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



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.




and their attachments in the field and provide all required sealed letters (Schedule S-B & S-C) to the

Engineer.




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



12 S5.3 CANOPY SECTIONS AND DETAILS

tel

fax

IBI/HB Architects



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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



1500x1500x300 THICK. 5-15M EACH WAY BOT.

2-15M CONT. BOT.

MARK SIZE REINFORCEMENT

F1

F2

F3

F4

F5

F6


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


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



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



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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


AT MID DEPTH ON




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.



AT MID DEPTH ON




RECOMMENDATIONS



AT MID DEPTH ON




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.


FOOTING SCHEDULE




2-15M CONT. BOT.

MARK SIZE REINFORCEMENT

F1

F2

F3

F4

F5

F6


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.



15M @450 EACH WAY,200

CENTEREDW7

150 CMU WALLW8

200 CMU WALLW9





LEGEND




CONCRETE WALL BELOW

x






AND SCHEDULE


PLAN AND SCHEDULE

W


SCHEDULEBP1

BASE PLATE TYPE SEE

DWG. S5.1




SCHEDULE



tel

fax

IBI/HB Architects



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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




CONCRETE WALL BELOW

x






AND SCHEDULE


PLAN AND SCHEDULE

W


SCHEDULEBP1

BASE PLATE TYPE SEE

DWG. S5.1




SCHEDULE



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604 683 8797

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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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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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F 604 731 7620

Suite 201

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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604 683 8797

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1672 West 1st Ave T 604 731 7412

Vancouver BC


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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Vancouver BC


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Suite 201

Epp+Fast

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




SIZE & REINF

300

DOWELS TO MATCH WALL REINF.

ALT HOOK

AS

PE

R G

EO

TE

CH

EN

GIN

EE

R


WALL EQUALLY

38x89 CONT KEYWAY


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




SIZE & REINF

DOWELS TO MATCH WALL REINF

ALT. HOOKA

S P

ER

GE

OT

EC

H E

NG

INE

ER


WALL EQUALLY

38x89 CONT KEYWAY


GEOTECH ENGINEER

60

0

2S2.0

SECTION1:20

180

0 M

IN.

FR

OS

T P

RO

TE

CT

ION




SIZE & REINF

DOWELS TO MATCH WALL REINF

ALT. HOOK

AS

PE

R G

EO

TE

CH

EN

GIN

EE

R


WALL EQUALLY

38x89 CONT KEYWAY


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




3 C


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


7S2.1

SECTION1:20




C







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


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


9S2.1

SECTION1:20







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


RESTRAINT TO TOP OF


AND HOLLOW CORE

TOPPING IS CAST


RESTRAINT TO TOP OF


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

tel

fax

IBI/HB Architects



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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


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.


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


8

19mm BASE PLATE ON MAX.


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


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



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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


SEE ARCH DWGS

3S2.2

SECTION1:10

75

50


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


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



604 683 8797

604 683 0492


1672 West 1st Ave T 604 731 7412

Vancouver BC


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-


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


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-



255x235x16 EMBED PLATE C/W

4-19Øx150 LG N. STUDS & 4-19Ø

A307 THREADED RODS CP

WELDED TO PLATE


153


HEAD OF N. STUD

25 T

YP

WALL REINF AS PER PLAN

AND SCHEDULE



10

NO FUSION

WELDS ALLOWED

REMAINDER OF DETAIL AS

PER SECTION 1/-

3A-



EMBED PLATE AS PER

SECTION 2/-


153


HEAD OF N. STUD

25 T

YP

WALL REINF AS PER PLAN

AND SCHEDULE



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

general concrete notes reinforcing notes … · 2) reinforcement in concrete shear walls and frame...

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