GENERAL
CONCRETE NOTES
REINFORCING NOTES
STRUCTURAL STEEL/METALS
MASONRY
1. Structural drawings are to be read in conjunction with other related drawings including existing drawings,
for dimensions, elevations, roof and floor slopes and presence of openings, inserts, and existing
underground services and mechanical/electrical elements. Do not scale off of the drawings or
electronic/computer files, written dimensions always take precedent. Hard copy drawings are the official
documents for the project and always take precedent over electronic/computer files.
1. a) All concrete shall conform to the requirements of CAN/CSA. A23.1. Cement shall be Type GU
Portland Cement unless noted otherwise. Normal weight concrete for various purposes shall be
as follows:
1. Reinforcing shall be new billet steel conforming to the following standards:
1. All structural steel work shall conform to CAN/CSA S16.
1. Masonry is designed in accordance with CAN/CSA S304.1.
2. All structural steel material shall conform to CSA G40.20/G40.21 with the following grades:
2. Masonry construction shall conform to CAN3-A371. Refer to Field Review and Testing section for
testing requirements.
2. Prior to commencement of work, the 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 ("Engineer" henceforth).
MIN. 28 DAY
STRENGTH
MPa(psi)
ELEMENTS
MAX.
SLUMP
mm.(inch)
MAX. SIZE
EXPOSURE
AGGREGATE CLASSIFICATION
mm.(inch)
Foundations and Footings
25 (3600)
75 (3")
20 (3/4")
-
Walls
30 (4350)
75 (3")
20 (3/4")
F2
Columns
30 (4350)
75 (3")
20 (3/4")
F2
Suspended slabs and beams
30 (4350)
75 (3")
20 (3/4")
-
3. If discrepancies relating to structural work are found in the various documents, the more stringent
provisions shall apply, unless approved by the Engineer. Specifications shall control over these
drawings and General Notes only where the specifications provide for more stringent requirements.
Contractor, suppliers and subtrades are to ensure that they are working with the 'Issued for
Construction' drawings.
4. Bracing of the structure and all components during construction, including any underpinning, shall
remain the sole responsibility of the Contractor.
Arch. concrete (see Arch.)
5. These drawings show requirements for completed structure only. The design and inspection of
falsework, shoring and reshoring is the responsibility of the Contractor and shall conform to WCB
standards.
Exterior
30 (4350)
75 (3")
20 (3/4")
F2
Interior
30 (4350)
75 (3")
20 (3/4")
-
6. All shop drawing reviews by the Engineer constitute review for general concepts only; the detailed
design remains the responsibility of Contractor/Fabricator. All components shall be assembled and
erected in accordance with final reviewed shop and erection drawings. No fabrication/erection shall
proceed until review has been completed by the Engineer.
Slabs on grade
Exterior
32 (4650)
75 (3")
20 (3/4")
C2
Interior
32 (4650)
75 (3")
20 (3/4")
-
7. Design Loads:
Topping concrete
32 (4650)
100 (4")
10 (3/8")
-
Masonry Grout
20 (3000)
200 (8")
10 (3/8")
-
a) Specified uniform loads
(u.n.o. on plan)
Live Load
Roof Snow load based on:
Importance = 1.25 Post-disaster
Superimposed
Dead loads
Ss= 3.2 kPa
Sr= 0.2 kPa
0.45 kPa
Main Floor (4.8 kPa L.L. includes partitions)
0.4 kPa
Lower floor
4.8 kPa
0.4 kPa
Mechanical Room
4.8 kPa
0.4 kPa
Stairs, Corridors and Storage
4.8 kPa
0.4 kPa
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.
b) Seismic and Wind
Seismic load based on:
Importance = 1.5 Post-disaster
Seismic Data
Sa (0.2) Sa (0.5)
0.301
0.194
Sa (1.0) Sa (2.0)
0.108
0.063
PGA
0.145
Site Class D
Fa = 1.28 Fv = 1.39
Rd = 1.5 Ro = 1.3
Wind load based on q 1/50 = 0.44 kPa
Importance = 1.25 Post-disaster
8. These drawings show structural work required to meet provisions of Part 4 (and Part 9 where
applicable) of the NBCC 2010.
b) Slumps listed are before the addition of super plasticizers. Tolerance in specified slump shall be
± 20 mm (3/4").
c) No calcium chloride is permitted in any form in the concrete mixes.
d) Submit mix designs to the Engineer and testing agency for review and approval prior to placement.
Mix design submittals shall identify the elements for which they are intended.
e) Fly ash replacement (where noted) is the mass of fly ash as a percentage of the total mass of
cementing material.
10. All codes and documents referred to in these General Notes are to be the current adopted edition.
11. Supply of Record Drawings is outside the scope of services.
FIELD REVIEW AND TESTING
1. The Contractor is solely responsible to give the Engineer reasonable advance notice of when structural
work is ready for reviews by the Engineer (min. 24 hours prior to pour or concealment). Contractor is
responsible for reviewing their own work and the work of their subtrades prior to review by the Engineer.
2. All structural work requires written review by the Engineer, including:
a)
b)
c)
d)
Concrete Reinforcement
Masonry Reinforcement (including non-load bearing partitions)
Structural Steel (including decking)
Wood framing (including sheathing)
3. Material testing shall be directed by the Engineer at the expense of the Owner.
4. Concrete testing shall be in accordance with CAN/CSA A23.2 and carried out by an independent
testing agency approved by the Engineer. Unless permitted by the Engineer, a minimum of 3 test
cylinders shall be cast for each 50 cu. meter/50 cu. yards or each day's pour, whichever is less.
Test one at 7 days and two at 28 days (with two additional at 56 days when concrete mix exceeds
25% flyash replacement). Submit written reports for review by the Engineer. Test reports shall
identify the locations where concrete is being tested with gridlines and elevations.
5. Submit concrete test results max. 24 hours after test.
6. The Owner shall appoint an independent CSA certified testing agency to carry out representative
testing of bolt torque and welding on structural steel work, including decking. This testing shall take
place prior to concealment of all structural steel.
7. All structural steel welds shall be tested by a qualified testing agency to the following criteria (u.n.o.):
a) Ultra sonic test 100% of all shop and field complete penetration (CP) welds.
b) Magnetic particle test 15% of all field fillet welds.
c) Visual inspection of 100% of all shop and field welds.
8. Additional testing and field review resulting from rejection of more than 5% of work will be at the
Contractor's expense.
2. Follow all recommendations given in soils report for preloading, backfill, drainage, sub-base preparation
and other requirements.
3. Contractor is solely responsible to ensure that Geotechnical Engineer reviews and confirms allowable
bearing pressure and approves subgrade installation prior to pouring concrete for footings foundations.
4. The Owner shall retain an approved testing agency to carry out density testing of subgrade and base material.
Testing of subgrade material is to be carried out immediately prior to installation of slab on grade components
and during lifts as specified by the Geotechnical Engineer. Care must be taken not to disturb subgrade after
approval and prior to pouring concrete.
a)
b)
c)
d)
e)
f)
g)
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")
75mm (3")
50mm (2")
32mm (1 1/4")
50mm (2")
50mm (2")
40mm (1 1/2")
50mm (2")
40mm (1 1/2")
40mm (1 1/2")
---40mm (1 1/2")
4. Site bending of bars is not permitted without prior approval of Engineer.
5. Provide epoxy coated rebars where noted on plan in accordance with CAN/CSA S413 (Parking Structures).
Chair bars with plastic chairs and tie with plastic coated wire.
6. Minimum reinforcement shall be as follows unless otherwise noted:
a) Wall reinforcement:
150mm (6") wall - 10M @ 300 (12") VERT., 10M @ 300 (12") HOR., CENTERED
200mm (8") wall - 15M @ 450 (18") VERT., 15M @ 450 (18") HOR., CENTERED
250mm (10") wall - 10M @ 400 (16") VERT., EACH FACE STAGGERED
10M @ 400 (16") HOR., EACH FACE STAGGERED
2-15M verts full height at ends of all walls unless noted otherwise
100mm (4")
10M @ 500 (20") o.c. EACH WAY
125mm (5")
10M @ 400 (16") o.c. EACH WAY
150mm (6") or less
10M @ 300 (12") o.c. EACH WAY
175mm (7")
15M @ 500 (20") o.c. EACH WAY
190mm to 215mm (7 1/2" to 8 1/2")
15M @ 450 (18") o.c. EACH WAY
225mm to 250mm (9" to 10")
15M @ 400 (16") o.c. EACH WAY
275mm to 300mm (11" to 12")
15M @ 350 (14") o.c. EACH WAY
Concrete topping (ie: over steel deck) 152x152 MW 9.1 x MW 9.1 welded wire mesh
5. Unless otherwise noted, apply one shop coat of primer to all steel work, to CISC/CPMA 1-73A
Primer for exterior exposure shall be zinc-chromate Type 1, conforming to CGSB1-GP-40d.
8. Apply 2 coats of Galvcon paint protection to hot dipped galvanized surfaces damaged by
transportation, erection or site welding.
9. Unless noted otherwise, design structural steel connections for minimum half the shear or
compression capacity of the members connected (design by the Fabricator's Engineer). Bolted
connections shall consist of a minimum 2-19mmØ (3/4"Ø) A325 bolts with 9mm (3/8") connector plate,
unless noted otherwise.
10. Submit 4 sets of shop drawings for the above to the Engineer for review prior to fabrication. Shop
drawings shall show all details, and indicate all applicable design loads and material specifications and
shall include an erection layout for all members. When member design forces are shown on plan or
details, shop drawings shall be submitted and sealed by a Professional Engineer registered in the province
of B.C. Do not proceed with fabrication until shop drawings have been approved by the Engineer. They
shall be designed by Specialty Structural Engineers, registered in the province of British Columbia and
RETAINED BY THE CONTRACTOR, who will seal all related shop drawings, review the components and
their attachments in the field and provide all required sealed letters (Schedule S-B & S-C) to the Engineer.
11.
The Professional Engineer sealing the Fabricators shop drawing is also responsible for all field review
of their work and shall provide a letter to the Engineer confirming that the work has been completed in
accordance with the final reviewed steel shop drawings and all structural requirements.
12.
All fabrication and welding exposed to view to be appearance quality to the Architect's satisfaction.
13.
See Architectural drawings for miscellaneous steel components. Any steel components not shown on the
Structural drawings are considered to be Secondary components (see notes on Secondary components and
their attachments). Assume 6mm (1/4") thickness, u.n.o.
14.
Provide cap plates at open ends of HSS tubes (seal weld all around). Provide drain hole at base of
HSS tubes.
15.
Unless noted otherwise, welds shall be 6mm fillet welds.
16.
Welding of reinforcing to embedded plates is permitted only with weldable deformed bar anchors with
the following fillet weld sizes:
10M (3/8")Ø
15M (5/8")Ø
20M (3/4")Ø
Make provisions to heat mix water or aggregate to maintain a minimum concrete
temperature of 10°C.
ii) Make provisions to heat the form work or soil surface. Concrete shall not be poured against
any surface with a temperature less than 3°C (Calcium chloride or other de-icing salts are
not permitted).
iii) Cover concrete with insulation blanket for the first 36 hours after pouring concrete. Do not
pour when temperature is expected to fall below -10°C within 3 days after pouring.
iv) Make provisions for a heated enclosure to maintain the temperature of all concrete surfaces
above 10°C for a minimum of 3 days after the pour.
v) Provide alternate mix designs for cold weather.
b) When the temperature is expected to rise above 25°C the Contractor shall:
i)
Make provisions to cool concrete to maintain a max. temperature of 30°C.
ii)
Make provisions to prevent concrete from drying.
d) Other locations not identified above: 15M @ 400 (16")
7. All bars shall be continuous, properly lapped at splices. At corners and intersections; horizontal
reinforcement shall be bent and lapped.
17.
8. Unless noted otherwise, lap lengths, including dowels, for 400 MPa (58 ksi) reinforcement shall be
as follows:
Epoxy coated bars
Grout fill all voids on underside of all base plates and bearing plates in contact with concrete or masonry
with a plastic consistency non-shrink grout with a minimum 7 day strength of 45 MPa (6500 psi). Follow
manufacturer's specifications and instructions for mixing and placement.
18.
If the structural steel member size specified on the structural drawings is not available then the
Contractor shall notify the Engineer immediately and allow for the next available size up.
19.
All embed plates with headed stud anchors to be fillet welded, unless approved by the Engineer (ie: fusion
machine welds not permitted). Fillet weld sizes to be similar to note 16 u.n.o.
20.
Contractor is responsible for the cost of any member upsizing due to availability of sizes/grades specified.
10M - 400mm (16")
15M - 600mm (24")
20M - 750mm (30")
25M - 1170mm (46")
30M - 1400mm (55")
10M - 500mm (20")
15M - 750mm (30")
20M - 980mm (39")
25M - 1530mm (60")
30M - 1840mm (72")
a) Lap splices not shown on drawings shall not be allowed unless approved in writing by the Engineer.
9. 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.
10. Welding of reinforcing to embedded plates is permitted only with weldable deformed bar anchors with
the following fillet weld sizes:
10M (3/8")Ø - 6mm (1/4")
15M (5/8")Ø - 10mm (3/8")
20M (3/4")Ø - 12mm (1/2")
11. 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.
12. Reinforcing not indicated on the structural drawings needed for mechanical/electrical support (i.e. radiant
piping, conduit, etc) is the responsibility of the contractor.
SUSPENDED CONCRETE SLABS / SLAB BANDS AND BEAMS
2. Embedded conduits and pipes
9. Take measures to minimize shrinkage cracking including covering and dampening concrete in the curing stage.
11. Unless otherwise noted, where expansion anchors are required, use Hilti KB 3 or approved equal.
Where chemical anchors are required, use Hilti HIT HY150 MAX epoxy, or approved equal.
PRECAST CONCRETE
1. Steel roof decking and floor decking shall be as per plan. Roof decking shall conform to CSSBI 10M;
floor decking shall conform to CSSBI 12M. Interior decking shall have a minimum zinc coating of
ZF75 to CSSBI 101. Exterior decking shall have a minimum zinc coating of Z275 to the same
standard. Unless noted otherwise on the drawings, provide 76mm deep (3") roof deck type RD306
and floor deck type HB938 by VicWest or approved equal. Place sheets in minimum 3 span lengths,
unless noted otherwise on the drawings.
2. Unless noted otherwise, as a minimum, fasten deck to supports and perimeter elements with Hilti
Direct fasteners (X-EDN19 THQ12, X-ENP-19 L15, X-EDNK22 THQ12 as applicable) @150mm o.c.
longitudinal & @ 610/5 pattern transverse. Screw side lap with Hilti #10 screws (SLC) @ 300mm o.c.
maximum. Refer to manufacturer's installation requirements and recommendations. Use button punch
@300 for composite concrete decks.
4. Unless noted otherwise, reinforce all roof deck openings greater than 150mm (6") square and less than
400mm (18") square with L38x38x5 (L1 1/2"x1 1/2"x3/16") extended and puddle welded to minimum
two flutes on each side of opening. Frame larger openings with L75x75x6 (L3"x3"x1/4") extending to
main structural members or as shown on the drawings.
7. Storage of precast units on site shall be such to prevent staining, contamination by earth and penetration of water.
8. Concrete placed under water shall conform to CAN/CSA-A23.1.
8. The Contractor is responsible for providing all necessary bracing as required for construction loads,
stability and for resistance to wind and seismic forces.
b)
Do not place embedded conduits or pipes within 300mm (12") of columns or walls and do not place
embedded ducts within 600mm (24") of columns and walls.
6. Unless noted otherwise, provide L100x100x6 (L4"x4"x1/4") frame under all roof top mechanical units.
Contractor shall be responsible to coordinate the number and locations of mechanical units with the
Mechanical Consultant.
c)
Maximum conduit size in one layer shall be 1/4 slab thickness and maximum total size of conduits
crossing shall be 1/3 slab thickness.
7. Unless noted otherwise, provide L75x75x6 (L3"x3"x1/4") continuous at perimeter of all steel deck floors
and roofs.
d)
Separate parallel conduits minimum 3 times the larger diameter, center to center, with a minimum
clear distances of 50mm (2").
e)
Maximum in slab ducts shall be 50mm in a 175mm (2" in 7") slab, clear distance between ducts shall
be minimum 600mm (24") and minimum distance to walls and columns shall be 900mm (36").
f)
Position conduit between top and bottom reinforcement with no more than two layers of conduits
crossing. Add reinforcing, relocate conduits or thickening slab at points of congestion as directed
by the Engineer at the Contractor's expense.
8. Shop drawings for decking (4 sets) shall be submitted for review prior to fabrication and are to be
sealed by a Professional Engineer registered in B.C. Shop drawings shall show all details and indicate
all applicable design loads and material specifications. Design of deck to be verified by Fabricator's
engineer for loads and spans shown on the drawings. Provide temporary shoring to composite decking
as necessary. Any deck capacities and detailing discrepancies identified by the Fabricator's Engineer
should be discussed with the Engineer prior to shop drawing final submittal.
g)
h)
In beams, maximum conduits size parallel to the span must not exceed 2% of the cross section
area of the member.
Do not tie conduits / pipes along length of parallel reinforcing. Space minimum 25mm (1") from bars.
3. Sleeves and openings.
a)
Single openings/sleeves in slabs larger than 300mm (12") or a group of openings/sleeves total in area
greater than 0.1 sq. meter in any 1 sq. meter (1 sq. ft. in 10 sq. ft.) is not permitted unless shown on
structural drawings.
b)
Do not place openings/sleeves through slab within 600mm (24") of columns, ends and intersections
of wall.
c)
Spacing between openings/sleeves through slab shall be not less than 2 times the larger opening
size with minimum 100mm (4") clear distance.
9. The Contractor shall provide a suitable top finish to accept direct application of finish flooring/roofing per
architects requirements.
10. Where structural concrete topping is to be applied, top surface of precast unit shall be raked (roughened) for
bonding of topping, u.n.o.
d)
11. Minimum topping thickness (as shown on plan) to be at crown of panel. Contractor to coordinate the panel
bearing height to suit required elevations.
Openings/sleeves through beams in any directions are not permitted without the written approval
of the Engineer.
4. Beams, slab bands and slabs shall be cambered 6.4mm (1/4") for each 3000mm (10'-0") of span
(both top and bottom surface).
Where footing elevations vary, follow requirements of typical details shown on drawing. Contractor
shall establish footing elevations based on all requirements including maximum slopes, and Electrical,
Mechanical and Architectural information.
5. Submit locations of construction pour joints together with pour sequence to the Engineer for review prior
to framing.
13. Footing elevations, if shown, are for bidding purposes only, are not final, and may vary according to
site conditions. All footings must be taken to a bearing layer approved by the Geotechnical Engineer.
6. See concrete section of "Concrete Notes" for stripping of forms. Reshoring of suspended slabs must be
approved by Shoring Engineer prior to stripping. Shores shall remain until specified strength has been reached
and minimum 28 days after pour (minimum 56 days if fly ash content exceeds 25%).
Bearing surfaces must be protected from freezing before and after footings are poured.
7. Minimum reinforcing:
DRAWING LIST
No.
DWG. No.
DWG. TITLE
5. Unless noted otherwise, reinforce all floor deck openings greater than 150mm (6") square and less than
400mm (18") square with 3-10M, 4-sides of opening, extend bars 200mm (8") min. past edge of opening, plus
1-10M x 600mm (24") at each corner. Frame larger openings with L100x100x6 (L4"x4"x1/4") extending to
main structural members or as shown on drawing.
Embedded conduits (ducts and pipes) are subject to approval by the Engineer, submit layout to the
Engineer for review.
3. Precast/prestressed concrete work shall be in accordance with CSA A23.3 and A23.4.
4. Precast Manufacturer shall be submit 4 sets of shop drawings of all precast units to the Engineer for review
prior to fabrication. Shop drawings shall show all details, including design loads, material specifications,
embedded mechanical items, etc. Shop drawings to be sealed by a Professional Engineer registered in the
province of British Columbia.
a)
b)
c)
d)
Cold-drawn steel wire Welded steel wire fabric Deformed steel wire Steel bar reinforcing -
G30.3
G30.5
G30.14
CSA-G30.18
7. Lap splices to be as follows, unless otherwise noted.
Wire reinforcing
10M
15M
20M
25M
200mm (8")
450mm (18")
650mm (26")
900mm (36")
1300mm (51")
a)
b)
c)
d)
See minimum reinforcing in Reinforcing Notes.
1-15M top and bottom continuous at edge of slab.
2-15M each side of openings (extending 600mm (2'-0") pass edge of opening).
plus 1-15M 1200mm (4'-0") diagonal, top and bottom, at each corner.
2-15M 1200mm (4'-0") diagonal top at re-entrant corners.
1
S1.0
GENERAL NOTES
2
S2.0
LOWER FLOOR/FOUNDATION PLAN
3
S2.1
MAIN FLOOR PLAN
4
S2.2
ROOF PLAN
5
S3.0
TYPICAL SECTIONS AND DETAILS
6
S3.1
TYPICAL SECTIONS AND DETAILS
2-C15M @300 H2E - means two 15M bars spaced at 300mm (12") with
90° CSA standard hook at two ends.
7
S4.0
WALL ELEVATIONS
4-15M @300 H2E 450 - means four 15M bars spaced at 300mm (12") with
450mm (18") long 90° hook at two ends.
8
S4.1
WALL ELEVATIONS
9
S5.0
SECTIONS AND DETAILS
10
S5.1
SECTIONS AND DETAILS
11
S5.2
SECTIONS AND DETAILS
12
S5.3
CANOPY SECTIONS AND DETAILS
8. Unless noted otherwise:
a)
b)
c)
Reinforcement shown on plan thus:
Top Reinforcement
Bottom reinforcement
Reinforcement notation callup:
12-20M4900 - means twelve 20M bars, 4900mm (16'-0") long.
2-C15M1800 - means two 15M bars, 1800mm (6'-0") long with 90° CSA standard hook.
(length includes standard hook)
Center slab and beam top reinforcement over supports. Hooks shown are CSA standard hooks.
9. See minimum reinforcing notes for slab temperature steel. Place temperature steel immediately above
and transverse to slab bottom steel, u.n.o.
10. Shear studs indicated on plan to be Decon Studrails (or approved equivalent by the Engineer in
accordance with ASTM-A108 & A1044 [Fy= 350 MPa (51 ksi), Fu= 450 MPa (65 ksi)]. Studs to be
welded in accordance to AWS D1.1 & CSA W59. Refer to "Field Review and Testing" section for
testing requirements.
8. Unless otherwise noted, provide 1-15M vertical full height at:
a) Ends of walls
b) Corners and intersections
c) Each side of doors, other openings and control joints
d) 800mm (32") o.c. for structural masonry wall,
1200mm (48") o.c. for non-load bearing masonry partition.
9. Provide hooked dowels from bottom of concrete base to match vertical masonry wall reinforcing. The
Contractor and Masonry Contractor shall ensure that dowels are centered accurately with cells over.
10.
All bars must be continuous, properly lapped at splices. At corners and intersections, horizontal
reinforcement shall be bent and lapped.
11.
Unless noted otherwise, horizontal reinforcement in regular block masonry shall consist of:
a)
b)
c)
12.
9 ga. ladder type joint reinforcement at 400mm (16") on center, lap 200mm (8").
2-15M above and below openings less than 2400mm (8'-0") wide; extend bars 600mm (24") past edges
of openings. (See also requirements for lintels).
1-15M continuous in each of two grouted bond beams at 2400mm (8'-0") on center and at top of wall.
Where H block masonry is specified on the drawings or specifications, horizontal reinforcing shall consist
of the following (unless noted otherwise):
a)
b)
c)
9 ga. ladder type joint reinforcement at 400mm (16") on center, lap 200mm (8").
1-15M continuous at 1200mm (4'-0") on center and at top of wall.
2-15M above and below openings as in regular block masonry.
13. Cells to be grouted shall be kept clear of mortar and conduits or other materials unless approved by the Engineer.
14. Fill cells containing reinforcement and inserts with concrete as per the "Concrete Notes" section.
Vibrate concrete completely in filled cells.
15. Unless approved by the Engineer, fill cells in 1200mm (4'-0") high lifts or, if clean-outs are provided, in
2400mm (8'-0") high lifts.
17. Unless noted otherwise, where control joints are noted, terminate 50% of all horizontal reinforcement (wires and bars)
on each side of the joint. Unless noted otherwise, provide vertical wall control joints at maximum 15m (50'-0") o.c.
and 7.5m (24'-6") from corners. Locations shall be approved by the Engineer and Architect.
18. In non-load bearing partitions, provide 50mm (2") min. clearance to all concrete columns and 25mm (1")
clearance to slab over. Fill gap with compressible fire rated material where required. Provide dowels in
concrete base at bottom of wall and lateral restraint at top of wall as per structural detail.
19. Unless noted otherwise, expansion anchors are not allowed in masonry. All drilled in anchors shall be the
epoxy type. Use Hilti Hit HY150 MAX in solid or grouted masonry and Hilti Hit HY20 (complete with sleeve)
in hollow masonry.
21. Hot and cold weather construction shall be in accordance with CAN/CSA A371.
STEEL STUDS
1.
Light gauge stud assemblies including connections to supporting structural elements shall be designed by
a Professional Engineer retained by the Contractor in accordance with Part 4 of the B.C. Building Code,
and CAN/CSA-S136.
2.
Steel studs, joists and tracks to be as manufactured by Bailey Metal Products Ltd or equal,
20 Ga. (0.91mm) minimum, unless specified otherwise.
3.
Follow good construction practices for installation, including use of bridging and details as recommended
by the manufacturer.
4.
Fasten with #12 sheet metal screws and to concrete with Hilti type DN direct fasteners or equal unless
specified otherwise.
5.
For non-load bearing steel stud assemblies, allow for minimum span/360 deflection of roof or floor structure over.
6.
Provide 4 sets of sealed shop drawings and submit for review prior to fabrication. All shop drawings shall
show all details and indicate all applicable design loads and material specifications.
7.
Following erection, the same Professional Engineer shall inspect installation of all light gauge stud assemblies
and submit a sealed letter stating that installation of same meets all design requirements.
3. Repair damaged deck coating with Galvacon paint.
a)
1. Refer also to Concrete and Reinforcing notes.
2. Precast Manufacturer shall be responsible for the design, detail and delivery of all precast units to site.
6. Masonry reinforcing shall conform to the following standard:
20. Interlock courses at all wall corners and intersections.
STEEL DECKING
1. See also concrete and reinforcing notes.
10. Unless otherwise noted, provide 3.2mm wide x T/4 deep(1/8" x T/4) deep control joints in two directions
in grade slabs centered on column lines, and maximum at 4500mm (15 ft.) o.c. (T = slab thickness)
5. Masonry Contractor must discuss all masonry construction with the Engineer prior to commencing work.
16. Provide lintels over all openings or recesses, including those for mechanical or electrical service equipment.
Unless noted otherwise, lintels less than 1200mm (4'-0") span shall be 200mm (8") deep, and lintels over
1200mm (4'-0") span and less than 2400mm (8'-0") span shall be 400mm (16") deep. See notes 11 and 12
above for reinforcing requirements.
6mm (1/4")
10mm (3/8")
12mm (1/2")
8. All hot and cold weather concrete work shall be carried out in accordance with CAN/CSA A23.1.
i)
4. Use only Type 'S' mortar to CSA A179. No calcium chloride in any form is permitted in the grout
or mortar mixes.
6. All steel work exposed to weather shall be hot dipped galvanized unless noted otherwise on the
Structural or Architectural drawings. Hot dip galvanize all steel connectors (including fasteners) of
wood members where exposure to rain during or after construction may cause rusting/staining of
wood exposed to view, unless noted otherwise.
c) Footing reinforcement:
7. Stripping of forms for structural elements is not allowed until concrete strength has reached 50% of the 28 day
compressive strength for columns and walls, 70% of the 28 day compressive strength for slabs and beams and 75% of
the compressive strength for slab and beams in parking structures (use % of 56 day compressive strength if fly ash
content in concrete mix exceeds 25% replacement). Strength of concrete shall be determined from field-cured cylinders.
See note 6 of 'Suspended Concrete Slabs/Slab Bands and Beams' for additional requirements.
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:
3. Concrete masonry units shall conform to CSA A165. Compressive strength for concrete masonry shall
be 20 MPa (3000 psi) at 28 days with f'm = 12 MPa (1750 psi). Masonry Contractor shall provide to the
Engineer written confirmation of unit strengths prior to installation.
4. Control heat/pace of weld when welding steel adjacent to other materials (wood, concrete, etc.) to
prevent cracking, spalling or burning of adjacent material.
2-15M continuous plus hooked dowels of same size and spacing as wall vertical reinforcing.
6. Expansion and/or construction sequence joints shall be installed in concrete structures greater than
45m (150 ft.) in length, details and locations shall be discussed with and approved by the Engineer in
writing prior to construction.
350W (G40.21)
300W
ASTM A325
ASTM A307
400W (to CSA G30.18)
240W
304
3. All welding shall conform to CSA W59 and to be performed by welders under CSA W47.1,
fabricators to CWB approval. Welds shall be E-70xx. Nelson stud welding shall meet specifications
of the manufacturer and shall be tested by a qualified testing agency. Refer to "Field Review and
Testing" for all weld testing requirements.
300mm (12") wall - 10M @ 300 (12") VERT., EACH FACE STAGGERED
10M @ 300 (12") HOR., EACH FACE STAGGERED
a) Openings and conduits are not permitted in wall zones, within 990 mm (39") of wall ends and
intersections and columns.
c) Single openings larger than 300 mm (12") or a group of openings occupying together more than 300x300 mm
(1.0 sq. ft.) in any 1 sq. meter (10 sq. ft.) area shall not be permitted without the approval of the Engineer.
Rolled and HSS shapes
Plates and bars
Bolts
Anchor bolts and miscellaneous hardware
Reinforcing bars welded to structural steel
A53 pipe
Stainless steel
7. Where required, all hot dip galvanizing shall conform to CAN/CSA G164.
5. Blockouts, nailers, conduits, ducts, pipes, sleeves and other openings are subject to approval by the Engineer.
7. All footings shall be centered on columns and walls unless noted otherwise.
14.
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
Slab on grade (from top of slab)
Other, unless otherwise noted
3. All reinforcing bars and stud rails shall be accurately placed, chaired and tied securely to prevent
displacement and to maintain the specified cover. Install column reinforcement accurately with templates.
Provide CSA standard hooked dowels from bottom of footing to match and lap with verticals. Install masonry
dowels accurately to align with center of walls. Chairs shall be protected against rusting where required for
appearance. Do not wet dowel reinforcement unless approved by the Engineer.
Unless noted otherwise, exposed corners of slabs, beams, slab bands, columns and walls shall be
beveled 20mm x 20mm (3/4"x3/4").
6. Precast Manufacturer shall be a member in good standing with the Canadian Precast/Prestressed Concrete
Institute (CPCI).
12.
i)
j)
4. See Architectural drawings for slab elevations, drainage, slopes and locations of reglets, reveals and chamfers.
6. Do not backfill retaining walls until full concrete strength is reached unless otherwise approved by the
Engineer. Consult the Engineer prior to pour to confirm if floor/roof restraint required prior to backfilling.
11. Unless noted otherwise, design and supervision of excavation, shoring and underpinning of adjacent
structures, where required, shall be carried out by a Professional Geotechnical Engineer retained by
the Contractor. All costs are to be included in this contract.
a)
b)
c)
d)
e)
f)
g)
h)
b) Slab reinforcing (or temperature reinforcing)
5. Precast Manufacturer shall be also responsible for the design of all lifting and bracing hardware and shall
provide lifting inserts and any additional steel required for handling and lifting the units into place.
10. For all elevations and drainage slopes, see Architectural Drawings and requirements identified in the
geotechnical report.
Fire Resistance Rating
0-2 hrs.
3 hrs.
3. 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.
5. Contractor shall be responsible for all temporary drainage during excavation.
9. Provide 50mm (2") thick concrete ground seal under footings/grade beam if required by site conditions.
and/or by Geotechnical Engineer.
2. Reinforcement shall have concrete protection as follows, unless noted otherwise:
a) Construction Tolerances
b) Fabrication and placement of reinforcing
c) Placement of concrete, including proper vibration and curing.
FOUNDATIONS
1. Design of foundation is based on the soils report of Sept 9 2011, by GeoPacific Consultants with an allowable
bearing pressure of 75 kPa for spread footings. All footings shall bear on soil capable of this pressure without
failure or undue settlement. If native soil or fill are found during construction to have a lower allowable bearing
pressure, notify the Engineer, and provide revised foundation to the Engineer's specifications.
CSA G30.18 400 MPa
CSA G30.18 400W MPa (welding to CSA W186)
CSA G30.5
ASTM A775
Note: 1) Weldable reinforcement (including deformed bar anchors) must be clearly identified on each
piece.
2) Reinforcement in concrete shear walls and frame members with force modification factors Rd greater
than 2.0 shall be weldable grade in conformance with CSA Standard G30.18.
2. Perform all works in accordance with CAN/CSA A23.1, including the following:
b) Where permitted, space openings 2 diameters, or minimum 150 mm (6") apart.
9. Design of Secondary component items including their attachment to the structure is the responsibility
of others.
a) 10M and larger
b) Weldable reinforcement
c) Welded wire mesh
d) Epoxy coated reinforcement
9. See reinforcing notes for minimum reinforcing requirements for composite concrete topping over steel deck.
10. Design, fabricate and install steel deck to CSA s136 and Canadian Sheet Steel Building Institute standards u.n.o.
11. Design and detailing of the above items and their attachments are not the responsibility of the Engineer.
They shall be designed by Specialty Structural Engineers, registered in the province of British Columbia
and RETAINED BY THE CONTRACTOR, who will seal all related shop drawings, review the components
and their attachments in the field and provide all required sealed letters (Schedule S-B & S-C) to the
Engineer.
ABBREVIATIONS
A.BOLTS
ADDL
ALT
B.L.L.
B.U.L.
BCE
BOT
B/U
Cf
CANTLV
CLR
CONC.
CONT
C'SINK
C.I.P.
C/W
CJ
D.L.
DIAG.
EL
E.F.
E.S.
E.W.
EXIST.
FDN
FTG
GA.
GALV
GL
H1E
H2E
HD
H.D. GALV.
HDR
HORIZ
I.F.
- ANCHOR BOLTS
- ADDITIONAL
- ALTERNATE
- BOTTOM LOWER LAYER
- BOTTOM UPPER LAYER
- BOTTOM CHORD EXTENSION
- BOTTOM
- BUILT UP
- FACTORED COMPRESSION FORCE
- CANTILEVERED
- CLEAR
- CONCRETE
- CONTINUOUS
- COUNTERSINK
- CAST IN PLACE
- COMPLETE WITH
- CONTROL JOINT
- DEAD LOAD
- DIAGONAL
- ELEVATION
- EACH FACE
- EACH SIDE
- EACH WAY
- EXISTING
- FOUNDATION
- FOOTING
- GAUGE
- GALVANIZED
- GLULAM
- HOOK ONE END
- HOOK TWO ENDS
- HOLD DOWN
- HOT DIPPED GALVANIZED
- HEADER
- HORIZONTAL
- INSIDE FACE
LLH
LLV
L.L.
LONGIT.
LSL
LVL
L.V.
Mf
N. STUDS
OPP
O.F.
P.C.
PSL
P/T
REINF.
RS
R/W
S.D.L.
S.O.G.
S.S.
STAG
STD
STIFF
STIRR
Tf
TJI
T.L.L.
TRANSV.
T.U.L.
T&B
TYP
U.D.L.
U.N.O.
U/S
Vf
VERT
- LONG LEG HORIZONTAL
- LONG LEG VERTICAL
- LIVE LOAD
- LONGITUDINAL
- LAMINATED STRAND LUMBER
- LAMINATED VENEER LUMBER
- LENGTH VARIES
- FACTORED MOMENT
- NELSON STUDS
- OPPOSITE
- OUTSIDE FACE
- PRECAST CONCRETE
- PARALLEL STRAND LUMBER
- POST-TENSION
- REINFORCEMENT
- ROUGH SAWN LUMBER
- REINFORCED WITH
- SUPERIMPOSED DEAD LOAD
- SLAB ON GRADE
- STAINLESS STEEL
- STAGGERED
- STANDARD
- STIFFENER
- STIRRUP
- FACTORED TENSILE FORCE
- TRUSS JOIST
- TOP LOWER LAYER
- TRANSVERSE
- TOP UPPER LAYER
- TOP AND BOTTOM
- TYPICAL
- UNIFORMLY DISTRIBUTED LOAD
- UNLESS NOTED OTHERWISE
- UNDER SIDE
- FACTORED SHEAR FORCE
- VERTICAL
8. Design and detailing of the above items and their attachments are not the responsibility of the Engineer.
They shall be designed by Specialty Structural Engineers, registered in the province of British Columbia
and RETAINED BY THE CONTRACTOR, who will seal all related shop drawings, review the components
and their attachments in the field and provide all required sealed letters (Schedule S-B & S-C) to the
Engineer.
SECONDARY COMPONENTS AND THEIR ATTACHMENTS
1. Secondary components include but are not limited to the following:
(Refer to all contract documents for secondary components)
a)
b)
c)
d)
e)
f)
g)
h)
j)
k)
l)
m)
n)
p)
q)
r)
Architectural components such as guard and hand rails, flag posts, canopies, ceilings, etc.
Site work elements exterior to the base building such as landscaping components, lamp standards,
pools, signs, and civil work.
Cladding, window mullions, glazing and store fronts.
Skylights and glass canopies.
Attachments and bracing for electrical and mechanical components.
Glass block including attachments.
Elevators, hoist beams and rail support members.
Architectural precast and precast cladding.
Window washing equipment and attachments.
Interior and exterior light gauge steel stud walls.
Roofing material.
Architectural brick veneer.
Parking slab membrane.
Fall restraint anchors (and any additional required framing not shown on plan).
Snow guards / fence.
Library stacks.
2. Design and detailing of the above items and their attachments are not the responsibility of the Engineer.
They shall be designed by Specialty Structural Engineers, registered in the province of British Columbia
and RETAINED BY THE CONTRACTOR, who will seal all related shop drawings, review the components
and their attachments in the field and provide all required sealed letters (Schedule S-B & S-C) to the
Engineer.
3. Secondary components and their attachments shall be designed in accordance with
Part 4 of the B.C. Building Code as in GENERAL section.
4. Sealed shop drawings of the secondary or non-structural components which may affect the primary
structural system shall be submitted to the Engineer only for the review of their effect on the primary
structural system.
5. Sub-contractor of these components is responsible for protection of connections of dissimilar metals
against galvanic corrosion.
6. In addition to construction tolerance, secondary components shall be detailed for the following
building movement and deflection:
a)
Vertical deflections of beams, slabs and decking:
Differential deflections of edge beams and edges of slabs:
L/180, (25mm min.)
L/240, (16mm min.)
b)
Horizontal drift during wind and earthquake between floors:
Drift without damage to components:
Drift without collapse to components:
0.003 x height
0.010 x height for post-disaster buildings
Movement at expansion joints (u.n.o.):
Perpendicular:
Parallel:
Vertical:
± 50mm (2") min.
± 50mm (2") min.
± 25mm (1") min.
c)
Fast +Epp
structural engineers
Suite 201
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Vancouver BC
Canada V6J 1G1
T 604 731 7412
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mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
1
3
2
13500
16800
LEGEND
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
W
3
S4.1
4
S4.1
CONCRETE WALL BELOW
1
S5.0
2
S5.0
NON-LOAD BEARING CMU WALL
LOAD BEARING CMU WALL
W3
Z2
Z2
Z2
W3
Z2
W3
Z2
Z2
Z1
W3
Z1
Z1
Z2
W3
C4
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
W3
C
INDICATES BEAM, HEADER OR HIP
F2
x
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
F1
FOOTING TYPE SEE PLAN
AND SCHEDULE
B1
CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
BP C1
1
STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
ZONE REINF TYPE SEE
SCHEDULE
F2
Z1
10350
WATER TANK SLAB AND WALLS:
PROVIDE CONCRETE WATERPROOFING ADMIXTURE
(KRYSTOL INTERNAL MEMBRANE,XYPEX ADMIX C-500
OR APPROVED EQUAL) AT LOCATIONS INDICATED.
INSTALL PRODUCT AS PER MANUFACTURERS
INSTRUCTIONS AND SPECIFICATIONS. PROVIDE
COMPLETE WATERSTOP SYSTEM AT ALL JOINTS IN
ACCORDANCE WITH MANUFACTURER'S WARRANTY
REQUIREMENTS
F2
W4
BASE PLATE TYPE SEE
DWG. S5.1
BF
W1
F2
COLUMN TYPE AS PER
SCHEDULE
Z
W4
Z1
STEP FTG UP
125 CONC. SLAB ON GRADE TYP
R/W 10M @500 EACH WAY
AT MID DEPTH ON
6 MIL POLY MOISTURE BARRIER ON
COMPACTED GRANULAR SUB BASE
AS PER GEOTECHNICAL ENGINEERS
RECOMMENDATIONS
W1
STEP FTG UP
F3
300
300 DP. SLAB AT WATER TANKS
R/W 15M @150 TOP & BOT EACH WAY
W2
COLUMN SCHEDULE
MARK
SIZE
C1
HSS 102x102x9.5
C2
HSS 152x152x8.0
C3
W310x97
C4
HSS 203x102x9.5
WATER TANK
WATER TANK
W2
W2
F3
W2
W4
Z1
W2
W2
W2
F1
F1
MARK
W1
W1
4-15M VERTS
10M TIES @150
CONCRETE WALL SCHEDULE
FOR STAIR REINF SEE SECT 4/S3.1
300 DP. FTG R/W 15M @400 TRANSV. TOP & BOT.
& 8-15M LONGIT. BOT.
REINFORCEMENT
W1
200
W2
250
15M @150 EACH WAY,
EACH FACE
W3
250
15M @400 VERTS E.F.,
10M @450 HORIZ. E.F.
W4
200
15M @300 VERTS CENTERED
15M @450 HORIZ. CENTERED
W5
150 CMU WALL
REINF AS PER GENERAL NOTES
W6
200 CMU WALL
REINF AS PER GENERAL NOTES
15M @450 EACH WAY,
CENTERED
200
W8
150 CMU WALL
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
W9
200 CMU WALL
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
12450
Z1
FOR WALL AND FTG CONTINUATION
SEE DWG S2.1
THICKNESS (MIN.)
15M @300 VERTS I.F.,
15M @450 HORIZ. I.F.
W7
FOR WALL AND FTG CONTINUATION
SEE DWG S2.1
REINFORCEMENT
6-20M VERTS
10M TIES @150
W7
UP
STEP FTG UP
2
S4.0
ZONE REINF. SCHEDULE
MARK
B
S5.0
W7
STEP FTG UP
1000
B
Z2
W1
Z1
W1
Z1
Z1
Z1
F2
FOOTING SCHEDULE
1000
W1
900
300
MARK
SIZE
REINFORCEMENT
F1
450x200 THICK. STRIP FTG.
2-15M CONT. BOT.
F2
1500x300 THICK. STRIP FTG.
4-15M LONGIT. BOT.
15M @450 TRANSV. BOT.
F3
2200x300 THICK. STRIP FTG.
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
F4
1500x1500x300 THICK.
5-15M EACH WAY BOT.
F5
1750x1750x300 THICK.
6-15M EACH WAY BOT.
F6
3000x1500x300 THICK.
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
ALL FOOTINGS TO BEAR ON UNDISTURBED NATIVE SOIL, MINIMUM ALLOWABLE
BEARING CAPACITY OF XXXXpsf (XXX kPa). GEOTECHNICAL ENGINEER TO
CONFIRM BEARING CAPACITY ON SITE PRIOR TO POURING CONCRETE. IF
FOOTINGS ARE TO BEAR ON COMPACTED FILL OR SOIL WITH LESS CAPACITY,
NOTIFY STRUCTURAL ENGINEER AND INCREASE FOOTING SIZE ACCORDINGLY.
A
1650
3300
1A
2
LOWER FLOOR / FOUNDATION PLAN
1:50
2A
Fast +Epp
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
1
3
2
13500
16800
LEGEND
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
W
STEEL CANOPY BELOW
SEE DWG S5.3 FOR DETAILS
STEEL CANOPY BELOW
SEE DWG S5.3 FOR DETAILS
CONCRETE WALL BELOW
NON-LOAD BEARING CMU WALL
3
S4.1
BF4
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
C1
150 WIDE CONCRETE CURB
6
S5.0
W9
BM2
C
BP 1
3
BM1
C
INDICATES BEAM, HEADER OR HIP
BM1
W9
TYP
305 DP HOLLOW CORE PANELS
305 DP HOLLOW CORE PANELS
+ 50 MIN CONC TOPPING AT MIDDLE
OF PANEL R/W 10M @450 E.W.
+ 100 MIN CONC TOPPING AT
MIDDLE OF PANEL R/W 10M
@300 E.W. SLOPE TOPPING TO
ACHIEVE FLOOR DRAINAGE
5
S5.0
CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
COLUMN TYPE AS PER
SCHEDULE
BASE PLATE TYPE SEE
DWG. S5.1
BF
STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
ZONE REINF TYPE SEE
SCHEDULE
C
BP 2
3
W9
W8
W8
W8
BF3
COLUMN SCHEDULE
BP C1
1
B P C1
3
TYP
B
C
BP 2
3
W9
3
BF5
9
S5.0
BF2
6
S5.0
200 CONC. SLAB ON GRADE
R/W 10M @500 EACH WAY
AT MID DEPTH ON
6 MIL POLY MOISTURE BARRIER ON
COMPACTED GRANULAR SUB BASE
AS PER GEOTECHNICAL ENGINEERS
RECOMMENDATIONS
12
S5.0
MARK
SIZE
C1
HSS 102x102x9.5
C2
HSS 152x152x8.0
C3
W310x97
C4
HSS 203x102x9.5
CONCRETE WALL SCHEDULE
MARK
W7
15M @450 B.U.L.
200 CONC. SLAB ON GRADE
R/W 10M @500 EACH WAY
AT MID DEPTH ON
6 MIL POLY MOISTURE BARRIER ON
COMPACTED GRANULAR SUB BASE
AS PER GEOTECHNICAL ENGINEERS
RECOMMENDATIONS
SIM.
C
9
S5.0
15M @450 B.U.L.
B1
TYP
11
S5.0
15M3000 @300
15M3000 @300
20M @300 B.L.L.
C
BP 1
1
FOOTING TYPE SEE PLAN
AND SCHEDULE
TYP
W8
BP C1
1
F1
10350
W8
2
S4.0
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
BP C1
1
B P C1
1
10
S5.0
W8
W8
11
S5.0
x
Z
7
S5.0
C
BP 1
1
C
BP 1
1
8
S5.0
LOAD BEARING CMU WALL
4
S4.1
THICKNESS (MIN.)
REINFORCEMENT
W1
200
15M @300 VERTS I.F.,
15M @450 HORIZ. I.F.
W2
250
15M @150 EACH WAY,
EACH FACE
W3
250
15M @400 VERTS E.F.,
10M @450 HORIZ. E.F.
W4
200
15M @300 VERTS CENTERED
15M @450 HORIZ. CENTERED
20M @300 B.L.L.
F4
4
S5.0
600
600
W5
150 CMU WALL
REINF AS PER GENERAL NOTES
W6
200 CMU WALL
REINF AS PER GENERAL NOTES
TYP U.N.O.
W6
W5
W7
DOWN
F1 TYP U.N.O.
W8
150 CMU WALL
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
W9
200 CMU WALL
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
C
BP 2
3
12450
F1 TYP U.N.O.
15M @450 EACH WAY,
CENTERED
200
BP C1
1
FOOTING SCHEDULE
3
S5.0
MARK
SIZE
F1
450x200 THICK. STRIP FTG.
2-15M CONT. BOT.
F2
1500x300 THICK. STRIP FTG.
4-15M LONGIT. BOT.
15M @450 TRANSV. BOT.
2200x300 THICK. STRIP FTG.
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
F4
3
S5.0
W6
F3
F1 TYP U.N.O.
W5
TYP U.N.O.
1
C 2
BP
W6
W6
W7
125 CONC. SLAB ON GRADE
R/W 10M @300 EACH WAY
AT MID DEPTH ON
6 MIL POLY MOISTURE BARRIER ON
COMPACTED GRANULAR SUB BASE
AS PER GEOTECHNICAL ENGINEERS
RECOMMENDATIONS
300 WIDE SLAB THICKENING
UNDER ALL NON-LOADBEARING
CMU WALLS AS PER TYP DETAILS
4
S5.0
BF1
A
F4
F5
1
S4.0
F6
1650
3300
1A
2
MAIN FLOOR PLAN
1:50
5-15M EACH WAY BOT.
F5
1750x1750x300 THICK.
6-15M EACH WAY BOT.
3000x1500x300 THICK.
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
ALL FOOTINGS TO BEAR ON UNDISTURBED NATIVE SOIL, MINIMUM ALLOWABLE
BEARING CAPACITY OF XXXXpsf (XXX kPa). GEOTECHNICAL ENGINEER TO
CONFIRM BEARING CAPACITY ON SITE PRIOR TO POURING CONCRETE. IF
FOOTINGS ARE TO BEAR ON COMPACTED FILL OR SOIL WITH LESS CAPACITY,
NOTIFY STRUCTURAL ENGINEER AND INCREASE FOOTING SIZE ACCORDINGLY.
W7
3
S5.0
1500x1500x300 THICK.
F6
BP C1
3
C
BP 1
3
C
BP 1
1
C
BP 1
1
F1 TYP U.N.O.
F4
F4
BP C1
1
F4
REINFORCEMENT
2A
Fast +Epp
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
1
3
2
13500
16800
LEGEND
2000
3
S4.1
5
S5.1
3
S5.1
2000
1750
CONCRETE WALL BELOW
EDGE OF ROOF
HSS 89x89x4.8 CROSS BRACE
4
S4.1
2000
5
S5.2
NON-LOAD BEARING CMU WALL
LOAD BEARING CMU WALL
HSS 102x102x13*
W250x45
W250x45
INDICATES BEAM, HEADER OR HIP
x
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
F1
FOOTING TYPE SEE PLAN
AND SCHEDULE
B1
CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
BP C1
1
2000
125 SLAB
10350
W410x74
2000
3.45 kPa
3 EQUAL SPACES
HSS 102x102x13*
W460x97 CANTILV.
6
S5.2
3.45 kPa
W460x97
76mm DP x 1.22 STEEL DECK TYP
2000
10M @300 H2E T.U.L.
5
S5.2
10M @300 B.L.L.
W460x97
W410x60
L76x76x6.4 DIAG. BRACE
L76x76x6.4 DIAG. BRACE
*NOTE: LOW HEADER FOR
GLAZING SUPPORT, TYP.
HSS 102x102x13*
4
S5.1
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
C
W250x45
W460x97
HSS 102x102x13*
76mm DP x 1.22
STEEL DECK
TYP
76mm DP x 1.22
STEEL DECK
TYP
BF4
W460x97
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
COLUMN TYPE AS PER
SCHEDULE
BASE PLATE TYPE SEE
DWG. S5.1
BF
STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
Z
L76x76x6.4 TYP AT
PERIMETER OF ROOF
W
ZONE REINF TYPE SEE
SCHEDULE
STEEL CANOPY
BELOW, SEE DWG
S5.3 FOR DETAILS
SCHOCK ISOKORB KST CONNETOR
TYP ALONG GRID LINE 1
1000
SNOW LOAD
5500
1000
8.25 kPa
HS
S
ST 10
U 2x
B 1
C 02
O x6
L. .
4
2730
HSS FRAMES, TYP.
250
1000
SNOW LOAD
10M @300 B.U.L.
7.56 kPa
0 mm
0 mm
W410x85 (LOW)
W100x19 (HIGH)
W460x97 (HIGH)
W250x45 (LOW)
W250x45 (LOW)
1750
BF5
B
100
4
S5.2
W250x28 CANTILV. AT
HIGH ROOF
W150x37 TYP AT
LOW MECH
PLATFORM
HSS 89x89x4.8 CROSS BRACE
3.45 kPa
EDGE OF ROOF
HSS 102x102x13*
W310x39
2
S4.0
W460x97 (UNDER LOW BEAM)
W410x85 (LOW)
SNOW LOAD
W410x85 (LOW)
W460x97 (HIGH)
10M @300 H2E T.L.L.
4
6.
2x
10 L.
2x O
10 C
S UB
HS ST
4.75 kPa
W460x97
1000
5.5 kPa
6000
HSS 102x102x13*
W250x45
SNOW LOAD
HSS 102x102x13*
HSS 102x102x6.4
HANGER
BF3
W410x60
HSS 89x89x4.8 CROSS BRACE
EDGE OF ROOF
EXTENT OF LOW
MECH PLATFORM
W460x97
W250x28 CANTILV.
BF2
W410x85
38mm DP x 1.22 STEEL
DECK AT LOW MECH
PLATFORM WITH
64mm CONCRETE
TOPPING WITH
WELDED WIRE MESH
W460x97
W410x85
F
S5.1
1
S5.2
2
S5.2
W250x28 CANTILV.
12450
4 EQUAL SPACES
HSS 102x102x13*
W410x85 (LOW)
W100x19 (HIGH)
W310x39
76mm DP x 1.22 STEEL DECK TYP
W460x74
NON-LOADBEARING CMU
WALLS FROM BELOW
W460x89
1700 TYP
W460x89 (UNDER)
SLOPE ROOF DOWN
2
S5.1
SCHOCK ISOKORB KST CONNETOR
TYP ALONG GRID LINE 1A
Fast +Epp
W410x85 (LOW)
W100x19 (HIGH)
structural engineers
W410x85 (LOW)
W100x19 (HIGH)
HSS 102x102x13*
W250x28 CANTILV.
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
tel 604 683 8797
fax 604 683 0492
HSS 102x102x4.8
CHEVRON BRACE
BF1
HSS 102x102x13*
W410x85
W460x97
W460x97 CANTILV.
A
W100x19 (HIGH)
3
S5.1
3
S5.1
EDGE OF ROOF
1
S4.0
L76x76x6.4 TYP AT
PERIMETER OF ROOF
300 CONC. WALL R/W 15M
@ 400 EACH WAY EACH
FACE
1650
3300
1A
2
ROOF PLAN
1:50
2A
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
W460x89
W460x74
L76x76x6.4 DIAG. BRACE
W100x19 (HIGH) CANTILEVER
HSS 102x102x13*
HSS 102x102x13*
W310x39 CANTILV.
W100x19 (HIGH) CANTILEVER
W460x97
W410x85
L76x76x6.4 DIAG. BRACE
4
S5.1
W250x45
3.45 kPa
W250x45
6400
W460x97
W460x97
1000
SLOPE ROOF DOWN
3
S5.2
BEND REINF. WITH HICKEY
BAR AS PER CSA STANDARDS
CSA STANDARD
HOOK
`D'
75
CL
R.
1050 MAX.
SEE ARCH. DWG
FOR FOOTING REINF
SEE SCHEDULE
`D'
`D'
600
MAX.
STEP
CONC. UPSTAND WHERE REQUIRED
C/W 2-15M @ TOP CONT. AND
DOWELS TO MATCH WALL VERTS.
SIZE AND SPACING
APPROVED BEARING
CSA STANDARD
HOOK
CSA STANDARD
HOOK
1 MAX.
FOR WALL REINFORCING
SEE GENERAL NOTES
TENSION SPLICE
FOR SLAB REINF. & DEPTH
SEE PLAN
TYPE 1
900
TYP.
SEE PLANS
`D' = FOOTING DEPTH
TENSION SPLICE
2
EXTEND HOOK TO
BACK FACE OF WALL
TYP.
20x20 NOTCH FILLED
WITH CAULKING OR
DAMPROOF TO ARCH'S SPEC.
BACKFILL WITH FREE DRAINING
MATERIAL AS SPECIFIED IN
SOILS REPORT
DISCONTINUE EVERY
SECOND HORIZ. BAR
AT 'V' JOINT LOCATIONS
200 WIDE EXT. WATERSTOP
OUTSIDE FACE OF WALL
EXTEND HOOK TO
BACK FACE OF WALL
TYP.
FOR FOOTING REINF
SEE SCHEDULE
-
TYP. TOP OF WALL
1:20
TENSION LAP
TENSION
LAP
TYPE 2
TYPICAL STEPPED STRIP FOOTING
STANDARD HOOK
EXTEND TO BACK FACE
OF WALL TYP
HORIZ. CORNER REINF.
AT BACK FACE OF WALL
SIZE & SPACING TO
MATCH WALL HORIZ. REINF.
SLAB REINF. & DEPTH
SEE PLAN
32
TYP.
32
TYP.
4-20Øx200 LG EMBED ANCHOR
BOLTS TYP. C/W DOUBLE NUT
AT ANCHOR END
OUTSIDE FACE VERT. REINF.
TO MATCH WALL VERT REINF.
+ 1-15M HOR. TOP & BTM
BASE PLATE FOR
HSS COLUMNS:
HSS 203x203, HSS 178x178 = 330x330x25
HSS 152x152, HSS 127x127 = 280x280x19
HSS 102x102, HSS 76x76 = 230x230x16
BASE PLATE
50
CLR
5
-
0.25x FLOOR HEIGHT
1:50
TENSION SPLICE
TYP.
TENSION SPLICE
0.25x FLOOR HEIGHT
2
FOR WALL REINF. AND
THICKNESS SEE SCHEDULE
AND GENERAL NOTES
1:20
200 WIDE WATERSTOP
OUTSIDE FACE OF WALL
TENSION SPLICE
SEE GEN. NOTES
FOR WALL REINF. AND
THICKNESS SEE SCHEDULE
AND GENERAL NOTES
SINGLE CURTAIN
8
TYP. CONTINUOUS WALL
-
1:20
DOUBLE CURTAIN
CONTINUE ALL BARS ACROSS JOINT
OR PROVIDE FULL TENSION SPLICES
38x89 KEY
TYP. HORIZONTAL REINFORCEMENT
AT WALL CORNERS UNO
TYPICAL EXTERIOR WALL
CONSTRUCTION JOINT - PLAN
11
-
1:20
( MAY USE CONSTRUCTION JOINT AS WALL
CONTROL JOINT )
1:20
HSS COL. AS PER PLAN
BASE PLATE AS ABOVE
ON 20mm NON-SHRINK GROUT
ALL STEEL BELOW CONC.
SLAB TO BE PROTECTED WITH
GALVACON PAINT
SLAB ON GRADE
AS PER PLAN
CLEAN FREE DRAINING
BACKFILL MATERIAL
THICKEN SLAB TO PROVIDE
MIN. 100 COVER AROUND
BASE PLATE
100
32
TYP.
RETAINING WALL
SEE PLAN & SECTIONS
FOR REINF.
BASE PLATE FOR
HSS COLUMNS:
HSS 203x203, HSS 178x178 = 330x330x25
HSS 152x152, HSS 127x127 = 280x280x19
HSS 102x102, HSS 76x76 = 230x230x16
25
CLR.
FOR FTG SIZE & REINF.
SEE FOOTING SCHEDULE
APPROVED BEARING
SLAB ON GRADE
SEE PLAN FOR REINF.
600 MIN.
50
CLR.
SUB-BASE SEE SOIL REPORT
PROVIDE 50 MIN. CLEARANCE TO ALL CONCRETE,
COLUMNS, AND SLAB OVER. FILL GAP
WITH COMPRESSIBLE FIRE RATED MATERIAL
WHERE REQUIRED.
4-20Øx200 LG EMBED ANCHOR
BOLTS TYP. C/W DOUBLE NUT AT
ANCHOR END
32
TYP.
75
CLR.
90
300
MAX.
DOWELS FROM SUSPENDED SLAB
TO MATCH MASONRY WALL VERTS
HOOKED
DOWELS TO
MATCH WALL
VERT. REINF.
EXTEND VERT. BARS TO TOP OF
MASONRY & GROUT FILL TOP
2 COURSES
HSS COL. AS PER PLAN
TYP. HSS COLUMN AT FOOTING
1:20
BASE PLATE AS ABOVE
ON 20mm NON-SHRINK GROUT
2-15M 1500 E.W.
AT PEDESTAL
50 MAX. GAP FILLED
WITH FIRE RATED
COMPRESSIBLE MATERIAL
BOTTOM REINF. CONT.
THROUGH JOINT
COMPACTED FILL TO
THE GEOTECHNICAL
ENGINEER'S APPROVAL
NOTES:
1) THIS DRAWING TO BE READ IN CONJUNCTION WITH GEOTECHNICAL
ENGINEER'S AND MECHANICAL ENGINEER'S DRAWINGS.
75
THICKEN SLAB TO PROVIDE
COVER AROUND BASE PLATE
BOND BEAM
C/W 2-15M CONT.
2ND COURSE FROM TOP
FOR CONC. PEDESTAL
SEE PLAN
3000 MAX.
KEY FROM 38x65 FOR SLAB
UP TO 190 DP.
KEY FROM 38x89 FOR SLAB
FROM 200 TO 240 DP.
KEY FOR SLAB 250 AND OVER
USE 1/3 THE SLAB DEPTH
L100x100x10 x300 LG. ALTERNATE SIDES
@1220 O.C. OR TO MATCH WALL VERTS.
FASTEN WITH 2-16Øx125 EXPANSION ANCHORS
200 APART TO U/S SLAB
250
TYP.
DRAIN TILE SEE PLUMBING
AND ARCH DWGS.
90
100
75
CLR.
SLAB ON GRADE
AS PER PLAN
200 OR 250 CONCRETE MASONRY WALL
REINFORCED AS PER GENERAL NOTES
SEE ARCHITECTURAL DWGS FOR LOCATIONS
2) FOR BACKFILLING REQUIREMENTS SEE GEOTECHNICAL ENGINEER'S
SPECIFICATION AND DRAWINGS.
THROUGH SLABS
DOWELS TO MATCH WALL VERTS.
HOOK AT BOTTOM
(ALTERNATE: DRILL & GROUT DOWELS
127 INTO SLAB WITH EPOXY)
75
CLR
3) FOR DRAINAGE REQUIREMENTS SEE MECHANICAL ENGINEER'S
SPECIFICATION AND DRAWINGS.
ALL SLABBAND REINF.
CONT. THROUGH JOINT
CONT. KEY FROM SLAB (BEYOND)
STOP AT SLABBAND
-
1:20
1
FOR FOOTING SIZE
& REINF SEE FOOTING SCHEDULE
9
3mm WIDE x T/4 DEEP
SAWCUTS OR
ZIPSTRIP
(T = SLAB DEPTH)
APPROVED SOLID BEARING
TYPICAL HSS COLUMN AT FOOTING
WITH CONCRETE PEDESTAL
2
SLAB THICKENING
R/W 2-15M CONT.
BOTTOM
COLUMN
( CONCRETE
OR STEEL )
12
-
38
SLAB
DEPTH
2 SHEAR KEYS
START 50 FROM EACH
FACE OF BEAM
3
-
BEAM REINF. CONT.
THROUGH JOINT
THROUGH BEAMS
TYP. CONSTRUCTION JOINT
( LOCATIONS TO BE SUBJECT TO STRUCTURAL
ENGINEER'S APPROVAL )
7
-
TYP. SLAB ON GRADE CONTROL JOINT
AT COLUMNS
tel 604 683 8797
fax 604 683 0492
300
APPROVED BEARING
TYPICAL NON-LOAD BEARING
MASONRY WALL SECTION
1:20
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
1:20
10
0
THROUGH SLABBANDS
5 EQ. SPACES
structural engineers
TYP. WALL FOOTING DETAIL
38x89 KEY, LENGTH 150
SHORTER THAN SLABBAND WIDTH
AT EACH END
Fast +Epp
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
EQ. EQ.
SLAB
DEPTH
SLABBAND
6
SLAB REINF.
AS PER PLAN
200
MIN.
-
38x89 CONT. KEY
150
MIN.
2
BEAM
-
TYP. EXTERIOR WALL CONTROL JOINT
(AT 10 m MAX. o.c.) - PLAN
-
15M ANCHOR BAR
TYP. ALL CORNERS
TENSION SPLICE
FOR WALL REINFORCING
SEE GENERAL NOTES
1 MAX.
1
38x38 'V'-JOINT
10
APPROVED BEARING
`D' = FOOTING DEPTH
2-15M EA. SIDE
2) FOR TENSION SPLICE LENGTHS
SEE TABLE IN GENERAL NOTES.
`D'
75
CL
R.
'D'
4
NOTES:
1) HORIZ. DOWELS TO MATCH SIZE
AND SPACING OF HORIZ. REINF.
TENSION SPLICE
`D'
600
MAX.
STEP
TENSION
LAP
"W"
NOTE:
SEE MECHANICAL AND ELECTRICAL DWGS FOR LOCATION,
EXTENT AND THICKNESS OF HOUSEKEEPING PADS.
2-15M CONT. TOP
NOTE:
15M @450 CONT. LAP 600
"H"
BAR (1)
2. ASSUMED ALLOWABLE
BEARING =144kPa
FREE DRAINING BACKFILL
MECHANICAL / ELECTRICAL
HOUSE KEEPING PAD R/W
10M @300 EACH WAY MID DEPTH
200
75
SEISMIC ANCHORAGE
BY OTHERS
3. GEOTECH ENGINEER TO
INSPECT BACKFILL AND
CONFIRM ASSUMED
BEARING AND LOADING
BAR (2)
"B"
4. fc'=25MPa @28 DAYS
fy=400MPa
(DO NOT BACKFILL UNTIL
CONCRETE HAS REACHED
28 DAYS STRENGTH)
38Ø WEEP HOLES @1200
CONCRETE SLAB PER PLANS
3
-
38x89 KEY CONT. FOR 250 AND 200 WALLS
38x138 KEY CONT. FOR 300 WALLS
1-15M CONT.
1:20
200
MIN.
BAR (5)
75
CLR.
"T"
BAR (3)
TYP. MECHANICAL/ELECTRICAL
HOUSEKEEPING PAD DETAIL
50
CLR.
"A"
C10M @450 EACH WAY DRILL GROUT
INTO STRUCTURAL SLAB WITH EPOXY
GROUT (USE 4 DOWELS MIN. FOR SMALL PADS)
25
BAR (4)
THIS DETAIL PROVIDES RESISTANCE TO HORIZONTAL (SLIDING)
FORCES ONLY FROM EARTHQUAKE LOADING ON PAD AND EQUIPMENT.
ADDITIONAL CONNECTIONS FOR UPLIFT FORCES FROM EQUIPMENT
TO BE DESIGNED AND DETAILED BY SPECIALTY ENGINEER AND WILL
REQUIRE ANCHORING THROUGH THE PAD AND INTO OR THROUGH
THE STRUCTURAL SLAB.
150 MAX. HOUSEKEEPING PAD
(SEE MECH/ELEC DWG'S)
50
CLR.
90
MIN.
38
CLR.
1. ASSUMED LATERAL EARTH
PRESSURE AS FOLLOWSa) STATIC:
EQUIVALENT FLUID
PRESSURE OF 4.7xH(kPa)
(WHERE H IS IN METERS)
b) SEISMIC:
EQUIVALENT FLUID
PRESSURE OF
2.4xH(kPa) INVERTED
(WHERE H IS IN METERS)
c) SURCHARGE:
1.7kPa UNIFORM PRESSURE
FROM 4.8kPa SURCHARGE
AT TOP
DRAIN TILE
APPROVED BEARING
BY GEOTECH. ENGINEERS
SEE ARCH DWGS
FOR STAIR DIMENSIONS
"L"
RETAINING WALL SCHEDULE
H
W
L
T
A
B
BAR (1)
<4200
300
2750
400
300
2800
C20M @250
C20M @125
C20M @125
BAR (3)
BAR (4)
<3600
250
2250
350
300
2100
C20M @350
C20M @175
C20M @175
--
15M @300 CONT.
<3000
200
1800
300
200
1500
C20M @300
C20M @300
C15M @175
--
15M @300 CONT.
<2400
200
1400
300
200
--
C15M @200
--
C15M @300
--
15M @300 CONT.
<1800
200
1100
250
100
--
C15M @400
--
C15M @250
--
3-15M CONT.
<1200
200
600
200
100
--
C15M @450
--
C10M @300
--
2-15M CONT.
-
38mm DEEP
CONT.KEY
15M @450 EACH WAY
15
0
TYP. RETAINING WALL SECTION
1
BAR (5)
15M @450 EA. WAY 15M @225 CONT.
5
CL 0
R
BAR (2)
10M @450 DOWEL
DRILL & EPOXY
GROUT 100mm
60
0
T.O.WALL
OR GRADE
COMPACTED FILL
T.O.GRADE
MIN. FROST
PROTECTION
1:20
2-15M CONT. BOT
300
600
LAP
4
-
TYP. STAIRS ON GRADE
1:20
T/2
T
0.2 T
EDGE EACH SIDE
WITH 3mm RADIUS
SECOND POUR
1:3 SLOPE
CONSTRUCTION JOINT
T
T/4
MIN.
SAW CUT OR PLASTIC PREFORMED STRIP
CAULK WITH SEMI-RIGID FILLER IN WET
AREAS AS SHOWN ON DESIGN DRAWINGS
CONTROL JOINT
NOTES :
1. CONSTRUCTION JOINTS TO BE INSERTED WHERE CONSTRUCTION
OPERATIONS ARE SUSPENDED FOR 30 MINUTES OR MORE.
2. CONTROL JOINTS TO BE SAW-CUT WITHIN 4 TO 12 HOURS AFTER
CONCRETE HARDENS.
2
-
TYP. CONSTRUCTION JOINTS
SLAB ON GRADE
( LOCATIONS TO BE SUBJECT TO STRUCTURAL
ENGINEER'S APPROVAL )
Fast +Epp
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
1
1A
2
1650
3
2A
11850
13500
3300
3
S5.2
D
S5.1
F
S5.1
76mm STEEL DECKING
AS PER PLAN
W460
W410
CONC. COLUMN AS
PER PLAN
8
4.
2x
10
2x
10
HS
S
HSS 102x102x6.4 WINDOW HEADER
S
HS
HSS 102x102x6.4 WINDOW HEADER
10
2x
10
2x
4.
8
W410
BF 1
HSS 102x102 COLUMNS
AS PER PLANS TYP
T.O. MAIN FLOOR
EL. 101.700
1
S2.1
1
WALL ELEVATION @ GRID A
1:50
1A
2
1650
3
2A
11850
13500
3300
2
S5.2
SIM.
4
S5.2
76mm STEEL DECKING
AS PER PLAN
C
S5.1
F
S5.1
LV.
W250 CANTI
W460
W460
W310 COLUMN AS
PER PLANS
W410
W460
W250
W250
W410
S
HS
HSS 102x102 COLUMNS
AS PER PLANS TYP
89
13
S5.0
8
4.
9x
8
x
HSS 152x152 COLUMN
AS PER PLANS
Fast +Epp
HS
S
CMU WALL AS PER PLAN
BF 5
89
x8
9x
4.
8
HSS 102x102 COLUMN
AS PER PLANS
structural engineers
200 CMU WALL
12
S5.0
T.O. MAIN FLOOR
EL. 101.700
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
T.O. LOWER FLOOR
EL. 98.000
2
S2.1
WALL ELEVATION @ GRID B
1:50
3
2
1
16800
13500
76mm STEEL DECKING
AS PER PLAN
W460
HSS 102X102x6.4
HANGER
W250
HSS 102x102x12.7 WINDOW HEADER
HSS 102x102x12.7
HSS 102x102 COLUMNS AS
PER PLAN TYP
200 CMU WALL
S
HS
9
x8
89
.8
x4
STEEL CANOPY SEE
DWG S5.3 FOR DETAILS
10Mx900 U-BARS @300
10Mx900 U-BARS @300
HS
S
BF 4
89
x8
9x
4.8
7
S5.0
STEEL CANOPY SEE
DWG S5.3 FOR DETAILS
T.O. MAIN FLOOR
EL. 101.700
7
S5.0
10Mx900 U-BARS @300
10Mx900 U-BARS @300
HSS 203x102 AS
PER PLAN
2-25M
2-25M
1000
1000
T.O. LOWER FLOOR
EL. 98.000
3
S2.1
WALL ELEVATION @ GRID C
1:50
C
B
A
10350
12450
B
S5.1
A
S5.1
W460
W410
HSS 102x102 COLUMN
AS PER PLANS
W460
W410
HSS 152x152 COLUMN
AS PER PLANS
HSS 152x152 COLUMN
AS PER PLANS
E
S5.1
S
HS
x
89
HS
S
.8
x4
89
BF 3
89
x8
9x
4.
8
HS
S
HS
.8
x4
89
x
89
S
BF 2
89
x8
9x
4.
8
HSS 102x102 COLUMN
AS PER PLANS
Fast +Epp
E
SIM.
S5.1
T.O. MAIN FLOOR
EL. 101.700
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
200 CONC. WALL
tel 604 683 8797
fax 604 683 0492
T.O. LOWER FLOOR
EL. 98.000
4
S2.1
WALL ELEVATION @ GRID 2
1:50
C
C
GL
GL
2A
250x250x19 BASE PLATE C/W
2-13Ø x200 LG N.STUDS @150 GA
HSS 203 COL. AS PER PLAN
8
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
300
B
300
200
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
AS PER ARCH
CMU WALL AS PER PLANS
10M TIES @300
8-15M VERTS
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
SOLID BEARING AS PER
GEOTECH ENGINEER
SOLID BEARING AS PER
GEOTECH ENGINEER
2
1:20
S2.0
S2.0
SECTION
3
SECTION
3
1:20
S2.1
4
1:20
S2.1
C
AS PER GEOTECH ENGINEER
1800 MIN. FROST PROTECTION
DOWELS TO MATCH WALL REINF.
ALT HOOK
38x89 CONT KEYWAY
100
200
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
38x89 CONT KEYWAY
SECTION
1
DOWELS TO MATCH WALL REINF.
ALT HOOK
BACKFILL BOTH SIDES OF
WALL EQUALLY
AS PER GEOTECH ENGINEER
DOWELS TO MATCH WALL REINF
ALT. HOOK
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
1800 MIN. FROST PROTECTION
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
600
DOWELS TO MATCH WALL REINF
ALT. HOOK
BACKFILL BOTH SIDES OF
WALL EQUALLY
1800 MIN. FROST PROTECTION
AS PER GEOTECH ENGINEER
600
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
BACKFILL BOTH SIDES OF
WALL EQUALLY
600
AS PER GEOTECH ENGINEER
BACKFILL BOTH SIDES OF
WALL EQUALLY
1800 MIN. FROST PROTECTION
100
B
S2.0
DETAIL
1:20
SECTION
1:20
C
C
B
75
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
DOWELS TO MATCH CMU WALL
VERT REINF
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
900
HSS 102x102 COL AS
PER PLANS
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
900
CONC. TOPPING
AS PER PLAN
15M @400 VERT DOWELS
600
600
CONC. TOPPING
AS PER PLAN
CMU WALL AS PER PLAN
CONC. TOPPING
AS PER PLAN
3-20M CONT
400 LG. NOTCH @1000 IN
HOLLOWCORE AND 1200 FROM
EACH END TO ALLOW FOR
REBAR PLACEMENT AND CONC.
FILL OF END CORE.
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
CORE PLUG BY PRECAST
SUPPLIER
CORE PLUG BY PRECAST
SUPPLIER
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
900
900
2-C15M AS SHOWN AT
EACH NOTCH C/W 15M
HOR. CONT. AT EACH
END OF HOOK
950 MIN.
CONFIRM WITH ARCH
10M CONT. ANCHOR BARS
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
10M CONT. ANCHOR BARS
FOR REMAINDER OF DETAIL
SEE SECTION 7/-
250
3-25M CONT TOP & BOT
C/W 10M TIES @300
CORE PLUG BY PRECAST
SUPPLIER
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
S2.1
CONC. S.O.G. REINF
AS PER PLAN
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
50
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
HOOK WALL VERT AT TOP AS SHOWN
CONC. WALL REINF AS PER
PLAN AND SCHEDULE
5
600
1
FOR BEAM REINF SEE
SECTION 7/-
250
1-15M ANCHOR BAR
1
1-15M CONT EACH FACE
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
CONC. TOPPING
AS PER PLAN
CONC. TOPPING
AS PER PLAN
150
1000
DOWELS TO MATCH CMU
WALL VERT REINF
950 MIN.
CONFIRM WITH ARCH
CMU WALL AS PER PLAN
SECTION
6
1:20
S2.1
SECTION
7
1:20
S2.1
SECTION
8
1:20
S2.1
SECTION
SECTION
9
1:20
S2.1
1:20
3
Fast +Epp
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
2A
250 CONC. WALL BELOW
100
100
400 LG. NOTCH @1000 IN
HOLLOWCORE AND 1200 FROM
EACH END TO ALLOW FOR
REBAR PLACEMENT AND CONC.
FILL OF END CORE.
200 CONC. WALL
REINF AS PER PLAN
15M DOWELS TO MATCH WALL
VERTS. EPOXY 90mm INTO
CONC. TOPPING
CABLE TRAY ATTACHMENT BY
OTHERS (C/W FULL STRENGTH
COUPLER ATTACHMENT TO
THREADED ROD
7.0 KN (UNFACTORED)
MAX. LOAD
10
S2.1
SECTION
1:20
11
S2.1
SECTION
1:20
A
-
100
BREAK FACE OF CMU WALL
AND GROUT INFILL AFTER
INSTALLATION
HOLLOWCORE AS PER PLAN
(FULLY GROUT ALL END CELLS
AS SHOWN) TYP.
19mm BASE PLATE ON 25mm
NON SHRINK GROUT C/W 2-19Ø
ANCHOR BOLTS
6
45
100
45
200
100
350x350x19 BASE PLATE ON
25mm NON SHRINK GROUT C/W
4-25Ø x400 LONG THREADED
RODS WITH DOUBLE NUT &
WASHER AT BOTTOM
13
S4.0
HOLLOWCORE PANELS TO BE PLACED
TIGHT TOGETHER.
DRILL HOLE MIN. AS REQUIRED AFTER
PLACEMENT TO ALLOW FOR THREADED
ROD PROJECTION
TYP CABLE TRAY SUPPORT IN HOLLOWCORE
1:10
122
55
150
MIN.
PROJECT
HOLLOWCORE
PANELS AS PER PLAN
40 40
55
200
B
tel 604 683 8797
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HSS COL AS
PER PLAN
153
450
CONC. TOPPING AS PER PLAN
100
600
HOLLOWCORE PANELS AND
CONC. TOPPING AS PER PLAN
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
250x250x10 BEARING PLATE
40 40
BEND WALL VERT REINF INTO
TOPPING WITH HICKEY BAR
CONC. TOPPING &
REINF AS PER PLAN
122
6
150 CMU WALL AS PER PLAN
13Ø (A325) THREADED ROD
AND NUT @1200 EACH WAY
SET IN GROUTED JOINT
BETWEEN HOLLOWCORE PANELS
12
S4.0
SECTION
1:10
T 604 731 7412
F 604 731 7620
mail@fastepp.com
SECTION
1:10
B
2
2
C
40 65
STEEL DECK AS PER PLAN
T.O. STEEL DECK
10mm KNIFE PLATE THRU
COLUMN C/W 4-19Ø A325
BOLTS EACH SIDE
ALIGN DECK FLUTE WITH
STEEL BEAM
BEAM AND DECKING
AS PER PLANS
40
WT100x15.5
80
5
5
100
100
38
2 ERECTION BOLTS
15
8
8
WT100x15.5
W410 AS PER
PLANS
40 65
W460 AS PER
PLANS
100
40 40
5
17
80
80
15
0
HSS CROSS BRACE
AS PER ELEVATIONS
38
38
D
S4.0
25
150
0
15
8
8
HSS 152x152 AS
PER PLANS
5
17
17
5
W460 AS PER
PLANS
HSS CROSS BRACE
AS PER ELEVATIONS
1:10
HSS CROSS BRACE
AS PER ELEVATIONS
10mm CAP PLATE
10mm KNIFE PLATE THRU
COLUMN C/W 4-19Ø A325
BOLTS
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
19mm KNIFE PLATE
DETAIL
W250 AS PER
PLANS
17
5
40
150
40
80
150
HSS 152x152 AS
PER PLANS
W460 AS PER PLAN
80
6
6
10mm KNIFE PLATE C/W
4-19Ø A325 THRU BOLTS
HSS 102x102 AS
PER PLANS
150
80
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
WP
15
0
80
100x6mm FULL HEIGHT PLATE C/W
3-19Ø A325 BOLTS EACH SIDE
40
80
6
WP
38
65
6
6
150
80
80
80
65
12
60
0
150
100
T.O. STEEL DECK
80
40
150
80
6
WP
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
BEAM AND DECKING
AS PER PLANS
100
HSS 152x152 AS
PER PLANS
65
40
HSS CROSS BRACE
AS PER ELEVATIONS
S4.1
S4.0
80
DETAIL
C
1:10
1:10
40
S4.1
DETAIL
B
1:10
80
DETAIL
A
106
262
75
244
75
10mm PLATE C/W 3-19Ø A325 BOLTS
EACH SIDE
8
40 40
40 40
19mm BASE PLATE ON MAX.
20mm NON SHRINK GROUT C/W
2-19Ø A325 THREADED RODS
EMBED 300 C/W DOUBLE NUT &
75x75 WASHER PLATE IN CONC.
38
50 50
100
HSS COL AS
PER PLAN
75
75
HSS COL AS
PER PLAN
5
17
0
15
100
75
75
HSS 152x152 AS
PER PLANS
40 40
8
HSS 102x102 AS
PER PLANS
HSS COL AS
PER PLAN
8
CONNECTION PLATE FOR
X BRACE SEE DETAIL
19mm BASE PLATE ON MAX.
20mm NON SHRINK GROUT C/W
2-19Ø A325 THREADED RODS
EMBED 300 C/W DOUBLE NUT &
75x75 WASHER PLATE IN CONC.
40
135
135
2
S2.2
19mm EMBED BASE PLATE C/W
6-15Mx400 LONG WELDABLE
REBAR DOWELS
SECTION
1:10
HSS CROSS BRACE
AS PER ELEVATIONS
T.O. CONC. WALL
12
19mm KNIFE PLATE
200
T.O. TOPPING
150
BASE PLATE TYPE 1
BASE PLATE TYPE 2
BASE PLATE TYPE 3
1:10
1:10
1:10
WP
6
BASE PLATE TYPE 3
1
1A
1700 MAX.
1490
SCHOCK ISOKORB KST CONNECTOR/
ISOLATION JOINT
76mm DP x1.22 STEEL
DECKING
E
S4.1
DETAIL
HSS 76x76x STUB
COLUMNS AT EACH
W100 BEAM
5
-
W100x19 CONT
1:10
76mm DP x1.22 STEEL
DECKING
8
GL
8
STEEL DECK AS PER PLAN
HSS 76x76x STUB COLUMNS AT
EACH W100 BEAM
76 WIDE x6mm STIFF PLATE TYP
Fast +Epp
T.O. STEEL DECK
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
6
76 WIDEx6mm STIFF PLATE
EACH SIDE
ROOF BEAM AS PER PLAN
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
W100x19 CONT
6
W410 BEAM AS PER PLAN
76mm DP x1.22 STEEL
DECKING
20
GAP
8
50 50
DIAG. BRACE AS
PER PLAN
W410 BEAM AS PER PLAN
12
6
6
6
450
40 40
75
6mm PLATE
262x150x16 PLATE C/W
4-19Ø A325 BOLTS
150x10 THICK CONNECTION PLATE
C/W 19Ø A325 BOLT IN 50 LONG
VERT SLOTTED HOLE IN PLATE
277
6
SEE ARCH DWGS
HSS 102 AS PER PLAN
HSS 102x102 AS
PER PLANS
5
SECTION
-
1:10
6
6
HSS HEADER FOR GLAZING
AS PER PLAN
6
6
3
S2.2
SECTION
1:10
4
S2.2
SECTION
1:10
T 604 731 7412
F 604 731 7620
mail@fastepp.com
F
S4.0
DETAIL
1:10
tel 604 683 8797
fax 604 683 0492
3
A
B
SEE ARCH DWGS
2A
STEEL DECK AS PER PLAN
100
6mm BENT PLATE CONT
BETWEEN W250 BEAMS
STEEL DECK AS PER PLAN
100
CONT EDGE ANGLE
AS PER PLAN
110x6mm FULL HEIGHT
STIFF. PLATE
BENT PLATE AS PER
SECTION 2/-
100
℄ W250 BEAM
STEEL DECK AS PER PLANS. ALIGN BOT.
OF FLUTE WITH CENTRE OF BEAM
100
STEEL DECK AS PER PLAN
50-150
50-150
80
160
80
SEE ARCH DWGS
80
80
80
TYP
80
50
6
40
75
W250 AS PER
PLANS
160x100x10MM CONNECTION PLATE
C/W 2-19Ø THREADED STUDS
WELDED TO PLATE
80
50
80
6
6
10
40 40
80
40 40
CUT W250 TO 150 DEEP AND WELD
BOTTOM FLANGE TO WEB. FLANGE
PROFILE TO MATCH W250 TOP
FLANGE
2-19Ø A325 BOLTS.PROVIDE
SHAPED SHIM PLATES AT BOLT
LOCATIONS
4A
-
40
65
W250 AS PER
PLANS
65
150
150
5
5
35 65
35 65
19Ø A325 THRU BOLTS
TYP
SECTION
S2.2
3
1:10
S2.2
ADD STEEL PLATE AS
REQUIRED TO MAINTAIN
ROOF SLOPE.
W310 COLUMN AS
PER PLANS
10mm PLATE C/W 5-19Ø
THRU BOLTS
SECTION
2
1:10
C
W460 AS PER
PLANS
76x6mm STIFF PLATE
EACH SIDE
100
S2.2
W460 AS PER
PLANS
110x10mm PLATE
W460 AS PER
PLANS
1
W250 AS PER
PLANS
100 WIDE x10mm FULL
HEIGHT STIFF PLATE TYP
SECTION
SECTION
4
1:10
S2.2
1:10
2
STEEL DECK AS PER
PLANS
B
W250 AS PER PLANS
5A
-
W250 AS PER PLANS
3
SLOPE AS PER ARCH DWGS
100
℄ W250 BEAM
SEE ARCH
SEE ARCH
127
6
76
EMBED PLATE
10x150x200 LG C/W
2-13Øx76 LG N. STUDS
∠102x102x9.5 C/W
2-19Ø A325 BOLTS
6
76
∠127x127x9.5x200 LG
C/W 3-15M 600 AND
3-16Øx125 lg N. STUDS
25
6
W460 AS PER
PLANS
W460 AS PER PLAN
6mm PLATE
35 65
150
HSS 102x102x6.4 C/W 10mm CAP
PLATE WITH 2-19Ø A307 THREADED
RODS CP WELDED TO PLATE
℄ W310 COLUMN
TYP
STEEL DECK
76x0.91mm
BETWEEN HSS
FRAMES
6
100
HSS 127x76x9.5
HSS127x76
65 35
6mm BOTTOM PLATE
SEE ARCH
127
100x10mm FULL HEIGHT CONNECTION
PLATE C/W 4-19Ø THREADED STUDS
WELDED TO PLATE. LAYOUT AS PER
SECT 1/-
2A
W250 AS PER
PLANS
125 SLAB AS PER PLAN
125 SLAB AS PER PLAN
190 CMU AS PER PLAN.
HOOK WALL VERTS 600 INTO SLAB.
5
S2.2
SECTION
1:10
5A
-
SECTION
1:10
6
S2.2
DETAIL
1:10
4A
-
SECTION
1:10
Fast +Epp
structural engineers
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492
3
2
3
6 EQUAL SPACES
10mm THICK STEEL PLATE
A
-
HSS 203x102x6.4 LLV
TYP
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
10mm THICK STEEL PLATE
2
-
HSS 102x102x6.4 AT
INTERMEDIATE LOCATIONS TYP
A
-
HSS 203x102x6.4 LLV
TYP
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
C
3
-
2
-
C
2
-
CONC. WALL AS PER PLAN
TYP
HSS 203x102x6.4 LLV
NOTE: HOT DIP GALVANIZE ALL STEEL COMPONENTS
CMU. WALL AS PER PLAN
A
-
TYP
1
-
PLAN - LOW CANOPIES @ GRID C & 3
NOTE:
FOR ALL CANOPY LOCATIONS
AND SIZES SEE ARCH DWGS
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
1:50
10mm THICK STEEL PLATE
HSS 203x102x6.4 LLV
PLACE 1-20M VERT IN EACH
CELL WITH EMBED PLATE & IN
EACH ADJACENT CELL
255
1200
153
25 TYP
CMU WALL AS PER PLAN
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
CONC. WALL AS PER PLAN
CONC. WALL AS PER PLAN
REMAINDER OF DETAIL AS
PER SECTION 1/-
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
6
50-200
25 TYP
255x235x16 EMBED PLATE C/W
4-19Øx150 LG N. STUDS & 4-19Ø
A307 THREADED RODS CP
WELDED TO PLATE
SEAL
WELD
SEAL WELD
HSS AS PER PLAN
SECTION
1A
-
1:10
HSS T.O. STEEL VARIES
SEE ARCH DWGS
SECTION
1:10
A
-
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
NO FUSION
WELDS ALLOWED
-
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
G
1A
-
1
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
HSS 102x102 AS
PER PLAN
EMBED PLATE AS PER
SECTION 2/-
25 TYP
25 TYP
235
16mm THICK PLATE BOLTED TO
EMBED PLATE BEHIND
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
10
3B
-
6
10mm THICK PLATE
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
1200
HSS AS PER PLAN
255x235x16 EMBED PLATE C/W
4-19Øx125 LG N. STUDS & 4-19Ø A307
THREADED RODS CP WELDED TO PLATE
1A
-
10
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
3A
-
DETAIL
1:10
2
-
SECTION
1:10
3
-
SECTION
1:10
255
50
50
25
THREADED RODS FROM EMBED
PLATE BEHIND
10mm PLATE SLOPED AS
PER ARCH
NOTCH OUT HSS 203x102
AROUND HSS 102x102
AND WELD ALL AROUND
50 MAX.
6
Fast +Epp
16mm THICK PLATE BOLTED TO
EMBED PLATE BEHIND
structural engineers
25
235
NO FUSION
WELDS ALLOWED
153
25
10mm PLATE SLOPED AS
PER ARCH
WALL REINF AS PER PLAN
AND SCHEDULE
25 TYP
153
WALL REINF AS PER PLAN
AND SCHEDULE
HSS 102x102 CONT. TO
PLATE BEYOND
6
Suite 201
1672 West 1st Ave
Vancouver BC
Canada V6J 1G1
T 604 731 7412
F 604 731 7620
mail@fastepp.com
G
3A
-
SECTION
1:10
3B
-
SECTION
1:10
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
tel 604 683 8797
fax 604 683 0492