26346_S2.0 Main Floor Plan

1. THE CONTRACTOR SHALL EXAMINE ALL CONTRACT DOCUMENTS,

CHECK DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE

ENGINEER FOR CLARIFICATION PRIOR TO COMMENCING

CONSTRUCTION. DISCREPANCIES NOT REPORTED ARE THE

RESPONSIBILITY OF THE CONTRACTOR. CHECK AND VERIFY ALL

DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE

COMMENCING WITH ANY WORK. NOTIFY THE ARCHITECT OF ANY

ERRORS OR OMISSIONS.

2. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE

ARCHITECTURAL DRAWINGS

3. TEMPORARY SUPPORT AND TEMPORARY AND PERMANENT

BRACING OF LOAD BEARING AND NON-LOAD BEARING ELEMENTS

DURING CONSTRUCTION TO RESIST DEAD, LIVE AND

CONSTRUCTION LOADS IS THE RESPONSIBILITY OF THE

CONTRACTOR. DESIGN OF THE TEMPORARY SUPPORTS IS THE

RESPONSIBILITY OF THE CONTRACTOR.

4. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED

"ISSUED FOR CONSTRUCTION".

5. THE GENERAL CONTRACTOR SHALL PROVIDE SHOP DRAWINGS

FOR REVIEW BY THE ENGINEER OF RECORD. ALLOW ADEQUATE

TIME FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO

FABRICATION OR ERECTION. SHOP DRAWINGS SHALL BE

REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO

SUBMISSION FOR REVIEW BY THE ENGINEER OF RECORD. SHOP

DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE PROJECT PROVINCE OR STATE OF

JURISDICTION. THE SHOP DRAWING ENGINEER SHALL ENSURE

THAT THE FABRICATION AND ERECTION OF THESE ELEMENTS ARE

IN ACCORDANCE WITH THEIR DESIGN AND THAT THE DESIGN IS IN

ACCORDANCE WITH ALL RELEVANT CODES AND REGULATIONS.

SHOP DRAWINGS SHALL BE SUPPLIED FOR REVIEW FOR THE

FOLLOWING BUT NOT LIMITED TO:

* REINFORCING STEEL FOR CONCRETE

* STRUCTURAL STEEL SHAPES AND PLATES

* TIMBER

* ENGINEERED WOOD PRODUCTS

6. ALL DESIGN TO CONFORM TO THE ABC 2006, AND ALL

OTHER APPLICABLE CODES AND PRACTICES AND BEST PRACTICES.

7. FIELD REVIEWS:

NOTIFY THE ENGINEER 48 HOURS IN ADVANCE FOR FIELD

REVIEWS AND APPROVAL OF THE FOLLOWING:

* CONCRETE REINFORCEMENT BEFORE EACH CONCRETE POUR

* STRUCTURAL STEEL BEFORE COVERING UP

* WOOD FRAMING BEFORE COVERING UP

8. DO NOT SCALE FROM THESE DRAWINGS.

9. THE DESIGN HAS BEEN PREPARED BASED ON THE ASSUMPTION

THAT THE OWNER AND/OR OPERATOR HAS A SITE SAFETY PLAN

IN PLACE TO ADDRESS AND MITIGATE SAFETY HAZARDS, BOTH

COMMON AND SPECIFIC TO THIS PROJECT

GENERAL

ABBREVIATIONS

AIFB ASPHALT IMPREGNATED

FIBRE BOARD

ALT. ALTERNATE

ARCH. ARCHITECTURAL

B.C.E. BOTTOM CHORD

EXTENSION

BLL BOTTOM LOWER LAYER

BUL BOTTOM UPPER LAYER

BM. BEAM

BOT. BOTTOM

BPO BAR PLACING ORDER

BTWN BETWEEN

BRG. BEARING

CANT. CANTILEVER

C.J. CONTROL JOINT

CL. CENTER LINE

CLR. CLEAR

COL. COLUMN

CONC. CONCRETE

CONT. CONTINUOUS

C.P. COMPLETE

PENETRATION

C/W COMPLETE WITH

DET DETAIL

D.L. DEAD LOAD

D.O. DO OVER (DITTO)

DP. DEEP

DWG. DRAWING

DWLS DOWELS

E.E. EACH END

E.F. EACH FACE

ELEC. ELECTRICAL

EL. ELEVATION

ELEV. ELEVATION

E.S. EACH SIDE

E.W. EACH WAY

EXIST. EXISTING

EX EXTRA

EXT. EXTERIOR

F.D. FLOOR DRAIN

F.S. FAR SIDE

FTG FOOTING

GALV. GALVANIZED

G.L. GRID LINE

H.1.E. HOOK ONE END

H.2.E. HOOK 2 ENDS

H.D.G. HOT DIPPED GALVANIZED

HOR. HORIZONTAL

HORIZ. HORIZONTAL

I.F. INSIDE FACE

INT. INTERIOR

JT. JOINT

LG. LONG

L.L. LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

L.V. LENGTH VARIES

L.W. LONG WAY

MAX. MAXIMUM

MECH. MECHANICAL

MIN. MINIMUM

N.I.C. NOT IN CONTRACT

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

O/C ON CENTRE

O.F. OUTSIDE FACE

OPP. OPPOSITE

OWSJ OPEN WEB STEEL JOIST

PLA POINT LOAD ABOVE

P/T PRESSURE TREATED

R.D. ROOF DRAIN

REINF. REINFORCING

R/W REINFORCED WITH

S.D.L. SUPERIMPOSED DEAD

LOAD

SIM. SIMILAR

S.O.G. SLAB ON GRADE

STAG. STAGGERED

STIR. STIRRUP

S.W. SHORT WAY

TEMP. TEMPERATURE

REINFORCING

THK. THICK

THRU THROUGH

T.J. TIE JOIST

TLL TOP LOWER LAYER

T.O. TOP OF

T.O.C. TOP OF CONCRETE

T.O.S. TOP OF STEEL/SLAB

TUL TOP UPPER LAYER

TYP. TYPICAL

T & B TOP AND BOTTOM

T & G TONGUE AND GROOVE

U.N.O. UNLESS NOTED

OTHERWISE

U/S UNDERSIDE

VERT. VERTICAL

WT. WALL THICKNESS

W.P. WORK POINT

DESIGN CODE : (ABC 2006)

IMPORTANCE FACTOR (Is) = 1

ROOF

DEAD LOADS:

ROOFING , FRAMING & INSULATION --------------------------- 0.47 kPa

CEILING, MECHANICAL & ELECTRICAL ------------------------ 0.25 kPa

TOTAL DEAD LOADS ------------------------------------------------- 0.72 kPa

ENVIRONMENTAL LOADS:

DESIGN SNOW LOAD (Ss) ------------------------------------------ 2.00 kPa

RAIN LOAD (Sr) --------------------------------------------------------- 0.10 kPa

SEISMIC DATA:

Sa(0.2) = 0.095

Sa(0.5) = 0.057

Sa(1.0) = 0.026

Sa(2.0) = 0.014

PGA = 0.05

DESIGN DATA

STEEL

1. PROVIDE STRUCTURAL STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM

STANDARD A 992/ A992M. THE FOLLOWING SHOULD HAVE GRADES

MINIMUM OF:

* STRUCTURAL SHAPES GRADE 350W

* HOLLOW STRUCTURAL SECTIONS GRADE 350W CLASS 'C'

* COLUMN BASE PLATES GRADE 300W

* MISCELLANEOUS PLATES GRADE 260W

* PIPE SECTIONS ASTM A53, 241 MPa

WELDING

1. WELDING TO BE METAL ARC WELDING TO CSA W59 BY WELDERS

APPROVED BY THE CANADIAN WELDING BUREAU TO REQUIREMENTS

OF CSA W47.1. CERTIFICATE TO BE MADE AVAILABLE UPON REQUEST

2. WELD REINFORCEMENT STEEL TO CSA W186.

HARDWARE

* BOLTS: ASTM A307, A325, A325M, A490, A490M OR

F182.

* THREADED ROD: ASTM A307

* LAG BOLTS: ASTM A307

* DRIFT PINS: ASTM A307 OR CSA/CAN-G40.21 300W

* SCREWS: GRK RSS, SFS INTEC BLUE MAX OR SPAX

* WASHERS: MALLEABLE CAST IRON

* SPLIT RINGS: 2 1/2"Ø OR 4"Ø AS SPECIFIED

* SHEAR PLATES: ASTM A47 GRADE 32510

* STEEL ROD: ASTM A449 OR ASTM A307

CUSTOM HARDWARE

1. FABRICATE TO CAN/CSA S16.01

2. PROVIDE STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM STANDARD A 992/

A992M. THE FOLLOWING SHOULD HAVE GRADES MINIMUM OF;

STRUCTURAL SHAPES: 350W

HOLLOW STRUCTURAL SECTIONS 350W

COLUMN BASE PLATES 300W

MISCELLANEOUS PLATE 260W

PIPE SECTIONS ASTM A53, 241W

3. HOT DIP GALVANIZE ALL HARDWARE PERMANENTLY EXPOSED TO

WEATHER OR WHERE STAINING OF THE TIMBER IS A CONCERN. ALL

FINISHES TO CLIENT OR ARCHITECTS SPECIFICATIONS.

MATERIAL SPECIFICATIONS

1. FABRICATE AND ERECT STRUCTURAL STEEL TO CSA S16.1.

2. DESIGN OF CONNECTIONS BY STEEL FABRICATOR UNLESS DETAILED ON

THE DRAWINGS. USE MIN. 2 BOLTS PER CONNECTION AND DESIGN FOR

BEARING CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR

PLANE.

3. ANCHOR BOLTS TO ASTM A36 OR A307 UNLESS NOTED. OTHERWISE

STRUCTURAL BOLTS AND NUTS TO ASTM A325 OR A325M-89. TIGHTEN

ALL BOLTS WITH AN IMPACT WRENCH.

4. PROVIDE A CONTINUOUS 35 MPa GROUT BED BENEATH BASE PLATES

AND OTHER CONNECTIONS BEARING ONTO CONCRETE.

5. FRAME OPENINGS IN STEEL DECK GREATER THEN 450mm WITH L90x90x6

MINIMUM.

6. SHOP COAT STEEL SURFACES INTENDED FOR HEATED INTERIOR AREAS

WITH ONE COAT OF PRIMER TO CISC/CPMA 1-73A. USE ONE COAT OF

CGSB 1-GP-40 PRIMER FOR ALL STEEL SURFACES EXPOSED DIRECTLY

TO THE WEATHER AND FOR STEEL IN UNHEATED BUT COVERED AREAS

SUCH AS CANOPIES. PRIMERS MAY BE EXCLUDED ONLY WHERE

SPRAYED FIREPROOFING IS SPECIFIED OR SPECIFICALLY APPROVED BY

THE OWNER AND THE ENGINEER.

7. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE

APPROVAL PRIOR TO FABRICATION. SHOW ALL DETAILS, INCLUDING

FIELD WELDS, AND MATERIAL SPECIFICATIONS. SHOP DRAWINGS TO BE

SEALED BY A PROFESSIONAL ENGINEER FOR DESIGN OF

CONNECTIONS.

8. PROVIDE 10mm THICK BEARING STIFFENERS EACH SIDE OF WEB OR TO

ONE SIDE OF CHANNEL WEB CENTERED OVER THE SUPPORT WHERE

BEAM OR CHANNEL PASSES OVER THE SUPPORT.

9. OPEN WEB STEEL JOIST SEATS TO BE 65mm DEEP WITH 100mm

MINIMUM BEARING UNLESS OTHERWISE NOTED.

10. MISCELLANEOUS STEEL NOT DETAILED ON THE DRAWINGS SUCH AS

STAIRS, RAILINGS, AWNINGS, AND NON-STRUCTURAL ARCHITECTURAL

STEEL SHALL BE DETAILED TO RESIST LOADS AND OTHER EFFECTS TO

THE REQUIREMENTS OFTHE GOVERNING BUILDING CODE.

11. WELDING TO BE METAL ARC WELDING TO CSA W59-03 BY WELDERS

APPROVED BY THE CANADIAN WELDING BUREAU TO THE

REQUIREMENTS OF CSA W47.1.

12. WELD REINFORCEMENT STEEL TO CSA W185. USE WELDABLE

REINFORCEMENT TO CSA G30.18 GRADE 400.

13. MINIMUM SIZE OF FIELD WELD, 2mm LESS THAN THE THICKNESS OF

THE MATERIAL BUT NOT LESS THAN 6mm.

14. TOUCH UP ALL FIELD WELDS WITH PRIMER AFTER SLAG HAS BEEN

REMOVED.

15. OPEN WEB STEEL JOIST (OWSJ) NOTES:

* PROVIDE 65mm DEEP JOIST SEAT U.N.O.

* PROVIDE A MINIMUM OF 65mm BEARING U.N.O.

* SELF WEIGHT OF OWSJ IS INCLUDED IN THE DEAD LOADS

SPECIFIED.

* T.J. INDICATES A BOTTOM CHORD EXTENSION REQUIRED TO

CONNECT TO AN ADJACENT COLUMN.

16. METAL DECK TO BE 38mm PROFILE x 0.762 THK. GALVANISED BUTTON

CLINCH SIDE LAPS @400 O.C.

17. FLAME APPLIED GALVANIZING TO BE USED WHERE SHOP GALVANIZING

HAS BEEN COMPROMISED.

18. STEEL COLUMNS MAY ONLY BE CALLED UP AT THE BASE OF THE COLUMN

AND REFERRED TO AS 'SC' ON PLANS ABOVE.

19. CONTINUOUS COLUMNS TO BE BLOCKED AT ALL FLOOR PENETRATIONS.

STRUCTURAL STEEL

WIND LOADS: HOURLY WIND PRESSURE (1/50) ---------------------- 0.40 kPa

DRAWING LIST

S1.0

GENERAL NOTES

S2.0

MAIN FLOOR PLAN

S2.1

CEILING PLAN

S3.0

SECTIONS AND DETAILS

Site Class : C (ASSUME)

PRODUCT GEOMETRIES MUST MET OR EXCEED THE MINIMUM PROPOSED BY THE

STEEL STUD MANUFACTURES ASSOCIATION FOR INDUSTRY STANDARDIZATION.

FOR SSMA DESIGNATIONS SEE TABLE BELOW.

COLD-FORMED METAL PRODUCT IDENTIFICATION

MEMBER SECTION TABLE

SSMA

IDENTIFICATION

FLANGE

WIDTH

SECTION

S-SECTION

(STUDS)

S137

S162

S200

S250

1

3

8

"

1

5

8

"

2"

2

1

2

"

T-SECTION

(TRACKS)

T125

T200

2

1

4

"

2"

MEMBER THICKNESS TABLE

MIN.

DELIVERED

THICKNESS

MILS

0.0329"

0.0428"

0.0538"

0.0677"

0.0966"

0.1180"

GAUGE

33

43

54

68

97

118

20

18

16

14

12

10

DESIGN

THICKNESS

0.0346"

0.0451"

0.0566"

0.0713"

0.1017"

0.1242"

S1252

1

4

"

MEMBER

DEPTH

SSMA

IDENTIFICATION

3

5

8

"

MEMBER DEPTH

(WEB SIZE) TABLE

6"

8"

10"

362

600

800

1000

SSMA

PRODUCT IDENTIFICATION

800S162-43 (50ksi)

MEMBER

DEPTH

SHAPE

FLANGE WIDTH

MIL THICKNESS

YIELD STRENGTH

(IF GREATER

THAN 33ksi)

USED STEEL STUDS "SCAFCO" OR APPROVED EQUIVALENT

2

1

2

"

250

3

1

2

"

350

S : STUD OR JOIST

T : TRACK

U : CHANNEL

F : FURRING

S2.2

ROOF FRAMING PLAN

S3.1


S3.2


S3.3


S1.0

#1, 6325 - 12 St SE, Calgary, AB T2H 2K1

Calgary Office 403 254 0544

GENERAL NOTES

9

S3.1



9

B1

S

C

2

S

C

2

S

C

2

B

1

B

1

B

1

B

1



9

T

Y

P

.

B2 B2



SE

E A

RC

H.



26346_S2.0 Main Floor Plan

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