GENERAL CONCRETE NOTES REINFORCING NOTES … · 2) Reinforcement in concrete shear walls and frame...
Transcript of GENERAL CONCRETE NOTES REINFORCING NOTES … · 2) Reinforcement in concrete shear walls and frame...
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IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
GENERAL
Design Loads:
a) Specified uniform loads Live Load Superimposed(u.n.o. on plan) Dead loads
b) Seismic and Wind
Seismic load based on:
Wind load based on
All codes and documents referred to in these General Notes are to be the current adopted edition.
FOUNDATIONS
Contractor shall be responsible for all temporary drainage during excavation.
All footings shall be centered on columns and walls unless noted otherwise.
Concrete placed under water shall conform to CAN/CSA-A23.1.
Bearing surfaces must be protected from freezing before and after footings are poured.
Perform all works in accordance with CAN/CSA A23.1, including the following:
a) Construction Tolerances b) Fabrication and placement of reinforcingc) Placement of concrete, including proper vibration and curing.
See Architectural drawings for slab elevations, drainage, slopes and locations of reglets, reveals and chamfers.
Blockouts, nailers, conduits, ducts, pipes, sleeves and other openings are subject to approval by the Engineer.
a) Openings and conduits are not permitted in wall zones, within 990 mm (39") of wall ends andintersections and columns.
b) Where permitted, space openings 2 diameters, or minimum 150 mm (6") apart.
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.
All hot and cold weather concrete work shall be carried out in accordance with CAN/CSA A23.1.
Provide alternate mix designs for cold weather.
When the temperature is expected to rise above 25°C the Contractor shall:
Make provisions to cool concrete to maintain a max. temperature of 30°C.
Make provisions to prevent concrete from drying.
Take measures to minimize shrinkage cracking including covering and dampening concrete in the curing stage.
REINFORCING NOTES
Reinforcing shall be new billet steel conforming to the following standards:
a) 10M and largerb) Weldable reinforcementc) Welded wire meshd) Epoxy coated reinforcement
Note: 1) Weldable reinforcement (including deformed bar anchors) must be clearly identified on eachpiece.
Reinforcement shall have concrete protection as follows, unless noted otherwise:
Fire Resistance Rating0-2 hrs. 3 hrs.
All surfaces placed in contact with ground Formed surfaces exposed to ground or weather Walls Column ties - interior Column ties - exterior Slabs
Parking slab - top - bottom
Slab on grade (from top of slab) Other, unless otherwise noted
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 STAGGERED10M @ 400 (16") HOR., EACH FACE STAGGERED
b) Slab reinforcing (or temperature reinforcing)
100mm (4") 10M @ 500 (20") o.c. EACH WAY125mm (5") 10M @ 400 (16") o.c. EACH WAY150mm (6") or less 10M @ 300 (12") o.c. EACH WAY175mm (7") 15M @ 500 (20") o.c. EACH WAY190mm to 215mm (7 1/2" to 8 1/2") 15M @ 450 (18") o.c. EACH WAY225mm to 250mm (9" to 10") 15M @ 400 (16") o.c. EACH WAY275mm to 300mm (11" to 12") 15M @ 350 (14") o.c. EACH WAY
c) Footing reinforcement:
2-15M continuous plus hooked dowels of same size and spacing as wall vertical reinforcing.
d) Other locations not identified above: 15M @ 400 (16")
10M (3/8")Ø - 6mm (1/4")15M (5/8")Ø - 10mm (3/8")20M (3/4")Ø - 12mm (1/2")
SUSPENDED CONCRETE SLABS / SLAB BANDS AND BEAMS
See also concrete and reinforcing notes.
2. Embedded conduits and pipes
7. Minimum reinforcing:
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.
Center slab and beam top reinforcement over supports. Hooks shown are CSA standard hooks.
MASONRY
Masonry Contractor must discuss all masonry construction with the Engineer prior to commencing work.
Masonry reinforcing shall conform to the following standard:
Cold-drawn steel wire -Welded steel wire fabric -Deformed steel wire -Steel bar reinforcing -
7. Lap splices to be as follows, unless otherwise noted.
Wire reinforcing 200mm (8")10M 450mm (18")15M 650mm (26")20M 900mm (36")25M 1300mm (51")
Unless otherwise noted, provide 1-15M vertical full height at:Ends of wallsCorners and intersectionsEach side of doors, other openings and control joints800mm (32") o.c. for structural masonry wall,1200mm (48") o.c. for non-load bearing masonry partition.
Unless noted otherwise, horizontal reinforcement in regular block masonry shall consist of:
9 ga. ladder type joint reinforcement at 400mm (16") on center, lap 200mm (8").
1-15M continuous in each of two grouted bond beams at 2400mm (8'-0") on center and at top of wall.
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.
STRUCTURAL STEEL/METALS
All structural steel work shall conform to CAN/CSA S16.
All structural steel material shall conform to CSA G40.20/G40.21 with the following grades:
Rolled and HSS shapesPlates and barsBolts
Where required, all hot dip galvanizing shall conform to CAN/CSA G164.
All fabrication and welding exposed to view to be appearance quality to the Architect's satisfaction.
STEEL DECKING
3. Repair damaged deck coating with Galvacon paint.
SECONDARY COMPONENTS AND THEIR ATTACHMENTS
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.
Vertical deflections of beams, slabs and decking:Differential deflections of edge beams and edges of slabs:
Horizontal drift during wind and earthquake between floors:Drift without damage to components:Drift without collapse to components:
Movement at expansion joints (u.n.o.):Perpendicular:
Parallel:Vertical:
1.
7.
6.
5.
4.
3.
2.
4.8 kPa
4.8 kPa
4.8 kPa
Sr= 0.2 kPa
0.4 kPa
0.4 kPa
0.4 kPa
0.4 kPa
Ss= 3.2 kPa 0.45 kPa
Stairs, Corridors and Storage
Mechanical Room
Lower floor
Main Floor
Roof Snow load based on:
8.
10.
14.
13.
12.
11.
10.
9.
8.
7.
6.
5.
4.
3.
2.
1.
8.
7.
6.
5.
4.
3.
2.
9.
11.
10.
b)
i)
ii)
iv)
iii)
ii)
v)
i)
a)
c)
a) b)
d) e) f)
h)
i) j)
2.
1.
40mm (1 1/2")40mm (1 1/2")
40mm (1 1/2")
25mm (1")50mm (2")40mm (1 1/2")32mm (1 1/4") 50mm (2")75mm (3")
25mm (1") 40mm (1 1/2")40mm (1 1/2")
40mm (1 1/2")
32mm (1 1/4")
40mm (1 1/2")----
50mm (2")50mm (2")
50mm (2")75mm (3")
3.
5.
6.
7.
11.
10.
9.
1.
a)
b)
c)
d)
e)
f)
g)
4.
5.
6.
a)b)c)
d)
c)
1.
2.
3.
4.
5.
a)b)c)d) CSA-G30.18
G30.14G30.5G30.3
8.
9.
10.
11.
a)b)
c)
a)b)
d)c)
12.
a)b)c)
13.
14.
15.
16.
17.
18.
1.
2.
c)
a)b)
d)ASTM A325
350W (G40.21)
ASTM A307
300W
3.
5.
7.
9.
10.
12.
1.
2.
4.
6.
5.
8.
1.
a)b)
c)
f)e)
h)j)k)l)
d)
m)
g)
3.
4.
5.
6.
a)
b)
c)± 50mm (2") min. ± 50mm (2") min.± 25mm (1") min.
6.
STEEL STUDS
For non-load bearing steel stud assemblies, allow for minimum span/360 deflection of roof or floor structure over.
2.
3.
4.
5.
1.
6.
7.
19.
50mm (2")40mm (1 1/2")Slab bands and Beamsg)
n) Parking slab membrane.
14.
13.
20M (3/4")Ø 12mm (1/2")15M (5/8")Ø 10mm (3/8")10M (3/8")Ø 6mm (1/4")
16.
17.
Anchor bolts and miscellaneous hardwareReinforcing bars welded to structural steel 400W (to CSA G30.18)e)A53 pipef) 240W
20.
ASTM A775CSA G30.5CSA G30.18 400W MPa (welding to CSA W186)CSA G30.18 400 MPa
21.
8.
11.
9.
CONCRETE NOTES
Arch. concrete (see Arch.)
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.
b) Slumps listed are before the addition of super plasticizers. Tolerance in specified slump shall be
Suspended slabs and beams
Exterior
Interior
Exterior
Interior
Topping concrete
Masonry Grout
Slabs on grade
± 20 mm (3/4").
75 (3")
75 (3")
75 (3")
75 (3")
75 (3")
100 (4")
200 (8")
32 (4650)
32 (4650)
32 (4650)
20 (3000)
30 (4350)
30 (4350)
30 (4350)
20 (3/4")
20 (3/4")
10 (3/8")
10 (3/8")
20 (3/4")
20 (3/4")
20 (3/4")
Foundations and Footings
ELEMENTS
a)
Columns
Walls
1.
75 (3")
SLUMP
mm.(inch)
75 (3")
75 (3")
MPa(psi)
25 (3600)
MIN. 28 DAY
STRENGTH
30 (4350)
30 (4350)
MAX.
mm.(inch)
AGGREGATE
MAX. SIZE
20 (3/4")
20 (3/4")
20 (3/4")
C2
-
-
-
F2
-
-
CLASSIFICATION
EXPOSURE
-
F2
F2
Refer also to Concrete and Reinforcing notes.
Storage of precast units on site shall be such to prevent staining, contamination by earth and penetration of water.
PRECAST CONCRETE
1.
4.
5.
6.
7.
8.
Precast Manufacturer shall be responsible for the design, detail and delivery of all precast units to site.2.
c)
d)
a)
b)
3. Sleeves and openings.
Unless noted otherwise, welds shall be 6mm fillet welds.15.
Precast/prestressed concrete work shall be in accordance with CSA A23.3 and A23.4.3.
9.
10.
2) Reinforcement in concrete shear walls and frame members with force modification factors Rd greaterthan 2.0 shall be weldable grade in conformance with CSA Standard G30.18.
Concrete topping (ie: over steel deck) 152x152 MW 9.1 x MW 9.1 welded wire mesh
7.
See reinforcing notes for minimum reinforcing requirements for composite concrete topping over steel deck.9.
Seismic Data
Sa (0.2) Sa (0.5) Sa (1.0) Sa (2.0) PGA
0.301 0.194 0.108 0.063 0.145Site Class DFa = 1.28 Fv = 1.39
Supply of Record Drawings is outside the scope of services.11.
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.
Provide 50mm (2") thick concrete ground seal under footings/grade beam if required by site conditions.
and/or by Geotechnical Engineer.
e) Fly ash replacement (where noted) is the mass of fly ash as a percentage of the total mass of cementing material.
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.
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.
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.
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.
Site bending of bars is not permitted without prior approval of Engineer.4.
Where structural concrete topping is to be applied, top surface of precast unit shall be raked (roughened) for
bonding of topping, u.n.o.
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.
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%).
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.
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.
6.
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.
L/180, (25mm min.)L/240, (16mm min.)
0.003 x height
a) Lap splices not shown on drawings shall not be allowed unless approved in writing by the Engineer.
FIELD REVIEW AND TESTING
All structural work requires written review by the Engineer, including:
a) Concrete Reinforcement b) Masonry Reinforcement (including non-load bearing partitions) c) Structural Steel (including decking) d) Wood framing (including sheathing)
Material testing shall be directed by the Engineer at the expense of the Owner.
Submit concrete test results max. 24 hours after test.
1.
2.
3.
8.
5.
6.
4.
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.
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.
7.
Unless noted otherwise, lap lengths, including dowels, for 400 MPa (58 ksi) reinforcement shall beas follows:
10M - 400mm (16")15M - 600mm (24")20M - 750mm (30")25M - 1170mm (46")30M - 1400mm (55")
8.
10M - 500mm (20")
30M - 1840mm (72")25M - 1530mm (60")20M - 980mm (39")15M - 750mm (30")
Epoxy coated bars
(4.8 kPa L.L. includes partitions)
q 1/50 = 0.44 kPa
h)
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.
Fill cells containing reinforcement and inserts with concrete as per the "Concrete Notes" section.
Vibrate concrete completely in filled cells.
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.
Stainless steelg) 304
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.
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.
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.
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.
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.
Steel studs, joists and tracks to be as manufactured by Bailey Metal Products Ltd or equal,
20 Ga. (0.91mm) minimum, unless specified otherwise.
p) Fall restraint anchors (and any additional required framing not shown on plan).q) Snow guards / fence.r) Library stacks.
0.010 x height for post-disaster buildings
Design, fabricate and install steel deck to CSA s136 and Canadian Sheet Steel Building Institute standards u.n.o.10.
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.
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.
300mm (12") wall - 10M @ 300 (12") VERT., EACH FACE STAGGERED10M @ 300 (12") HOR., EACH FACE STAGGERED
11. Minimum topping thickness (as shown on plan) to be at crown of panel. Contractor to coordinate the panelbearing height to suit required elevations.
Fasten with #12 sheet metal screws and to concrete with Hilti type DN direct fasteners or equal unless
specified otherwise.
2-15M verts full height at ends of all walls unless noted otherwise
Importance = 1.25 Post-disaster
Importance = 1.5 Post-disaster
Importance = 1.25 Post-disaster
20. Contractor is responsible for the cost of any member upsizing due to availability of sizes/grades specified.
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.
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.
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.
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.
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:
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.
Vf
U/S
U.N.O.
- LAMINATED STRAND LUMBER
- LAMINATED VENEER LUMBER
- HOLD DOWN
- LIVE LOAD
LSL
LVL
HD
L.L.
- UNLESS NOTED OTHERWISE
- FACTORED SHEAR FORCE
- UNDER SIDE
TJI
RS
U.D.L.
T & B
T.U.L.
T.L.L.
Tf
S.O.G.
S.D.L.
R/W
PSL
OPP
Mf
P/T
- HOOK TWO ENDS
- HOOK ONE END
- COMPLETE WITH
- CONTINUOUS
- GLULAM
- GALVANIZED
GL
H1E
H2E
GALV
- DEAD LOAD
- ELEVATION
D.L.
EL
C/W
CONT
Cf
- BOTTOM CHORD EXTENSION
- BOTTOM UPPER LAYER
- BOTTOM LOWER LAYER
ABBREVIATIONS
- BUILT UP
B.L.L.
B.U.L.
BCE
B/U
- OPPOSITE
- ROUGH SAWN LUMBER
- PARALLEL STRAND LUMBER
- SUPERIMPOSED DEAD LOAD
- FACTORED TENSILE FORCE
- TOP LOWER LAYER
- TOP UPPER LAYER
- UNIFORMLY DISTRIBUTED LOAD
- TRUSS JOIST
- TOP AND BOTTOM
- REINFORCED WITH
- SLAB ON GRADE
- POST-TENSION
- FACTORED MOMENT
- LONG LEG HORIZONTALLLH
- LONG LEG VERTICALLLV
- INSIDE FACEI.F.
FDN - FOUNDATION
CANTLV - CANTILEVERED
- STAGGEREDSTAG
- ALTERNATEALT
CLR - CLEAR
- COUNTERSINKC'SINK
STIFF - STIFFENER
- CONTROL JOINTCJ
- EACH FACEE.F.
- EACH WAYE.W.
- EACH SIDEE.S.
- LENGTH VARIESL.V.
STIRR - STIRRUP
FTG - FOOTING
- ANCHOR BOLTSA.BOLTS
O.F. - OUTSIDE FACE
- CAST IN PLACEC.I.P.
P.C. - PRECAST CONCRETECONC. - CONCRETE
- EXISTINGEXIST.
- HOT DIPPED GALVANIZEDH.D. GALV.
REINF. - REINFORCEMENT
- HEADERHDR
- HORIZONTALHORIZ
VERT - VERTICAL
- BOTTOMBOT
- STANDARDSTD
S.S. - STAINLESS STEEL
TRANSV. - TRANSVERSE
- LONGITUDINALLONGIT.
- GAUGEGA.
- DIAGONALDIAG.
- ADDITIONALADDL
TYP - TYPICAL
- FACTORED COMPRESSION FORCE N. STUDS - NELSON STUDS
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).
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.
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 shallproceed until review has been completed by the Engineer.
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.
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.
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 afterapproval and prior to pouring concrete.
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.
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.
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.
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.
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)
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.
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.
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.
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.
All bars must be continuous, properly lapped at splices. At corners and intersections, horizontal
reinforcement shall be bent and lapped.
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.
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.
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.
Apply 2 coats of Galvcon paint protection to hot dipped galvanized surfaces damaged by
transportation, erection or site welding.
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.
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.
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.
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.
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.
Secondary components include but are not limited to the following:
(Refer to all contract documents for secondary components)
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.
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.
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 theEngineer.
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.
8. Unless noted otherwise:
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.
a)
b)
(length includes standard hook)
Rd = 1.5 Ro = 1.3
Bracing of the structure and all components during construction, including any underpinning, shall
remain the sole responsibility of the Contractor.
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.
These drawings show structural work required to meet provisions of Part 4 (and Part 9 where
applicable) of the NBCC 2010.
Design of Secondary component items including their attachment to the structure is the responsibility
of others.
Additional testing and field review resulting from rejection of more than 5% of work will be at the
Contractor's expense.
Follow all recommendations given in soils report for preloading, backfill, drainage, sub-base preparation
and other requirements.
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.
For all elevations and drainage slopes, see Architectural Drawings and requirements identified in the
geotechnical report.
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.
Unless noted otherwise, exposed corners of slabs, beams, slab bands, columns and walls shall be
beveled 20mm x 20mm (3/4"x3/4").
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:
Make provisions to heat mix water or aggregate to maintain a minimum concrete
temperature of 10°C.
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).
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.
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.
All bars shall be continuous, properly lapped at splices. At corners and intersections; horizontal
reinforcement shall be bent and lapped.
Welding of reinforcing to embedded plates is permitted only with weldable deformed bar anchors with
the following fillet weld sizes:
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.
Precast Manufacturer shall be a member in good standing with the Canadian Precast/Prestressed Concrete
Institute (CPCI).
The Contractor is responsible for providing all necessary bracing as required for construction loads,
stability and for resistance to wind and seismic forces.
The Contractor shall provide a suitable top finish to accept direct application of finish flooring/roofing per
architects requirements.
Embedded conduits (ducts and pipes) are subject to approval by the Engineer, submit layout to the
Engineer for review.
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.
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.
Separate parallel conduits minimum 3 times the larger diameter, center to center, with a minimum
clear distances of 50mm (2").
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").
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.
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.
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.
Do not place openings/sleeves through slab within 600mm (24") of columns, ends and intersections
of wall.
Spacing between openings/sleeves through slab shall be not less than 2 times the larger opening
size with minimum 100mm (4") clear distance.
Openings/sleeves through beams in any directions are not permitted without the written approval
of the Engineer.
Beams, slab bands and slabs shall be cambered 6.4mm (1/4") for each 3000mm (10'-0") of span
(both top and bottom surface).
Submit locations of construction pour joints together with pour sequence to the Engineer for review prior
to framing.
9. See minimum reinforcing notes for slab temperature steel. Place temperature steel immediately above
and transverse to slab bottom steel, u.n.o.
Masonry is designed in accordance with CAN/CSA S304.1.
Masonry construction shall conform to CAN3-A371. Refer to Field Review and Testing section for
testing requirements.
Use only Type 'S' mortar to CSA A179. No calcium chloride in any form is permitted in the grout
or mortar mixes.
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).
Where H block masonry is specified on the drawings or specifications, horizontal reinforcing shall consist
of the following (unless noted otherwise):
Cells to be grouted shall be kept clear of mortar and conduits or other materials unless approved by the Engineer.
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.
Interlock courses at all wall corners and intersections.
Hot and cold weather construction shall be in accordance with CAN/CSA A371.
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.
Provide cap plates at open ends of HSS tubes (seal weld all around). Provide drain hole at base of
HSS tubes.
Welding of reinforcing to embedded plates is permitted only with weldable deformed bar anchors with
the following fillet weld sizes:
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.
Unless noted otherwise, provide L75x75x6 (L3"x3"x1/4") continuous at perimeter of all steel deck floors
and roofs.
Follow good construction practices for installation, including use of bridging and details as recommended
by the manufacturer.
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.
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.
Secondary components and their attachments shall be designed in accordance with
Part 4 of the B.C. Building Code as in GENERAL section.
Sub-contractor of these components is responsible for protection of connections of dissimilar metalsagainst galvanic corrosion.
In addition to construction tolerance, secondary components shall be detailed for the following
building movement and deflection:
4-15M @300 H2E 450 - means four 15M bars spaced at 300mm (12") with
450mm (18") long 90° hook at two ends.
2-C15M @300 H2E - means two 15M bars spaced at 300mm (12") with
90° CSA standard hook at two ends.
TYPICAL SECTIONS AND DETAILS
ROOF PLAN
MAIN FLOOR PLAN
LOWER FLOOR/FOUNDATION PLAN
GENERAL NOTES
DRAWING LIST
S1.0
DWG. No. DWG. TITLENo.
1
2
3
4
5
6
S2.0
S2.1
S2.2
S3.0
S3.1 TYPICAL SECTIONS AND DETAILS
7 S4.0 WALL ELEVATIONS
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
tel
fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
1 2 3
C
B
A
2A21A
13500 16800
12
450
10
350
1650 3300
W4
W4
W4
W1
W1
W1
W1 W1 W2 W2
W2 W2
W2
W2
W2
W1
W3 W3
W1
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.
450x200 THICK. STRIP FTG.
FOOTING SCHEDULE
1500x300 THICK. STRIP FTG.
2200x300 THICK. STRIP FTG.
1500x1500x300 THICK. 5-15M EACH WAY BOT.
2-15M CONT. BOT.
MARK SIZE REINFORCEMENT
F1
F2
F3
F4
F5
F6
1750x1750x300 THICK. 6-15M EACH WAY BOT.
3000x1500x300 THICK.6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
W1
CONCRETE WALL SCHEDULE
15M @300 VERTS I.F.,200
15M @450 HORIZ. I.F.
15M @150 EACH WAY,250
EACH FACE
REINFORCEMENTMARK THICKNESS (MIN.)
W2
10
00
300900
30
0
F2
F2
F2
F3
F3
F2
ST
EP
FT
G U
P
ST
EP
FT
G U
P
10
00
F2
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
FOR WALL AND FTG CONTINUATION
SEE DWG S2.1
FOR WALL AND FTG CONTINUATION
SEE DWG S2.1
250W3
200W4
150 CMU WALLW5
200 CMU WALLW6
15M @400 VERTS E.F.,10M @450 HORIZ. E.F.
15M @300 VERTS CENTERED15M @450 HORIZ. CENTERED
W3 W3 W3
ZONE REINF. SCHEDULE
4-15M VERTS10M TIES @150
REINFORCEMENTMARK
Z1
Z1
Z1
Z1
Z1
Z1
Z1
Z1
Z1
UP
LOWER FLOOR / FOUNDATION PLAN1:50
WATER TANK WATER TANK
300 DP. SLAB AT WATER TANKS
R/W 15M @150 TOP & BOT EACH WAY
300 DP. FTG R/W 15M @400 TRANSV. TOP & BOT.
& 8-15M LONGIT. BOT.
C4
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
4-15M LONGIT. BOT.
15M @450 TRANSV. BOT.
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
REINF AS PER GENERAL NOTES
REINF AS PER GENERAL NOTES
F1
F1
3
S4.1
2
S4.0
4
S4.1
ST
EP
FT
G U
P
ST
EP
FT
G U
P
1
S5.02
S5.0
15M @450 EACH WAY,200
CENTEREDW7
B
S5.0
W7
W7
FOR STAIR REINF SEE SECT 4/S3.1
6-20M VERTS10M TIES @150
Z2
Z2
Z2
W3
150 CMU WALLW8
200 CMU WALLW9
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
Z1
Z1
Z2
Z2
Z2
Z2
Z2
LEGEND
INDICATES BEAM, HEADER OR HIP
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
CONCRETE WALL BELOW
x
NON-LOAD BEARING CMU WALL
LOAD BEARING CMU WALL
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
F1FOOTING TYPE SEE PLAN
AND SCHEDULE
B1 CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
W
C1 COLUMN TYPE AS PER
SCHEDULEBP1
BASE PLATE TYPE SEE
DWG. S5.1
BF STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
Z ZONE REINF TYPE SEE
SCHEDULE
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
COLUMN SCHEDULE
C3
C1
C2
HSS 102x102x9.5
MARK SIZE
HSS 152x152x8.0
W310x97
C4 HSS 203x102x9.5
tel
fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
1 2 3
C
B
A
2A21A
13500 16800
12
450
10
350
1650 3300
COLUMN SCHEDULE
C3
C1
C2
HSS 102x102x9.5
MARK SIZE
W5
W9
W8
W8
W8
W8
W8
W8
TYP
W8 TYP
W9
W9
W9
W6
W6
TYP U.N.O.
W6
W5 TYP U.N.O.
W6
DO
WN
305 DP HOLLOW CORE PANELS
+ 50 MIN CONC TOPPING AT MIDDLE
OF PANEL R/W 10M @450 E.W.
305 DP HOLLOW CORE PANELS
+ 100 MIN CONC TOPPING AT
MIDDLE OF PANEL R/W 10M
@300 E.W. SLOPE TOPPING TO
ACHIEVE FLOOR DRAINAGE
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
F4
F1 TYP U.N.O.
F4
F4F1 TYP U.N.O.
F5F4
F4
F1 TYP U.N.O.
F1 TYP U.N.O.
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
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
20M @300 B.L.L.
15
M @
45
0 B
.U.L
.
60
0
20M @300 B.L.L.
60
0
15
M @
45
0 B
.U.L
.
C1
HSS 152x152x8.0
C1
C1
C1
C1
C2
15M3000 @300
C1
C2
C1
C1
C1
C1
C1
C1
BM1 BM2
F6
C3
W310x97
BF4
BF
3B
F2
BF1
300 WIDE SLAB THICKENING
UNDER ALL NON-LOADBEARING
CMU WALLS AS PER TYP DETAILS
8
S5.0
7
S5.0
6
S5.0
11
S5.0
5
S5.0
3
S5.0
3
S5.0
3
S5.0
MAIN FLOOR PLAN1:50
15M3000 @300
C1
2
S4.0
1
S4.0
3
S4.14
S4.1
W7
W7
4
S5.0
W7
4
S5.0
9
S5.0
10
S5.0
9
S5.0
6
S5.0
TYP
11
S5.0
TYP
BF5
C4 HSS 203x102x9.5
12
S5.0SIM.
BP1
BP1
BP1
BP1
C1
BP1
C1
BP3
BP3
BP2
BP3
C2
BP3
C1
BP3
BP3
BP1
BP1
BP1
BP1
BP1
BP3
150 WIDE CONCRETE CURB
BM1
STEEL CANOPY BELOW
SEE DWG S5.3 FOR DETAILS
STEEL CANOPY BELOW
SEE DWG S5.3 FOR DETAILS
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.
450x200 THICK. STRIP FTG.
FOOTING SCHEDULE
1500x300 THICK. STRIP FTG.
2200x300 THICK. STRIP FTG.
1500x1500x300 THICK. 5-15M EACH WAY BOT.
2-15M CONT. BOT.
MARK SIZE REINFORCEMENT
F1
F2
F3
F4
F5
F6
1750x1750x300 THICK. 6-15M EACH WAY BOT.
3000x1500x300 THICK.6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
W1
CONCRETE WALL SCHEDULE
15M @300 VERTS I.F.,200
15M @450 HORIZ. I.F.
15M @150 EACH WAY,250
EACH FACE
REINFORCEMENTMARK THICKNESS (MIN.)
W2
250W3
200W4
150 CMU WALLW5
200 CMU WALLW6
15M @400 VERTS E.F.,10M @450 HORIZ. E.F.
15M @300 VERTS CENTERED15M @450 HORIZ. CENTERED
6-15M LONGIT. BOT.
10-15M TRANSV. BOT.
4-15M LONGIT. BOT.
15M @450 TRANSV. BOT.
REINF AS PER GENERAL NOTES
REINF AS PER GENERAL NOTES
15M @450 EACH WAY,200
CENTEREDW7
150 CMU WALLW8
200 CMU WALLW9
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
REINF AS PER GENERAL NOTES,
ALL CELLS FULLY GROUTED
LEGEND
INDICATES BEAM, HEADER OR HIP
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
CONCRETE WALL BELOW
x
NON-LOAD BEARING CMU WALL
LOAD BEARING CMU WALL
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
F1FOOTING TYPE SEE PLAN
AND SCHEDULE
B1 CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
W
C1 COLUMN TYPE AS PER
SCHEDULEBP1
BASE PLATE TYPE SEE
DWG. S5.1
BF STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
Z ZONE REINF TYPE SEE
SCHEDULE
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
tel
fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
1 2 3
C
B
A
2A21A
13500 16800
12
450
10
350
1650 3300
W410x85
W410x85
W410x85
W410x85
W410x85 (LOW)
W460x97
W460x97
W460x97
W460x97 W460x97 CANTILV.
W250x28 CANTILV.
HSS 1
02x1
02x6
.4
STU
B C
OL.
W4
60
x8
9 (
UN
DE
R)
EDGE OF ROOF
EDGE OF ROOF
W46
0x89
W46
0x89
W46
0x74
W46
0x74
W460x97 (HIGH)0 m
m
W460x97 (HIGH)
W250x45 (LOW)
0 m
m
W250x45
W250x45
W250x45
W250x45
W250x45
W31
0x39
CA
NT
ILV
.W
31
0x39
W31
0x39
W46
0x97
CA
NT
ILV
.
W460x97
W460x97
W460x97
W41
0x60
W41
0x74
W41
0x60
SLOPE ROOF DOWN
SLOPE ROOF DOWN
125 SLAB
10
M @
30
0 H
2E
T.U
.L.
10
M @
30
0 B
.L.L
.
10M @300 H2E T.L.L.
10M @300 B.U.L.
EDGE OF ROOF
2
S4.0
1
S4.0
3
S4.1
76mm DP x 1.22 STEEL DECK TYP
EDGE OF ROOF
ROOF PLAN1:50
BF4
BF
3B
F2
BF1
NON-LOADBEARING CMU
WALLS FROM BELOW
W100x19 (HIGH)
SCHOCK ISOKORB KST CONNETOR
TYP ALONG GRID LINE 1A
W410x85 (LOW)
SCHOCK ISOKORB KST CONNETOR
TYP ALONG GRID LINE 1
L76
x7
6x6.4
DIA
G.
BR
AC
E
L76
x7
6x6.4
DIA
G.
BR
AC
E
L76
x7
6x6.4
DIA
G.
BR
AC
E
L76
x7
6x6.4
DIA
G.
BR
AC
E
HSS 102x102x4.8
CHEVRON BRACE
SN
OW
LO
AD
SN
OW
LO
AD
8.2
5 k
Pa
3.4
5 k
Pa
64
00
55
00
7.5
6 k
Pa
3.4
5 k
Pa
SN
OW
LO
AD
3.4
5 k
Pa
5.5
kP
a
27
30
1000
17
50
SN
OW
LO
AD
6000
W250x45
4.7
5 k
Pa
3.4
5 k
Pa HSS 89x89x4.8 CROSS BRACE
HSS 89x89x4.8 CROSS BRACE
HSS 89x89x4.8 CROSS BRACE
76mm DP x 1.22 STEEL DECK TYP
L76x76x6.4 TYP AT
PERIMETER OF ROOF
L76x76x6.4 TYP AT
PERIMETER OF ROOF
4
S4.1
3
S5.1
3
S5.1
3
S5.1
5
S5.1
W460x97
W460x97
W460x97
W460x97
W250x45 (LOW)
HSS 102x102x6.4
STU
B C
OL.
W460x97 (UNDER LOW BEAM)
W250x28 CANTILV. AT
HIGH ROOF
W250x28 CANTILV.
W250x28 CANTILV.
2
S5.1
100
4
S5.1
4
S5.1
2
S5.2
1
S5.2
3
S5.2
BF5 4
S5.2
4 E
QU
AL S
PA
CE
S
3 E
QU
AL S
PA
CE
S
5
S5.2
5
S5.2
6
S5.2
76mm DP x 1.22
STEEL DECK
TYP
2000 2000 2000 1750
20
00
20
00
20
00
10
00
10
00
10
00
10
00
25
0
76mm DP x 1.22
STEEL DECK
TYP
HSS FRAMES, TYP.
HSS 102x102x6.4
HANGER
HSS 102x102x13*HSS 102x102x13*
HS
S 1
02
x1
02
x1
3*
HS
S 1
02
x1
02
x1
3*
HS
S 1
02
x1
02
x1
3*
HSS 102x102x13*
*NOTE: LOW HEADER FOR
GLAZING SUPPORT, TYP.
HSS 102x102x13*HSS 102x102x13*
HS
S 1
02
x1
02
x1
3*
HS
S 1
02
x1
02
x1
3*
HS
S 1
02
x1
02
x1
3*
HS
S 1
02
x1
02
x1
3*
38mm DP x 1.22 STEEL
DECK AT LOW MECH
PLATFORM WITH
64mm CONCRETE
TOPPING WITH
WELDED WIRE MESH
W150x37 TYP AT
LOW MECH
PLATFORM
EXTENT OF LOW
MECH PLATFORM
W100x19 (HIGH)
W10
0x19
(H
IGH
) C
AN
TIL
EV
ER
W10
0x19
(H
IGH
) C
AN
TIL
EV
ER
W410x85 (LOW)
1700 TYP
W100x19 (HIGH)
W100x19 (HIGH)
W100x19 (HIGH)
W410x85 (LOW)
W410x85 (LOW)
W410x85 (LOW)
F
S5.1
300 CONC. WALL R/W 15M
@ 400 EACH WAY EACH
FACE
STEEL CANOPY
BELOW, SEE DWG
S5.3 FOR DETAILS
LEGEND
INDICATES BEAM, HEADER OR HIP
CONCRETE WALL TYPE AS PER
WALL SCHEDULE AND PLAN
CONCRETE WALL BELOW
x
NON-LOAD BEARING CMU WALL
LOAD BEARING CMU WALL
INDICATES POINT LOAD ON
BEAM FROM FLOOR ABOVE
F1FOOTING TYPE SEE PLAN
AND SCHEDULE
B1 CONCRETE BEAM TYPE SEE
PLAN AND SCHEDULE
W
C1 COLUMN TYPE AS PER
SCHEDULEBP1
BASE PLATE TYPE SEE
DWG. S5.1
BF STEEL BRACE FRAME TYPE
SEE DWGS S4.0 & S4.1 FOR DETAILS
Z ZONE REINF TYPE SEE
SCHEDULE
SPAN DIRECTION OF HOLLOW
CORE PANELS, SEE PLAN FOR SIZE
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structural engineers
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Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
32
TY
P.
32
TYP.
90
300
MA
X.
75
CL
R.
THICKEN SLAB TO PROVIDEMIN. 100 COVER AROUNDBASE PLATE
SLAB ON GRADEAS PER PLAN
BASE PLATE AS ABOVEON 20mm NON-SHRINK GROUT
HSS COL. AS PER PLAN
BASE PLATE FORHSS COLUMNS:HSS 203x203, HSS 178x178 = 330x330x25HSS 152x152, HSS 127x127 = 280x280x19HSS 102x102, HSS 76x76 = 230x230x16
APPROVED BEARING
100
FOR FTG SIZE & REINF.SEE FOOTING SCHEDULE
2-
TYP. HSS COLUMN AT FOOTING1:20
BASE PLATE
ALL STEEL BELOW CONC.
SLAB TO BE PROTECTED WITH
GALVACON PAINT
( LOCATIONS TO BE SUBJECT TO STRUCTURAL
3-
TYP. CONSTRUCTION JOINT
THROUGH BEAMS
THROUGH SLABBANDS
THROUGH SLABS
38
ENGINEER'S APPROVAL )
FACE OF BEAMSTART 50 FROM EACH2 SHEAR KEYS
5 EQ. SPACES
BE
AM
USE 1/3 THE SLAB DEPTHKEY FOR SLAB 250 AND OVERFROM 200 TO 240 DP.KEY FROM 38x89 FOR SLAB
KEY FROM 38x65 FOR SLAB
SHORTER THAN SLABBAND WIDTH38x89 KEY, LENGTH 150
SLA
BB
AN
D
UP TO 190 DP.
THROUGH JOINTBEAM REINF. CONT.
THROUGH JOINTBOTTOM REINF. CONT.
CONT. KEY FROM SLAB (BEYOND)
STOP AT SLABBANDCONT. THROUGH JOINTALL SLABBAND REINF.
EQ
.E
Q.
SLA
B
DE
PT
H
SLA
B
DE
PT
H
AT EACH END
7-
TYP. SLAB ON GRADE CONTROL JOINT
SAWCUTS OR3mm WIDE x T/4 DEEP
ZIPSTRIP( CONCRETE COLUMN
OR STEEL )
AT COLUMNS
(T = SLAB DEPTH) 100
SLAB REINF. & DEPTHSEE PLAN
OUTSIDE FACE VERT. REINF.TO MATCH WALL VERT REINF.+ 1-15M HOR. TOP & BTM
FOR WALL REINFORCINGSEE GENERAL NOTES
TE
NS
ION
LA
P
50
CLR
0.2
5x F
LO
OR
HE
IGH
T0
.25x F
LO
OR
HE
IGH
T
FOR SLAB REINF. & DEPTH
900
TY
P.
SEE PLAN
1050 M
AX
.
SE
E A
RC
H.
DW
G
SEE GENERAL NOTESFOR WALL REINFORCING
SE
E P
LA
NS
CONC. UPSTAND WHERE REQUIREDC/W 2-15M @ TOP CONT. ANDDOWELS TO MATCH WALL VERTS.SIZE AND SPACING
BEND REINF. WITH HICKEYBAR AS PER CSA STANDARDS
4-
TYP. TOP OF WALL1:20
5-
TYP. CONTINUOUS WALL1:20 AT WALL CORNERS UNO
1:20
8-
TYP. HORIZONTAL REINFORCEMENT
TYP. ALL CORNERS15M ANCHOR BAR
TE
NS
ION
SP
LIC
E
MATCH WALL HORIZ. REINF.
SINGLE CURTAIN
AND GENERAL NOTESTHICKNESS SEE SCHEDULEFOR WALL REINF. AND
SIZE & SPACING TOAT BACK FACE OF WALLHORIZ. CORNER REINF.
OF WALL TYPEXTEND TO BACK FACESTANDARD HOOK
TENSION SPLICE
CSA STANDARD
HOOK
TE
NS
ION
SP
LIC
E
TYP.BACK FACE OF WALLEXTEND HOOK TO
DOUBLE CURTAIN
AND GENERAL NOTESTHICKNESS SEE SCHEDULEFOR WALL REINF. AND T
EN
SIO
N S
PL
ICE
TENSION SPLICE
TYP.
TE
NS
ION
SP
LIC
E
BACK FACE OF WALLTYP.
EXTEND HOOK TO
NOTES:
HORIZ. DOWELS TO MATCH SIZE
AND SPACING OF HORIZ. REINF.
1)
FOR TENSION SPLICE LENGTHS
SEE TABLE IN GENERAL NOTES.
2)
CSA STANDARD
HOOK
CSA STANDARD
HOOK
6-
TYP. WALL FOOTING DETAIL1:20
3) FOR DRAINAGE REQUIREMENTS SEE MECHANICAL ENGINEER'S
2) FOR BACKFILLING REQUIREMENTS SEE GEOTECHNICAL ENGINEER'S
ENGINEER'S AND MECHANICAL ENGINEER'S DRAWINGS.1) THIS DRAWING TO BE READ IN CONJUNCTION WITH GEOTECHNICAL
SPECIFICATION AND DRAWINGS.
SPECIFICATION AND DRAWINGS.
NOTES:
150
MIN
.
SEE PLAN FOR REINF.SLAB ON GRADE
SUB-BASE SEE SOIL REPORT
SEE PLAN & SECTIONSRETAINING WALL
BACKFILL MATERIALCLEAN FREE DRAINING
25
CLR.
75
CL
R.
50
CLR.
600 M
IN.
HOOKEDDOWELS TOMATCH WALLVERT. REINF.
38x89 CONT. KEY
FOR REINF.
DRAIN TILE SEE PLUMBING
AND ARCH DWGS.
( MAY USE CONSTRUCTION JOINT AS WALL
2-15M EA. SIDE
OUTSIDE FACE OF WALL
200 WIDE EXT. WATERSTOP
BACKFILL WITH FREE DRAININGMATERIAL AS SPECIFIED INSOILS REPORT
20x20 NOTCH FILLED
DAMPROOF TO ARCH'S SPEC.WITH CAULKING OR
AT 'V' JOINT LOCATIONSSECOND HORIZ. BARDISCONTINUE EVERY
CONSTRUCTION JOINT - PLAN11
-TYPICAL EXTERIOR WALL
CONTROL JOINT )1:20
CONTINUE ALL BARS ACROSS JOINTOR PROVIDE FULL TENSION SPLICES
OUTSIDE FACE OF WALL
38x89 KEY
200 WIDE WATERSTOP
38x38 'V'-JOINT
10-
TYP. EXTERIOR WALL CONTROL JOINT(AT 10 m MAX. o.c.) - PLAN1:20
TENSION SPLICE
SEE GEN. NOTES
& REINF SEE FOOTING SCHEDULE
9-
TYPICAL HSS COLUMN AT FOOTING WITH CONCRETE PEDESTAL1:20
32
TY
P.
32
TYP.
BASE PLATE FORHSS COLUMNS:HSS 203x203, HSS 178x178 = 330x330x25HSS 152x152, HSS 127x127 = 280x280x19HSS 102x102, HSS 76x76 = 230x230x16
APPROVED SOLID BEARINGFOR FOOTING SIZE
75
CL
R
THICKEN SLAB TO PROVIDECOVER AROUND BASE PLATE
SLAB ON GRADEAS PER PLAN
BASE PLATE AS ABOVEON 20mm NON-SHRINK GROUT
HSS COL. AS PER PLAN
90
100 7
5250
TY
P.
COMPACTED FILL TOTHE GEOTECHNICALENGINEER'S APPROVAL
2-15M 1500 E.W.AT PEDESTAL
FOR CONC. PEDESTALSEE PLAN
2
1
200
MIN
.
300
3000 M
AX
.
SLAB REINF.AS PER PLAN
SLAB THICKENINGR/W 2-15M CONT.BOTTOM
50 MAX. GAP FILLEDWITH FIRE RATEDCOMPRESSIBLE MATERIAL
BOND BEAMC/W 2-15M CONT.2ND COURSE FROM TOP
DOWELS FROM SUSPENDED SLABTO MATCH MASONRY WALL VERTS
EXTEND VERT. BARS TO TOP OFMASONRY & GROUT FILL TOP2 COURSES
L100x100x10 x300 LG. ALTERNATE SIDES@1220 O.C. OR TO MATCH WALL VERTS.FASTEN WITH 2-16Øx125 EXPANSION ANCHORS200 APART TO U/S SLAB
200 OR 250 CONCRETE MASONRY WALLREINFORCED AS PER GENERAL NOTESSEE ARCHITECTURAL DWGS FOR LOCATIONS
DOWELS TO MATCH WALL VERTS.HOOK AT BOTTOM(ALTERNATE: DRILL & GROUT DOWELS127 INTO SLAB WITH EPOXY)
APPROVED BEARING
WITH COMPRESSIBLE FIRE RATED MATERIALCOLUMNS, AND SLAB OVER. FILL GAPPROVIDE 50 MIN. CLEARANCE TO ALL CONCRETE,
WHERE REQUIRED.
12-
TYPICAL NON-LOAD BEARINGMASONRY WALL SECTION1:20
4-20Øx200 LG EMBED ANCHOR
BOLTS TYP. C/W DOUBLE NUT
AT ANCHOR END
4-20Øx200 LG EMBED ANCHOR
BOLTS TYP. C/W DOUBLE NUT AT
ANCHOR END
TYPE 2
1 MAX.
2
60
0
MA
X.
ST
EP
`D'
APPROVED BEARING
2
1 MAX.
`D'
`D'
`D'
`D'
60
0
MA
X.
ST
EP
'D'
FOR FOOTING REINFSEE SCHEDULE
SEE SCHEDULEFOR FOOTING REINF
`D' = FOOTING DEPTH
APPROVED BEARING
1-
TYPICAL STEPPED STRIP FOOTING1:50
75
CLR
.
75
CLR
.
TENSION
LAP
TENSION
LAP
TYPE 1
`D' = FOOTING DEPTH
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structural engineers
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F 604 731 7620
Suite 201
Epp+Fast
CONSTRUCTION JOINT
ENGINEER'S APPROVAL )
( LOCATIONS TO BE SUBJECT TO STRUCTURAL
WITH 3mm RADIUSEDGE EACH SIDE
1:3 SLOPESECOND POUR
T
T/2
0.2
T
CAULK WITH SEMI-RIGID FILLER IN WETSAW CUT OR PLASTIC PREFORMED STRIP
CONTROL JOINT
T
T/4
MIN
.
AREAS AS SHOWN ON DESIGN DRAWINGS
2-
TYP. CONSTRUCTION JOINTS
1. CONSTRUCTION JOINTS TO BE INSERTED WHERE CONSTRUCTION
NOTES :
OPERATIONS ARE SUSPENDED FOR 30 MINUTES OR MORE.
CONCRETE HARDENS.
2. CONTROL JOINTS TO BE SAW-CUT WITHIN 4 TO 12 HOURS AFTER
SLAB ON GRADE
600
LAP
C20M @300
C20M @175
C20M @125
FREE DRAINING BACKFILL
2-15M CONT. TOP
15M @450 CONT. LAP 600
38x138 KEY CONT. FOR 300 WALLS38x89 KEY CONT. FOR 250 AND 200 WALLS
38Ø WEEP HOLES @1200
1-15M CONT.
"L"
RETAINING WALL SCHEDULEBAR (2)
"B"
"H"
"A"
200
250
300
300
350
400
TLH W
<1200
<1800
<2400
<3000
<3600
<4200
200
200
200
200
250
300
1100
600
1400
1800
2750
2250
DRAIN TILE
200
MIN
.
"T"
A B BAR (1)
C20M @350
C20M @250
C20M @300
C15M @200
C15M @450
C15M @400
2100
2800
1500
100
100
200
200
300
300
--
--
--
75
CL
R.
38
CLR.
BAR (2)
BAR (1)
50
CLR.
"W"
BAR (4)
BAR (3)
BAR (5)
BY GEOTECH. ENGINEERS
BAR (4)BAR (3)
C15M @250
C15M @175
C20M @175
C20M @125
C10M @300
C15M @300
--
--
--
--
--
--
--
--
APPROVED BEARING
BAR (5)
15M @300 CONT.
15M @300 CONT.
15M @300 CONT.
15M @225 CONT.
2-15M CONT.
3-15M CONT.
50
CL
R.
28 DAYS STRENGTH)CONCRETE HAS REACHED(DO NOT BACKFILL UNTILfy=400MPafc'=25MPa @28 DAYS
(WHERE H IS IN METERS)
(WHERE H IS IN METERS)
STATIC:
PRESSURE AS FOLLOWS-ASSUMED LATERAL EARTH
EQUIVALENT FLUIDPRESSURE OF 4.7xH(kPa)
2.4xH(kPa) INVERTEDPRESSURE OFEQUIVALENT FLUIDSEISMIC:
SURCHARGE:1.7kPa UNIFORM PRESSUREFROM 4.8kPa SURCHARGE
BEARING =144kPaASSUMED ALLOWABLE
GEOTECH ENGINEER TOINSPECT BACKFILL ANDCONFIRM ASSUMEDBEARING AND LOADING
b)
3.
4.
2.
AT TOP
c)
1.
NOTE:
a)
1-
TYP. RETAINING WALL SECTION1:20
15M @450 EA. WAY
90
MIN
.
3-
TYP. MECHANICAL/ELECTRICALHOUSEKEEPING PAD DETAIL1:20
MECHANICAL / ELECTRICAL HOUSE KEEPING PAD R/W
CONCRETE SLAB PER PLANS
150
MA
X.
HO
US
EK
EE
PIN
G P
AD
(SE
E M
EC
H/E
LE
C D
WG
'S)
10M @300 EACH WAY MID DEPTH
C10M @450 EACH WAY DRILL GROUTINTO STRUCTURAL SLAB WITH EPOXYGROUT (USE 4 DOWELS MIN. FOR SMALL PADS)
EXTENT AND THICKNESS OF HOUSEKEEPING PADS.SEE MECHANICAL AND ELECTRICAL DWGS FOR LOCATION,
NOTE:
THIS DETAIL PROVIDES RESISTANCE TO HORIZONTAL (SLIDING)FORCES ONLY FROM EARTHQUAKE LOADING ON PAD AND EQUIPMENT. ADDITIONAL CONNECTIONS FOR UPLIFT FORCES FROM EQUIPMENTTO BE DESIGNED AND DETAILED BY SPECIALTY ENGINEER AND WILL REQUIRE ANCHORING THROUGH THE PAD AND INTO OR THROUGHTHE STRUCTURAL SLAB.
200 75
SEISMIC ANCHORAGE BY OTHERS
25
COMPACTED FILL
300
15M @450 EACH WAY
4-
TYP. STAIRS ON GRADE1:20
50C
LR
MIN
. F
RO
ST
PR
OT
EC
TIO
N
2-15M CONT. BOT
150
T.O.GRADE
SEE ARCH DWGS
FOR STAIR DIMENSIONS
10M @450 DOWEL
DRILL & EPOXY
GROUT 100mm
600
T.O.WALL
OR GRADE
38mm DEEP
CONT.KEY
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Epp+Fast
1S2.1
WALL ELEVATION @ GRID A1:50
2S2.1
WALL ELEVATION @ GRID B1:50
1 2 3
1 2 3
2A1A
1A 2A
T.O. MAIN FLOOR
EL. 101.700
T.O. LOWER FLOOR
EL. 98.000
T.O. MAIN FLOOR
EL. 101.700
1650 11850 13500 3300
1650 11850 13500 3300
HSS 1
02x1
02x4
.8 HSS 102x102x4.8
HSS 102x102 COLUMNS
AS PER PLANS TYP
F
S5.1
CONC. COLUMN AS
PER PLAN
200 CMU WALL
HSS 102x102x6.4 WINDOW HEADERHSS 102x102x6.4 WINDOW HEADER
W410
W410
W460
76mm STEEL DECKING
AS PER PLAN
W250 CANTILV.
W410
W410
W460W460
W460 W250
W250
HSS 152x152 COLUMN
AS PER PLANSHSS 102x102 COLUMNS
AS PER PLANS TYP
CMU WALL AS PER PLANHSS 102x102 COLUMN
AS PER PLANS
W310 COLUMN AS
PER PLANS
D
S5.1
76mm STEEL DECKING
AS PER PLAN
F
S5.1
HSS 8
9x89x4
.8
HSS
89x89x4.8
C
S5.1
2
S5.2
13
S5.0
3
S5.2
12
S5.0
BF 5
BF 1
SIM.
4
S5.2
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IBI/HB Architects
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structural engineers
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Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
3 2 1
200 CMU WALL
C B A
3S2.1
WALL ELEVATION @ GRID C1:50
4S2.1
WALL ELEVATION @ GRID 21:50
10350 12450
16800 13500
T.O. MAIN FLOOR
EL. 101.700
T.O. LOWER FLOOR
EL. 98.000
T.O. MAIN FLOOR
EL. 101.700
T.O. LOWER FLOOR
EL. 98.000
HSS 8
9x89
x4.8
HSS 89x89x4.8
HSS 89x8
9x4.8
HSS 89x89x4.8
200 CONC. WALL
HSS 89x89x4.8HSS 89x89x4.8
HSS 102x102x12.7 WINDOW HEADER HSS 102x102x12.7
HSS 102X102x6.4
HANGER
HSS 102x102 COLUMNS AS
PER PLAN TYP
W250
W460
W410 W410
W460 W460
HSS 152x152 COLUMN
AS PER PLANS
HSS 152x152 COLUMN
AS PER PLANS
HSS 102x102 COLUMN
AS PER PLANS
HSS 102x102 COLUMN
AS PER PLANS
HSS 203x102 AS
PER PLAN
76mm STEEL DECKING
AS PER PLAN
A
S5.1
B
S5.1
E
S5.1
BF 4
BF 2
BF 3
E
S5.1SIM.
10002-25M 2-25M
1000
10Mx900 U-BARS @30010Mx900 U-BARS @30010Mx900 U-BARS @300
7
S5.0
7
S5.0STEEL CANOPY SEE
DWG S5.3 FOR DETAILS STEEL CANOPY SEE
DWG S5.3 FOR DETAILS
10Mx900 U-BARS @300
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IBI/HB Architects
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structural engineers
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3S2.1
SECTION1:20
180
0 M
IN.
FR
OS
T P
RO
TE
CT
ION
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF 300
DOWELS TO MATCH WALL REINF.
ALT HOOK
AS
PE
R G
EO
TE
CH
EN
GIN
EE
R
BACKFILL BOTH SIDES OF
WALL EQUALLY
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
4S2.1
SECTION1:20
180
0 M
IN.
FR
OS
T P
RO
TE
CT
ION
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
300
DOWELS TO MATCH WALL REINF.
ALT HOOK
AS
PE
R G
EO
TE
CH
EN
GIN
EE
R
BACKFILL BOTH SIDES OF
WALL EQUALLY
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
CMU WALL AS PER PLANS
60
0
1S2.0
SECTION1:20
180
0 M
IN.
FR
OS
T P
RO
TE
CT
ION
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
DOWELS TO MATCH WALL REINF
ALT. HOOKA
S P
ER
GE
OT
EC
H E
NG
INE
ER
BACKFILL BOTH SIDES OF
WALL EQUALLY
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
60
0
2S2.0
SECTION1:20
180
0 M
IN.
FR
OS
T P
RO
TE
CT
ION
CONC. WALL SIZE & REINF AS
PER PLAN AND SCHEDULE
CONC. S.O.G. SEE PLANS FOR
SIZE & REINF
DOWELS TO MATCH WALL REINF
ALT. HOOK
AS
PE
R G
EO
TE
CH
EN
GIN
EE
R
BACKFILL BOTH SIDES OF
WALL EQUALLY
38x89 CONT KEYWAY
SOLID BEARING AS PER
GEOTECH ENGINEER
60
0
C C
HSS 203 COL. AS PER PLAN
AS
PE
R A
RC
H
CORE PLUG BY PRECASTSUPPLIER
CONC. TOPPINGAS PER PLAN
5S2.1
SECTION1:20
6S2.1
SECTION1:20
400 LG. NOTCH @1000 IN
HOLLOWCORE AND 1200 FROM
EACH END TO ALLOW FOR
REBAR PLACEMENT AND CONC.
FILL OF END CORE.
2-C15M AS SHOWN AT
EACH NOTCH C/W 15M
HOR. CONT. AT EACH
END OF HOOK
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
90
06
00
DOWELS TO MATCH CMU
WALL VERT REINF
CONC. WALL REINF AS PER
PLAN AND SCHEDULE
60
0
DOWELS TO MATCH CMU WALL
VERT REINF
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
3 C
CONC. TOPPINGAS PER PLAN
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
10M CONT. ANCHOR BARS
CMU WALL AS PER PLAN CMU WALL AS PER PLAN
GL GL
CORE PLUG BY PRECASTSUPPLIER
7S2.1
SECTION1:20
HOOK DOWELS INTO CONC.
TOPPING. SIZE & SPACING TO
MATCH CONC WALL VERT REINF
C
CONC. TOPPINGAS PER PLAN
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
90
0
900900 150
250
95
0 M
IN.
3-25M CONT TOP & BOT
C/W 10M TIES @300
10M CONT. ANCHOR BARS
3-20M CONT
1-15M CONT EACH FACE
8S2.1
SECTION1:20
C
CONC. TOPPINGAS PER PLAN
250
95
0 M
IN.
FOR BEAM REINF SEE
SECTION 7/-
75
FOR REMAINDER OF DETAIL
SEE SECTION 7/-
HSS 102x102 COL AS
PER PLANS
CORE PLUG BY PRECASTSUPPLIER
9S2.1
SECTION1:20
CONC. TOPPINGAS PER PLAN
100 MIN. HOLLOWCORE BEARING
ON CMU WALL (BEARING PANEL
BY PRECAST SUPPLIER)
C10M1200 GROUTED INTO
EACH HOLLOWCORE PANEL
JOINT
10
00
50
CONC. S.O.G. REINF
AS PER PLAN
15M @400 VERT DOWELS
600
1-15M ANCHOR BAR
HOOK WALL VERT AT TOP AS SHOWN
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
1
1
B
10S2.1
SECTION1:20
450
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
HOLLOWCORE
PANELS AS PER PLAN
BEND WALL VERT REINF INTO
TOPPING WITH HICKEY BARCONC. TOPPING &
REINF AS PER PLAN
11S2.1
SECTION1:20
60
0
15M DOWELS TO MATCH WALL
VERTS. EPOXY 90mm INTO
CONC. TOPPING
150 CMU WALL AS PER PLAN
HOLLOWCORE PANELS AND
CONC. TOPPING AS PER PLAN
20
0
100
200
100
2A
B
BS2.0
DETAIL1:20
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
PROVIDE TEMP. LATERAL
RESTRAINT TO TOP OF
WALL UNTIL THE S.O.G.
AND HOLLOW CORE
TOPPING IS CAST
8-15M VERTS
10M TIES @300
250x250x19 BASE PLATE C/W
2-13Ø x200 LG N.STUDS @150 GA
8
CO
NF
IRM
WIT
H A
RC
H
CO
NF
IRM
WIT
H A
RC
H
13Ø (A325) THREADED RODAND NUT @1200 EACH WAYSET IN GROUTED JOINTBETWEEN HOLLOWCORE PANELS
7.0 KN (UNFACTORED)MAX. LOAD
(FULLY GROUT ALL END CELLSAS SHOWN) TYP.
HOLLOWCORE PANELS TO BE PLACEDTIGHT TOGETHER.DRILL HOLE MIN. AS REQUIRED AFTERPLACEMENT TO ALLOW FOR THREADEDROD PROJECTION
HOLLOWCORE AS PER PLAN
250x250x10 BEARING PLATE
CONC. TOPPING AS PER PLAN
15
0
CABLE TRAY ATTACHMENT BY
OTHERS (C/W FULL STRENGTH
COUPLER ATTACHMENT TO
THREADED ROD
A-
TYP CABLE TRAY SUPPORT IN HOLLOWCORE1:10
MIN
.
PR
OJE
CT
12S4.0
SECTION1:10
B
2A
10
0
20
0
100 200 100
100
15
3BREAK FACE OF CMU WALL
AND GROUT INFILL AFTER
INSTALLATION
350x350x19 BASE PLATE ON
25mm NON SHRINK GROUT C/W
4-25Ø x400 LONG THREADED
RODS WITH DOUBLE NUT &
WASHER AT BOTTOM
250 CONC. WALL BELOW
45 45
55
55
13S4.0
SECTION1:10
3
10
0
100
12
2
122
40 40
40
40
619mm BASE PLATE ON 25mm
NON SHRINK GROUT C/W 2-19Ø
ANCHOR BOLTS
6
HSS COL ASPER PLAN
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fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
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Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
AS4.1
DETAIL1:10
E
S4.1
DETAIL1:10
B
S4.1
DETAIL1:10
150
15
0
20
0
150
80
80
80
40
40
60
100
38
150
175
8
8
8
8
6
6
19mm KNIFE PLATE
10mm KNIFE PLATE C/W
4-19Ø A325 THRU BOLTS
HSS 152x152 AS
PER PLANS
T.O. STEEL DECK
2 ERECTION BOLTS
HSS 152x152 AS
PER PLANS
HSS CROSS BRACE
AS PER ELEVATIONS
38
150
175
T.O. TOPPING
T.O. CONC. WALL
19mm KNIFE PLATE
HSS CROSS BRACE
AS PER ELEVATIONS
B
19mm EMBED BASE PLATE C/W
6-15Mx400 LONG WELDABLE
REBAR DOWELS
6
2
65
100
80
80
80
80
65
100
HSS 102x102 AS
PER PLANS
BEAM AND DECKING
AS PER PLANS
100x6mm FULL HEIGHT PLATE C/W
3-19Ø A325 BOLTS EACH SIDE
W460 AS PER PLAN
D
S4.0
DETAIL1:10
ALIGN DECK FLUTE WITH
STEEL BEAM
6
2
S2.2
SECTION1:10
100
65
80
80
40
40
HSS 102x102 AS
PER PLANS
BEAM AND DECKING
AS PER PLANS
10mm PLATE C/W 3-19Ø A325 BOLTS
EACH SIDE
10mm CAP PLATE
GL
3
S2.2
SECTION1:10
C-
2
C
S4.0
DETAIL1:10
1 1A
F
S4.0
DETAIL1:10
5-
5-
SECTION1:10
W100x19 CONT
76mm DP x1.22 STEEL
DECKING
HSS 76x76x STUB COLUMNS AT
EACH W100 BEAM
HSS 76x76x STUB
COLUMNS AT EACH
W100 BEAM
76mm DP x1.22 STEEL
DECKING
SCHOCK ISOKORB KST CONNECTOR/
ISOLATION JOINT
W410 BEAM AS PER PLAN
450
1700 MAX.
8
8
277
12
75
76mm DP x1.22 STEEL
DECKING
W100x19 CONT
8
6mm PLATE
W410 BEAM AS PER PLAN
20
50
50
GA
P
SEE ARCH DWGS
STEEL DECK AS PER PLAN
76 WIDE x6mm STIFF PLATE TYP
DIAG. BRACE AS
PER PLAN
6
6
6
150x10 THICK CONNECTION PLATE
C/W 19Ø A325 BOLT IN 50 LONG
VERT SLOTTED HOLE IN PLATE
HSS 102 AS PER PLAN
6
6
6
6
HSS HEADER FOR GLAZING
AS PER PLAN
ROOF BEAM AS PER PLAN
6
WP
WP
WP
WP
150
38
150
175
15
0
25
6
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
HSS CROSS BRACE
AS PER ELEVATIONS
WT100x15.5
HSS 152x152 AS
PER PLANS
15
0
12
150
38
150
175
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
HSS CROSS BRACE
AS PER ELEVATIONS
T.O. STEEL DECKWT100x15.5
6
40
80
80
80
40
6540
40
40
80
80
80
40
6540
6
100
150 38
150
175
FOR REMAINDER OF
KNIFE PLATE DETAIL
SEE DETAIL A/-
HSS CROSS BRACE
AS PER ELEVATIONS
HSS 152x152 AS
PER PLANS
10mm KNIFE PLATE THRU
COLUMN C/W 4-19Ø A325
BOLTS
W460 AS PER
PLANS
W250 AS PER
PLANS
10mm KNIFE PLATE THRU
COLUMN C/W 4-19Ø A325
BOLTS EACH SIDE
W460 AS PER
PLANSW410 AS PER
PLANS
5
5
STEEL DECK AS PER PLAN
HSS 102x102 AS
PER PLANS
T.O. STEEL DECK
76 WIDEx6mm STIFF PLATE
EACH SIDE
262x150x16 PLATE C/W
4-19Ø A325 BOLTS
6
6
40 40
4
S2.2
SECTION1:10
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.
HSS COL AS
PER PLAN
BASE PLATE TYPE 21:10
75
75
4040
75 75
40
40
BASE PLATE TYPE 11:10
8
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.
HSS COL AS
PER PLAN
75
75
4040
262
8
BASE PLATE TYPE 31:10
12
135 135
50
501
00
10
0
BASE PLATE TYPE 3
HSS COL AS
PER PLAN
106 244
8
CONNECTION PLATE FOR
X BRACE SEE DETAIL
40
1490
tel
fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
2A
3
1
S2.2
SECTION1:10
40
40
65
40
80
40
80
6535
100
STEEL DECK AS PER PLANS. ALIGN BOT.
OF FLUTE WITH CENTRE OF BEAM
6
100 WIDE x10mm FULL
HEIGHT STIFF PLATE TYP
19Ø A325 THRU BOLTSTYP
W250 AS PER
PLANS
W460 AS PER
PLANS
100
15
0
100
2S2.2
SECTION1:10
CONT EDGE ANGLE
AS PER PLAN
CUT W250 TO 150 DEEP AND WELD
BOTTOM FLANGE TO WEB. FLANGE
PROFILE TO MATCH W250 TOP
FLANGE2-19Ø A325 BOLTS.PROVIDE
SHAPED SHIM PLATES AT BOLT
LOCATIONSW250 AS PER
PLANS
6mm BENT PLATE CONT
BETWEEN W250 BEAMS
5 50-150
5 50-150
STEEL DECK AS PER PLAN
SEE ARCH DWGS
3S2.2
SECTION1:10
75
50
STEEL DECK AS PER PLAN
65
80
80
50
10
110x10mm PLATE
110x6mm FULL HEIGHT
STIFF. PLATE
BENT PLATE AS PER
SECTION 2/-
15
0
76x6mm STIFF PLATE
EACH SIDE
W460 AS PER
PLANS
A
100
6
6TYP
100
B
℄ W250 BEAM
80
80
80
80
80
40
40
4S2.2
SECTION1:10
35 65
STEEL DECK AS PER PLAN
10mm PLATE C/W 5-19Ø
THRU BOLTS
160x100x10MM CONNECTION PLATE
C/W 2-19Ø THREADED STUDS
WELDED TO PLATE
SEE ARCH DWGS
4A-
16
06
53
5
4A-
SECTION1:10
2A
℄ W
31
0 C
OLU
MN
10
0
100℄ W250 BEAM
W250 AS PER
PLANS
W460 AS PER
PLANS
W250 AS PER
PLANS
W310 COLUMN AS
PER PLANS
W460 AS PER
PLANS
B
100x10mm FULL HEIGHT CONNECTION
PLATE C/W 4-19Ø THREADED STUDS
WELDED TO PLATE. LAYOUT AS PER
SECT 1/-
65
35
6
5S2.2
SECTION1:10
6mm BOTTOM PLATE
HSS 127x76x9.5
3
C
SEE ARCH
127
12
7
SE
E A
RC
H
125 SLAB AS PER PLAN190 CMU AS PER PLAN.
HOOK WALL VERTS 600 INTO SLAB.
∠127x127x9.5x200 LG
C/W 3-15M 600 AND
3-16Øx125 lg N. STUDS
5A-
SECTION1:10
6mm PLATE
76 76
HSS127x76
6TYP
STEEL DECK
76x0.91mm
BETWEEN HSS
FRAMES
2
STEEL DECK AS PER
PLANS
∠102x102x9.5 C/W
2-19Ø A325 BOLTS
W460 AS PER PLAN
6S2.2
DETAIL1:10
ADD STEEL PLATE AS
REQUIRED TO MAINTAIN
ROOF SLOPE.
6
W250 AS PER PLANS
W250 AS PER PLANS
HSS 102x102x6.4 C/W 10mm CAP
PLATE WITH 2-19Ø A307 THREADED
RODS CP WELDED TO PLATE
125 SLAB AS PER PLAN
EMBED PLATE
10x150x200 LG C/W
2-13Øx76 LG N. STUDS
6
150
25
SEE ARCH
5A-
SLOPE AS PER ARCH DWGS
tel
fax
IBI/HB Architects
700 - 1285 West Pender Street
Vancouver BC V6E 4B1 Canada
604 683 8797
604 683 0492
structural engineers
1672 West 1st Ave T 604 731 7412
Vancouver BC
Canada V6J 1G1 [email protected]
F 604 731 7620
Suite 201
Epp+Fast
3
C
2 3
C
6 EQUAL SPACES
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV HSS 203x102x6.4 LLV HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
HS
S 2
03
x1
02
x6
.4 L
LV
HSS 203x102x6.4 LLV
HSS 102x102x6.4 AT
INTERMEDIATE LOCATIONS TYP
2-
3-
TYP
2-
A-
CONC. WALL AS PER PLAN
PLAN - LOW CANOPIES @ GRID C & 31:50
HSS 203x102x6.4 LLV
HSS 203x102x6.4 LLV
A- TYPTYP
HS
S 2
03
x1
02
x6
.4 L
LV
10mm THICK STEEL PLATE
HSS 203x102x6.4 LLV
2-
NOTE:
FOR ALL CANOPY LOCATIONS
AND SIZES SEE ARCH DWGS
CMU. WALL AS PER PLAN
1-
10mm THICK STEEL PLATE
A- TYP
HSS 203x102x6.4 LLV
HS
S 2
03
x1
02
x6
.4 L
LV
HS
S 2
03
x1
02
x6
.4 L
LV
10mm THICK STEEL PLATE
HSS 203x102x6.4 LLVNOTE: HOT DIP GALVANIZE ALL STEEL COMPONENTS
HSS 203x102x6.4 LLV
1-
SECTION1:10
1A-
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
255x235x16 EMBED PLATE C/W
4-19Øx125 LG N. STUDS & 4-19Ø A307
THREADED RODS CP WELDED TO PLATE
CMU WALL AS PER PLAN
153 1200
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
25 T
YP
PLACE 1-20M VERT IN EACH
CELL WITH EMBED PLATE & IN
EACH ADJACENT CELL
10mm PLATE SLOPED AS
PER ARCH
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
HSS AS PER PLAN
50-200SEAL WELD
6
10
NO FUSION
WELDS ALLOWED
255
23
5
25 TYP
25 T
YP 6
16mm THICK PLATE BOLTED TO
EMBED PLATE BEHIND
1A-
SECTION1:10
G
SEAL
WELD
10mm THICK PLATE
A-
DETAIL1:10
HSS AS PER PLAN
2-
SECTION1:10
1A-
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
255x235x16 EMBED PLATE C/W
4-19Øx150 LG N. STUDS & 4-19Ø
A307 THREADED RODS CP
WELDED TO PLATE
CONC. WALL AS PER PLAN
153
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
25 T
YP
WALL REINF AS PER PLAN
AND SCHEDULE
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
10
NO FUSION
WELDS ALLOWED
REMAINDER OF DETAIL AS
PER SECTION 1/-
3A-
PLACE 6mm HIGH DENSITY TEFLON
PAD BETWEEN STEEL PLATES
EMBED PLATE AS PER
SECTION 2/-
CONC. WALL AS PER PLAN
153
15M2000 PLACED TIGHT TO
HEAD OF N. STUD
25 T
YP
WALL REINF AS PER PLAN
AND SCHEDULE
END PLATE WELDED TO HSS AND
BOLTED TO EMBED PLATE
1200
3-
SECTION1:10
3B-
HSS 102x102 ASPER PLAN
255
23
5
50
6
16mm THICK PLATE BOLTED TO
EMBED PLATE BEHIND
3A-
SECTION1:10
25
50
3B-
SECTION1:10
10mm PLATE SLOPED AS
PER ARCH
6
NOTCH OUT HSS 203x102
AROUND HSS 102x102
AND WELD ALL AROUND
HSS 102x102 CONT. TO
PLATE BEYOND
HSS T.O. STEEL VARIES
SEE ARCH DWGS
G
25
50 M
AX
.
THREADED RODS FROM EMBED
PLATE BEHIND
25