF HORIZONTAL
BARS IS PERMITTED AT
CONTROL JOINT LOCATIONS
BOND BREAKER
t
A
t
5t
5t
2 MIN.
5t
1
FOUNDATION WALL
1
2 MIN.
A
3.12
ELEVATION OF ADJACENT FOOTINGS & EXCAVATIONS
3.27
DISCONTINUE HORIZ.
REBAR AT CONTROL JOINT
BEVEL SIDES OF CHASE TO
FACILITATE FORM REMOVAL
TYPICAL SLAB DETAIL AT EXTERIOR DOORS
3.38
TYPICAL DETAIL AT INTERIOR DOOR THRESHOLDS
REFER TO TABLE FOR
REINF. REQUIREMENTS
REINFORCED CONCRETE
HOUSEKEEPING PAD
CONCRETE
FLOOR
SLAB
1.
PROVIDE VERTICAL CONTROL JOINTS AT 6096mm o.c. MAXIMUM IN WALLS
HAVING OPENINGS AND AT 7620mm o.c. MAXIMUM FOR WALLS HAVING NO
OPENINGS, OR OTHERWISE NOTED ON PLANS.
2.
PROVIDE VERTICAL CONTROL JOINTS WITHIN 3658mm OF ALL CORNERS.
3.
PROVIDE PVC WATERSTOPS AT ALL CONTROL JOINTS WHERE WATER
TIGHTNESS IS REQUIRED.
Sc
4 BARS
PAD THICKNESS
"t"
REINFORCEMENT
WALL THICKNESS T
CHASE DEPTH A
< 200mm
25mm
OTHER
T/8
6 BARS
CROSS TIE
(NOTE 1)
sc
WELDED LAP LENGTH
AS REQUIRED TO
DEVELOP BAR
NOTE 1
STEEL COLUMN
50mm
152x152 MW18.7xMW18.7 WELDED WIRE MESH
100mm
10M @ 300mm o.c. EACH WAY
25mm NON-SHRINK GROUT
5. FIX LOCATIONS OF ALL CONTROL JOINTS WITH THE ARCHITECT/ENGINEER
BEFORE CONSTRUCTION.
BASE PLATE
Sc
12 BARS
14 OR 16 BARS
NOTE: REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR
LOCATIONS & DIMENSIONS.
(t
Sc
3.39
10 BARS
8 BARS
t
CROSS TIE
(NOTE 1)
4. DEPTH OF CHASE SHALL BE AS FOLLOWS:
CL
COLUMN
FOOTINGS
NOTE 1
Sc
Sc
TYPICAL DETAILS FOR HOUSEKEEPING PADS
CONCRETE PIER
5.49
S204
3.31
NOTE 1
VERTICAL CONTROL JOINTS IN CONCRETE WALLS
(OPTION #1)
CIRCULAR COLUMNS
250mm)
TENSION DEVELOPMENT
LENGTH (ldh) FOR STD. HOOK
300 LAP MIN.
NOTE 1
PROVIDE CLASS B LAP
AT SPLICES U.N.O.
FILL SOLID
WITH MORTAR
DOWELS TO MATCH VERT. REINF.
PROVIDE CLASS "B" LAP SPLICE
BUILDING PAPER
CONCRETE FOOTING
RAKE OUT MORTAR 19mm
AND CAULK
STOP GROUT 25mm
FROM TOP
-TYP.
CORES CONTAINING STEEL ARE
FILLED SOLIDLY WITH GROUT.
VERTICAL CORES SHOULD
PROVIDE A CONTINUOUS
CAVITY FREE OF MORTAR
DROPPINGS
PLACE MORTAR ON CROSS
WEBS ADJACENT TO CORES
THAT WILL BE GROUTED
REINFORCING
HORIZONTAL REINF. SHOULD
NOT BE CONT. THROUGH JOINT
-TYP.
SEE NOTE 4
> 16 BARS
PLACE GROUT IN LIFTS NOT EXCEEDING
1500mm. GROUT SHOULD BE
VIBRATED OR RODDED IN PLACE
(OPTION #2)
CIRCULAR COLUMNS
(OPTION #3)
NOTES:
1. ADD SINGLE CROSS TIES WHEN CLEAR DISTANCE BETWEEN BARS, "S c
OF SUCCESSIVE TIES ENGAGING THE SAME LONGITUDINAL BAR SHALL BE ALTERNATED END FOR END.
2. CLEAR DISTANCE BETWEEN VERTICAL BARS SHALL BE NOT LESS THAN:
a) 1.4 TIMES VERTICAL BAR DIAMETER.
b) 1.4 TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE.
c) 30mm.
3. SEE COLUMN SCHEDULE FOR OTHER ARRANGEMENTS NOT SHOWN HERE.
4. PROVIDE FULL TIE FOR EVERY OTHER VERTICAL BAR.
5.
PER REINFORCING STEEL MANUAL OF STANDARD PRACTICE BY RSIC (2004), TABLE 4.
4.01
MASONRY CONTROL JOINT
3.53
TYPICAL COLUMN FOUNDATION
4.02
REINFORCING MASONRY WALL GROUTING
3.57
ARRANGEMENT OF VERTICALS AND TIES IN COLUMNS
12/08/30
CL
STEEL DECK
HORIZONTAL JOINT
REINFORCEMENT
- TYPICAL
VERTICAL
REINFORCEMENT
VERTICAL
REINFORCEMENT
BUTTER BOTH ENDS OF EACH UNIT
TO ENSURE PROPER BONDAGE. SLUSHING
OF HEAD JOINTS AFTER THE UNIT IS
PLACED SHALL NOT BE PERMITTED
STEEL BEAM
25 MIN.
WALL INTERSECTION
L 127x76x6.4 (LLV)
x 200 Lg. @ 1800mm o.c.
EACH SIDE
VERT. REINF.
MASONRY WALL
BEAM BEARING
OPENING
GROUT SOLID
TO U/S LINTEL
4.07
DETAIL OF LATERAL SUPPORT FOR MASONRY PARTITIONS
VERT. REINF.
WALL CORNER
GROUT SOLID
FULL HEIGHT
TO U/S BEAM
GROUT SOLID
TO U/S LINTEL
VERTICAL
REINFORCEMENT
HORIZONTAL JOINT REINF.
END OF WALL
UNIT BEING PLACED
WALLS WITH SINGLE LAYER VERT. REINF.
CONTINUOUS ANCHOR SET
DOVETAIL INSERT
ALTERNATE COURSES
VERT. REINF.
VERT. REINF.
4.17
VERT. REINFORCING
IN GROUTED CORES U.N.O.
HEAD JOINT CONSTRUCTION DETAIL
60 CLEAR
RAKE BACK MORTAR
& CAULK BOTH SIDES
OPENINGS IN WALLS
MASONRY WALLS
ABUTTING CONCRETE
NOTES:
25 CLEAR
MINIMUM
1. PROVIDE PRE-FABRICATED CORNER & TEE SECTIONS FOR JOINT REINFORCEMENT.
GROUT SOLID WITH FINE GROUT
IN ACCORDANCE WITH
CSA STANDARD A179
25 CLEAR
60 CLEAR
2. LAP SPLICES FOR VERTICAL REINFORCEMENT AND HORIZ. JOINT REINFORCEMENT SHALL BE CLASS "B" U.N.O.
CONCRETE LINTEL BLOCK
38x8 FLAT
@ 1000mm o.c.
3. PROVIDE DOWELS INTO FOUNDATION WALL OR CONCRETE FOOTING TO MATCH ALL VERTICAL BARS.
WALLS WITH DOUBLE LAYER VERT. REINF.
50
5. VERTICAL REINFORCEMENT SHOWN SHALL BE AS FOLLOWS:
50 CLEAR
TYPICAL
WALL THICKNESS
VERTICAL REINF.
140 mm
15M
190 mm
20M
240 mm
2-15M
290 mm
2-15M
WHERE LINTEL/BOND BEAM IS
SINGLY REINFORCED, REINFORCING
BAR SHALL BE CENTRED HORIZ. IN BLOCK
STEEL
COLUMN
REFER TO CONCRETE BLOCK
WALL SCHEDULE FOR REINFORCING
50x12.5 CHANNEL x 50mm Lg.
WELDED TO COLUMN
12.5
4.14
TYPICAL LINTEL/BOND BEAM DETAIL
5.40
MASONRY WALL DETAILS
UPPER BARS
b
HORIZONTAL JOINT REINF.
406
4. BARS SHOWN ARE TO BE PLACED IN ADDITION TO REINF. FOR WALLS SPECIFIED ELSEWHERE.
4.16
VERT. REINFORCING
IN GROUTED CORES U.N.O.
4.29
MASONRY ANCHOR DETAIL
TYPICAL CONCRETE BLOCK WALL REINFORCING DETAIL
Rz
LAY WIRES SIDE-BY-SIDE
IN MORTAR JOINT
LAP
Mz
Ry
My
Rx
Mx
STEEL COLUMN
REFER TO COLUMN
SCHEDULE FOR QUANTITY
& SIZE OF ANCHOR BOLTS
GROUT
TRUSS OR LADDER TYPE
HORIZ. JOINT REINFORCEMENT
REMOVE CROSS WIRES
WITHIN LAP SPLICE
25mm GROUT PAD
BASE PLATE
A307 ANCHOR BOLTS
50
MINIMUM
CLEAR
SPACING
a (mm)
MAXIMUM
SEPARATION
b (mm)
10M
25
94
475
15M
32
134
675
20M
39
150
820
25M
51
150
1320
30M
60
150
1565
BAR
SIZE
MINIMUM
LAP SPLICE
LENGTH
(mm)
MINIMUM LAP LENGTH (mm)
SIDE WIRE
DIAMETER
(mm)
KNURLED WIRE
STANDARD
3.66
390
780
HEAVY- AND
EXTRA HEAVY
DUTY
4.76
390
780
TYPE
REINFORCED
CONCRETE PIER
5.56
ASTM A307
HEAVY HEX NUT
TIES, REFER TO FOUNDATION
SCHEDULE FOR SIZE & SPACING
NOTES:
NOTES:
3. ASSUMED IN-SITU GROUT STRENGTH: f'gr = 20 MPa
4. STEEL: CSA G30.18 GRADE 400
3. ASSUMED IN-SITU MORTAR STRENGTH:
5. FOR SPLICES IN MASONRY COLUMNS AND BEAMS WITHOUT STIRRUPS OR TIES,
MULTIPLY MINIMUM LAP SPLICE LENGTHS BY 1.34
MINIMUM TENSION LAP SPLICE LENGTHS IN REINFORCED MASONRY
50
BURR THREADS AT TWO
LOCATIONS BELOW NUT
2. FOR NON-STRUCTURALLY REINFORCED WALLS IN BUILDINGS HAVING A
SEISMIC HAZARD INDEX IEFaSa(0.2) < 0.35, THE LAP LENGTHS MAY BE
REDUCED TO 150mm AND 300mm FOR KNURLED AND SMOOTH/GALVANIZED
WIRE, RESPECTIVELY
2. CLASS B LAP SPLICES
4.35
TYPICAL LOCAL AXIS MEMBER DIAGRAM
VERTICAL REINFORCING
REFER TO FOUNDATION SCHEDULE
FOR SIZE & SPACING
1. THIS DETAIL APPLIES TO TRUSS OR LADDER TYPE HORIZONTAL JOINT
REINFORCEMENT HAVING A MINIMUM YIELD STRENGTH OF 480 MPa (70 ksi)
1. ABOVE VALUES DO NOT APPLY TO EPOXY-COATED BARS
4-10M TIES @ 75mm o.c.
f'gr = 10 MPa
4. STAGGER LAPS AT LEAST 750mm FROM COURSE TO COURSE
4.36
MINIMUM LAP SPLICE LENGTHS FOR JOINT REINFORCEMENT
5.49
TYPICAL COLUMN BASE PLATE ANCHORAGE DETAIL
12/08/30
PLYWOOD
2-PLY
30mm
35mm
30mm
SEE PLAN FOR STUD SIZE & SPACING
2 PLY TOP PLATE
WOOD TRUSSES
(OR RAFTERS)
35mm
REFER TO ARCH.
FOR ROOF SLOPE
SHEAR BLOCKING
75mm NAIL
75mm NAIL
END POST. SEE SCHEDULE
38x89
60mm
3-PLY
38x140
60mm
30mm
2 PLY TOP PLATE
TRUSS ANCHOR - TYPICAL
AT ALL TRUSS BEARING POINTS
SIMPSON HOLD DOWNS
c/w BOLTS - SEE SCHEDULE
TOP PLATE
ANC. BOLTS. SEE SCHEDULE
STUD WALL
BOTTOM PLATE
CRIPPLE STUDS
WOOD STUDS
REFER TO PLAN
FOR SIZE & SPACING
SHEATHING
35mm
30mm
125mm NAIL
PROVIDE SIMPSON
LS30 FRAMING ANGLE
BOTTOM PLATE
BOLTS
35mm
125mm NAIL
6.10
TYPICAL DETAIL AT ROOF TRUSSES
70 MIN.
TYPICAL
(RAFTERS SIMILAR)
CONTINUOUS PLATE
TO MATCH STUDS
FOUNDATION
WALL
BUILT-UP
WOOD POST
WOOD SHEAR WALL SCHEDULE
SPLICE (1 PLY ONLY)
38x89
80mm
4-PLY
38x140
80mm
35mm
SIMPSON STRAP TIE
SEE TABLE BELOW FOR SIZE
2-PLY S-P-F No.2
MARK STUDS SHEATHING
35mm
HOLD DOWN
ANCHOR
64mm NAILS @ 150mm o.c.
2-38x140 MIN.
HDU4-SDS2.5
w/SSTB20 ANC. BOLT
64mm NAILS @ 75mm o.c.
3-38x140 MIN.
HDU8-SDS2.5
w/SSTB28 ANC. BOLT
64mm NAILS @ 150mm o.c.
2-38x140 MIN.
HDU4-SDS2.5
w/SSTB24 ANC. BOLT
WSW3
WSW4
150mm NAIL
38x89
END POST
SIZE
BOTTOM
PLATE
BOLTS
BUILT-UP WOOD BEAM
JACK STUD(S)
35mm
35mm
120mm
NAILING AT
PANEL EDGES
CONTINUOUS
STUD(S)
120mm
TOP PLATE SPLICE DETAIL TABLE
150mm NAIL
38x140 @
400mm o.c.
12.5mm PLYWOOD
WSW5
TOP PLATE SIZE
GRADE
SIMPSON CONNECTOR
2-38x89
S-P-F No. 2
MST48 STRAP TIE
2-38x140
S-P-F No. 2
MST60 STRAP TIE
1. PROVIDE MIN. 38x38 BLOCKING AT ALL PANEL EDGES.
2-38x184
S-P-F No. 2
HST5 STRAP TIE
2. SECURE SHEATHING WITH 64mm COMMON NAILS @ 300mm o.c. ALONG INTERMEDIATE FRAMING MEMBERS.
MAXIMUM ROUGH OPENING 2540mm
NOTE 1:
MAXIMUM ROUGH OPENING SIZE FOR 38x89 STUD WALLS WITH BRICK VENEER
SHALL BE 1800mm.
NOTE 2:
REFER TO PLAN FOR SIZE & NUMBER OF PLIES OF BUILT-UP WOOD MEMBERS
NOTES:
3. ANCHOR BOLTS: ASTM A36
38x140
SPLICES SHALL BE MINIMUM 1800mm o.c.
ONLY 1 PLY MAY BE SPLICED AT ANY SINGLE LOCATION
4. ANCHOR BOLTS SHALL HAVE A MINIMUM EDGE DISTANCE OF 70mm. SSTB ANCHOR BOLTS SHALL BE INSTALLED AS PER
MANUFACTURER'S INSTRUCTIONS.
5. PROVIDE END POSTS & HOLD-DOWN ANCHORS AT ENDS OF WALL AND EACH SIDE OF ALL WINDOW & DOOR OPENINGS
WITHIN SHEAR WALL.
6. END POST SIZE SHOWN IS MINIMUM. DRAWINGS MAY INDICATE LARGER POSTS.
6.04
6.24
NAILING FOR BUILT-UP COLUMNS
6.22
TYPICAL TOP PLATE SPLICE DETAIL
6.23
TYPICAL WOOD SHEAR WALL DETAIL
TYPICAL WOOD LINTEL DETAIL
150
MAX.
SHEAR BLOCKING NAILS
2 PLY 38x140
TOP PLATE
SOLID WOOD BLOCKING
TRUSSES OR RAFTERS
LAP TOP PLATES.
SECURE TOP PLY TO
BOTTOM PLY w/5-89mm
COMMON NAILS
CUT OUT FOR VENTILATION
75
CAREFULLY
DRILLED HOLES
CONTINUOUS
CONTINUOUS
MAXIMUM ROUGH OPENING 2540mm
WOOD STUDS
REFER TO PLAN
FOR SIZE & SPACING
WALL STUDS
JACK STUD(S)
CONTINUOUS WOOD SILL
SIZE & GRADE TO MATCH STUDS
NOTE 1
BUILT-UP
WOOD POST
WALL TOP PLATE /
NAILER
FRAMING ANGLES
STUD
MAXIMUM HOLE DIAMETER
38x89
28mm
38x140
44mm
SIMILAR AT CONCRETE & MASONRY WALLS
CRIPPLE
STUDS
CORNER FRAMING
CONTINUOUS
STUD(S)
6.28
LAP TOP PLATES.
SECURE TOP PLY TO
BOTTOM PLY w/5-89mm
COMMON NAILS
ANCHOR
BOLTS
BOTTOM PLATE
DRILLED HOLES IN INTERIOR LOAD BEARING STUD WALLS
6.36
TYPICAL SHEAR BLOCKING DETAIL
TRUSSES @ 610 o.c.
CONTINUOUS
ROOF SHEATHING
NAILS
SHEAR BLOCKING BETWEEN
TRUSSES / RAFTERS
NOTE 1:
SECURE SILL TO FIRST CONTINUOUS STUD OF BUILT-UP POST w/2-90mm
SPIRAL NAILS.
NOTE 2:
MAXIMUM ROUGH OPENING SIZE FOR 38x89 STUD WALLS WITH BRICK
VENEER SHALL BE 2050mm.
NOTE 3:
REFER TO PLAN FOR SIZE & NUMBER OF PLIES OF BUILT-UP WOOD
MEMBERS
CONTINUOUS
SHEATHING
38x89 BRACING2 SETS PER PURLIN RUN
2 PLY 38x140
TOP PLATE
FRAMING ANGLE SECURED
IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS
TOP PLATE / NAILER
WALL STUDS
STUD WALL
INTERSECTING WALL FRAMING
ROOF SHEATHING
6.25
TYPICAL WOOD SILL DETAIL
6.26
6.34
PLAN AT PIGGYBACK BOTTOM CHORDS
6.37
TYPICAL SHEAR BLOCKING SECTION
12/08/30
8
7
6
5
4
3
2
1
EXTENT OF RIGID INSULATION
150mm CONCRETE PAD ON RIGID INSULATION OVER
200mm MIN. GRANULAR 'A' ON
COMPACTED GRANULAR BACKFILL
A
PROVIDE 75mm RIGID INSULATION
ALL AROUND COLUMN PIER FROM
U/S OF SLAB DOWN 600mm - TYPICAL
FOR PIERS ON LINE A
F1
F1
END OF MASONRY
SHEAR WALL ABOVE
FW7
200
20 CLEAR
10M TIES @ 225
FW7
4-15M VERT.
DOWELLED INTO FOOTING
1200
CP3
B
B
CP3
FW3
310
MIRR.
1
S241
FW4
MIRR.
SIM.
F2
2
S241
3 MIRR.
S241 SIM.
BROOM
FINISH
FW4
F3
240
C
S242
FACE OF VENEER ABOVE
F4
C
FW8
1-15M T&B x 1200 Lg.
CENTERED IN SLAB - TYP.
D
625
1:15
FW2
A
655
A
CONCRETE PIER CP1
SAWCUTS
- TYPICAL
SAWCUT
FW4
300
ISOLATION JOINT AROUND
PIERS - TYPICAL
SIM.
CP2
B
S242
FW1
CP2
420
20 CLEAR
SAWCUT
430
FW5
10M TIES @ 250
4-15M VERT.
DOWELLED INTO FOOTING
1200
625
A
FW4
D
S242
E
CP1
SUMP
PIT
655
150mm CONCRETE PAD ON
200mm MIN. GRANULAR 'A'
OVER COMPACTED
GRANULAR BACKFILL
600
SAWCUTS
FW4
A
S242
100mm CONCRETE SLAB ON GRADE
200mm MINIMUM GRANULAR 'A'
COMPACTED TO 100% S.P.M.D.D.
300
CP2
SLAB THICKENING
-TYPICAL
CP1
FW1
DRAIN
- TYP.
600
775
175mm CONCRETE SLAB ON GRADE
200mm MINIMUM GRANULAR 'A'
COMPACTED TO 100% S.P.M.D.D.
775
1200
CP2
F2
F3
A
F4
470
FW2
310
F
1
S241
2
S241
FW4
SIM.
REFER TO ARCH DRAWINGS FOR
FLOOR SLOPES IN TRUCK BAY AREA
3
S241
FW3
CONCRETE PIER CP2
FW8
WALL REINF. OMITTED FOR CLARITY
1:15
SAWCUTS
CP3
G
CP3
F1
F1
FW6
H
NOTE A :
15M x 1200 Lg. 60mm CLEAR FROM TOP OF SLAB
CENTRED ABOUT SAWCUT LOCATION.
AT T-JOINTS IN SAWCUTS DO NOT OVERRUN CUT.
G
FW6
PROVIDE ISOLATION JOINT
WHERE SLAB ABUTS BUILDING
- TYPICAL ALL EXTERIOR PADS / RAMPS
SAWCUTS
255
10M TIES @ 250
150mm CONCRETE PAD ON
200mm MIN. GRANULAR 'A'
OVER COMPACTED
GRANULAR BACKFILL
255
4-15M VERT.
DOWELLED INTO FOOTING
D
S242
ISOLATION JOINT
AROUND PIERS
- TYPICAL
8
7
6
5
215
300
20 CLEAR
4
3
2
1
CONCRETE PIER CP3
WALL REINF. OMITTED FOR CLARITY
1:15
FOUNDATION PLAN
1:75
290
290
D
500
TOP OF PIER FLUSH WITH
GARAGE FLOOR (HIGH POINT)
LOWER TOP OF FOUNDATION
WALL AT DOOR OPENING
- TYPICAL
180
120
E
E
300
E
300
D
180
MIRRORED
LOWER TOP OF FOUNDATION
WALL AT DOOR OPENING
TOP OF PIER FLUSH WITH
GARAGE FLOOR (HIGH POINT)
MIRRORED
TOP OF PIER FLUSH WITH
GARAGE FLOOR (HIGH POINT)
290
180
80
5
120
10
7
300
8
OPENING FOR
200
200
GARAGE DOOR
FOUNDATION PIER PLAN DETAIL
REINF. OMITTED FOR CLARITY
1:15
1
S221
FOUNDATION PIER PLAN DETAIL
REINF. OMITTED FOR CLARITY
1:15
2
S221
FOUNDATION PIER PLAN DETAIL
REINF. OMITTED FOR CLARITY
1:15
3
S221
12/08/30
8
7
6
5
4
3
2
os
s
oc
1
1620
TYP.
c
os
s
s'
oc
c
WSW4
os
oc
E.W.R.T. @ 600mm o.c.
os s
128
P2
P6
L2
P2
128
P6
P1
P8
L8
c
s
os
oc
s'
s
os
2
WP
GROUT MASONRY PIER BETWEEN
OPENINGS SOLID & REINF. WITH 4-15M VERT.
MSW1
WIND PRESSURE DIAGRAM
P3
P3
D
S243
P3
A
S243
W410x39
C250x23 BELOW
L4
E.
W
F
W460x74
C250x23 BELOW
1
WP
C3
240 CONC.
BLOCK
L7
P4
P5
SECURE w/SIMPSON
HURRICANE TIE EACH END
E.W.G.T.
VALLEY JACKS
OVER
L10 ABOVE
.
.T
.H
W
C
S243
E.
2400
Mf =187 kNm
E.W.M.T. @ 600mm o.c.
38x140 @ 600mm o.c.
P2
P6
G
P2
P6
P2
L2
P4
SECURE w/SIMPSON
HCP2
P2
4
SLS
r
-1.41
0.79
-0.85
0.48
s
-1.84
0.79
-1.10
0.48
c
-2.31
0.79
-1.39
0.48
os
-2.02
0.79
-1.21
0.48
oc
-3.03
0.79
-1.82
0.48
s'
-1.26
1.08
-0.76
0.65
-1.88
1.08
-1.13
0.65
-1.88
1.08
-1.13
0.65
SNOW DISTRIBUTIONS
FOR GABLE ROOFS
D
S243
3. NEGATIVE VALUES INDICATE UPLIFT.
128
P7
3-2x6 MIN. UNDER E.W.H.T.
128
128
SECURE w/SIMPSON
HURRICANE TIE - TYP.
SNOW LOADS SHOWN INCLUDE
IMPORTANCE FACTOR
2. ALL LOADS ARE UNFACTORED.
G
3-38x184
128
3-38x184
P7
4.13 kPa
1. WOOD TRUSSES SHALL BE DESIGNED TO SAFELY RESIST THE WIND LOADS NOTED
ABOVE IN COMBINATION WITH LOADS SPECIFIED IN THE 2006 OBC.
L2
H
CASE 2
P4
L2
310
P5
Mf =187 kNm
WSW3
P4
2400
.H
.T
.
L5
L8
P3
9
ULS
3.60 kPa
L3
ZONE
CASE 1
12
WIND PRESSURES (kPa)
L3
1
C2
oc
P3
E.W.R.T. @ 600mm o.c.
1
WP
WP
C1
c
P3
MSW2
8
VALLEY JACKS OVER. DESIGN TRUSS FOR
ADDITIONAL 0.23 kPa DEAD LOAD IN THIS REGION.
SHEATHING SHALL BE CONTINUOUS OVER MAIN
TRUSSES & BENEATH VALLEY JACKS.
1620
TYP.
SECURE w/SIMPSON
HURRICANE TIE - TYP.
38x89 @ 400 o.c. BELOW
E.W.R.T. @ 600mm o.c.
38x140 @ 400mm o.c. ABOVE
E.W.G.T.
RIDGE
E.W.G.T.
VALLEY JACKS OVER
E.W.M.T. @ 600mm o.c.
L8
r
E.W.R.T. @ 600mm o.c.
WSW5
2
1
ROOF FRAMING PLAN
1:75
50
50
50
50
BASE PLATE
ANCHOR BOLTS
ANCHOR BOLTS
b2/4
4.38 kPa
b2 VARIES
2.44 kPa
12.7mm PLYWOOD OVER
ALL EXTERIOR WOOD STUD WALLS TO BE
38x140 S-P-F STUD GRADE @ 400mm o.c.
UNLESS NOTED OTHERWISE.
ROOF RIDGE
ROOF
VALLEY
ROOF
VALLEY
ROOF
RIDGE
CL
ROOF
VALLEY
CL
ROOF
RIDGE
4.38 kPa
BASE PLATE
CL
ROOF
VALLEY
2.44 kPa
50
b1/2
SNOW DISTRIBUTIONS IN VALLEYS CASE 4
3
b2 VARIES
4
b2/4
5
4.38 kPa
6
6.31 kPa
7
SNOW DISTRIBUTIONS IN VALLEYS CASE 3
8
6.31 kPa
b1/4
b1 VARIES
50
50
b1 VARIES
50
SNOW DISTRIBUTIONS
IN VALLEYS CASE 3
STEEL COLUMN
SNOW DISTRIBUTIONS
IN VALLEYS CASE 4
STEEL COLUMN
COLUMN BASE PLATE DETAIL CB1
REFER TO PLAN FOR COLUMN ORIENTATION
1:5
3.60 kPa + SNOW DISTRIBUTIONS
0.07
0.10
0.18
0.10
0.25
0.19
4.49 kPa + SNOW DISTRIBUTIONS
os
L3
T.
L6 CONTINUOUS
L9
.
.H
MSW2
E
oc
W
9
VALLEY JACKS OVER
SNOW
METAL ROOF
PLYWOOD
ROOF TRUSSES
INSULATION
MECH/ELECT
CEILING
TOTAL
W
290 CONC. BLOCK
F
S243
s
SECURE w/SIMPSON
HURRICANE TIE EACH END
P1
E.
240 CONC. BLOCK
240 CONC. BLOCK
s os
r
L1
E.
W
E.W.G.T.
C3
r
c
.T
.
.H
C1
os s
s
s
2515
P4
VALLEY JACKS
OVER
240 CONC. BLOCK
W410x39
C250x23 BELOW
+ L 127x89x7.9
s
SECURE w/SIMPSON
HCP2
P5
C2
B
P1
L1
E.W.M.T. @ 600mm o.c.
E
S243
B
S243
310
8
D
P1
L1
oc c
ROOF DESIGN LOADS
1620
TYP.
P1
W460x74
C250x23 BELOW
+ L 127x89x7.9
P.
3-2x6 MIN. UNDER E.W.H.T.
3-38x184
3-38x184
B
C
TY
20
16 P.
TY
38x140 @ 600mm o.c.
Mf =187 kNm
r
128
A
Mf =187 kNm
r
s
D
S243
P7
s
20
16
P7
190
c
1620
TYP.
1310
COLUMN BASE PLATE DETAIL CB2
REFER TO PLAN FOR COLUMN ORIENTATION
1:5
12/08/30
480
ISOLATION JOINT
VENEER
430
CONCRETE SLAB ON GRADE
ISOLATION JOINT
240 CONC. BLOCK
CONCRETE SLAB ON GRADE
COMPACTED GRANULAR "A"
ISOLATION JOINT
VENEER
CONCRETE SLAB ON GRADE
VENEER
CONCRETE SLAB ON GRADE
COMPACTED GRANULAR "A"
COMPACTED GRANULAR "A"
FIN. GRADE
150
MIN.
150
MIN.
FIN. GRADE
ISOLATION JOINT
FIN. GRADE
150
MIN.
COMPACTED GRANULAR "A"
DOWELS TO MATCH VERT.
REINF. IN MASONRY WALL
15M @ 300 x 1760 Lg. + 90 HOOK
EACH END
15M @ 300 x 5250 Lg.
470 CONCRETE WALL
15M @ 300 VERT. E.F.
COMPACTED
GRANULAR
BACKFILL
COMPACTED
GRANULAR
BACKFILL
2-15M T&B
255 CONCRETE WALL
420 CONCRETE WALL
2-15M T&B
3-15M T&B
250
250
15M x 1570 Lg. @ 385 T&B
38x89 CONT. SHEAR KEY
1650
38x89 CONT. SHEAR KEY
1100
FOUNDATION WALL
1:15
ISOLATION JOINT
CONCRETE SLAB ON GRADE
COMPACTED GRANULAR "A"
VENEER
CONCRETE SLAB ON GRADE
15M @ 300 x 4680 Lg. HORIZ.
EACH FACE CENTRED
UNDER MASONRY SHEAR WALL
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
10M @ 250 VERT. E.F.
7-20M T&B
10M @ 250 VERT. E.F.
255 CONCRETE WALL
VENEER
FIN. GRADE
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
COMPACTED
GRANULAR
BACKFILL
15M @ 300 HORIZ. E.F.
240 CONCRETE WALL
FW4
1:15
COMPACTED GRANULAR "A"
150
MIN.
COMPACTED
GRANULAR
BACKFILL
FOUNDATION WALL
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
COMPACTED
GRANULAR
BACKFILL
15M @ 300 HORIZ. E.F.
10M @ 250 VERT. E.F.
255 CONCRETE WALL
FIN. GRADE
15M @ 300 HORIZ. E.F.
10M @ 250 VERT. E.F.
255 CONCRETE WALL
20M x 2520 Lg. @ 400 T&B
38x89 CONT. SHEAR KEY
2600
FOUNDATION WALL
AT SHEAR WALL
DRAINAGE TILE
755
1:15
FW5
250
250
400
1200 MINIMUM
COMPACTED
GRANULAR
BACKFILL
38x89 CONT. SHEAR KEY
CONCRETE SLAB ON GRADE
COMPACTED GRANULAR "A"
DOWELS TO MATCH VERT.
REINF. IN MASONRY WALL
COMPACTED
GRANULAR
BACKFILL
DRAINAGE TILE
ISOLATION JOINT
CONCRETE PAD
20 CL.
FW3
1:15
ISOLATION JOINT
COMPACTED
GRANULAR
BACKFILL
950
FOUNDATION WALL
FW2
1:15
VENEER
DRAINAGE TILE
455
FOUNDATION WALL
FW1
DOWELS TO MATCH VERT.
REINF. IN MASONRY WALL
38x89 CONT. SHEAR KEY
DRAINAGE TILE
755
FOUNDATION WALL
1:15
FW6
250
DRAINAGE TILE
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
COMPACTED
GRANULAR
BACKFILL
240 CONCRETE WALL
5-15M x 5730 Lg.T&B
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
200
1200 MINIMUM
DOWELS TO MATCH VERT.
REINF. IN MASONRY WALL
150
MIN.
COMPACTED
GRANULAR
BACKFILL
200
FREE DRAINING
COMPACTED
GRANULAR
BACKFILL
38x89 CONT. SHEAR KEY
DRAINAGE TILE
1100
FOUNDATION WALL
1:15
FW7
FOUNDATION WALL
1:15
FW8
12/08/30
1200 MIN.
460
38x38 SHEAR
KEY
300
REFER TO ARCH DWG.
10M @ 230
VARIES 200mm TO 300mm
15M @ 230 BETWEEN
TRENCH AND SAWCUT
60 CLEAR
ISOLATION JOINT
SAWCUT
STAINLESS STEEL DOWELS
@ 300mm o.c.
75
100mm RIGID INSULATION
(DOW SM OR EQUIVALENT)
FIN. GRADE
(OR SIDEWALK)
1-15M
60 CLEAR
300
SAWCUT
600
30 CL.
450
2-10M
175
300
150
60 CL.
75 CLEAR
4-10M E.W.
750
DOWEL SHALL BE COATED
TO PREVENT BOND
15M @ 230
4-15M CONT.
450
650
75mm RIGID INSULATION
450
175
COMPACTED
GRANULAR
BACKFILL
650
SUMP PIT SECTION
1:15
SECTION AT TRENCH
A
S242
1:15
B
S242
SECTION THROUGH CONCRETE PAD AT EAST ENTRANCE
1:15
725
2360
C
S242
725
CL
FLAGPOLE
CL
FLAGPOLE
SIGN SUPPORT WALL
VENEER LEDGE
300
300
15M NOSING
860
460
300
60 CLEAR
E
S242
CONCRETE FOOTING BELOW
4210
150
750
PLAN VIEW OF SIGN BASE
INSTALL ANCHOR BOLTS FOR FLAGPOLES AS PER
POLE SUPPLIER'S SPECIFICATIONS
1:20
SECTION AT EDGE OF
EXTERIOR CONCRETE PAD
TOP OF SIGN
D
S242
1200 MAX.
1:15
40
CL.
260 CONC. WALL
10M @460 VERT. E.F.
610
PROVIDE DOVETAIL ANCHOR SLOTS
FOR VENEER TIES @ 600mm o.c.
DOVETAIL TIES TO CSA A370
40 CL.
100
10M @ 400 HORIZ. E.F.
100
300
LAP
150
FIN. GRADE
15M @ 400 HORIZ. E.F.
COMPACTED
GRANULAR
BACKFILL
380
380
3730
1500 MIN.
15M @ 230 FROM PIT TO
NEAREST SAWCUT
REFER TO ARCH. FOR
GRATING & FRAME
COMPACTED
GRANULAR
BACKFILL
15M @ 500 VERT. E.F.
PLAIN CONC.
FOOTING
SECTION THROUGH SIGN BASE
1:15
E
S242
12/08/30
D
VALLEY JACK TRUSSES
4
1310
HANGERS EACH END
38x184 CONTINUOUS +
38x184 BLOCKING BETWEEN
TRUSSES
1
ROOF JOISTS
2
38x140 @ 600mm o.c. MAX.
NAILED TO END VERTICAL
OF EACH TRUSS w/76mm NAILS
@ 200mm o.c.
PLYWOOD
SHEATHING
38
E
BLOCKING BETWEEN TRUSSES
38x89
38x89 @ 400mm o.c. CEILING JOISTS
HOLD DOWN ANCHORS
3
L 89x89x6.4 HANGERS
@ 1450mm o.c. MAX.
5
PLYWOOD
102mm BEARING FOR TRUSS
4
8
SHEAR BLOCKING SECURED
TO TOP PLATE
COPE HANGER
AT CHANNEL & WELD
SHEATHING
1:15
PROVIDE LATERAL SUPPORT TO
TOP OF MASONRY SIMILAR TO
DETAIL 4.07 WHERE MASONRY
ABUTS U/S OF CHANNEL
SECTION
1:15
B
S243
SECTION
1:15
C
S243
SECTION
1:15
D
S243
INVERTED JOIST HANGER
38x140 MIN.
TOP CHORD
OUTRIGGERS
127
PROVIDE LATERAL SUPPORT TO
TOP OF MASONRY SIMILAR TO
DETAIL 4.07 WHERE MASONRY
ABUTS U/S OF CHANNEL
VALLEY JACK TRUSSES
38x89 @ 400mm o.c. STUD WALL
TIGHT TO INSIDE FACE OF
GABLE END TRUSS
BLOCKING BETWEEN
OUTRIGGERS
REFER TO ARCH.
FOR ROOF SLOPE
212
A
S243
TOP PLATE
STUD WALL
L 76x76x4.9 HANGERS
@ 1450mm o.c. MAX.
127
TRUSS ANCHOR - TYPICAL
AT ALL TRUSS BEARING POINTS
HOLD-DOWN ANCHORS
- TYPICAL ALL TRUSSES
STEEL L OVER OPENINGS,
SECURE TO CHANNEL
CONNECT TO STEEL
COLUMN EACH END
SECTION
WOOD TRUSS
(OR RAFTERS)
237
EXTEND WEB STIFFENER
@ EACH HANGER
2-38x140 SILL
CENTRED ON WALL
AT HEEL
TYP. ALL TRUSSES
PLYWOOD
64mm NAILS @ 50mm o.c.
38x89 BLOCKING
AT EACH BRACE
DROPPED TOP-CHORD
GABLE END TRUSS
INVERTED
JOIST HANGER
PLYWOOD
SHEATHING
6
SHEAR BLOCKING
BETWEEN TRUSSES
2-38x140 SILL
SHEATHING
STUD WALL
38x89 BRACE @ 600mm o.c.
SIMPSON GBC GABLE BRACE CONNECTOR
7
2-15M CONT.
VERT. REINF.
FILL TOP 2 COURSES
SOLID WITH GROUT
SECTION AT GABLE ENDS
1:15
CONC. BLOCK WALL
E
S243
SECTION
1:15
F
S243
12/08/30
11
10
9
7.5
11
10
9
7.5
6
9
FW4
4
S251
MIRR.
SIM.
F4
F4
2
S241
F3
D
C
SAWCUT
W460x74
C250x23 BELOW
+ L 127x89x7.9
C1
C2
200
VALLEY JACKS OVER
200
F
S243
11
L8
E
F4
F4
.
W
E.
F3
C3
4
S251
FW4
SIM.
REFER TO ARCH DRAWINGS FOR
FLOOR SLOPES IN TRUCK BAY AREA
2
S241
C3
C1
W410x39
C250x23 BELOW
W460x74
C250x23 BELOW
C2
Mf =187 kNm
2400
SAWCUTS
200
TOP OF PIER FLUSH WITH
GARAGE FLOOR (HIGH POINT)
310
5
S251
80
8
W410x39
C250x23 BELOW
F
310
F
10
LOWER TOP OF FOUNDATION
WALL AT DOOR OPENING
Mf =187 kNm
D
E
300
E
.T
.H
10
180
A
625
A
FW4
E.W.R.T. @ 600mm o.c.
MSW2
655
CP2
SAWCUT
MIRRORED
B
S242
FW1
240 CONC. BLOCK
RIDGE
C
S243
CP2
SUMP
PIT
1:15
NOTE A :
15M x 1200 Lg. 60mm CLEAR FROM TOP OF SLAB
CENTRED ABOUT SAWCUT LOCATION.
AT T-JOINTS IN SAWCUTS DO NOT OVERRUN CUT.
500
OPENING FOR
GARAGE DOOR
11
10
9
7.5
11
10
9
7.5
6
FOUNDATION PIER PLAN DETAIL
REINF. OMITTED FOR CLARITY
FOUNDATION PLAN
ROOF FRAMING PLAN
1:75
oc
1620
TYP.
oc
1620
TYP.
c
4
S521
E.W.G.T.
SIM.
600
SAWCUTS
A
S242
REINF. OMITTED FOR CLARITY
MSW2
VALLEY JACKS OVER
CP2
FOUNDATION PIER PLAN DETAIL
290 CONC. BLOCK
E.W.M.T. @ 600mm o.c.
FW1
DRAIN
- TYP.
600
775
L8
A
175mm CONCRETE SLAB ON GRADE
200mm MINIMUM GRANULAR 'A'
COMPACTED TO 100% S.P.M.D.D.
775
150mm CONCRETE PAD ON
200mm MIN. GRANULAR 'A'
OVER COMPACTED
GRANULAR BACKFILL
240 CONC. BLOCK
L8
655
A
CP2
FW4
D
W410x39
C250x23 BELOW
+ L 127x89x7.9
E
625
FW4
.
.T
D
C3
W410x39
C250x23 BELOW
+ L 127x89x7.9
.H
W
E.
1-15M T&B x 1200 Lg.
CENTERED IN SLAB - TYP.
8
C3
L9
C
180
MIRR.
300
5
S251
310
310
MIRR.
LOWER TOP OF FOUNDATION
WALL AT DOOR OPENING
- TYPICAL
120
B
S243
MIRRORED
TOP OF PIER FLUSH WITH
GARAGE FLOOR (HIGH POINT)
c
os
os
s
s
12.7mm PLYWOOD OVER
os
s
os
s
s'
1:15
5
S521
1:75
oc
c
r
s
r
r
s
s
os s
r
r
P.
TY
oc c
20
16
20
16 P.
TY
os s
s
s os
r
s
oc
s
s
os
os
r
c
oc
s
os
s'
s
os
1620
TYP.
c
c
oc
1620
TYP.
WIND PRESSURE DIAGRAM
12/08/30