ASCT PROGRAM:

ARCHITECTURAL

OPTION

PROJECT:

COURSE:

INSTRUCTOR:

DRAWN BY:

DATE:

SCALE:

APPROVED BY:

NAME:

SHEET NO.:

GENERAL NOTES

S1.1

N.T.S.

JENNIFER YEE

ASCT 1270

EAMONN BOURKE

J.Y.

DEC. 14, 2015

DIVISION 1;

A.GENERAL NOTES

1. Structural drawings are to be read in conjunction with the Architectural drawings for detailed

dimensions, openings of doors, windows……etc.

The Contractor shall check and verify all dimensions before commencing with the work. Any

discrepancies not reported to the Architect and the Engineer for verification will become the

responsibility of the Contractor.

2. ALL MODIFICATIONS MADE TO THE STRUCTURAL SPECIFICATIONS WITHOUT

CONSULTATION WITH THE STRUCTURAL ENGINEER, BECOME THE RESPONSIBILITY

OF THE CONTRACTOR.

3. Structural Design, as shown, conforms to:

4. All concrete formwork, sharing of concrete slabs and ComFlor, Temporary supports and

bracings of the structure during construction if required, shall be the responsibility of the

Contractor, and shall be designed and inspected by a Professional Engineer registered in the

province of B.C. in accordance with W.C.B. regulations.

5. The Contractor shall notify the Engineer for inspection of structural elements, allowing

adequate access, visibility, and reasonable time for the Engineer to inspect the condition of

work.

6. Structural drawings, due to revision of architectural drawings, may be revised to update

current construction practice or code requirement. Contractor shall obtain current structural

drawings from the Structural Engineer before commencement of work.

7. Structural design of buildings are based on dry service condition only. It is the responsibility of

the Architect and the Builder to ensure the design and construction of the buildings to be dry

during constructions and maintain dry after completion of project.

8. Building Movements:

Though attempts of specifying and designing with all structural wood components to be 19% or

less in moisture content, wood will dry to as much as 9% in service. Under these

circumstances, wood will shrink. Also, under load conditions, structural elements will deflect.

Although within the allowable limits as outlined in the Building Code, the movements induced by

loads, or shrinkage will damage brittle finishes attached directly to structural elements.

Movement joints including waterproofing for these brittle finishes shall be provided by building

envelope specialist.

9. Structural Engineer is not responsible for designing nor reviewing any aspects of building

envelope issues. All waterproofing of building requirements should refer to the Architect or the

building envelope specialist.

SHOP DRAWING REVIEW

The shop drawing review performed by the Engineer will be for the sole purpose of ascertaining

conformity with the general design concept. This review shall not mean that the Engineer approves

the detail design inherent in the shop drawings, responsibility for which shall remain with the

Contractor submitting them, and such review shall not relieve the Contractor of his responsibility for

errors or omissions in the shop drawings or of his responsibility for meeting all the requirements of

the construction and contract documents.

The Contractor is responsible for dimensions to be confirmed and correlated at the job site, for

information that pertains to fabrication processes or to techniques of construction and installation

and for co-ordination of the work of all sub-trades.

The Contractor shall read the above not and be aware of its intent while preparing his tender for the

project and during his preparations of shop drawings for the project.

A.FOUNDATIONS

1. All concrete foundation works have been designed to resist an assumed soil

bearing pressure of:

[2500]psf under the total service load.

2. If the condition warrants, the Contractor will be asked to provide the Structural

Engineer a letter, signed and sealed by a Geotechnical Engineer registered in the

Province of B.C. stating the condition of the soil, confirming his inspection of the

excavation, the approved bearing stratum, and verify the bearing pressure.

3. No excavation shall proceed below the level of adjacent footings without the

approval of the Engineer.

Design and inspection of Concrete form work, shoring for the excavation and

underpinning of adjacent structures, if required, shall be arranged by the Contractor in

conform to W.C.B. regulations.

DIVISION 2 & DIVISION 31;

4. Centre all footing under columns and wall unless noted otherwise.

5. Steps in foundations, if necessary, may step 1'-0” maximum height for every 2'-0”

horizontal change in length. (See Detail 12 on drawing S-2)

6. Backfill exterior walls with a clean, granular, free draining material.

No backfill is to be placed until walls are 14 days old, or until ground floor system

or temporary bracing is installed to adequately support the wall.

Backfill walls having soils on two sides such that the difference between soil

elevations at any one time is less

A.CONCRETE & REINFORCING

1. All Concrete shall conform to the requirements of C.S.A. Standard CAN/CSA A23. 1-04

and CAN/CSA A23.2-04; with:

-compressive strength of 25 MPa (3600 psi) at 28 days; maximum slump of 75mm. ±

20mm.

All concrete design to conform to CAN3-A23.3-M94.

2. Reinforcing steel, 10M & larger, shall conform to the requirements of C.S.A. standards

G30.18-92 R2002 and shall be new billet stock of 400 MPa min. yield point. Stirrups and

ties may have 300 MPa min. yield point.

C.1 Installing Reinforcement

3. All reinforcing shall be clean and free of dirt and oil, tied securely to prevent

displacement.

4. Wall reinforcing, including dowels, to lap 40 bar diameters with 90⁰ hooks at corners and

intersections, or bent bars of same size and spacing as horizontal reinforcement. End of

walls to have two 15mm vert. unless noted otherwise. (See detail 1 on drawing S-2)

Provide 2-15mm bars around all openings up to 4' wide.

DIVISION 3;

5. All footings are to be reinforced with 2-15mm continuous rebar and to have dowels of the same size

and spacing as vertical reinforcement unless noted otherwise.

Footing dowels to be the same size and location as vertical reinforcing above. All dowels to extend

down to within 3” clear of bottom of footings.

Pre-tie 25mm and larger dowels in all footings prior to pouring footings.

6. All walls to have 2-15mm continuous rebar at top. Additional reinforcement for supported walls over

7'-6” (see Detail 16 on drawing S-2) are:

8” walls: 15mm @ 18” Vert.

15mm @ 18” Horiz. @ Inside face U.N.O.

10” walls: 15mm @ 18” Vert.

15mm @ 18” Horiz. @ Both sides U.N.O.

7. All lapped splices to be in accordance with the C.S.A CAN3-A23.3-M94 or as per the following unless

otherwise shown on the drawings. Splices for reinforcements:

10mm 18” 20mm 32”

15mm 26” 25mm 52”

Where the length of bars have been specified on the drawings, no splices are permitted without the

Engineer's approval.

Where larger bars are spliced to smaller bars, the splice may be based on the smaller bar.

8. Where concrete surfaces are exposed, only non-corrosive type reinforcing chairs shall be used to

support reinforcing.

9. Reinforce slab-on-grade with 6”x6” 10/10 welded wire fabrics, conforming to requirements of C.S.A.

standards G30.5-1983, or 10mm at 15” o.c. each way. (Optional)

10. Concrete cover as follows:

Surfaces in contact with ground: 3”

Formed surfaces exposed to ground or weather: 2”

Slab on grade: Centered

Wall (not exposed to ground). 1 1/2”

C.2 Pouring Concrete

11.Length of wall to be poured at one time shall be 40 feet max. Adjacent sections not to

be poured for three days. All joints to be keyed and doweled.

12.No forms shall be removed before concrete has reached 15 MPa or 3 days.

13. All construction joints below grade shall have 6" PVC water stop.

14.Concrete curing shall conform to the requirements of C.S.A. A.23.1-94 Section 21,

especially in cold weather conditions.

15. Notify Engineer 48 hours prior to concrete placement for reinforcement inspection.

D. COLD WEATHER REQUIRMENTS

1. Forecasted Air Temperature Not Below 2°C.

a. If concrete temperature drops below 10°C at point of pouring, the mixing water shall

be heated to maintain a minimum concrete temperature of 10°C.

b. Concrete shall not be placed on or against any surface which is at a temperature less

than 4°C.

c. Contractor shall be prepared to cover slab if unexpected drop in air temperature

should occur.

2. Forecasted Air Temperature Below 2°C But Not Below -4°C.

a. Forms and steels shall be free of ice and snow.

b. Mixing water shall be heated to give minimum concrete temperature of 10 ⁰C at

point of pour.

c. Concrete shall be heated to give a minimum concrete temperature of 10⁰C at point

of pour.

d. Slabs shall be covered with canvas or similar, kept 100 mm minimum clear of

surface for air circulation.

e. In windy weather, the storey below slab shall be enclosed.

f. Concrete shall be maintained at a temperature of not less than 10⁰C for at least

three days after placing. Contractor shall ensure adequate protection of concrete

accordingly.

3. Forecasted Air Temperature Below -4°C.

a., b., c., as under point 2.

e. The storey below shall be enclosed and artificial heat provided. Heating to be

started at least one hour ahead of pouring and maintained for a minimum of three

days after.

f. Temperature of the concrete shall be kept at a minimum of 20⁰C for three days or

10⁰C for five days. Concrete shall be kept above freezing temperature for at least

seven days.

g. Enclosure must be constructed so that air can circulate outside the outer edges and

members.

E. HOT WEATHER REQUIREMENTS

1. When air temperature is greater than 25°C, protect concrete so that its temperature

does not exceed 30°C.

2. Protect from drying, which causes shrinkage cracking, by effective means as required

by conditions. Effective measures include: wind shield, damp cover, place and finish

at night.

Vancouver Building Bylaw #8057

Design Load

Ground Snow Load Ss =33psf. Rain Sr =6.3psf

Roof Design Dead Load =15psf.

Concrete Tile Roof..................... Yes X No

Floor Design Live Load =40psf.

Floor Design Dead Load =30psf.

1 1/2" Floor Concrete Topping... X Yes No

Seismic and Wind Forces:

This building has been designed for wind and seismic loadings

in accordance with B.C. Building Code:

Za= Zv=4.0v-1.2. S*F=3.0.R=3.0.I=1.0: wind

(1/30)=44kPa (9.2 psf).

ASCT PROGRAM:

ARCHITECTURAL

OPTION

PROJECT:

COURSE:

INSTRUCTOR:

DRAWN BY:

DATE:

SCALE:

APPROVED BY:

NAME:

SHEET NO.:

GENERAL NOTES

S1.2

N.T.S.

JENNIFER YEE

ASCT 1270

EAMONN BOURKE

J. Y.

DEC. 14, 2015

DIVISION 5;

A.STRUCTURAL STEEL (IF APPLICABLE)

1. Fabrication and erection of structural steel shall conform to C.S.A. CAN3-S16-01 “Limit

States Design of Steel”, Section 28 & Section 29 respectively.

2. Structural steel conforms to C.S.A G40.21-04 “General Requirements for Structural

Quality Steel” with the following grades:

Wide Flange Beams and Columns -350W

Channels and Angles -300W

HSS Sections (Class C) -350W

Structural Bars and Plates -260 W or better

Miscellaneous Steel -ASTM A53

Pipe Columns - (STD 172W)

3. Welding is to be in accordance with C.S.A. W59-03 “Welded Steel Construction” using

E-70 electrodes. No field welding is permitted except as specifically detailed or otherwise

approved by the Engineer.

4. Fabrication will be restricted to certified welding fabricators and contractors having

Division 1 or 2 certification from the Canadian Welding Bureau to the requirements of

C.S.A. specification W47.1-03 “Certification of Companies for Fusion Welding of Steel

Structures”.

5. All structural steel, except galvanized surfaces, is to be painted with one shop coat of

primer conforming to CISC/CPMA Standard 1-73a.

6. All bolts except anchor bolts are to conform to ASTM A325, Type 1, and have been

designed for bearing-type connections with threads excluded from the shear plane. All

bolts to be 19mm (3/4”) except where noted otherwise. Anchor bolts shall be A307,

unless noted otherwise.

7. All fillet welds to be 5mm (3/16”) minimum size U.N.O.

8. Submit shop drawings to Structural Engineer showing all details, material specifications

and design loads prior to fabrication.

9. At the completion of the structural steel erection, the structural steel fabricator is to

supply a letter, signed and sealed by a Professional Engineer registered in the Province

of B.C., certifying that the structural steel connections have been designed in accordance

with the latest edition of the V.B.B.L. #8057 and that the structural steel have been

erected in accordance with the fabricator's drawings.

DIVISION 4;

A.MASONRY (IF APPLICABLE)

1. See drawings for extent and location of reinforced masonry.

2. All masonry walls shall be reinforced and anchored to the structure in accordance to

CAN3-S304.1 “Masonry Design for Buildings”.

3. Hollow concrete masonry units shall be of sizes shown on drawings and shall conform to

C.S.A. Standard CAN3-A371-04 “Masonry Construction for Building” and CAN3-A165.1

Series 04 “CSA Standards on Concrete Masonry Units” specifications for hollow masonry

units. Individual compressive strength, based on net area, shall not be less than 17 MPa.

Assumed compressive strength of masonry (Pm) is 11 MPa.

Connector for masonry work shall conform to CAN3-A370-04 “Connectors for Masonry”

and conform to the seismic load specified in 4.1.9. (15) V.B.B.L. #8057 Sp=15

4. Mortar for masonry units shall conform to B.C. Building Code type 'S' with a minimum 28

day strength of 12 MPa.

5. Fill cells containing reinforcement with 20 MPa concrete, maximum 10mm (3/8”)

aggregates and 150mm (6”) slump. Rod concrete to completely fill cells.

6. Anchor all masonry walls to concrete wall at bottom of wall lift by:

- 15mm dowels @ 800 (32”) o.c. or

- 15mm (5/8”) diameter threaded inserts with 15mm treaded dowels or

- Dovetail anchors or

- By other means with approval of the Structural Engineer.

7. All masonry walls shall be reinforced as follows:

Horizontal: Bond beams @ 1200mm (4'-0”) o.c. reinforced with one 15mm bar plus

#9 gauge standard truss wall reinforcing @ 400mm (16”) o.c..

Vertical: One 15mm bar @ 800mm (32”) oc. Lapping 450mm (18”) with anchor

dowels.

8. Provided two vertical reinforcing bars at the edge of all jambs and discontinuous walls. Fill

end cell with concrete.

9. Provide 200mm (8”) bond beams over all openings 1200mm (4'-0”) or less in width,

reinforced with two 15mm bars at bottom, extending 200mm (8”) minimum past each side

of opening unless noted otherwise.

10. Provide 400mm (16”) lintels for opening larger than 1200mm (4'-0”) or less in width

reinforced with two 15mm bars at bottom, extending 200mm (8”) minimum past each side

of opening unless noted otherwise.

11. Fill bond beams and lintels with 20 MPa concrete. All joints shall be flush, full bed joints.

Cells to be reinforced and grouted shall be kept clear of all mortar.

12.The masonry Contractor shall be responsible for the temporary bracing of the masonry

wall during constructions period.

1. Dowels anchoring walls are to extend 450mm (18”) minimum into masonry walls and cells

containing dowels are to be grouted or to have concrete filled to depth of the dowels.

2. Maximum total pour height to be 4m (13'-0”) at each time. Provide clean out at the bottom

of all reinforced cores for pours over 1.5m (5'-0”).

DIVISION 6;

H. SAWN-TIMBER

1. All structural timber to be stamped by the manufacturer to indicate the grade.

2. Joists, built-up beams, built-up columns and stud framing are to be KD-SPF species #2

grade or better.

3. Solid sawn timber columns and beams are to be D. FIR species, #1 grade or better unless

noted otherwise.

4. All sawn timber beams, joists, sill plates, and columns (such as open drip-deck and

trellises) shall be pressured treated with preservatives when exposed to direct wet weather

(not waterproof) or when it comes into direct contact with concrete as per C.S.A. 080.15.

All metal connectors (such as nails, bolts, anchor bolts, holdowns, steel straps, column

caps and bases, and etc.) for pressure treated wood using CCA treatment shall be

continuous hot-dip galvanized (HDG) connectors with minimum zinc coating of 0.90 oz/ft2.

All metal connectors (such as nails, bolts, anchor bolts, holdowns, steel straps, column

caps and bases, and etc.) for pressure treated wood using ACQ treatment shall be

continuous STAINLESS STEEL connectors.

H.1 Framing

1.All framing, nailing and bridging and other framing details are to conform to the V.B.B.L.

#8057 and general good workmanship practices.

2. Standard approved joist hangers to be used for all flush framing. At the time of framing

inspection, the Contractor shall supply manufacturer's specifications confirming model

number and capacity of all hangers.

H.2 Beams

1. All opening (exterior and interior) are to be spanned by double joists header unless noted

otherwise.

Headers are to be supported at each side by double cripples (see Detail 6 on drawing

S-2) of the wall, unless noted otherwise.

Partition walls running parallel over joists are to be supported with double joists unless

noted otherwise.

2. Nail built-up beams with 3 rows of 2 ½” common nails at 12” o.c..

Studs supporting built-up beams shall have the same thickness, or the equivalent

number of laminations as in the built-up beam, unless noted otherwise.

H.3 Studs, Posts, and Built-up Columns

1. Unless noted otherwise, all basement load bearing walls are 2x6 studs @ 16” o.c..

2. Built-up beams and columns are to be laminated from continuous material:

2x4 built-up posts are to be nailed with 2 staggered rows of 2 ½” common nails,

each row at 18” o.c..

2x6 posts are to be nailed with 2 rows 2 ½” common nails at 9” o.c..

3. Post and columns are to be continuous to the foundation, typically with post caps and

anchors, unless noted otherwise.

H.4 Sheathing

1. Unless noted otherwise:

Floor sheathing shall be:

- 5/8” plywood of exterior grade T&G, for floor framing equal or less than 19.2” o.c.

U.N.O., and

- 3/4” T&G plywood for floor framing @ 24” o.c.

Roof sheathing shall be:

- 1/2” plywood exterior grade for slope roof

- 5/8” plywood exterior grade for flat roof

Interior wall sheathing (where indicated on plan) shall be:

- Min. 3/8” plywood nailed as per note 2.

- Wall top plates should be fastened to floor joists or blocking w/Simpson's A35

framing anchors per Detail 10 on Drawing S-2.

2. Plywood panels shall be laid staggered and fastened to supports with:

Blocking requirements:

*Exterior wall taller than 8'0” should be blocked at all panel edges with 2x4 on flat.

**Interior shear walls should be blocked at all panel edges.

3. OSB of greater thickness may be used in place of plywood for interior shear walls only.

OSB wall sheathing shall be exterior grade conforming to C.S.A. 0437.0.

I. PRE-ENGINEERED WOOD PRODUCT

1.1Manufactured Beams (ML, PSL) and Joists

1. Manufactured beams and joists shall be manufactured in conformance to CAN/C.S.A.

-086-01, and shall be protected from moisture, handled and installed according to

manufacturer's details and instructions.

2. Where products are different than the plan specification, the Contractor shall submit

designs and shop drawings for review prior to installation, and written assurance sealed

by a Professional Engineer registered in B.C., verifying their design and installation.

3. Shop drawings (indicating member sizes, stress grades, design loads, rim material,

hanger sizes; and point load blocking locations) sealed and signed by a professional

Engineer registered in the Province of B.C., shall be submitted to the Structural Engineer

PRIOR to fabrication of the members. Floor framing layouts as indicated on the

respective floor plans may not be altered without approval of the Structural Engineer.

6. Design trusses to conform to:

V.B.B.L. #8057(Basic roof snow load factor of 0.8 (80%))

7. The Specified Hourly Wind Pressure p shall be 11.5 psf (1/30 yr). Wind holdowns shall be

provided by a truss fabricator.

8. All trusses shall be designed with pin bearing on one side and roller bearing on the other,

with a maximum horizontal movement of 0.75” under 1.33 LIVE plus DEAD LOAD

condition.

9. Truss supplier to provide all necessary hardware for truss connections, including but not

limited to hangers, bearing brackets, holdowns and specialty nails.

10. All hip and valley lines including roof lines and ceiling lines shall be blocked solid with 2x4

on edges so that sheathing can be secured properly as per specification or as per building

code

4. Laminating beams, unless noted otherwise:

Up to three 1 3/4” wide plies beams may be nailed with 3 rows of 3 1/2” common nails at

12” o.c., each side.

Four plies shall be bolted with 2 rows of 1/2” diameter bolts, each row at 12” o.c.,

staggered rows.

Refer to manufacturer's guides for more detailed built-up instructions.

Consult with Structural Engineer before drilling or cutting beams.

5. The truss manufacturer to provide a letter, signed and sealed by a Professional Engineer

registered in the Province of B.C., confirming the proper installation of the trusses.

DIVISION 9;

J.HAND RAILS

1. All hand rails and guard rails shall be constructed to conform to Part 9 of the applicable

building code. Otherwise, they shall be designed by a Professional Engineer registered in

the Province of B.C., conforming to the latest edition of V.B.B.L. #8057 Part 4.4.1.10.

2. Shop drawings indicating member sizes, design, materials, and stress grade of material;

sealed by a Professional Engineer registered in the Province of B.C., shall be submitted to

the Structural Engineer for review.

3. At the completion of the hand rails and guard rails erection, the fabricator is to supply a letter,

signed and sealed by a Professional Engineer registered in the Province of B.C., certifying

that the hand rails and guard rails connections have been designed in accordance with the

latest edition of the V.B.B.L. #8057 and that the hand rails and guard rails have been erected

in accordance with the fabricator's drawings.

Nailing Pattern

Panel Edges

Intermediate

Supports

2 1/2"

common nails

(0.128" Ø)

2 1/2"

common nails

(0.128" Ø)

2 1/2"

common or

power nails

(0.128" Ø)

Application

Roof

Floor

6" o.c.

6" o.c.

6" o.c.

4" o.c.

12" o.c.

12" o.c.

Exterior* wall

-2nd and 3rd

Floor (if exist)

-Main Floor &

Basement

Interior**

Shear Wall

6" o.c. 4" o.c.

6" o.c. for

unblocked

edges

12" o.c. for

blocked edges

See planSee planSee plan

4" o.c. 3" o.c.