general structural notes geotechnical notes concrete structural steel · 2018-02-21 · general...

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GENERAL STRUCTURAL NOTES

1. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, LANDSCAPE,

MECHANICAL AND ELECTRICAL DRAWINGS.

2. CHECK AND VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE

COMMENCING WITH WORK. NOTIFY PROTOSTATIX ENGINEERING CONSULTANTS (P.E.C.) OF ANY

DISCREPANCIES, ERRORS OR OMISSIONS.

3. DRAWINGS SHOW COMPLETED STRUCTURE ONLY. TEMPORARY SUPPORT AND BRACING FOR

CONSTRUCTION LOADING CONDITIONS IS THE RESPONSIBILITY OF THE CONTRACTOR.

4. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED “ISSUED FOR CONSTRUCTION”.

5. READ THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE SPECIFICATIONS AND OTHER

CONTRACT DOCUMENTS.

6. GENERAL CONTRACTOR TO VERIFY AND MARK ALL UNDERGROUND LINES AND RE-ENSURE THAT

NEW FOUNDATIONS DO NOT INTERFERE WITH ANY UNDERGROUND UTILITY LINES.

7. VERIFY AND LOCATE ALL EXISTING FOUNDATIONS AND COORDINATE WITH THE LOCATIONS OF

NEW FOUNDATIONS PRIOR TO COMMENCING WITH WORK.

8. ANY CLARIFICATIONS IN REGARDS TO STRUCTURAL DRAWINGS CONTACT THE ENGINEER ON

RECORD AND/OR ALEM PABLO.

SITE REVIEW

1. NOTIFY THE ENGINEER 48 HOURS IN ADVANCE FOR REVIEW OF THE FOLLOWING:

CONCRETE REINFORCEMENT BEFORE EACH POUR

STRUCTURAL STEEL BEFORE COVERING UP

STEEL DECKING BEFORE COVERING UP

P.E.C. PROVIDES FIELD REVIEW ONLY FOR THE WORK SHOWN ON THESE STRUCTURAL DRAWINGS.

THIS REVIEW IS NOT A “FULL-TIME” REVIEW BUT IS A PERIODIC REVIEW AT THE SOLE DISCRETION OF

P.E.C. IN ORDER TO ASCERTAIN THAT THE WORK IS IN GENERAL CONFORMANCE WITH THE PLANS

AND SUPPORTING DOCUMENTS PREPARED BY P.E.C. FIELD REVIEW BY P.E.C. IS NOT CARRIED OUT

FOR THE CONTRACTOR’S BENEFIT. IT REMAINS THE CONTRACTOR’S RESPONSIBILITY TO BUILD THE

WORK IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. P.E.C. SHALL NOT BE RESPONSIBLE

FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUB-CONTRACTOR, OR ANY OTHER PERSONS

PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK

IN ACCORDANCE WITH THE CONTRACTOR DOCUMENTS.

P.E.C. WILL REVIEW SHOP DRAWINGS PERTAINING TO WORK SHOWN ON P.E.C.’S DRAWINGS. THE

EXTENT OF THIS REVIEW IS AT THE SOLE DISCRETION OF P.E.C.’S ENGINEER AND IS FOR THE SOLE

PURPOSE OF ASCERTAINING GENERAL CONFORMANCE WITH THE STRUCTURAL DESIGN CONCEPT.

THE REVIEW IS NOT AN APPROVAL OF THE DESIGN, DETAILS AND DIMENSIONS INHERENT IN THE

DESIGNS SUBMITTED BY OTHERS. SUCH REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF HIS

RESPONSIBILITY FOR ERRORS AND OMISSIONS IN THE SHOP DRAWINGS OR FOR MEETING ALL

REQUIREMENTS OF THE CONTRACT DOCUMENTS.

NON-STRUCTURAL ELEMENTS

1. “NON STRUCTURAL” ELEMENTS OR “SECONDARY STRUCTURAL” ELEMENTS ARE NOT THE

RESPONSIBILITY OF P.E.C. AND ARE TO BE DESIGNED BY OTHERS. A PROFESSIONAL

ENGINEER’S SEAL MAY BE REQUIRED FOR SOME OR ALL SUCH ELEMENTS. “NON

STRUCTURAL” ELEMENTS OR “SECONDARY STRUCTURAL” ELEMENTS, IF APPEARING ON

P.E.C.’S DRAWINGS, ARE FOR INFORMATION AND / OR COORDINATION ONLY. DESIGN ALL “NON

STRUCTURAL” ELEMENTS OR “SECONDARY STRUCTURAL” ELEMENTS IN ACCORDANCE WITH

THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE PROJECT

SPECIFICATIONS.

2. EXAMPLES OF NONSTRUCTURAL ELEMENTS INCLUDE, BUT ARE NOT LIMITED TO:

A. ARCHITECTURAL COMPONENTS SUCH AS GUARDRAILS, HANDRAILS FLAG POSTS,

AWNINGS, CEILINGS, MILLWORK ETC.

B. LANDSCAPE ELEMENTS SUCH AS BENCHES, LIGHT POSTS, PLANTERS, ETC.

C. CLADDING, GLAZING, WINDOW MULLIONS, PARTITION WALLS.

D. ARCHITECTURAL PRECAST, PRECAST CLADDING.

E. SKYLIGHTS.

F. MECHANICAL AND ELECTRICAL EQUIPMENT, COMPONENTS AND THEIR ATTACHMENT

DETAILS.

G. WINDOW WASHING EQUIPMENT AND THEIR ATTACHMENTS.

H. ESCALATORS, ELEVATORS AND CONVEYING SYSTEMS.

I. BRICK OR BLOCK VENEERS AND THEIR ATTACHMENTS.

J. NON STRUCTURAL CONCRETE TOPPINGS.

3. SHOP DRAWINGS FOR NON STRUCTURAL ELEMENTS WHICH MAY AFFECT THE PRIMARY

STRUCTURAL SYSTEM SHALL BE SUBMITTED TO P.E.C. THESE DRAWINGS WILL BE REVIEWED

ONLY FOR THE EFFECT OF THE ELEMENT ON THE PRIMARY STRUCTURAL SYSTEM.

4. PERIMETER STEEL FRAMING HAS BEEN DESIGNED TO L/240 TOTAL LOAD DEFLECTION - U.N.O.

5. ROOF BEAMS AND JOISTS HAVE BEEN DESIGNED TO L/240 TOTAL LOAD DEFLECTION - U.N.O.

6. EXPECTED SLAB ON GRADE MOVEMENT TO BE +/- 1". CONFIRM WITH GEOTECHNICAL REPORT.

GEOTECHNICAL NOTES

1. GEOTECHNICAL REPORT BY SHELBY ENGINEERING HAS BEEN PREPARED

FOR THE PROJECT. THE REPORT IS DATED JANUARY, 2009 AND TITLED

"PROPOSED COMMERCIAL DEVELOPMENT OF THE SUNWAPTA INDUSTRIAL

LANDS FILE No. 103,719".

2. REFER TO FOUNDATION PLAN FOR ADDITIONAL NOTES REGARDING THE

APPLICABLE FOUNDATION SYSTEM.

3. LATERAL SOIL PRESSURE ON WALLS INCLUDING SURCHARGE SHALL BE AS

FOLLOWS. UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT.

4. ALL BACKFILL MATERIALS AND BACKFILL INSTALLATION SHALL BE

REVIEWED BY A GEOTECHNICAL ENGINEER TO ENSURE COMPLIANCE WITH

THE RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL REPORT.

5. EXCAVATION REQUIREMENTS SHALL BE REVIEWED AND APPROVED BY A

GEOTECHNICAL ENGINEER PRIOR TO PROCEEDING WITH WORK.

6. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DAMP

PROOFING OR WATER STOP REQUIREMENTS.

7. FOR GROUND ELEVATIONS AND DRAINAGE SLOPES, SEE ARCHITECTURAL

DRAWINGS.

0.6 x (125 lbs/ft³ x H + 250 psf)

GRADE150 psf

FILL AND COMPACTION AS PERTHE GEOTECHNICAL REPORT

(PILES) FOUNDATION (OPTION 1)

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT STATED

ABOVE. REFER TO THE REPORT FOR ANY PARTICULARS AS TO SOIL

CONDITION AND FOUNDATION RECOMMENDATIONS.

2. ENSURE THAT THE REQUIREMENTS OUTLINED IN THE GEOTECHNICAL

REPORT ARE READ AND UNDERSTOOD PRIOR TO COMMENCING WITH

FOUNDATION WORK.

3. CONCRETE CAST-IN PLACE PILES HAVE BEEN DESIGNED ON THE BASIS OF

THE FOLLOWING CAPACITIES:

DEPTH BELOW GRADE SKIN FRICTION (FACTORED)

0 - 5’-0” 0 psf

5’-0” - 18’-0” 480 psf

18’-0” + 665 psf

4. PRIOR TO PLACING CONCRETE FOR PILE FOUNDATIONS, BEARING STRATA

FOR PILES SHALL BE INSPECTED BY A GEOTECHNICAL CONSULTANT TO

CONFIRM THEIR LOAD CARRYING CAPACITY IN WRITING PRIOR TO

COMMENCING WITH WORK. P.E.C. IS NOT RESPONSIBLE FOR CONFIRMING

FOUNDATION CAPACITIES OF SOIL.

5. PILE LENGTHS SHOWN ARE NOT FINAL AND MAY VARY ACCORDING TO SITE

CONDITIONS. LENGTH OF PILE SHALL BE AT THE DISCRETION OF THE

GEOTECHNICAL CONSULTANT. EXTEND ALL PILES TO A BEARING LAYER

APPROVED BY THE GEOTECHNICAL ENGINEER. INFORM P.E.C. OF ALL SUCH

CASES PRIOR TO CONSTRUCTION.

6. TIE ALL DOWELS AND ANCHOR BOLTS IN PLACE BEFORE POURING

CONCRETE USE TEMPLATES TO ENSURE CORRECT PLACEMENT. NO WET

SETTING ALLOWED.

7. PILES SHALL BE PLACED WITH THE FOLLOWING TOLERANCES:

• NOT MORE THAN 2% OF ITS LENGTH OUT OF PLUMB VERTICALLY.

• NOT MORE THAN 2” OFF CENTER AT THE TOP.

8. PROVIDE CASING AS REQUIRED.

9. PROVIDE A SEPARATE PRICE FOR FULL CASING OF ALL PILES.

10. PROVIDE A UNIT RATE FOR CASING OF ALL PILE DIAMETERS SHOWN ON

DRAWINGS.

11. FOR ADDITIONAL NOTES AND REQUIREMENTS SEE SPECIFICATIONS.

12. EXTEND PILE REINFORCEMENT FOR FULL LENGTH OF PILE.

13. VERIFY AND MARK ALL UNDERGROUND LINES AND RE-ENSURE THAT NEW

PILE LOCATIONS DO NOT INTERFERE WITH ANY UNDERGROUND UTILITY

LINES.

14. VERIFY AND LOCATE ALL EXISTING FOUNDATIONS AND COORDINATE WITH

THE LOCATIONS OF NEW FOUNDATIONS PRIOR TO COMMENCING WITH

WORK.

SHORING OF EXCAVATIONS

1. SHORING IS NOT UNDER P.E.C.’S SCOPE OF WORK AND SHALL BE DESIGNED BY

OTHERS.

2. DESIGN SHALL BE BASED ON THE CRITERIA RECOMMENDED IN THE SOILS

REPORT AND SHALL BE TO CITY STANDARDS OR THE APPLICABLE GOVERNING

AUTHORITY.

3. WHERE REQUIRED, SHORING CONTRACTOR TO OBTAIN ALL NECESSARY

APPROVALS FOR INSTALLATION OF TIE-BACK ANCHORS OUTSIDE THE

INDICATED PROPERTY LINE. CONTRACTOR SHALL ESTABLISH THE LOCATION

AND EXTENT TO UNDERGROUND UTILITY LINES WHERE INTERFERENCE WITH

EXCAVATION / SHORING OPERATIONS ARE POSSIBLE TO OCCUR.

4. EXAMINE THE SITE PLAN FOR EXISTING GRADE ELEVATIONS. CONTRACTOR TO

DETERMINE EXTENT OF SHORING REQUIRED AND SURCHARGE REQUIREMENTS

FROM SITE CONDITIONS. DESIGN FOR A MINIMUM OF 200 psf SURCHARGE.

5. SOLDIER PILE LOCATIONS TO BE REVIEWED FOR MINIMUM INTERFERENCE TO

COLUMNS, WALLS AND REINFORCEMENT. MAKE PROVISIONS IN ALL EMBEDDED

PLATES TO ALLOW FOR THE CONTINUITY OF WALL REINFORCING.

CONCRETE

1. CONCRETE TO CONFORM TO THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE

PROJECT SPECIFICATIONS BEING NORMAL WEIGHT MEETING THE FOLLOWING REQUIREMENTS / THE

REQUIREMENTS IN THE SPECIFICATIONS.

2. ADMIXTURES CONTAINING CALCIUM CHLORIDE ARE NOT PERMITTED.

3. SUPERPLASTICIZING ADMIXTURE IS PERMITTED TO ALLOW PUMPING OR IMPROVE SURFACE FINISHING

OF CONCRETE. SUPERPLASTICIZING TO BE IN STRICT ACCORDANCE WITH THE CONCRETE SUPPLIER’S

RECOMMENDATIONS.

4. FOR FLOOR SLABS, DESIGN THE CONCRETE MIXTURE WITH AGGREGATE GRADING AND WATER TO

CEMENTING MATERIALS RATIO THAT MINIMIZES SHRINKAGE.

5. REJECT ALL CONCRETE WHEN TIME BETWEEN BATCHING AND PLACING EXCEEDS TWO HOURS.

6. DO NOT ADD WATER TO THE CONCRETE ON SITE UNLESS AUTHORIZED BY THE CONCRETE SUPPLIER.

7. PROTECT CONCRETE FROM ADVERSE WEATHER CONDITIONS IN ACCORDANCE WITH THE ALBERTA

BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE PROJECT SPECIFICATIONS.


CONCRETE STRENGTH AND MIX SPECIFICATIONS

EXPOSURECLASS

USE CEMENTTYPE

MIN.STRENGTH

SLUMP MAX. AGG.SIZE

W/CRATIO

AIRENTRAINMENT

S-1

N

C-1

C-1

S-1

PILES, FOOTINGS, PILE CAPS, PIERS, FOUNDATIONWALLS, RETAINING WALLS AND GRADE BEAMS

INTERIOR SLABS ON GRADE

STOOPS (STRUCTURAL OR ON GRADE)

SIDEWALKS, CURBS AND GUTTERS, SPLASH PADSAND SUMP PITS

UNDERGROUND ENCASING FOR ELECTRICAL DUCTBANKS, CONDUITS AND MECHANICAL DUCTS

HS

GU

GU

GU

HS

3"±3/4"

3"±3/4"

3"±3/4"

3"±3/4"

3"±3/4"

3/4"

3/4"

3/4"

3/4"

3/4"

0.40

0.55

0.40

0.40

0.40

4% - 7%

5% - 8%

5% - 8%

4% - 7%

NONEREQUIRED

35 MPa @28 DAYS

35 MPa @28 DAYS

35 MPa @28 DAYS

35 MPa @28 DAYS

25 MPa @28 DAYS

CONCRETE FORMWORK

FORM WORK TO CONFORM TO THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE

PROJECT SPECIFICATIONS.

1. REFER TO ARCHITECTURAL DRAWINGS FOR CHAMFERS ON CORNERS OF COLUMNS, BEAMS AND

WALLS. USE 3/4” x 3/4” FORMED CHAMFERS ON EXPOSED CORNERS UNLESS OTHERWISE SHOWN ON

DRAWINGS / ARCHITECTURAL DRAWINGS. REFER TO SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

2. VOID FORM MATERIALS SHALL BE DYNAVOID (40144) OR EQUIVALENT.

3. REBAR SHALL BE FREE OF RESIDUAL CEMENT PASTE AND FORM OIL.


REINFORCEMENT FOR CONCRETE

1. REINFORCED CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE ALBERTA


2. REINFORCING STEEL: BILLET-STEEL CONFORMING TO THE ALBERTA BUILDING CODE 2014 AND

STANDARDS AS NOTED IN THE PROJECT SPECIFICATIONS. ALL REINFORCING SHALL BE GRADE 400.

USE GRADE 400W WHERE WELDING IS NOTED.

3. BENDING, CUTTING AND PLACING OF REINFORCING STEEL SHALL CONFORM TO THE ALBERTA


4. WELDING SHALL CONFORM TO THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN

THE PROJECT SPECIFICATIONS.

5. MINIMUM REINFORCEMENT AS PER THE MINIMUM REQUIREMENTS NOTED BELOW.

6. REBAR SHALL BE FREE OF RESIDUAL CEMENT PASTE AND FORM OIL.

7. REINFORCED CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE ALBERTA


8. CONCRETE COVER TO REINFORCING STEEL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS

LISTED BELOW THAT RESULTS IN THE GREATER AMOUNT OF COVER.

CLEAR CONCRETE COVER SCHEDULE

9. SUBMIT TO P.E.C FOR REVIEW THE LOCATION OF ALL CONSTRUCTION JOINTS NOT SHOWN ON THE

DRAWINGS.

10 VERTICAL CONTROL JOINTS IN PERIMETER CONCRETE WALLS SHALL BE SPACED AT NO MORE

THAN 18’-0” O/C.

11. HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE MADE IN BEAMS UNLESS SHOWN ON THE

DRAWINGS.

12. SUBMIT TO P.E.C FOR REVIEW THE LOCATIONS OF ALL SLEEVES AND OPENINGS NOT SHOWN ON

THE DRAWINGS. P.E.C. WILL PROVIDE STRUCTURAL DETAILS UPON REQUEST.

13. SLEEVES SHALL NOT BE PLACED HORIZONTALLY ALONG OR VERTICALLY THROUGH BEAMS

UNLESS AUTHORIZED BY P.E.C.

MINIMUM REQUIREMENTSUNLESS OTHERWISE NOTED ON DRAWINGS

BAR EMBEDMENT AND LAP SPLICE TABLE

TENSION COMPRESSION

BAR SIZEEMBEDMENT

LENGTHLAP SPLICE

LENGTHEMBEDMENT

LENGTHLAP SPLICE

LENGTH

10M 16" 20" 8" 12"

15M 24" 30" 12" 18"

20M 30" 40" 16" 24"

25M 48" 62" 20" 30"

30M 58" 74" 24" 36"

35M 60" 86" 28" 42"

TABLE NOTES:

1. BASED ON ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE

PROJECT SPECIFICATIONS.

2. NORMAL DENSITY CONCRETE OF STRENGTH AT LEAST 25 MPa.

3. ENCLOSED BY MINIMUM STIRRUPS OR TIES.

4. CLEAR COVER AT LEAST 1.0 X BAR DIAMETER.

5. CLEAR SPACING AT LEAST 1.4 X BAR DIAMETER.

6. INCREASE LENGTHS TO 1.31 X LENGTH LISTED FOR EPOXY COATED REINFORCING.

STRUCTURAL STEEL

1. DESIGN, FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE ALBERTA BUILDING

CODE 2014 AND STANDARDS AS NOTED IN THE PROJECT SPECIFICATIONS.

2. STRUCTURAL STEEL TO CONFORM TO CAN/CSA G40.20/G40.21 WITH MINIMUM GRADE AS FOLLOWS:

• ROLLED STEEL SECTIONS TO GRADE 350W

• ANCHOR BOLTS: TO ASTM A307.

• BOLTS, NUTS, AND WASHERS: HIGH STRENGTH TYPE RECOMMENDED FOR STRUCTURAL STEEL

JOINTS, CONFORMING TO REQUIREMENTS OF ASTM A325M, MEDIUM-CARBON STEEL, U.N.O. ON

DRAWINGS.

• WELDING MATERIALS: CSA W59

• PLATES AND ANGLES: GRADE 300W

• HSS SECTIONS: GRADE 350W

3. DESIGN CONNECTIONS IN ACCORDANCE WITH THE ALBERTA BUILDING CODE 2014 AND STANDARDS

(AS NOTED IN THE PROJECT SPECIFICATIONS). UNLESS NOTED OTHERWISE, DESIGN ALL

CONNECTIONS FOR NON-COMPOSITE BEAMS FOR 50% OF THE SHEAR RESISTANCE TABULATED IN

THE LATEST EDITION OF THE CISC HANDBOOK OF STEEL CONSTRUCTION. DESIGN CONNECTIONS

DESIGNATED FOR BEAM SIZES AND SPANS SHOWN ON DRAWINGS. USE A MINIMUM OF 3-3/4" (19mm) Ø

BOLTS IN EACH BOLTED CONNECTIONS. LOCALIZE HSS REINFORCEMENT IF REQUIRED DUE TO

CONNECTION. TYPE SHALL BE THE RESPONSIBILITY OF THE STRUCTURAL STEEL SUPPLIER.

4. WELDING SHALL CONFORM TO THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN

THE PROJECT SPECIFICATIONS AND BE DONE WITH MATCHING ELECTRODES.

5. GROUT UNDER COLUMN SHALL BE NON-SHRINK, NON-STAIN AND PLACED IN ACCORDANCE WITH

MANUFACTURE’S RECOMMENDATIONS. THE MINIMUM COMPRESSIVE STRENGTH OF GROUT SHALL BE

30 MPa AT 7 DAYS.

6. PROVIDE 3/8” CAP PLATES ON TOP OF ALL HSS COLUMNS UNLESS NOTED OTHERWISE.

7. ALL HEADERS TO COME WITH 3/8” CAP PLATES AND TO BE WELDED ALL AROUND TO STEEL

SUPPORTS ON EACH END.

8. FRAME OPENINGS IN STEEL DECK GREATER THAN 18” WITH C100x9 ALL AROUND UNLESS NOTED

OTHERWISE ON DRAWINGS. SEE TYPICAL DETAIL.

9. PROVIDE C200x17 FRAMING UNDER ALL ROOF TOP UNITS UNLESS NOTED OTHERWISE ON DRAWINGS.

SEE TYPICAL DETAIL.

10. STEEL PRIMER AS PER SPECIFICATIONS.

11. SUBMIT APPROPRIATE NUMBER OF SHOP DRAWINGS TO P.E.C. PRIOR TO FABRICATION. SHOW ALL

DETAILS, INCLUDING FIELD WELDS, AND MATERIAL SPECIFICATIONS. SHOP DRAWINGS TO BE SIGNED

AND SEALED BY THE PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA

RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS.

12. ALLOW FOR MATERIALS AND WORKMANSHIP TESTING BY AN INDEPENDENT INSPECTION AND

TESTING FIRM AS PER THE SPECIFICATIONS.

13. ALL COLUMNS (INCLUDING, BUT NOT LIMITED TO HSS AND W SECTIONS) TO BE WELDED ALL AROUND

TO BASE PLATES. MINIMUM 1/4" WELD THICKNESS.

14. WELDERS' CERTIFICATES: ORGANIZATION CERTIFIED BY THE CANADIAN WELDING BUREAU IN

ACCORDANCE WITH CSA W47.1.

15. INSPECTION CERTIFICATES: ORGANIZATION FULLY APPROVED BY THE CANADIAN WELDING BUREAU

IN ACCORDANCE WITH CSA W178.1.

16. DESIGN CONNECTIONS AND ERECTION PROCEDURES NOT DETAILED ON THE DRAWINGS UNDER

DIRECT SUPERVISION OF A PROFESSIONAL STRUCTURAL ENGINEER EXPERIENCED IN DESIGN OF

THIS WORK AND LICENSED AT THE PLACE WHERE THE PROJECT IS LOCATED.


18. ALL BRICK SUPPORT STEEL ANGLES, EMBED. PLATES AND SPACERS TO BE GALVANIZED.

STEEL JOISTS - OPEN WEB

1. STEEL JOISTS SHALL BE DESIGNED AND FABRICATED BY THE JOIST SUPPLIER IN ACCORDANCE WITH

THE ALBERTA BUILDING CODE 2014 AND STANDARDS (AS NOTED IN THE PROJECT SPECIFICATIONS)

FOR THE LOADS INDICATED UNDER “DESIGN LOADS”.

2. CAMBER REQUIREMENTS TO ALBERTA BUILDING CODE 2014 AND STANDARDS (AS NOTED IN THE

PROJECT SPECIFICATIONS) UNLESS NOTED ON DRAWINGS. CAMBER JOISTS FOR DEAD LOAD.

3. UNLESS NOTED OTHERWISE ON DRAWINGS LIMIT JOIST ROOF TOTAL LOAD DEFLECTION TO L/240

AND LIVE LOAD DEFLECTION TO L/360.

4. WELD SEAT CONNECTIONS WITH 1/4” WELD MIN CONTINUOUS ALL AROUND.

5. EXTEND BOTTOM CHORDS TO COLUMN OR BEAM FLANGE WHERE INDICATED ON FRAMING PLAN.

DESIGN CHORD EXTENSIONS FOR 3 Kip FACTORED COMPRESSION.

6. PROVIDE CROSS BRIDGING IN ACCORDANCE WITH THE ALBERTA BUILDING CODE 2014 AND

STANDARDS (AS NOTED IN THE PROJECT SPECIFICATIONS).

7. PRIMER AS PER SPECIFICATIONS.

8. SUBMIT APPROPRIATE NUMBER OF SHOP DRAWINGS TO P.E.C. PRIOR TO FABRICATION. SHOP

DRAWINGS TO BE SEALED BY THE PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OF

ALBERTA RESPONSIBLE FOR THE DESIGN AND FABRICATION OF ALL STEEL JOISTS.

9. FOR TESTING REQUIREMENTS SEE NOTES UNDER STRUCTURAL STEEL SECTION.


11. SLOTTED HOLES AT JOIST TO BEAM CONNECTIONS ARE NOT PERMITTED.

12. DESIGN JOIST SHOE FOR Ps=1 kip ROLL OVER FORCE TYP.

TYPICAL WATER LINE LOADING DETAILS

• FOR WATER PIPE AND / OR SPRINKLER LINE LOCATION, SEE MECHANICAL DRAWINGS.

• ALL SUPPORTING JOISTS/TRUSSES SHALL BE DESIGNED TO WITHSTAND WATER FILLED PIPES.

• PIPE LOADS 'W' AS SHOWN ARE IN ADDITION TO THE BASIC SPECIFIED DESIGN LOADS.

SMALLER THAN 2" .....IGNORE

2" Ø PIPE.....................w = 7.00 lb/ft

3" Ø PIPE.....................w = 11.00 lb/ft

4" Ø PIPE.....................w = 16.00 lb/ft

5" Ø PIPE.....................w = 24.00 lb/ft PLUS 100 lbs

6" Ø PIPE.....................w = 31.00 lb/ft AT THE POINT OF HANGING

8" Ø PIPE.....................w = 50.00 lb/ft

LARGER THAN 8"........NOT PERMITTED

LL

JOISTS/TRUSSES

P

P

P

ALL MECHANICAL PIPES 2" (50mm) OR LARGER SHALL BE HUNG FROM THE TOP CHORD OFJOISTS/TRUSSES AT PANEL POINTS ONLY. DUCT WORK MAY BE HUNG FROM TOP OFJOISTS/TRUSSES AT LOCATIONS OTHER THAN PANEL POINTS.

TOP CHORD

BOTTOM CHORD

PANEL POINT

1/3

S

L LLL

2/3

S

S

PIPE

(TYP.)1/3 P

JOISTS/TRUSSES

JOISTS/TRUSSES2/3 P (TYP.)

POINT OF SUPPORTAT PANEL POINT

P = wL + 100 lbsw = SEE ABOVE (Ø OF PIPE)... lb/ftL = SPACING OF PIPE SUPPORTS... ft

P = wL + 100 lbsw = SEE ABOVE (Ø OF PIPE)... lb/ftL = SPACING OF PIPE SUPPORTS... ft

PIPE LINE PARALLEL TO JOISTS: PIPE PERPENDICULAR TO JOISTS:

FLY ASHCONTENT (%)

20%

• PIPES ARE NOT PERMITTED TO BE SUPPORTED OFF BOTTOM CHORD OF TRUSSES/JOISTS.

PIPES TO BE SUPPORTED OFFALL JOISTS/TRUSSES

DESIGN LOADS

UNLESS NOTED OTHERWISE LOADS NOTED BELOW ARE SPECIFIED LOADS. LOADS ARE IN

ACCORDANCE WITH THE REQUIREMENTS OF THE ALBERTA BUILDING CODE (ABC 2014)

1. LATERAL LOADS FROM WIND

• WIND LOADS:

REFERENCE WIND PRESSURE (q 1/10) 8 psf

REFERENCE WIND PRESSURE (q 1/50) 10 psf

INTERNAL PRESSURE CATEGORY 2

ULS IMPORTANCE FACTOR 1.0 (NORMAL IMPORTANCE)

SLS IMPORTANCE FACTOR 0.75 (NORMAL IMPORTANCE)

WIND INTERSTOREY DRIFT LIMIT H/500

(WHERE H IS THE HEIGHT OF THE STOREY)

• EARTHQUAKE LOADS:

Sa (0.2) 0.10

Sa (0.5) 0.06

Sa (1.0) 0.03

Sa (2.0) 0.01

PGA 0.04

ULS IMPORTANCE FACTOR 1.0 (NORMAL IMPORTANCE)Rd = 3.0

Ro = 1.3

SITE CLASSIFICATION CLASS D AS PER GEOTECHNICAL REPORT.Fa = 1.3Fv = 1.4

SEISMIC DRIFT LIMIT 0.025 hs

(WHERE hs IS THE OVERALL HEIGHT OF THE STRUCTURE)

• LATERAL LOADS FROM WIND AND EARTHQUAKE ARE RESISTED BY STEEL BRACING.

DIAPHRAM ACTION OF THE ROOF IS USED TO TRANSFER LATERAL LOADS HORIZONTALLY

TO THE BRACING SYSTEM.

2. ROOF LOADS

DEAD LOAD 25 psf

SNOW LOAD

Ss 36 psf

Sr 2.0 psf.

ULS IMPORTANCE FACTOR 1.0 (NORMAL IMPORTANCE)

SLS IMPORTANCE FACTOR 0.9 (NORMAL IMPORTANCE)

S 32 psf + SNOW PILING

RAIN 3 7/8” (ONE DAY RAIN)

OTHER LOADS:

• SNOW PILING LOADS SEE DWG. S302.

• RAIN PONDING LOADS SEE DWG. S303.

• WIND UPLIFT LOADS SEE DWG. S303.

• ROOF JOIST ABOVE MECHANICAL ROOM TO BE DESIGNED FOR AN ADDITIONAL BOTTOM

CHORD LIVE LOAD OF 10 psf.

• PAVERS 50 psf. REFER TO ARCH. DRAWINGS FOR LOCATIONS.

• MISCELLANEOUS LOADS SHOWN DIRECTLY ON THE PLANS.

• WATER LINE LOADS SEE THIS DRAWING.

3. TEMPORARY CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN PARAMETERS AND

SHALL NOT BE APPLIED BEFORE THE STRUCTURE HAS SUFFICIENT STRENGTH AND STABILITY.

20%

20%

20%

20%

EXPOSURECONDITION

EXPOSURE CLASS

F-1, F-2S-1, S-2

N C-XL, C-1, C-3A-1, A-2, A-3

C-2, C-4

EXPOXY-COATED

BARS

FORMED SURFACES EXPOSED TO EARTH (GRADEBEAMS)

1 5/8" 1 5/8" 2 3/8" - NO

INTERIOR SLAB ON GRADE 3/4" - - - NO

STOOPS (STRUCTURAL OR ON GRADE) - TOP STEEL- BOT STEEL

- 2 3/8"1 5/8"

- NONO

-

SIDEWALKS, CURBS AND GUTTERS, SPLASH PADS ANDSUMP PITS

- - - 3/4" NO

RATIO OF COVER TO NOMINAL DIAMETER 1.0 1.5 2.0 1.0 -

RATIO OF COVER TO NOMINAL MAXIMUM AGGREGATE SIZE 1.0 1.5 2.0 1.0 -

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(PILES)

3" 3" 3" - NO

(SCREW PILES) FOUNDATION (OPTION 2)

1. SCREW PILES SHALL BE DESIGNED BY THE PILING CONTRACTOR FOR THE LOADS

INDICATED ON DRAWINGS AND SHALL BE DESIGNED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT.

2. PROVIDE APPROPRIATE NUMBER OF SHOP DRAWINGS FOR ALL PILES. SHOP DRAWINGS

SHALL BE SIGNED AND SEALED BY THE PROFESSIONAL ENGINEER REGISTERED IN THE

PROVINCE OF ALBERTA RESPONSIBLE FOR THE DESIGN OF ALL PILES.

3. INSTALLATION OF PILES SHALL BE UNDER THE DIRECT SUPERVISION OF THE

GEOTECHNICAL ENGINEER RESPONSIBLE FOR PRODUCING THE GEOTECHNICAL

REPORT. PROVIDE AN ACCURATE REPORT AT COMPLETION OF WORK WITH ALL PILE

LOGS. FINAL REPORT SHALL BE SIGNED AND SEALED BY THE GEOTECHNICAL ENGINEER

SUPERVISING THE INSTALLATION. PROVIDE SCHEDULES A, B, AND C AS REQUIRED BY

THE LOCAL AUTHORITIES AND COPIES TO ENGINEER OF RECORD.

4. PILING CONTRACTOR TO ADVISE GENERAL CONTRACTOR TO THE NUMBER OF PILES

REQUIRED IN ALL LOCATIONS, AS PILE CAPS MAY BE REQUIRED. COORDINATE WITH THE

GENERAL CONTRACTOR PRIOR TO TENDER CLOSING.

5. GENERAL CONTRACTOR TO ALLOW FOR PILE CAPS AS ADVISED BY PILING

CONTRACTOR.

6. VERIFY AND MARK ALL UNDERGROUND LINES AND RE-ENSURE THAT NEW PILE

LOCATIONS DO NOT INTERFERE WITH ANY UNDERGROUND UTILITY LINES.

12328 104 Avenue, Edmonton, Alberta T5N 0V3

TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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AS SHOWN

JD01ISSUED FOR TENDER

17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S101

GENERAL NOTES

LAP

18" MIN.

LA

P

18

" M

IN.

'D'

'D'/3 1/4"

24" TYP.

TENSION LAP

24" MIN.

COMPRESSION LAP

24" MIN

16

" M

IN.

TENSION

LAP

'D'

12

"

12"

45°

'D'

L

L/2 L/2

1'-6"

TYP.

±3'-0"

COORDINATE W/ ARCH. DWGS.

±3

'-0"

CO

OR

DIN

AT

E W

/ A

RC

H.

DW

GS

.

SE

E P

LA

N

1'-0"

1'-0"

45°

1'-0"

2'-0"

SLOPE AS PER

ARCH. DWGS.

45°

STEEL DECK

1. STEEL DECK TO BE 1 1/2" U.N.O. ON DRAWINGS. STEEL DECK SHALL BE

DESIGNED AND INSTALLED BY THE DECK SUPPLIER IN ACCORDANCE WITH

THE ALBERTA BUILDING CODE 2014 AND STANDARDS AS NOTED IN THE

PROJECT SPECIFICATIONS AND FOR THE LOADS INDICATED UNDER

"DESIGN LOADS". MINIMUM THICKNESS=0.91 (20 ga.). INCREASE GAUGE AS

REQUIRED TO MEET LOADING CRITERIA.

2. UNLESS NOTED OTHERWISE ON DRAWINGS LIMIT DECK ROOF TOTAL LOAD

DEFLECTION TO L/240 AND LIVE LOAD DEFLECTION TO L/360.

3. DECK SUPPLIER SHALL COORDINATE METHOD OF ATTACHMENT FOR DUCT,

CEILING, AND CONDUIT HANGERS WITH APPROPRIATE SUBTRADES.

4. DECK COATING AS PER SPECIFICATIONS.

5. PROVIDE DRAIN HOLES AT 4’-0” O/C. OR AS REQUIRED TO PREVENT

RAINWATER ACCUMULATION DURING INSTALLATION.

6. INSTALL DECKING CONTINUOUS OVER MINIMUM THREE SPANS WHERE

POSSIBLE.

7. WELD DECK TO SUPPORTING STEEL WITH 3/4” DIA. FUSION WELDS. FASTEN

SIDE LAPS BY BUTTON PUNCHING AT 24” MAX. SPACING. WELD EACH SIDE

OF SIDE-LAP AT SUPPORTS. MAXIMUM SPACING OF 6” AT PERIMETER AND

12” AT INTERIOR SUPPORTS.

8. PAINT ALL WELDS WITH ZINC RICH PAINT.

9. CUT AND FRAME OPENINGS AS SHOWN ON THE TYPICAL FLOOR & ROOF

OPENING FRAMING DETAILS ON THE TYPICAL DETAILS.

10. SUBMIT APPROPRIATE NUMBER OF SHOP DRAWINGS TO P.E.C. PRIOR TO

FABRICATION. SHOW ALL DETAILS, MATERIAL SPECIFICATION AND DESIGN

LOADS. SHOP DRAWINGS TO BE SIGNED AND SEALED BY THE

PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA

RESPONSIBLE FOR THE DESIGN OF THE STEEL DECK.

11. ADDITIONAL NOTES AND REQUIREMENTS SEE SPECIFICATION.

METAL STUD

1. STEEL STUDS SHALL BE DESIGNED AND INSTALLED BY STEEL STUD

SUPPLIER IN ACCORDANCE WITH THE ALBERTA BUILDING CODE 2014 AND

STANDARDS AS NOTED IN THE PROJECT SPECIFICATIONS FOR THE LOADS

INDICATED UNDER "DESIGN LOADS" AND SHALL CONFORM TO THE

FOLLOWING MINIMUM REQUIREMENTS: 6” STUDS, 18ga. MIN, SPACED @ 16”

O/C. INCREASE GAUGE OR DECREASE SPACING IF NECESSARY TO

ACHIEVE CAPACITY UNDER “DESIGN LOADS”. SEE ARCHITECTURAL

DRAWINGS FOR ADDITIONAL INFORMATION.

2. STEEL STUDS ERECTED C/W BRACING CHANNEL SPACED AT NO MORE

THAN 4’-0” O/C VERTICAL.

3. METAL STUD INSTALLER SHALL CUT HOLES THROUGH WEB AND FLANGES

OF METAL STUDS SUFFICIENT FOR BRACING ROD TO PASS THROUGH.

METAL STUD INSTALLER SHALL PROVIDE STRENGTHENING OF CUT-OUT

METAL STUD FLANGES AND WEB BACK TO AT LEAST THE SAME SHEAR

AND MOMENT CAPACITY OF THE ORIGINAL METAL STUDS.

4. SUBMIT APPROPRIATE NUMBER OF SHOP DRAWINGS TO P.E.C. FOR ALL

METAL STUD WALLS AND THEIR CONNECTIONS PRIOR TO FABRICATION.

SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE PROFESSIONAL

ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA RESPONSIBLE FOR

THE DESIGN OF THE STEEL STUDS AND THEIR CONNECTIONS.

5. FOR NON-LOAD BEARING GRAVITY STUDS, PROVIDE DEFLECTION TRACKS

TO ALL STEEL STUD WALLS UNLESS NOTED OTHERWISE.

SHORING OF STRUCTURE

1. SHORING IS NOT UNDER P.E.C.’S SCOPE OF WORK AND SHALL BE DESIGNED BY

OTHERS.

2. SUBMIT APPROPRIATE NUMBER OF SHOP DRAWINGS FOR P.E.C.’S RECORD ONLY.

SHOP DRAWINGS TO BE STAMPED BY A PROFESSIONAL ENGINEER REGISTERED

IN ALBERTA RESPONSIBLE FOR THE DESIGN AND FABRICATION OF ALL SHORING.

SLAB REINF.

SEE PLAN

'D'

TYPICAL CONCRETE SLAB ON GRADE

POUR BREAK (FLOOR JOINT)

LAP BAR SAME SIZE

AND SPACING TYP.

ALL HORIZ. REINF.

TYPICAL LAPPING AT CORNERSTYPICAL SAWCUT FOR

CONCRETE SLAB ON GRADE

• SLAB REINFORCEMENT NOT SHOWN FOR CLARITY

• PROVIDE WATER PROOF SEALER

• UNLESS NOTED OTHERWISE, MAXIMUM SPACING OF

SAW CUTS TO BE 12'-0" O/C.

• NO SAWCUTS IN STRUCTURAL SLABS TYPICAL.

'D' = DEPTH OF SLAB

DIAMOND CUT - ISOLATION JOINT

ISOLATION JOINT POURED

SEPERATE FROM SLAB ON

GRADE 7 DAYS LATER

TYPICAL

COLUMN

SEE PLAN

SAWCUT JOINT

SLAB ON GRADE ONLY

-TYPICAL WALLS AND GRADE BEAMS

ADD 3-20M CONT.

TYPICAL GRADE BEAM RECESS DETAIL

HOOK TOP BARS

AS SHOWN

SPLICE TOP REBAR

AS SHOWN IF

REQUIRED.

SPLICE BOTTOM

REBAR OVER

SUPPORTS IF

REQUIRED.

CONSTRUCTION JOINT

FOR BEAMS TO BE

POSITIONED AT MIDSPAN

BETWEEN PILES

TYPICAL GRADE BEAM SPLICE DETAIL

PILE

SEE PILE

SCHEDULE

PROVIDE POCKET AS

REQUIRED. GROUT POCKET

SOLID ONCE COLUMN

INSTALLATION IS COMPLETE.

TYPICAL REINFORCEMENT LAP IN

SLAB ON GRADE UNLESS NOTED

OTHERWISE

'D' = DEPTH OF SLAB

PROVIDE 4" DYNAVOID

(40144) OR EQUIVALENT

UNDER GRADE BEAM

BETWEEN PILES TYPICAL

TYPICAL CONCRETE SLAB THICKENING

ADD. 2-15M CONT.

'D' = DEPTH OF SLAB

10M @ 12"

RADON PIT

8" CONC. BLOCK

ON SIDE

VICWEST HB938

Z275, GALVANIZED

COMPOSITE STEEL

DECK OR EQUAL,

1 1/2" DP. 0.060" MIN.

THICKNESS

COMPACTED

GRANULAR FILL

CONCRETE SLAB

SEE DRAWINGS

COMPACTED

GRANULAR FILL

STEEL DECK

8" CONC. BLOCK ON SIDE

TYPICAL RADON PIT DETAIL

PLAN VIEW

SECTION VIEW

1. COORDINATE LOCATION TO AVOID HIGHLY LOADED AREAS

(EG. RACKING, HIGH TRAFFIC ZONES, POINT LOADS)

2. SEE ARCH. DWGS. FOR NUMBER, EXTENT AND LOCATIONS OF PITS

3. STEEL DECK SHALL BE DESIGNED AND INSTALLED BY THE DECK

SUPPLIER AS PER GENERAL NOTES. STEEL DECK IS TO BE

DESIGNED FOR D.L. OF 85psf AND L.L. OF 100psf.

10M DOWELS @ 12" O/C. TO

SIDEWALK TYP. U.N.O.

(PROVIDE 15M @ 10" O.C. EPOXY

COATED DOWELS ALONG G.L. C)

2-15M CONT. TYP.

5" CONC. SIDEWALK

R/W. 10M @ 12" O/C.

E/W. BOT. TYPICAL

TYPICAL CONCRETE SIDEWALK DETAILFOR EXTENT AND SLOPE OF SIDEWALK - SEE ARCHITECTURAL DRAWINGS.

36"

14

"

SLAB REINFORCEMENT NOT SHOWN FOR CLARITY

'D' = DEPTH OF SLAB

PROVIDE KEY BETWEEN

SLAB POURS

REINFORCING BAR x 36" LG. SIZE & SPACING

TO MATCH CONCRETE SLAB REINFORCEMENT.

WRAP ONE FOR BOND BREAK

4" DYNAVOID (40144) OR

EQUIVALENT TYP.

UNDER ALL SIDEWALK.

10M @ 12"


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S102

GENERAL NOTES

&

TYPICAL DETAILS

W B

EA

M

SE

E P

LA

N

W B

EA

M

SE

E P

LA

N

W B

EA

M

SE

E P

LA

N

W B

EA

M

SE

E P

LA

N

ST

EE

L B

EA

M

SE

E P

LA

N

6"

1'-0" 1'-0"

O.W.S.J.

O.W.S.J.

C20

0x17

C20

0x17

C200x17

C200x17

MECH. UNIT

MECH. UNIT

2

1

MECH. UNIT

P

P

O.W.S.J.

O.W.S.J.

C20

0x17

C20

0x17

C200x17

C200x17

MECH. UNIT

2

1

MECH. UNIT

P/2

P/2

MECH. UNIT

P/2

P/2

P

P

O.W.S.J.

O.W.S.J.

C1

00

x9

C1

00

x9

C100x9

C100x9

OPEN

(SEE ARCH. & MECH. DWGS. FOR LOCATIONS)

OPEN

(SEE ARCH. & MECH. DWGS. FOR LOCATIONS)

OPENINGS (in)

ROUND (D) SQUARE (S) RECTANGULAR

P

D

SS

R

L

L R

28 15 1/2 13 8 1/215 17

28 18 1/2 15 1124 20

P

U/S. STL. DECK @ HIGH POINT

ELEV. SEE PLAN

U/S STEEL DECK

SEE PLAN

1/2" STIFFENER PLATE EACH

SIDE OF WEB MINIMUM. UNLESS

REQUIRED OTHERWISE BY THE

STRUCTURAL STEEL SUPPLIER

3/4" MIN. BOTTOM

PLATES WELDED

TO BOTTOM OF COLUMN

STEEL COLUMN

SEE PLAN FOR SIZE

JOISTDEPTH

(in)

WEB

OFFSET (P)

(in)

U/S. STEEL BEAM

TYPICAL SLIP CONNECTION DETAIL

ELEV. SEE

ARCH. DWGS.

TYPICAL TIE JOIST DETAIL

CONNECTION BY

STRUCTURAL STEEL

SUPPLIER

BEAM SPLICE DETAIL CANTILEVERED STEEL BEAM TO

HSS COLUMN CONNECTION DETAIL

1/2" STIFFENER PLATE EACH SIDE

OF WEB MINIMUM.

UNLESS REQUIRED OTHERWISE BY

THE STRUCTURAL STEEL SUPPLIER

STEEL COLUMN

SEE PLAN FOR SIZE

3/4" MIN. TOP PLATES WELDED

TO TOP OF COLUMN

BOLTED BEAM TO COLUMN

CONNECTION AS REQUIRED

BY STRUCTURAL STEEL

SUPPLIER

TYPICAL INTERMEDIATE BEAM TO

COLUMN CONNECTION DETAIL

BOLTED BEAM TO COLUMN

CONNECTION

WELDED ANGLE OR

PLATE AS REQUIRED

BY STRUCTURAL

STEEL SUPPLIER

STEEL COLUMN

SEE PLAN FOR SIZE

EXTEND BOTTOM CHORDS TO

COLUMN OR BEAM FLANGE WHERE

INDICATED ON FRAMING PLANS.

DESIGN CHORD EXTENSIONS FOR

3 kip FACTORED LOAD.

TYPICAL STEEL JOIST TO STEEL

BEAM CONNECTION DETAIL

1/4"

TYPICAL STEEL COLUMN

BEARING ON STEEL BEAM DETAIL

STEEL PLATE FULLY

WELDED ON TOP OF

BEAM BELOW

STEEL BEAM

HS

S C

OL

UM

N

HSS BRACE

CONNECTION OF BRACE

BY STRUCTURAL STEEL

SUPPLIER TYPICAL

SCHEMATIC HSS BRACE

CONNECTION DETAILS

STEEL BEAM

HS

S C

OL

UM

N

CONNECTION OF BRACE

BY STRUCTURAL STEEL

SUPPLIER TYPICAL

HSS BRACE

MID-SPANTOP

HS

S C

OL

UM

N

HSS BRACE

CONNECTION OF BRACE

BY STRUCTURAL STEEL

SUPPLIER TYPICAL

BOTTOM

Pf= ±

45kips

Pf= ±

45kips

Pf= ±45kips

Pf= ±45kips

1/4"

3-3/4Ø BOLTS MIN.

3-3/4Ø BOLTS MIN.

LOCALIZE HSS REINFORCEMENT IF REQUIRED DUE TO CONNECTION

TYPE SHALL BE THE RESPONSIBILITY OF THE STRUCTURAL STEEL SUPPLIER

TYPICAL STEEL ANGLE

TO STEEL BEAM DETAIL

1/4" 2" - 12"

TYPICAL STEEL ANGLE

TO STEEL JOIST DETAIL

1/4"

1/4"

1/4" 2" - 12"

TYPICAL ROOF CLOSURE

ANGLE SPLICE DETAIL

L51x51x6.4 WELDED ALL

AROUND TO PERIMETER

CLOSURE ANGLE

L76x76x6.4 PERIMETER

CLOSURE ANGLE

REQUIRED DIMENSION OF FREE

OPENINGS FOR VARIOUS JOISTS

CONFIGURATIONS

PROVIDE SOLID BLOCKING WITHIN THE

FLUTES UNDER STUD WALLS ABOVE

TYP. ALL SIM. LOCATIONS

1/2" THICK x 12" LG. CONT. PLYWOOD

STRIP UNDER STUD WALL SCREWED TO

STEEL DECK @ 6" TO ALL FLUTES TYP.

STEEL DECK

SEE PLAN

TYPICAL DETAIL @ EDGE OF ROOF

DECK FOR PARAPET SUPPORT

TYPICAL ROOF TOP UNIT DETAIL( FOR LOCATIONS AND NO. REQUIRED - SEE

MECHANICAL AND ARCHITECTURAL DRAWINGS)

PLAN VIEW

SECTION 1

PROVIDE SOLID BLOCKING

TO TOP SIDE OF FLUTESUNDER RTU TYP.

SECTION 2


TO TOP SIDE OF FLUTESUNDER RTU TYP.

TYPICAL HANGING UNIT DETAIL( FOR LOCATIONS AND NO. REQUIRED - SEE

MECHANICAL AND ARCHITECTURAL DRAWINGS)

PLAN VIEW

SECTION 1

SECTION 2

HANGERS

HANGERS

TYPICAL ROOF OPENING

FRAMING DETAIL FOR

OPENING GREATER THAN 18"

CONT. PERIMETER ANGLE

SEE PLAN FOR SIZE

TYPICAL ROOF OPENING

FRAMING DETAIL FOR

OPENING LESS THAN 18"

L76x76x6.4 ALL AROUND

EXTEND ANGLE 3-FLUTE

LENGTH ON EACH END

STEEL DECK

STUB COLUMN WELDED ALL

AROUND TO STEEL PLATETYP.

STEEL DECK

O.W

.S.J

. -

SE

E P

LA

N

TYPICAL HSS STUB COLUMN TO

JOIST CONNECTION DETAIL

L102x76x4.8 x 3 1/2" LG. CLIP

ANGLES WELDED TO STEEL BEAM

ABOVE WITH 1" SLIP CONNECTION

TO STEEL COLUMN

CONTRACTOR TO PROVIDE SPACING

BETWEEN STEEL COLUMN AND STEEL

BEAM ABOVE FOR STEEL BEAM

DEFLECTION TYP.

Tf=

±3

0kip

s

PILES AT BRACE BAYS TO BE

DESIGNED FOR THIS NET

UPWARD FORCE IF SCREW

PILE OPTION IS USE

3/4" MIN. BOTTOM

PLATES WELDED

TO BOTTOM OF COLUMN

W-BEAM SEE PLANW-BEAM SEE PLAN


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S103

TYPICAL DETAILS

CONCRETE GRADE BEAM SCHEDULE 'GB'

TYPE

SIZE

REINFORCEMENT

SECTIONSCHEMATIC

'GB1'

BASE PLATE DETAIL 1 ('B.PL.1')

'C1'

COLUMN SCHEDULE 'C'

SIZETYPE REMARK

'C2'

3"

TY

P.

1'-3"

3"

4"

TY

P.

1'-3"

5"

1'-2"

7" 7"

1'-2"

7"

7"

BASE PLATE DETAIL 2 ('B.PL.2') BASE PLATE DETAIL 3 ('B.PL.3')

1'-0"

1'-2"

8"

4"

7" 7"

'C3'

'C4'

'GB2'

3 1

/2"

3 1

/2"

10" 10"

1'-8"

7"

3 1/2"

10 1/2"

10

1/2

"

3 1

/2"

1'-2"

1'-2"

7"

SKIN FRICTION CONCRETE PILE SCHEDULE 'P'

SIZE

SHAFT

TYPE

24" Ø'P1'

STIRRUPS

10M @ 12" O/C.

VERTICAL

REINFORCEMENT

25'-0" 8-15M

24" Ø'P2' 10M @ 12" O/C.30'-0" 8-15M

24" Ø'P2a' 10M @ 12" O/C.32'-0" 8-15M

24" Ø'P3' 10M @ 12" O/C.35'-0" 8-15M

BASE PLATE DETAIL 4 ('B.PL.4')

'GB3'

(NOT TO SCALE)

1. SEE FOUNDATION PLAN FOR T/O GRADE BEAM ELEVATIONS.

2. SPLICE BOTTOM REINF. BARS OVER PILES AND TOP REINF. AT

MID-LENGTH IN BETWEEN PILES. REFER TO BAR EMBEDMENT

AND LAP SPLICE TABLE FOR LAP SPLICE.

3. ENSURE ALL GRADE BEAMS ARE TEMPORARILY BRACED &

LATERALY SUPPORTED DURING BACK-FILLING & COMPACTION.

1. 'CA' ON PLAN DENOTES COLUMN FROM ABOVE.

2. 'CH' ON PLAN DENOTES COLUMN HANGER.

3. NO SUBSTITUTES WILL BE ACCEPTED.

HSS 152x152x6.4

HSS 152x152x8.0

350W STEEL

350W STEEL

HSS 152x152x9.5 350W STEEL

1. EXTEND PILE REINFORCEMENT FOR FULL LENGTH OF PILE.

2. INSTALL PILES UNDER THE DIRECT SUPERVISION OF A GEOTEHNICAL ENGINEER

AND PAID FOR BY CONTRACTOR.

3. PROVIDE A SEPARATE PRICE FOR CASING OF ALL PILES FOR FULL LENGTH.

4. PROVIDE A UNIT RATE PRICE FOR CASING OF ALL DIFFERENT PILE DIAMETERS.

5. CONCRETE CAST-IN PLACE PILES HAVE BEEN DESIGNED ON THE BASIS OF THE

FOLLOWING CAPACITIES:

DEPTH BELOW GRADE SKIN FRICTION (FACTORED)

0- 5'-0" 0 psf

5'-0"-18'-0" 480psf

18'-0" + 665 psf

6. ABOVE BEARING CAPACITIES SHALL BE VERIFIED ON SITE BY A GEOTECHNICAL

ENGINEER IN WRITING AND PAID FOR BY THE CONTRACTOR.

7. PRIOR TO PLACING CONCRETE FOR PILE FOUNDATIONS, BEARING STRATA FOR

PILES SHALL BE INSPECTED BY A GEOTECHNICAL CONSULTANT TO CONFIRM THEIR

LOAD CARRYING CAPACITY IN WRITING PRIOR TO COMMENCING WITH WORK. P.E.C.

IS NOT RESPONSIBLE FOR CONFIRMING FOUNDATION CAPACITIES OF SOIL.

8. PILE LENGTHS SHOWN ARE NOT FINAL AND MAY VARY IF SITE CONDITIONS ARE NOT

AS PER SOILS REPORT. EXTEND ALL PILES TO A BEARING LAYER APPROVED BY THE

GEOTECHNICAL ENGINEER. INFORM P.E.C. OF ALL SUCH CASES PRIOR TO

CONSTRUCTION.

LENGTH

7"

VOID FORM TYPE(4" DYNAVOID)

(40142) (40142) (40241)

'C5' HSS 127x127x8.0 350W STEEL


SE

E A

RC

H.

DW

GS

.

GL

CONC. SIDEWALK

SEE TYP. DETAIL ON

DWG. S102 TYP. U.N.O.

CONCRETE PIER

SEE FOUNDATION PLAN

AND CONC. PIER DETAILS

5" CONCRTE SLAB ON GRADE

SEE FOUNDATION PLAN FOR

REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"

NON-SHRINK GROUT TYP.

SEE FOUNDATION PLAN

SLOPE AS PER

ARCH. DWGS.

EXTEND GRADE BEAM

REINF. THRU. CONC. PIER

SEE DWG S103 FORREINF. DETAIL. TYP. AT

RECESSED CONC. PIER.

T/O CONC. SLAB

ELEV. 100'-0"

GL

SE

E A

RC

H.

DW

GS

.

TYPICAL ' CAP PL.2' SECTION

CONC. SIDEWALK

SEE TYP. DETAIL ON


5" CONCRETE SLAB ON GRADE


REINFORCEMENT

HSS COLUMN & STEEL BASE PLATE

C/W 1" NON-SHRINK GROUT TYP.

SEE FOUNDATION PLAN

CONC. PIER

SEE FOUNDATION PLAN

SLOPE AS PER

ARCH. DWGS.

10M DOWELS


REINFORCEMENT

PROVIDE 4" DYNAVOID


UNDER CONC. PIER TYP.

2'-0"

2'-0"

3-20M TOP

3-20M BOT.

10M @ 12"

O/C. TIES

12"x24"

14" x 14"x 3/4" BASE PLATE C/W. 4-3/4"Ø A. BOLTS

ON 1" EXPANDABLE NON-SHRINK GROUT. WELD

STEEL COLUMNS ALL THE WAY AROUND TO

BASE PLATES TYP. ALL LOCATIONS.

3/4"Ø ANCHOR BOLT DETAIL 1 1/4"Ø ANCHOR BOLT DETAIL









3-20M TOP

3-20M BOT.

10M @ 12" O/C.

TIES

14"x24"





3-20M TOP

4-25M BOT.

10M @ 8" O/C.

STIRRUPS

24"x30"

BRICK VENEER

SEE ARCH. DWG.

T/O CONC. PILE

ELEV. SEE PLAN

12"x12"x3/4" THICK CAP PLATE ('CAP

PL. 1') WELDED TO SCREW PILE BY

SCREW PILE SUPPLIER TYP. ALL

SCREW PILE TO CONC. PIER

LOCATIONS

SCREW PILE TO BE

DESIGNED BY SCREW PILE

CONTRACTOR FOR LOADS

SHOWN PILE SCHEDULE

3/4"=1'-0"

BRICK VENEER

SEE ARCH. DWG.

24"x24"x3/4" THICK CAP PLATE ('CAP

PL. 2') WELDED TO SCREW PILE BY

SCREW PILE SUPPLIER TYP. ALL

SCREW PILE TO CONC. PIER

LOCATIONS

4-20M x 16" LG. WELDABLE REBAR

WELDED ALL AROUND TO SCREW

PILE CAP TYP. U.N.O. ALL SCREW

PILE TO CONC. GRADE BEAM / PIER

LOCATIONS

SCREW PILE TO BE

DESIGNED BY SCREW PILE

CONTRACTOR FOR LOADS

SHOWN ON PILE SCHEDULE.

PROVIDE MIN. 16" DIAMETER

4-3/4" STIFFENER PLATES

4-3/4" STIFFENER

PLATES BELOW

SCREW PILE BELOW

PROVIDE 4" DYNAVOID


UNDER CONC. PIER TYP.

TYPICAL ' CAP PL.1' SECTION(SCREW PILE OPTION ONLY)3/4"=1'-0"

FACTORED

LOAD*

65 kips

85 kips

90 kips

105 kips

* FACTORED LOADS TABULATED ARE THE PILE COMPRESSIVE AXIAL LOADS TO BE

DESIGNED FOR IF SCREW PILE OPTION IS USED. AT BRACED BAY LOCATIONS,

DESIGN PILES FOR FACTORED NET UPLIFT OF 30 kips AS SHOW IN DRAWING S103.

(SCREW PILE OPTION ONLY)

4" 1'-4" 4"

2'-0"

4"

1'-4"

4"

4-20M x 16" LG. WELDABLE REBAR

WELDED ALL AROUND TO SCREW

PILE CAP TYP. U.N.O. ALL SCREW

PILE TO CONC. GRADE BEAM / PIER

LOCATIONS

1'-0"

1'-0"

SCREW PILE BELOW4" 4" 4"

1'-0"

4"

4"

4"

USE 1 1/4" Ø ANCHOR BOLTS & 1 1/4"

THICK BASE PLATES @ BRACE BAYS

TYPICAL ALL LOCATIONS.

• CONTRACTOR TO ENSURE BOLT LOCATIONS AND GRADE BEAM

REINFORCEMENT DO NOT COINCIDE. COORDINATE PRIOR TO

SUBMITTAL OF SHOP DRAWINGS.

• CONTRACTOR TO ENSURE BOLT LOCATIONS THAT THE CENTER OF

ANCHOR BOLT TO BE MINIMUM 3 1/2" FROM ANY EDGE OF

CONCRETE GRADE BEAM/PIER.

• USE 1 1/4" ANCHOR BOLTS AND 1 1/4" THICK BASE PLATES AT BRACE

BAYS TYPICAL ALL LOCATIONS.

STEEL BASE PLATE SCHEDULE 'B.PL.'

SECTION 316223 SCREW PILES (OPTION 2)

REFERENCE STANDARDS

1. ASTM A36/A36M-08 _ CARBON STRUCTURAL STEEL.

2. ASTM A252_98 (2007) _ WELDED AND SEAMLESS STEEL PIPE PILES

3. ASTM D1143/D1143M-07E1 _ TEST METHODS FOR DEEP FOUNDATIONS UNDER STATIC AXIAL

COMPRESSIVE LOAD.

4. CAN/CSA-G40.20-04/G40.21-04 _ REQUIREMENTS FOR ROLLED OR WELDED STRUCTURAL QUALITY

STEEL/STRUCTURAL QUALITY STEEL.

5. CSA W47.1_03 _ CERTIFICATION OF COMPANIES FOR FUSION WELDING OF STEEL STRUCTURES.

6. CSA W48-06 _ FILLER METALS AND ALLIED MATERIALS FOR METAL ARC WELDING.

7. CSA W59_03 (R2008) _ WELDED STEEL CONSTRUCTION (METAL ARC WELDING).

DESIGN REQUIREMENTS

1. DESIGN PILES FOR THE LOADING SHOWN ON DRAWINGS.

2. DESIGN COMPONENTS AND CONNECTIONS NECESSARY TO RESIST ALL LOADS INDICATED ON

DRAWINGS.

3. PILE DESIGN SHALL BE SIGNED AND SEALED BY A P.ENG DESIGNATED IN THE PROVINCE OFALBERTA.

SHOP DRAWINGS

1. INCLUDE THE FOLLOWING INFORMATION:

• PILE LAYOUT.

• TYPE OF PILE.

• PILE LOADS.

• GRADE AND DETAILS OF STEEL.

• ELEVATION OF PILE BASES.

• ELEVATION OF TOP OF PILE CAPS.

• CONNECTION OF TOP OF SCREW PILE TO CONCRETE PIER.

2. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN

THE PROVINCE OF ALBERTA.

QUALITY ASSURANCE

1. PERFORM WORK IN ACCORDANCE WITH REQUIREMENTS OF CSA G40.21, UNLESS INDICATED

OTHERWISE HEREIN.

2. SUPERVISION: PILINGS ARE TO BE INSTALLED UNDER THE DIRECT SUPERVISION OF THE

GEOTECHNICAL ENGINEER RESPONSIBLE FOR PRODUCING THE GEOTECHNICAL REPORT,

RETAINED AND PAID FOR BY THE CONTRACTOR, AND APPROVED BY THE CONSULTANT.

MATERIALS

• PLATES. GRADE

300W

• PIPE.

ASTM 252 YIELD STRENGTH TENSILE STRENGTH

(GRADE 2) 250 MPA 414 MPA

(GRADE 3) 310 MPA 455 MPA

• PLATE (HELIX) AND PILE CAPS.

CSA G40.21 YIELD STRENGTH TENSILE STRENGTH

ASTM A36 245 MPA 414 MPA

ASTM 44W 310 MPA 414 MPA

• HELIX(S) SHALL HAVE A MINIMUM THICKNESS OF 12.7 MM AND SHALL BE ASTM A36/A36M OR

G40.21, GRADE 300W MATERIAL.

• PIPE SPLICING SHALL BE FULL STRENGTH COMPLETE PENETRATION GROOVE WELDS OR THE

COMBINATION OF A COLLAR AND CONTINUOUS FILLET WELD ON EACH END OF THE COLLAR

TO ENSURE CONTINUITY OF PIPE.

• HELIX(S) SHALL BE WELDED TO THE PIPE SECTION USING A CONTINUOUS FILLET WELD ON

BOTH SIDES OF THE HELIX TO PIPE CONNECTION.

• WELDING PROCEDURES AND WELDER QUALIFICATION: TO CSA W59 AND CSA 47.1.

• WELDING ELECTRODES: TO CSA W48.1, E7018 CLASSIFICATION FOR STICK WELDING AND

E4802-6-CH CLASSIFICATION FOR WIRE FEED WELDING.

1. SCREW PILES USED FOR PILING SHALL BE IN ACCORDANCE WITH ASTM A252 GRADE 2 OR 3 OR A106

GRADE B OR C.

2. PILES SHALL HAVE A MINIMUM 200x200x16mm PLATE WELDED TO TOP OF PILE.

3. PILES SHALL BE INSTALLED TO MINIMUM DEPTH AS SHOWN IN THE SHOP DRAWINGS AND TO A

TORQUE VALUE NECESSARY TO ACHIEVE THE DESIGN LOADS SPECIFIED IN THE PILE SCHEDULE.

4. MINIMUM REQUIREMENTS FOR STEEL PIPE SCREW PILES ARE AS FOLLOWS UNLESS NOTED

OTHERWISE.

PILE DIAMETER (MM) MIN. WALL THICK (MM)

114.3 6.02

139.7 6.99

168.3 7.11

219.1 6.71

273.1 9.27

5. POSITION OF PILES SHOULD BE CONSIDERED SATISFACTORY PROVIDING THE FOLLOWING

CONDITIONS ARE MET:

.1 PILES TOPS ARE LOCATED WITHIN 25 MM OF THE POSITION SPECIFIED ON THE DRAWINGS.

.2 PILES ARE WITHIN 2% INCLINATION FROM THE VERTICAL OR SPECIFIED INCLINATION.

.3 THE PILES, AS PLACED, ARE NOT STRUCTURALLY DAMAGED.

6. CHANGES OR REPAIRS OF STRUCTURAL DAMAGE DUE TO IMPROPER PLACEMENT OF PILES SHALL

BE MADE AS DIRECTED BY THE ENGINEER SUPERVISING THE PILES INSTALLATION AND AT THE

CONTRACTORS EXPENSE.

7. SCREW PILE INSTALLATION RECORDS FOR ALL PILES SHALL BE PROVIDED TO THE ENGINEER ON

RECORD.

45°

STRUCTURAL SPECIFICATION 12328 104 Avenue, Edmonton, Alberta T5N 0V3

TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S104

SCHEDULES AND

SCREW PILE(OPTION 2)

DETAILS\SPECIFICATION

SECTION 031100 CONCRETE FORMWORK

1. CONCRETE FORMWORK SHALL CONFORM WITH:

• ALBERTA BUILDING CODE, 2014.

• CSA A23.1-09 "CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION AND CSA S269.3-M92 (R2013)

CONCRETE FORMWORK.

2. THE DESIGN OF CONCRETE FORMWORK AND ADEQUATE SHORING SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

3. CONSTRUCT FORMWORK TO MAINTAIN THE FOLLOWING MAXIMUM TOLERANCES UNLESS SPECIFICALLY SHOWN OTHERWISE ON

THE DRAWINGS.

• DEVIATION FROM HORIZONTAL AND VERTICAL LINES 3/8" (10mm) IN 66 ft (20 m).

• DEVIATION OF BUILDING DIMENSIONS NOT MORE THAN 3/16" (5mm).

• DEVIATION OF CROSS SECTIONAL DIMENSIONS OF COLUMNS OR BEAMS +/- 1/8" (+/-3mm).

SECTION 032000 CONCRETE REINFORCEMENT

1. CONCRETE REINFORCEMENT SHALL CONFORM WITH:

• ACI DETAILING MANUAL - ACI (NO 0015)

• CSA A23.1-09

• CSA G40.20-M1983 (R2004) GENERAL REINFORCEMENTS FOR ROLLED OR WELDED STRUCTRUAL QUALITY STEEL

• CSA G30.15-M1983 (R1991) WELDED DEFORMED STEEL WIRE BARS

• CAN/CSA-G30.18-M92 (R2007) BILLET STEEL BARS FOR CONCRETE REINFORCEMENT

• W186-M1990 (R2007) WELDING OF REINFORCING BARS

• ASTM A775 EPOXY REINFORCEMENT

2. SUBMIT SHOP DRAWINGS FOR ALL REINFORCING STEEL

3. REINFORCING STEEL TO CSA G30.18-M92 400 MPA YIELD GRADE SPECIAL LOW ALLOY DEFORMED BILLET STEEL FOR WELDING,

WITH EQUIVALENT CARBON CONTENT NOT EXCEEDING 0.5 AND/OR FOR BENDING WHERE BENDING RADIUS IS SMALLER THAN

RECOMMENDED STANDARDS.

4. SHOP BEND BARS COLD. IDENTIFY STEEL. HOOKS, BENDS, CAPS AND SIMILAR DETAILS TO ACI DETAILING MANUAL 315-74.

5. CLEAN REINFORCEMENT TO CSA A23.1-09.

6. CONCRETE COVER TO BE PROVIDED AS FOLLOWS, UNLESS NOTED OTHERWISE ON THE DRAWINGS. USE THE GREATER VALUE

OF COVER IN THIS SPECIFICATION OR ON THE DRAWINGS.

7. LAP HORIZONTAL STEEL IN ACCORDANCE WITH CSA A23.3-04.

8. PROVIDE ADDITIONAL REINFORCEMENT TO THAT INDICATED ON DRAWINGS AS FOLLOWS:

• 2-15M VERTICALS AT ENDS OF WALLS

• 2-15M HORIZONTALS ABOVE AN OPENINGS IN WALLS. EXTEND REINFORCEMENT 18"

(450mm) BEYOND EDGE OF OPENING ON EACH SIDE.

• PROVIDE CORNER BARS TO ALL CORNERS AND INTERSECTIONS.

SECTION 033000 CAST-IN-PLACE CONCRETE

1. CAST-IN-PLACE CONCRETE SHALL CONFORM WITH:

• ALBERTA BUILDING CODE 2014

• CAN/CSA-A5-93 PORTLAND CEMENTS

• CAN/CSA-A8-93 MASONRY CEMENTS

• CSA-A23.1-09 AND CSA-A23.2-09

• CSA-A23.3-09 DESIGN OF CONCRETE STRUCTURES FOR BUILDINGS

• CAN 3-266.2-M78 CHEMICAL ADMIXTURES FOR CONCRETE

• CSA A283-1980 QUALIFICATIONS CODE FOR CONCRETE TESTING LABORATORIES

• CAN A266.1-M78 AIR ENTRAINMENT ADMIXTURES FOR CONCRETE.

2. TO ENSURE THAT THE REQUIRED CONCRETE STRENGTHS ARE BEING ACHIEVED, TESTING SHALL BE PERFORMED BY A

RECOGNIZED TESTING LABORATORY AS FOLLOWS:

• ONE SET OF THREE (3) STANDARD TEST SPECIMENS, TO BE MADE FOR EACH CLASS OF CONCRETE IN ANY ONE DAY

POUR OF MORE THAN 5 CUBIC METERS. FOR POURS OF MORE THAN 60 CUBIC METERS, ONE SET PER EACH 60 CUBIC

METER.

• ONE ADDITIONAL STANDARD TEST SPECIMEN TO BE MADE DURING COLD WEATHER.

• CONCRETE TO SAMPLED AT THE POINT OF DEPOSIT OF THE CONCRETE.

• FOR EACH SET OF TEST SPECIMENS A SLUMP TEST AND ENTRAINED AIR TEST IS TO BE INCLUDED.

3. CONCRETE REQUIREMENTS:

• READY MIX CONCRETE TO A.S.T.M. C94 (LATEST VERSION)

• REFER TO CONCRETE SCHEDULE FOR MIX REQUIREMENTS.

• AGGREGATES TO CSA-A23.1-09 AND ASTM C330-04 MAXIMUM SIZE 3/4" (20mm) COARSE AGGREGATE.

4. CONCRETE WORK TO BE WITHIN THE TOLERANCE LISTED BELOW:

• VARIATION OF THE LINEAR BUILDING LINES LESS THAN 3/16" (5mm).

• VARIATION OF GROSS SECTIONS OF THICKNESS OF SLABS MINUS 6mm OR PLUS 6mm

• VARIATION FROM LEVEL OR FROM GRADES INDICATED FOR SURFACES OF SLAB SHALL NOT EXCEED A 3mm STRAIGHT

EDGE IMMEDIATELY AFTER TROWELLING.

5. CONDUITS, PIPES AND SLEEVES IN CONCRETE

• ACCURATELY LOCATE AND SET IN PLACE ITEMS WHICH ARE TO BE CAST DIRECTLY INTO CONCRETE.

• COORDINATE WORK WITH OTHER TRADES.

• PLACEMENT OF CONDUITS, SLEEVES, ETC. SHALL NOT IMPAIR THE STRUCTURAL STRENGTH OF STRUCTURE. CENTER

LINE SPACING TO BE NOT LESS THAN 3 CONDUIT DIAMETERS. CENTER LINE SPACING BETWEEN PARALLEL CONDUITS

AND REINFORCEMENT TO BE 3 CONDUIT DIAMETERS.

• SLEEVES OR CONDUITS THROUGH COLUMNS NOT ALLOWED.

• SLEEVES THROUGH BEAMS NOT ALLOWED.

• DO NOT PLACE SLEEVES NEXT TO COLUMNS. MAINTAIN SLEEVES 4 ft (1200mm)

MINIMUM DISTANCE AWAY FROM FACE OF COLUMN.

• SPACING OF SLEEVES THROUGH SLABS TO BE 2 TIMES THE DIAMETERS MINIMUM.

6. SUPPORT SLAB BOTTOM REINFORCEMENT ON SLAB BOLSTERS TO MAINTAIN CONCRETE PROTECTION AS REQUIRED

7. SLAB POURS SHALL NOT EXCEED 45 ft (14M)

8. LAYOUT CONSTRUCTION JOINTS PRIOR TO PLACEMENT OF CONCRETE.

9. HOOKS ON COLUMNS SHALL BEND 135°

10. DO NOT REMOVE FORMWORK BEFORE CONCRETE HAS REACHED 75% OF SPECIFIED 28 DAY STRENGTH.

11. CURING

• CONCRETE CURING TO CSA A23.1.

• BASIC CURING: KEEP CONCRETE SURFACE CONTINUOUSLY MOIST UNTIL CONCRETE TEMPERATURE DUE TO

HYDRATION HAS PEAKED AND DROPPED SEVERAL DEGREES, OR FOR THREE DAYS AT A MINIMUM TEMPERATURE OF

10OC.

• ADDITIONAL CURING: IMMEDIATELY FOLLOWING BASIC CURING AND BEFORE THE CONCRETE HAS DRIED, CURE FOR AN

ADDITIONAL FOUR DAYS, MAINTAINING THE TEMPERATURE OF THE AIR IN CONTACT WITH THE CONCRETE ABOVE 10°C.

• ACCEPTABLE CURING METHODS:

•• PONDING OR CONTINUOUS SPRINKLING.

•• ABSORPTIVE MAT OR FABRIC KEPT CONTINUOUSLY WET.

•• DAMP SAND, EARTH, OR SIMILAR MOIST MATERIAL.

•• CONTINUOUS STEAM VAPOUR MIST BATH NOT EXCEEDING 70°C.

•• CURING COMPOUND.

•• WATERPROOF PAPER OR PLASTIC FILM.

•• OTHER MOISTURE_RETAINING METHOD APPROVED BY THE CONSULTANT.

• DO NOT USE CURING COMPOUNDS ON CONCRETE SURFACES, WHICH ARE EXPECTED TO RECEIVE TOPPING, HARDENER,

OR OTHER TYPE OF BONDED FINISH UNLESS APPROVED BY THE CONSULTANT.

• PROTECT FRESHLY PLACED AND CONSOLIDATED CONCRETE AGAINST DAMAGE OR DEFACEMENT FROM ADVERSE

WEATHER CONDITIONS.

• EXPOSED CONCRETE WALKING SURFACES NOT TO RECEIVE AN INTEGRAL HARDENER: COAT WITH CURING COMPOUND

OR CURING METHOD THAT PROVIDES PERMANENT SEAL.

• IN AREAS WITH AN EXPOSED CONCRETE FLOOR SURFACE, APPLY THE HARDENER AND DUST_PROOFING AGENT

STRICTLY TO THE MANUFACTURER'S INSTRUCTIONS.

• SUBMIT PROPOSED METHODS OF PROTECTION AND CURING WHEN AIR TEMPERATURE IS AT OR ABOVE 25°C OR AT OR

BELOW 5°C, OR LIKELY TO BE SO WITH 24 HOURS OF PLACING TIME.

• WATER FOR CURING SHALL BE CLEAN AND FREE FROM MATERIALS THAT WILL CAUSE STAINING OR DISCOLORATION OF

THE CONCRETE.

• FOR HORIZONTAL SURFACES, SPREAD 50 MM OF MOIST SAND OVER THE ENTIRE SURFACE AND KEEP SATURATED WITH

WATER.

• FOR VERTICAL SURFACES SUCH AS WALLS, COLUMNS, PIERS, LOOSEN THE FORMS, LEAVE THEM IN PLACE AND

CONTINUOUSLY APPLY WATER BETWEEN THE FORM AND THE CONCRETE SURFACE. ALTERNATIVELY THE FORMS MAY

BE REMOVED AND AN ABSORPTIVE WOVEN FABRIC APPLIED AND KEPT CONTINUOUSLY MOIST.

• IF MOIST CURING IS NOT USED, THEN SPRAYED CURING COMPOUNDS ARE TO BE USED.

• CURING COMPOUNDS TO BE OF THE LIQUID MEMBRANE TYPE FOR CURING CONCRETE AND SHALL BE APPLIED IN STRICT

ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS.

• CURING COMPOUNDS USED FOR EXPOSED CONCRETE MUST NOT DISCOLOR THE CONCRETE, NOR BE SUCH AS TO

PROHIBIT THE SUBSEQUENT APPLICATION OF PAINT, TILES, PARGING OR OTHER COATINGS.

• FOR HORIZONTAL SURFACES, AFTER THE COMPLETION OF FINISHING OPERATIONS AND IMMEDIATELY AFTER THE

DISAPPEARANCE OF SURFACE MOISTURE, APPLY THE SPRAYED CURING COMPOUND.

SECTION 051200 STRUCTURAL STEEL

REFERENCE STANDARDS

1. ALL STANDARDS TO BE LATEST AT TIME OF TENDERING

2. CAN/CSA-G40.20/G40.21-04 "GENERAL REQUIREMENTS FOR ROLLED OR WELDED STRUCTURAL QUALITY STEEL".

3. CAN/CSA G164-92 (R2003) "HOT DIPPED GALVANIZING OF IRREGULARLY SHAPED ARTICLES". (WITHDRAWN)

4. CAN/CSA S16-09 "DESIGN OF STEEL STRUCTURES"

5. CSA W47.1-03 "CERTIFICATION OF COMPANIES FOR FUSION WELDING OF STEEL STRUCTURAL".

6. CSA W59-03, "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)".

7. CSA W178.1-03, "QUALIFICATION CODE FOR WELDING INSPECTION ORGANIZATIONS".

8. ASTM A307. "LOW CARBON STEEL EXTERNALLY AND INTERNALLY THREADED FASTENERS".

9. ASTM A325-00, "HIGH STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS INCLUDING SUITABLE NUTS AND PLAIN

HARDENED WASHERS".

10. ASTM, A490-02, "SPECIFICATION FOR QUENCHED AND TEMPERED STEEL BOLTS AND STUDS".

11. CISC/CPMA 1-73A "STRUCTURAL STEEL PRIMER".

SHOP DRAWINGS

1. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION.

2. PROVIDE COMPLETE FABRICATION AND ERECTION DRAWINGS OF ALL WORK AND ITEMS.

3. SHOW FRAMING PLANS AND GRID LINES, BEARING AND ANCHORAGE DETAILS, FRAMED OPENINGS,

ACCESSORIES, SPECIAL ERECTION PROCEDURES SCHEDULE OF MATERIALS, CAMBER AND LOADINGS,

FASTENERS AND WELDS USING BASIC WELD SYMBOLS TO AMERICAN WELDING SOCIETY.

4. PROVIDE SEPARATE LAYOUT PLANS AND SETTING DETAILS FOR ALL BEARING AND ATTACHMENT DEVICES

SUPPLIED UNDER THIS SECTION FOR SETTING AND BUILDING IN UNDER OTHER SECTIONS.

5. INCLUDE DETAILS OF ALL TEMPORARY BRACING SYSTEMS REQUIRED FOR STABILITY DURING CONSTRUCTION

AND SHOW THE EXTENT OR PRIOR WORK THAT IS REQUIRED TO BE IN PLACE FOR THE TEMPORARY BRACING

SYSTEMS AS DESIGNED.

6. THE FABRICATOR IS TO CERTIFY ALL CONNECTIONS, DESIGN AND ERECTION PROCEDURES, HAVE BEEN

SUPERVISED AND CARRIED OUT BY A PROFESSIONAL ENGINEER, REGISTERED IN THE PROVINCE OF ALBERTA,

CERTIFICATION SHALL BE IN THE FORM OF A LETTER BEARING THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER, AND SHOULD BE SUBMITTED WITH THE SHOP DRAWINGS. FAILURE TO SUBMIT SUCH

A LETTER WILL RESULT IN THE SHOP DRAWINGS BEING REJECTED.

7. SHOP DRAWINGS TO BE CHECKED BY THE CONTRACTOR PRIOR TO SUBMISSION TO THE ARCHITECT.

8. REVIEW BY THE ARCHITECT IN NO WAY RELIEVES THE CONTRACTOR OF HIS RESPONSIBILITY FOR THE

ACCURACY OF THE SHOP DRAWINGS.

9. SPECIFY PRIMER TO BE USED FOR EACH MEMBER AND COMPONENTS HIGHLIGHTING EXPOSED PAINTED STEEL.

MATERIALS

1. STRUCTURAL STEEL TO CONFORM TO CAN/CSA G40.20/G40.21-04 WITH MINIMUM GRADE AS FOLLOWS:

• ROLLED STEEL SECTIONS TO GRADE 350W.

• ANGLES AND PLATES TO GRADE 300W.

• HSS STEEL SECTIONS TO GRADE 350W.

2. ANCHOR BOLTS - ASTM A-307

3. BOLTS, NUTS AND WASHERS: HIGH STRENGTH TYPE RECOMMENDED FOR STRUCTURAL STEEL JOINTS,

CONFORMING TO REQUIREMENTS OF ASTM A325, MEDIUM-CARBON STEEL.

4. WELDING MATERIALS - CSA W59-03

5. PRIMER, TO CONFORM TO CISC/CPMA 1-73A "STRUCTURAL STEEL PRIMER".

6. PRIMERS ARE TO BE DIFFERENT AND DISTINCTIVE COLOR FOR EACH ONE USED.

7. PRIMER TO CONFORM TO GP 79-005 EPOGARD ACTIVATED ZINC RICH PRIMER TO ALL STEEL, INTERIOR AND

EXTERIOR, EXPOSED TO VIEW IN THE FINAL ASSEMBLY.

8. SHOP GALVANIZING: HOT DIPPED GALVANIZING WITH A MINIMUM COATING OF 700 G/M2 TO CSA G164.

9. SHEAR STUD CONNECTORS: HEADED CONCRETE ANCHORS CONFORMING TO ASTM A108-73.

FABRICATION AND ERECTION

1. FABRICATORS AND ERECTORS TO SATISFY THE REQUIREMENT OF CAN/CSA W47.1, CSA W59 AND S16-01

2. FABRICATION AND ERECTION TO FOLLOW CISC CODE OF STANDARD PRACTICE (R2002)

REVIEW

1. MATERIAL AND WORKMANSHIP SHALL BE INSPECTED AND APPROVED BY A RECOGNIZED TESTING FIRM,

APPROVED BY THE ARCHITECT OR HIS REPRESENTATIVE AND PAID FOR BY THE CONTRACTOR.

2. PROVIDE ACCESS FOR INSPECTION TO ALL PLACES WHERE WORK IS BEING DONE, OR MATERIAL STOCKPILED

PRIOR TO SHIPMENT.

3. SUBMIT COPIES OF MILL TEST REPORTS PROPERLY CORRELATED TO THE MATERIALS USED TO THE ARCHITECT

UPON REQUEST.

4. INSPECTION TO INCLUDE VISUAL EXAMINATION OF WELDING PROCEDURES, AT THE PLANT AND IN THE FIELD,

PLUS MAGNETIC PARTICAL, X-RAY OR OTHER MEANS DEEMED NECESSARY BY THE FABRICATOR'S ENGINEER.

5. INSPECTION TO INCLUDE RANDOM CHECKING OF BOLTS.

6. THE ARCHITECT MAY REQUEST ADDITIONAL TESTING OF WELDS AND BOLTS TO ASCERTAIN THE FULL AMOUNT

OF DEFECTS IF EXCESSIVE DEFICIENCIES ARE NOTED. ADDITIONAL COSTS FOR EXTRA TESTING TO BE BORN BY

THE CONTRACTOR.

7. PAY FOR ALL COSTS FOR RE-TESTING AND RE-INSPECTION, AS A RESULT OF DEFECTIVE WORKMANSHIP.

8. PAY FOR ALL COSTS OF REPAIRS TO CORRECT DEFECTIVE WORK.

9. INSPECTION FIRM TO SUBMIT TO THE ARCHITECT, A FINAL REPORT CERTIFYING ALL WELDS AND CONNECTIONS,

INCLUDING CONFIRMATION THAT REQUIRED REPAIRS HAVE BEEN COMPLETED. THIS REPORT MUST BE

SUBMITTED UNDER THE SEAL AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER REGISTERED IN

THE PROVINCE OF ALBERTA.

10. NOTIFY ARCHITECT 24 HOURS PRIOR TO COMMENCEMENT OF INSPECTION.

11. CONDUCT TESTING TO CSA W59 AND CAN/CSA S16.1 STANDARDS, INCLUDING, BUT NOT LIMITED TO THE

FOLLOWING:

• VISUAL EXAMINATION OF ALL WELDS AND WORKMANSHIP THAT ARE READILY

ACCESSIBLE (100%).

• RANDOM MAGNETIC PARTICLE TESTING OF SELECTED SHOP WELDS OF ALL

COMPONENTS (20% OF CONNECTIONS).

• RANDOM MAGNETIC PARTICLE TESTING OF SELECTED FIELD WELDS OF ALL

COMPONENTS (20% OF CONNECTIONS).

• RANDOM CHECKS OF STRUCTURAL STEEL MEMBER SIZES (UP TO 20% OF

COLUMNS AND UP TO 20% OF BEAMS, GIRDERS, BRIDGING AND BRACING, ETC.).

• VISUAL EXAMINATION OF MEMBERS FOR CONFORMANCE TO REQUIREMENTS FOR

ARCHITECTURAL FINISHES (LIMITED).

• BOLT SPECIFICATIONS, GRADES AND FASTENING VERIFICATION (20% OF ALL

CONNECTIONS).

• REVIEW OF DRAWINGS, WELDING PROCEDURES, WELDERS' CERTIFICATIONS, DATA

SHEETS, AND WELDING CONSUMABLES STORAGE (SHOP AND FIELD).

• REVIEW OF READILY AVAILABLE MILL CERTIFICATES FOR ALL MATERIAL USED.

• EMBED PLATES WILL BE BEND TESTED ON 1% OF RANDOMLY SELECTED STUDS,

AND TESTED TO DESTRUCTION ON (1/3%).

• DECKING EXAMINATION OF PROFILE AND GAUGE (20%). INSPECTION OF PUDDLE

WELDS AND SIDE LAP CRIMPING THAT IS ACCESSIBLE (100%).

• CONFIRM CORRECT LOADING, UNLOADING, AND SITE STORAGE OF COMPONENTS.

• CONFIRM ACCEPTABILITY OF PRIMER COATS.

• TRACKING OF ALL NOTED DEFICIENCIES, TIMELY FAXING OF TECHNICAL REPORTS TO RELEVANT PARTIES,

IMMEDIATE CORRESPONDENCE OF IMPORTANT ISSUES TO THE ENGINEER OF RECORD, AND A FINAL

SUMMARY REPORT INCLUDING ALL RETAINED DOCUMENTATION, THE FINAL PROJECT STATUS.

SECTION 052100 STEEL JOIST

REFERENCE STANDARDS1. ALL STANDARDS TO BE LATEST AT TIME OF TENDERING

2. CAN/CSA-G40.20/G40.21-04 "GENERAL REQUIREMENTS FOR ROLLED OR WELDED STRUCTURAL QUALITY STEEL".

3. CAN/CSA G164-03 "HOT DIPPED GALVANIZING OF IRREGULARLY SHAPED ARTICLES".

4. CAN/CSA S16.1-09 "STEEL STRUCTURES FOR BUILDINGS (LIMIT STATES DESIGN)"

DESIGN1. DESIGN IN ACCORDANCE TO CAN/CSA-S16-09

2. UNLESS NOTED OTHERWISE ON DRAWINGS LIMIT JOIST ROOF TOTAL LOAD DEFLECTION TO L/240 AND LIVE LOAD

DEFLECTION TO L/360.

3. DESIGN REQUIRED BRIDGING SIZE AND SPACING.

SHOP DRAWINGS1. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION.

2. PROVIDE COMPLETE FABRICATION AND ERECTION DRAWINGS OF ALL WORK AND ITEMS.

3. SHOW FRAMING PLANS AND GRIDLINES, BEARING AND ANCHORAGE DETAILS, FRAMED OPENINGS, ACCESSORIES,

SPECIAL ERECTION PROCEDURES SCHEDULE OF MATERIALS, CAMBER AND LOADINGS, FASTENERS AND WELDS USING

BASIC WELD SYMBOLS TO AMERICAN WELDING SOCIETY.

4. PROVIDE SEPARATE LAYOUT PLANS AND SETTING DETAILS FOR ALL BEARING AND ATTACHMENT DEVICES SUPPLIED

UNDER THIS SECTION FOR SETTING AND BUILDING IN UNDER OTHER SECTIONS.

5. INCLUDE DETAILS OF ALL TEMPORARY BRACING SYSTEMS REQUIRED FOR STABILITY DURING CONSTRUCTION AND

SHOW THE EXTENT OR PRIOR WORK THAT IS REQUIRED TO BE IN PLACE FOR THE TEMPORARY BRACING SYSTEMS AS

DESIGNED.

6. THE FABRICATOR IS TO CERTIFY ALL CONNECTIONS, DESIGN AND ERECTION PROCEDURES, HAVE BEEN SUPERVISED

AND CARRIED OUT BY A PROFESSIONAL ENGINEER, REGISTERED IN THE PROVINCE OF ALBERTA, CERTIFICATION

SHALL BE IN THE FORM OF A LETTER BEARING THE SEAL AND SIGNATURE OF THE PROFESSIONAL ENGINEER, AND

SHOULD BE SUBMITTED WITH THE SHOP DRAWINGS. FAILURE TO SUBMIT SUCH A LETTER WILL RESULT IN THE SHOP

DRAWINGS BEING REJECTED.

7. SHOP DRAWINGS TO BE CHECKED BY THE CONTRACTOR PRIOR TO SUBMISSION TO THE ARCHITECT.

8. REVIEW BY THE ARCHITECT IN NO WAY RELIEVES THE CONTRACTOR OF HIS RESPONSIBILITY FOR THE ACCURACY OF

THE SHOP DRAWINGS.

9. SPECIFY PRIMER TO BE USED FOR EACH MEMBER AND COMPONENTS HIGHLIGHTING EXPOSED PAINTED STEEL.

MATERIALS1. CONFORM TO CAN/CSA-G40.20/G40.21-04

2. WELDING TO CSA W59-03

3. PRIMER TO CONFORM TO CISC/CPMA-1-73A

SECTION 053100 METAL DECKING

REFERENCE STANDARDS1. CANADIAN SHEET STEEL BUILDING INSTITUTE CODE OF PRACTICE.

2. ALBERTA BUILDING CODE 2014

3. CSA W47.1-03 "CERTIFICATION OF COMPANIES FOR FUSION WELDING OF STEEL STRUCTURES".

DESIGN1. DESIGN IT TO CSA-S136-01

2. LIMIT DEFLECTION TO L/360 MAXIMUM UNDER SPECIFIED LIVE LOAD AND TO L/240 MAXIMUM UNDER SPECIFIED TOTAL

LOADS.

3. SPAN DECK OVER 3-SPANS.

4. LOCATE END JOINTS OVER BEARING SUPPORT AND CAP 2" (50mm) MINIMUM WHERE APPLICABLE.

5. BOTTOM PUNCH SIDE LAPS MECHANICALLY, 24" (600mm) MAXIMUM.

6. WELD DECK TO SUPPORTING STEEL WITH 3/4" (20mm) DIAMETER SPOTS AT 12" (300mm) O.C. AT INTERIOR SUPPORTS,

AND 6" (150mm) O.C. AT EXTERIOR SUPPORTS.

7. FOR OPENINGS UP TO 18" (450mm) ACROSS THE FLUTES REINFORCE DECK WITH L76x76x6.4 STEEL ANGLE

PERPENDICULAR TO FLUTES, EXTENDED THREE FLUTES AND WELD EACH SIDE OF OPENING.

8. ASTM A653/A653M, STRUCTURAL QUALITY AS REQUIRED, COATING DESIGNATION ZF75.

SECTION 316323 BORED CONCRETE PILES

REFERENCE STANDARDS

.1 ASTM C94/C94M_07 _ READY_MIXED CONCRETE.

.2 CSA A23.1_04/A23.2_04 _ CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION/METHODS OF TEST AND

STANDARD PRACTICES FOR CONCRETE.

.3 WORKERS' COMPENSATION BOARD.

SHOP DRAWINGS

.1 SHOP DRAWINGS: SUBMIT IN ACCORDANCE WITH SECTION.

-SUBMIT A MINIMUM OF 10 WORKING DAYS IN ADVANCE OF START OF PILE OPERATIONS ON SITE.

.2 REVIEW OF SHOP DRAWINGS IS INTENDED AS AN ASSISTANCE TO THE CONTRACTOR AND DOES NOT RELIEVE HIM OF

HIS RESPONSIBILITY FOR THE ACCURACY AND COMPLETENESS OF HIS WORK.

.3 DRAWINGS SHALL INCLUDE THE FOLLOWING INFORMATION:

-PILE LAYOUT.

-SIZE OF SHAFT AND BELL.

-TYPE OF PILE.

-GRADE AND DETAILS OF REINFORCING STEEL.

-TYPE OF CEMENT AND CONCRETE STRENGTH.

-ELEVATION OF PILE BASES.

-ELEVATION OF TOP OF PILE CAPS.

INSTALLATION

.1 PERFORM CONCRETE WORK IN ACCORDANCE WITH REQUIREMENTS OF CSA A23.1, UNLESS INDICATED OTHERWISE

HEREIN.

.2 TESTING OF CONCRETE WILL BE CARRIED OUT BY AN INDEPENDENT TESTING FIRM CERTIFIED IN ACCORDANCE WITH

CSA A283 RETAINED AND PAID FOR BY THE CONTRACTOR.

.3 FULL TIME PILE INSPECTION OF SHAFT AND BASES WILL BE CARRIED OUT BY AN EXPERIENCED QUALIFIED

PERSONNEL RETAINED AND PAID BY THIS CONTRACTOR. DESIGN PARAMETERS INDICATED IN THE

GEOTECHNICAL REPORT SHALL BE VERIFIED ON SITE BY A GEOTECHNICAL ENGINEER RETAINED AND PAID BY THE

CONTRACTOR.

.4 CONCRETE TESTING:

-TEST CONCRETE IN ACCORDANCE WITH CSA A23.2.

.5 PROVIDE FREE ACCESS TO ALL PORTIONS OF WORK AND CO_OPERATE WITH APPOINTED FIRM.

.6 CONFORM IN ALL RESPECTS TO THE REQUIREMENTS NOTED IN SECTION 03300 OF THIS SPECIFICATION.

REVIEW

.1 INSTALLATION OF PILES TO BE UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER PERFORMED THE

GEOTECHNICAL REPORT.

.2 GEOTECHNICAL ENGINEER SHALL BE RETAINED AND PAID BY THE CONTRACTOR.

.3 PROVIDE ACCESS FOR INSPECTION TO ALL PLACES WHERE WORK IS BEING DONE.

.4 SUBMIT COPIES OF ALL INSPECTION REPORTS. REPORT SHALL BE SIGNED AND SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA.

.5 CONTRACTOR TO PAY FOR ALL COSTS FOR RE-INSPECTION AS A RESULT OF DEFECTIVE WORKMANSHIP.

.6 CONTRACTOR TO PAY FOR ALL COSTS OF REPAIRS TO CORRECT DEFECTIVE WORK.

7. SCHEDULE C FOR PILES INSTALLATION SHALL BE PROVIDED BY THE ENGINEER RESPONSIBLE FOR THE REVIEW OF

THE PILES AT THE COMPLETETION OF THE PILES INSTALLATION.

SOILS REPORT

.1 REFER TO SOILS REPORT, WHICH IS ASSOCIATED WITH THIS SPECIFICATION.

SECTION 054200 WIND BEARING METAL STUDS

REFERENCE STANDARDS

1. ANSI/AWS D1.3 _ STRUCTURAL WELDING CODE - SHEET STEEL.

2. ASTM A653/A653M_07 _ STEEL SHEET, ZINC_COATED (GALVANIZED) OR ZINC_IRON

ALLOY_COATED (GALVANNEALED) BY THE HOT_DIP PROCESS.

3. ASTM A792/A792M-06A _ STEEL SHEET, 55 % ALUMINUM-ZINC ALLOY-COATED BY THE HOT-DIP

PROCESS.

4. CAN/CGSB 1.181_99 _ READY_MIXED COATING ORGANIC ZINC_RICH COATING.

5. CAN/CSA_S136_01 _ NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF

COLD_FORMED STEEL STRUCTURAL MEMBERS.

6. CSA W47.1_03 _ CERTIFICATION OF COMPANIES FOR FUSION WELDING OF STEEL

STRUCTURES.

7. CSA W59_03 _ WELDED STEEL CONSTRUCTION (METAL ARC WELDING).

8. ALBERTA BUILDING CODE 2014.

SHOP DRAWINGS

1. SHOP DRAWINGS: SUBMIT IN ACCORDANCE WITH SECTION.

-SUBMIT FOUR (4) COPIES OF SHOP DRAWINGS AND ENGINEERING

CALCULATIONS OR DATA VERIFYING THE CAPACITY OF THE MEMBERS AND WALL

SYSTEM AND THE ABILITY OF THE ASSEMBLIES TO MEET THE DESIGN

REQUIREMENTS.

-SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA.

2. SAMPLES: SUBMIT THREE (3) REPRESENTATIVE PIECES OF ALL FRAMING COMPONENT PARTS,

INCLUDING MECHANICAL FASTENERS IF USED. THE LENGTH OF PIECES SUBMITTED NEED NOT

EXCEED 300 MM. TAG PIECES WITH THE NAME OF THE PART, THE METAL THICKNESS

EXCLUSIVE OF COATING AND THE MANUFACTURER.

3. REPORTS: SUBMIT THREE (3) CERTIFIED COPIES OF MILL REPORTS COVERING

CHEMICAL AND MECHANICAL PROPERTIES, AND COATING DESIGNATION OF STEEL USED IN THIS

WORK.

4. DESIGN BRIDGING TO PREVENT MEMBER ROTATION AND MEMBER TRANSLATION

PERPENDICULAR TO THE MINOR AXIS. PROVIDE FOR SECONDARY STRESS EFFECTS DUE TO

TORSION BETWEEN LINES OF BRIDGING. COLLATERAL SHEATHING MAY BE USED TO HELP

RESTRAIN MEMBER ROTATION AND TRANSLATION PERPENDICULAR TO THE MINOR AXIS FOR:

-WIND BEARING STUDS.

5. MAXIMUM DEFLECTIONS UNDER SPECIFIC LOADS SHALL CONFORM TO THE FOLLOWING:

-WALL STUDS SUPPORTING MATERIALS SUSCEPTIBLE TO CRACKING (E.G.

MASONRY VENEER, PORTLAND CEMENT PLASTER, AND CERAMIC TILE) TO L/360.

WALL STUDS SUPPORTING MATERIALS NOT SUSCEPTIBLE TO CRACKING (E.G.

METAL CLADDING, SYNTHETIC VENEERS) L/360.

-BUILDING SWAY DUE TO ALL EFFECTS 1/400 OF BUILDING HEIGHTS OR 1/500 OF

STOREY HEIGHT.

MATERIALS

1. FRAMING MATERIALS: COLD-ROLLED STEEL CONFORMING TO CSA S136, 228 MPA, WITH

METALLIC COATING TO ASTM A653/A653M OR A792/A792M, MINIMUM COATING THICKNESS Z180

OR EQUIVALENT.

2. SHEET METAL SCREWS SHALL HAVE A MINIMUM COATING THICKNESS OF 0.008 MM OF ZINC OR

CADMIUM. OTHER COATINGS PROVIDING EQUAL OR BETTER CORROSION PROTECTION MAY

BE USED.

3. WELDING ELECTRODES SHALL BE OF THE 480 MPA MINIMUM TENSILE STRENGTH SERIES (E.G.

E480XXX, E480S-X).

4. ZINC RICH PAINT FOR TOUCHING UP WELDS AND DAMAGED METALLIC COATING THAT

CONFORM TO CAN/CGSB 1.181.

5. THE MINIMUM STEEL THICKNESS EXCLUSIVE OF COATING SHALL BE AS FOLLOWS:

-WALL STUDS: 1.22 MM.

6. THICKER MATERIAL MAY BE REQUIRED TO SATISFY STRUCTURAL REQUIREMENTS.

FABRICATION

1. THE STEEL THICKNESS EXCLUSIVE OF THE COATING SHALL BE MARKED ON EACH

MEMBER BY EMBOSSING, STAMPING WITH INDELIBLE INK OR BY COLOUR CODING.

SCREWS

1. STEEL SCREWS SHALL EQUAL OR EXCEED THE MINIMUM DIAMETER INDICATED ON THE

SHOP DRAWINGS.

2. PENETRATION BEYOND JOINED MATERIALS SHALL HAVE LOW PROFILE HEADS.

3. THREAD TYPES AND DRILLING CAPABILITY SHALL CONFORM TO THE MANUFACTURE'S

RECOMMENDATION.

4. SCREWS COVERED BY SHEATHING MATERIALS SHALL HAVE LOW PROFILE HEADS.

EXECUTION

1. FABRICATION AND ERECTION SHALL CONFORM TO THE APPROVED SHOP DRAWINGS.

MODIFICATIONS REQUIRED TO ACCOMMODATE AS-BUILT CONDITIONS (OTHER THAN MINOR

DIMENSIONAL CHANGES) SHALL BE SUBMITTED FOR APPROVAL.

WELDING

1. WELDS: TO CSA W59 AND/OR ANSI/AWS D1.3, WHICHEVER IS APPLICABLE.

2. FOR MATERIAL LESS THAN 3 MM THICK, SHOP DRAWINGS MAY SHOW NOMINAL WELD LEG

SIZES. FOR SUCH MATERIALS, THE EFFECTIVE THROATS OF WELDING SHALL NOT BE LESS

THAN THE THICKNESS OF THE THINNEST CONNECTED PART.

3. TOUCH-UP WELDS WITH ZINC RICH PAINT.

ERECTION

1. METHODS OF CONSTRUCTION MAY BE EITHER PIECE (STICK-BUILDING) OR BY

FABRICATION INTO PANELS (PANELIZED) EITHER ON OR OFF SITE.

2. STUD STEEL FRAMING SHALL BE ERECTED TRUE AND PLUMB WITHIN THE SPECIFIED

TOLERANCES. TEMPORARY BRACING SHALL BE EMPLOYED WHEREVER NECESSARY TO

WITHSTAND ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECT DURING ERECTION AND

SUBSEQUENT CONSTRUCTION. TEMPORARY BRACING SHALL BE LEFT IN PLACE AS LONG AS

REQUIRED FOR THE SAFETY AND INTEGRITY OF THE STRUCTURE. THE ERECTOR SHALL

ENSURE THAT DURING ERECTION A MARGIN OF SAFETY CONSISTENT WITH THE

REQUIREMENTS OF THE ALBERTA BUILDING CODE AND CAN/CSA S136 EXISTS IN THE

UNCOMPLETED STRUCTURE.

3. WALL FRAMING AND ANCHORING SHALL BE ERECTED IN ACCORDANCE WITH APPROVED SHOP

DRAWINGS.

4. ERECTION TOLERANCES.

-FOR THE PURPOSE OF THIS SECTION, CAMBER IS DEFINED AS THE DEVIATION FROM

STRAIGHTNESS OF A MEMBER OR ANY PORTION OF A MEMBER WITH RESPECT TO ITS MAJOR

AXIS, AND SWEEP IS DEFINED AS THE DEVIATION FROM THE STRAIGHTNESS OF A MEMBER OR

ANY PORTION OF A MEMBER WITH RESPECT TO ITS MINOR AXIS.

-FOR WIND BEARING STUDS OUT OF PLUMBNESS SHALL NOT EXCEED 1/500TH OF THE

MEMBER LENGTH. OUT OF STRAIGHTNESS (CAMBER AND SWEEP) SHALL NOT EXCEED

1/1000TH OF THE MEMBER LENGTH.

-FOR TRACK, CAMBER SHALL NOT EXCEED 1/1000TH OF THE MEMBER LENGTH.

-STUDS SHALL SEAT INTO TOP AND BOTTOM TRACKS. THE GAP BETWEEN THE END OF THE

STUD AND THE WEB OF THE TRACK SHALL NOT EXCEED 4 MM FOR WIND BEARING STUDS.

-ALIGN ADJACENT PREFABRICATED PANELS TO PROVIDE SURFACE CONTINUITY AT THE

INTERFACE.

-SPACING OF STUDS SHALL NOT BE MORE THAN 3 MM FROM THE DESIGN SPACING. THE

CUMULATIVE ERROR IN SPACING SHALL NOT EXCEED THE REQUIREMENTS OF THE FINISHING

MATERIALS.

5. MAKE ALL FIELD MEASUREMENTS NECESSARY TO ENSURE THE PROPER FIT OF ALL MEMBERS.

6. CUTTING OF MEMBERS MAY BE BY SAW OR SHEAR. TORCH CUTTING IS NOT PERMITTED.

7. HOLES THAT ARE FIELD CUT INTO STUD STEEL FRAMING MEMBERS SHALL CONFORM TO THE

REQUIREMENTS OF SECTION 2.2.1 AND 3.3.5.

8. SPLICING OF STEEL STUDS ID NOT PERMITTED.

9. INSULATION EQUAL TO THE SPECIFIED SHALL BE PLACED IN ALL JAMB AND HEADER

ASSEMBLIES THAT WILL BE IN INACCESSIBLE AFTER THEIR INSTALLATION INTO THE WALL.

ENSURE THAT INSULATION IS KEPT DRY AND NOT COMPRESSED.

10. HANDLING AND LIFTING OF PREFABRICATED PANELS SHALL NOT CAUSE PERMANENT

DISTORTION TO ANY MEMBER OR COLLATERAL MATERIAL.


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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16-4330

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2017-01-24

S105

STRUCTURAL

SPECIFICATIONS

1 2 3 4 5 6 7 8

A

B

C

9 10

162'-0"

18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0"

60

'-0"

30

'-0"

30

'-0"

'P1'

'P1'

5'-9" 13'-7" 16'-8" 18'-0" 18'-0" 12'-0" 18'-0" 12'-0" 18'-0" 18'-2"

10

'-2"

20

'-0"

16

'-0"

14

'-2"

18'-2"18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"18'-1"

5'-5

1/2

"1

3'-7

1/2

"1

0'-11"

11

'-6"

18

'-7"

7 1

/2"

2"

5"

5"

7 1

/2"

11

1/2

"

11

1/2

"

36'-0" 36'-0" 36'-0" 36'-0" 17'-9"

7 1/2"

7 1/2"

3'-0"

'P2'

'P2'

'P2'

'P1'

'P1'

'P2'

12'-0"

'P2''P

1'

'P2' 'P

1'

'P1'

'P1'

'P1'

'P2'

'P2'

'P2'

'P2'

'P2'

'P2'

'P2'

'P2'

'P2'

'P1'

'P1'

'P1'

'P3'

'P3'

97'-0

"

'P2a

'

96'-6

"

'P2a

'

96'-6

"

'P2a

'

96'-6

"

'P2a

'

96'-6

"

F1S402

F2S402

F3S402

F4S402

2"

3"

2"

2"

3"

3"

2"

2"

2"

2"

1"

1"

1"

2"

3"

3"

2"

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F4S402

SIM.

F3S402

F3S402

F3S402

SIM.SIM.SIM.

F2S402

SIM.

F3S402

SIM.

F4S402

SIM.

F4S402

SIM.

F2S402

SIM.

F2S402

SIM.

F3S402

SIM.

F1S402

F1S402

SIM.

F1S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F1S402

F1S402

SIM.

F1S402

SIM.

F2S402

SIM.

F4S402

SIM.

F1S402

SIM.

F6S402

F6S402

SIM.F7

S402

'P1'

97'-1

"

'P1'

97'-1

"

F5S402

3'-0"

2"

2"

2"

5"1

1 1

/2"

SIM.SIM.

F8S402

'CAP P

L.2'

'CAP P

L.2'

'CAP P

L.2'

'CAP P

L.2'

'CAP P

L.2'

'CAP P

L.2'

'CAP P

L.2'

1/8"=1'-0"

1. SEE DRAWINGS S1 SERIES FOR GENERAL NOTES, TYPICAL DETAILS, SCHEDULES & STRUCTURAL

SPECIFICATIONS.

2. T/O PILE ELEVATION IS AT 98'-0" U.N.O. ON PLAN AS THUS: T.O.P.=XX'-XX"

3. UNLESS NOTED OTHERWISE PROVIDE A MINIMUM OF

6-15M DOWELS x 48" LONG FROM PILES TO GRADE BEAMS ABOVE.

4. GENERAL CONTRACTOR TO COORDINATE ALL DIMENSIONS AND ELEVATIONS SHOWN WITH

ARCHITECTURAL AND CIVIL DRAWINGS PRIOR TO COMMENCING WITH WORK.

5. PROVIDE CAP PLATE DETAIL 'CAP PL.1' SHOWN IN DRAWING S104 FOR ALL SCREW PILE LOCATIONS

TYP. U.N.O. (FOR SCREW PILE OPTION ONLY).

PILE LAYOUT PLAN


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S201

PILE LAYOUT PLAN

1 2 3 4 5 6 7 8

A

B

C

9 10

162'-0"

18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0"

60

'-0"

30

'-0"

30

'-0"

'C1'

'B.P

L.1'

'C2'

'B.P

L.3'

'CP1'

'C1'

'B.P

L.4'

'C1'

'B.P

L.4'

'C1'

'B.P

L.4'

'C1'

'B.P

L.2'

'CP2'

'C1'

'B.P

L.2'

'CP2'

'C1'

'B.P

L.4'

'C1'

'B.P

L.4'

'C1'

'B.P

L.1'

'C1'

'B.P

L.2'

'CP2'

'C2'

'B.P

L.2'

'CP2'

'C1'

'B.P

L.4'

'C2'

'B.P

L.1'

'C2'

'B.P

L.3'

'CP4'

'C2'

'B.P

L.3'

'CP5'

'C2'

'B.P

L.3'

'CP5'

'C2'

'B.P

L.3'

'CP5'

'C3'

'B.P

L.3'

'CP6'

'C3'

'B.P

L.3'

'CP6'

'C3'

'B.P

L.3'

'CP6'

'C2'

'B.P

L.4'

'C2'

'B.P

L.1'

'CP3'

'C1'

'B.P

L.4'

'C4'

'B.P

L.2'

'CP2'

'C2'

'B.P

L.3'

'CP1'

'C4'

'B.P

L.2'

'C3'

'B.P

L.2'

'C4'

'B.P

L.2'

'C3'

'B.P

L.2'

'CP7'

'GB1' 'GB1' 'GB1' 'GB1' 'GB1' 'GB1' 'GB1' 'GB1' 'GB1' 'GB2'

'GB

2'

'GB

1'

'GB

2'

'GB

2'

'GB

2'

'GB2''GB2''GB2''GB2''GB2''GB2''GB2''GB2''GB2' 'GB1'

'GB

2'

'GB

1'

'GB

2'

'GB

2'

'GB

1'

T/O CONC. SLAB

C.J.

C.J

.

C.J.

C.J.

C.J.

C.J. C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

14"

42"

'GB2'

18

'-7"

21

'-0"

3'-10"

9'-9

1/2

"3

'-10"

4'-3

1/2

" 9"

4'-7" 3'-10" 9'-9" 3'-10" 141'-6"

9" 9"

47

'-7"

9'-11"

4'-0"

3'-11 7/8"

12'-9 5/8"3'-11"14'-1 1/2"3'-10"14'-2"3'-10"14'-2"3'-10"14'-2"3'-10"14'-2"3'-10"14'-2"3'-10"34'-8"

9"

7"

11"

1'-1"

11

"

1'-1"

1'-9"

8" 2"

18

'-6"

CO

LU

MN

11

'-6"

10

'-11"

5'-5

1/2

"

6'-0"

COLUMN

16'-8" 18'-0" 18'-0" 12'-0" 9'-0" 24'-0" 18'-0" 18'-0"

10

'-0"

CO

LU

MN

10

'-0"

16

'-0"

14

'-0"

'C2'

'B.P

L.3'

'CP1a

'

'C2'

'B.P

L.3'

'CP1'

13'-4"

13

'-7

1/2

"

'GB

3'

'GB

3'

'GB

3'

F1S402

F2S402

F3S402

8"

F4S402

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F4S402

SIM.

F3S402

F3S402

F3S402

SIM.SIM.SIM.

F2S402

SIM.

F3S402

SIM.

F4S402

SIM.

F4S402

SIM.

F2S402

SIM.

F2S402

SIM.

F3S402

SIM.

F1S402

F1S402

SIM.

F1S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F2S402

SIM.

F1S402

F1S402

SIM.

F1S402

SIM.

F2S402

SIM.

F4S402

SIM.

F1S402

SIM.

F6S402

F6S402

SIM.F7

S402

18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"18'-0"

COLUMN

F5S402

ELEV. 100'-0"

GEODETIC = 684.9m

TO BE CONFIRMED & COORD.

WITH ARCH. DWGS.

10M @ 12" O/C DOWELS TYP.

ALL AROUND PERIMETER

9"7" 1

'-9"

1'-9"

8"

9"

15M @ 12" TOP x 10'-0" LG.

TYP. AT ALL 'GB3'

SIM.SIM.

F8S402

'C1'

'B.P

L.4'

'C1'

'B.P

L.4'

10

'-0"

9'-0"

RADON PIT

SEE TYP. DETAIL ON

DWGS. S102 COORD.

W/ ARCH. DWGS.

T/O CONC. SLAB

1/8"=1'-0"


SPECIFICATIONS.

2. LEAVE GRADE BEAM FORMS INTACT UNTIL CONCRETE HAS REACHED 70% OF ITS SPECIFIED

STRENGTH.

3. C.J. ON PLAN INDICATES CONTROL JOINT. FILL THE JOINTS WITH A WATER PROOF SIKA SEALANT

SUCH AS SIKA FLEX 2C SL OR EQUIVALENT. CONTROL JOINTS ARE NOT TO BE PLACED IN

STRUCTURAL SLABS.

4. T/O CONC. SLAB ELEV. U.N.O. IS SHOWN ON PLAN AS THUS:

5. SLOPE SLAB TO DRAINS AS PER ARCHITECTURAL AND MECHANICAL DRAWINGS. MAINTAIN FULL

SLAB THICKNESS THROUGHOUT.

6. CONCRETE SLAB ON GRADE TO CONSIST OF 5" THICK CONCRETE SLAB R/W. 10M @ 12" EACH WAY

MIDDLE, ON SOIL GAS IMPERMEABLE MEMBRANE / VAPOUR BARRIER (10 mil) ON RADON ROCK ON

COMPACTED GRANULAR FILL TYP. U.N.O. ON PLAN. COORDINATE AND CONFIRM THE ABOVE WITH

ARCHITECTURAL, MECHANICAL AND GEOTECHNICAL REPORT. REFER TO GEOTECHNICAL REPORT

FOR ADDITIONAL INFORMATION.

7. FOR FLOOR CURBS, TRENCHES AND MISCELLANEOUS DETAILS SEE ARCHITECTURAL AND

MECHANICAL DRAWINGS. FOR LOCATION OF ALL SIDEWALKS AND / OR CONCRETE STOOPS SEE

ARCHITECTURAL DRAWINGS.

8. PROVIDE BLOCKOUT IN GRADE BEAMS AT DOORWAYS TYP. SHOWN ON PLAN AS THUS:

AND PIER MARK AS THUS: INDICATE COLUMN BASE PLATE IS RECESSED. SEE DRAWING

FOR LOCATIONS.

9. ENSURE ALL GRADE BEAMS ARE TEMPORARILY BRACED AND LATERALLY SUPPORTED.

10. UNLESS NOTED OTHERWISE PROVIDE A MINIMUM OF 6-15M DOWELS x 48" LONG FROM PILES TO

GRADE BEAMS ABOVE.

11. PROVIDE A FULL TENSION SPLICE AT ALL LAPS IN SLAB REBAR.

12. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATIONS OF SLAB DEPRESSIONS.

MAINTAIN FULL SLAB THICKNESS THROUGHOUT.

13. PROTECT SUBGRADE FROM FREEZING BEFORE, DURING AND AFTER SLAB ON GRADE IS POURED.

PROVIDE ADEQUATE PROTECTION TO MAINTAIN SUBGRADE TEMPERATURE ABOVE 5°C.

14. UNLESS NOTED OTHERWISE ON PLAN, WALL BRACE SHOWN ON PLAN THUS: SHALL

CONSIST OF HSS 127x127x6.4 WELDED ALL AROUND TYP. U.N.O.

ELEV. 100'-0"

GEODETIC = XX.XXXm

FOUNDATION PLAN

SUBGRADE / SUB-BASE PREPARATION FOR GRADE SUPPORTED FLOOR SLABS

1. PREPARATION / PROTECTION OF SUBGRADE / SUB-BASE IS NOT PART OF P.E.C.'S SCOPE OF WORK

AND AS SUCH THE CONTRACTOR SHALL REVIEW AND FOLLOW THE RECOMMENDATIONS

PROVIDED IN THE GEOTECHNICAL REPORT. PREPARATION OF THE SUB-GRADE / SUB-BASE AND

NEW FILL REQUIREMENTS SHALL BE REVIEWED ANDAPPROVED BY A GEOTECHNICAL ENGINEER

WITHIN 24 HOURS PRIOR TO POURING CONCRETE.

2. REMOVE ALL ORGANIC TOPSOIL, FILL AND OTHER DELETERIOUS MATERIAL FROM THE BUILDING

SLAB AREA.DEPTHS OF TOP SOIL AND FILL MAY VARY THROUGHOUT THE SITE GEOTECHNICAL

ENGINEER TO REVIEW AND ADVISE.

3. FOLLOWING THE SUBCUTTING OF THE ORGANIC TOPSOIL AND FILL LAYERS, THE GRADE SHALL BE

COMPACTED AND ANY SOFT SOILS BE IDENTIFIED AND ROLL PROOFED PRIOR TO PLACEMENT OF

THE NEW BACKFILL. GEOTECHNICAL ENGINEER TO ADVISE CONTRACTOR ACCORDINGLY.

4. NEW ENGINEERED FILL SHALL BE COMPACTED AS PER THE GEOTECHNICAL REPORT. FILL

MATERIAL SHALL BE APPROVED BY A GEOTECHNICAL ENGINEER.

5. PROVIDE 10 mil POLYETHYLENE VAPOUR BARRIER WITH TAPED JOINTS TO THE UNDERSIDE OF

SLAB ON GRADE. LAP ALL JOINTS 8" MIN.

6. PROTECT SUBGRADE FROM WEATHER ELEMENTS BEFORE, DURING AND AFTER SLAB ON GRADE IS

POURED. PROVIDE ADEQUATE PROTECTION TO MAINTAIN SUBGRADE TEMPERATURE ABOVE 5°C.

7. SEE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

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: 2

01

7-0

1-2

4

24

x3

6-D

WG

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th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

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12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S202

FOUNDATION PLAN

1 2 3 4 5 6 7 8

A

B

C

9 10

162'-0"

18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0"

60

'-0"

30

'-0"

30

'-0"

11

8'-6"

1 1/2" STEEL DECK

TYP. AS SHOWN

'CA'

'CA'

'CA'

'CA'

'CA'

10

'-0"

20

'-0"

16

'-0"

14

'-0"

5'-4"

CANT.

5'-4"

CANT.

'CA'

118'-6"

W200x27

118'-6"

118'-6" 118'-6"

11

8'-6"

11

8'-6"

C

6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0"

R1S501

1

10

A

R2S501

'CA'

'CA'

R3S501

'CA'

'CA'

'CA'

'CA'

R6S501

R3S501

SIM.

R3S501

SIM.

R5S501

R5S501

SIM.

R7S501

R8S501

R9S501

'CA'

'CA'

'CA'

'CA'

'CA'

'CA'

R10S502

'CA'

'CA'

'CA'

R11S502

R13S502

'C5'

'C5'

'CH'

'CH'

R12S502

R14S502

R15S503

'CA'

'CA'

'CA'

R16S503

'CA'

'CA'

'CA'

'CA'

W200x27

R17S504

R18S504

R19S504

R20S504

R20S504

SIM.

R20S504

SIM.

R20S504

SIM.R19S504

SIM.

R19S504

SIM.

'C5'

R21S504

W200x27W200x27

W200x27

W200x27

W200x27

W200x27

W200x27

R21S504

SIM.

W200x27 W200x27 W200x27

W2

00

x27

W2

00

x27

W2

00

x27

DO

T.J

.

DO

T.J

.

DO

T.J

.

DO

T.J

.

DO

T.J

.D

OT

.J.

DO

T.J

.D

OT

.J.

DO

T.J

.D

OT

.J.

DO

T.J

.D

OT

.J.

DO

T.J

.D

O

T.J

.

DO

T.J

.D

O

T.J

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

28

" D

P.

O.W

.S.J

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

L76x76x6.4 COL. BRACE

TYP. AS SHOWN AT SIM.

LOCATIONS

JOIST X-BRACING AS REQUIRED BY JOIST SUPPLIER - TYPICAL AS SHOWN

JOIST X-BRACING AS REQUIRED BY JOIST SUPPLIER - TYPICAL AS SHOWN

L76x76x6.4 STEEL

CLOSURE ANGLE ALL

AROUND PERIMETER

TYPICAL - U.N.O.

W3

60

x33

W3

60

x33

W3

60

x33

W3

60

x33

WALL BRACE

TYP. AS SHOWN

28

" D

P.

O.W

.S.J

.

28

" D

P.

O.W

.S.J

.2

8"

DP

. O

.W.S

.J.

W3

60

x33

W3

60

x33

W3

60

x33

W3

60

x33

W610x101 W610x125 (CANT.) W610x125 (CANT.)W610x101

W410x46

W410x39 W410x39 W410x39 W410x39 W360x33 W410x39 W460x52 W410x39 W410x39

W410x39W410x39W410x39W410x39W410x39W410x39W410x39W410x39W410x39

L76x76x6.4 BEAM BOT.

FLANGE BRACE TYP.

AS SHOWN AT SIM.

LOCATIONS

118'-0" 118'-0"

118'-0"

HSS 178x127x6.4(LSV)HSS HEADER HSS 178x127x6.4(LSV)

2 x HSS 178x127x8.0(LSV)

L 152x102x9.5 BRICK SUPPORT ANGLEC250x23 CONT.

C2

50

x23

C2

50

x23

2 x HSS 178x127x8.0(LSV)

TOP & BOT. OUTRIGGER

TYP. U.N.O. SIM. LOCS.

2 x HSS 178x127x8.0(LSV)

W3

60

x33

W360x33

2 x

HS

S 1

78

x1

27

x8.0

(LS

V)

HS

S 1

78

x1

27

x6

.4(L

SV

)

L 1

52

x1

02

x9

.5(L

LV

)

BR

ICK

SU

PP

OR

T A

NG

LE

HS

S 1

27

x1

27x6.4

HS

S H

EA

DE

R

HS

S H

EA

DE

R

2 x HSS 178x127x8.0(LSV)

L 152x102x9.5(LLV)

BRICK SUPPORT ANGLE

L76x76x6.4 COL. BRACING

TYP. AS SHOWN TYP. AT

SIM. LOCATIONS

HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV) HSS 178x127x6.4(LSV)

Ps=±3.0 kips

Ps=±3.0 kips

Ps=±4.0 kips

Ps=±4.0 kips

Ps=±4.0 kips

'C5'

'CH'

'C5'

'CH'

C2

50

x23

C2

50

x23

±2'-0" 8'-0" 8'-0" 7'-4" 7'-4" ±3'-4"

PROVIDE C200x17 ALL

AROUND RTU'S TYP.

SIM. LOCATIONS SEE

ARCH. & MECH. DWGS.

RTU-2

RTU-3

RTU-4 RTU-5 RTU-6 RTU-7 RTU-8900lbs

900lbs

900lbs 900lbs 900lbs 900lbs 900lbs

W2

00

x27

R4S501

R4S501

R4S501

SIM.

HSS 178x127x8.0(LSV)

HSS 178x127x8.0(LSV)

HS

S 1

78

x1

27

x8

.0(L

SV

)

HS

S 1

78

x1

27

x8

.0(L

SV

)

'CB'

'CB'

SIM.

C250x23 CONT.

'C5'

C2

50

x23

'CH'

C2

50

x23

'C5'

C2

50

x23

'CH'

C2

50

x23

C2

50

x2

3 C

ON

T.

C250x23

'C5'

C2

50

x2

3 C

ON

T.

C250x23 CONT.

9'-0" 10'-4" ±7'-8"9'-0"

±2'-8"

9'-3"

'CH'

C250x23

8'-7"

±2

'-8"

C250x23

C2

50

x23

C250x23

'C5'

'C5' ±

2'-8"

Ps=±4.0 kips

PROVIDE C200x17 ALL

AROUND ROOF ACCESS

HATCH. SEE ARCH. DWGS.

FOR EXTENTS & LOCATION

Ps=±3.0 kips Ps=±3.0 kips Ps=±3.0 kips Ps=±3.0 kips

RTU-9

900lbs

RTU-1

900lbs

'C5' 'C

H'

CONC. PAVERS

SEE ARCH. DWGS.

FOR SIZE AND

LOCATION TYP.

W200x27 W200x27 W200x27 W200x27 W200x27 W200x27 W200x27 W200x27

C2

50

x23

'C5'

'C5'

'C5' 'C

5'

XXX'-XX"


SPECIFICATIONS.

2. REFER TO GENERAL NOTES FOR ROOF DESIGN LOADS.

3. U/S STEEL DECK IS NOTED ON PLAN AS THUS:

4. EXTEND JOIST BRIDGING TO END BAYS.

5. UNLESS NOTED OTHERWISE ON PLAN, WALL BRACE SHOWN ON PLAN THUS: SHALL

CONSIST OF HSS 127 x 127 x 6.4 WELDED ALL AROUND TYP. U.N.O.

6. HEADERS HAVE BEEN DESIGNED FOR L/240 DEFLECTION. WINDOW SUPPLIER TO BE ADVISED

ACCORDINGLY AND MAKE ALLOWANCE FOR HEADER DEFLECTION.

7. ROOF DECK SHALL CONSIST OF 1 1/2" STEEL DECK U.N.O ON DRAWINGS. PROVIDE MINIMUM 20GA.

STEEL DECK THICKNESS ACTUAL DECK THICKNESS AND PROFILE TO BE DESIGNED BY THE DECK

SUPPLIER. SEE GENERAL NOTES AND SPECIFICATIONS FOR MORE INFORMATION.

8. EXTEND ALL NO-LOAD BEARING AND LOAD BEARING MASONRY BLOCK WALLS TO U/S OF STEEL

DECK. PROVIDE LATERAL SUPPORT AT TOP OF ALL SUCH WALLS. REVIEW WITH THE ENGINEER OF

RECORD.

9. FRAME ROOF ACCESS HATCH WITH C200x17. FOR LOCATION SEE ARCHITECTURAL DRAWINGS.

10. PROVIDE 5/8” SAG RODS @ 6’-0” O/C. MAX. TYP. ALL HEADERS ABOVE WINDOWS / GIRTS TYPICAL

UNLESS NOTED OTHERWISE ON DRAWINGS.

11. ALL HEADERS AND HSS MEMBERS TO COME WITH 3/8” (10mm) CAP PLATES AND TO BE WELDED

ALL AROUND TO STEEL SUPPORTS ON EACH END.

12. ALLOW FOR ADDITIONAL WEIGHTS DUE TO MECHANICAL UNITS AND ASSOCIATED SNOW PILING.

CONTRACTOR TO VERIFY QUANTITY, LOCATIONS, WEIGHTS AND SIZES OF ALL MECHANICAL UNITS

WITH MECHANICAL AND ARCHITECTURAL DRAWINGS PRIOR TO FABRICATION.

13. SLOPE STRUCTURE / INSULATION TO DRAIN. ENSURE DRAINS REMAIN CLEAN FROM DEBRIS

AND/OR ICE WHILE IN USE. ADD ADEQUATE No. OF SCUPPERS. MAINTENANCE OF DRAINS SHALL BE

MAINTAINED FOR THE LIFE OF THE STRUCTURE.

14. EXACT LOCATION AND WEIGHTS OF ROOF RTU'S AND / OR ANY OTHER ADDITIONAL LOADS ON THE

ROOF STRUCTURE SHALL BE COORDINATED AND CONFIRMED BY THE GENERAL CONTRACTOR

PRIOR TO COMMENCING WITH WORK AND PRIOR TO PREPARATION OF STEEL JOISTS AND DECK

SHOP DRAWINGS.

15. FRAME OPENINGS IN STEEL DECK GREATER THAN 18” WITH C100x9 ALL AROUND UNLESS NOTED

OTHERWISE ON DRAWINGS, SEE TYPICAL DETAIL. FOR OPENING LESS THAN 18" REINFORCE STEEL

DECK WITH L76x76x6.4, SEE TYPICAL DETAIL.

16. 'CA' SHOWN ON PLAN REFERS TO 'COLUMN ABOVE'. SEE PARAPET FRAMING PLAN ON S302 FOR

SIZE.

17. 'CB' & 'CH' SHOWN ON PLAN REFERS TO 'COLUMN BELOW' AND 'COLUMN HANGER' ,RESPECTIVELY,

TO BE CONNECTED WITH TYPICAL SLIP CONNECTION TO U/S OF STEEL BEAM.

1/8"=1'-0"

ROOF FRAMING PLAN


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

99

9\5

12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S301

ROOF FRAMING PLAN

1 2 3 4 5 6 7 8

A

B

C

9 10

'SP1'

'SP

1'

'SP

1'

'SP

1'

12'-0"

'SP1'

12'-0"

'SP2'

(NOT SHOWN ON PLAN FOR CLARITY)

SNOW PILING PLAN3/32"=1'-0"

32 psf

78 psf

32 psf

65 psf

SNOW PILING AROUND RTU'S- SP2SNOW PILING- SP1

1 2 3 4 5 6 7 8

A

B

C

9 10

162'-0"

18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0"6

0'-0"

30

'-0"

30

'-0"

1 1/2" STEEL DECK

TYP. AS SHOWN

'PC2'

'PC1'

'PC1'

'PC1'

'PC2'

'PC1'

'PC2'

'PC2'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC1'

'PC2'

'PC2'

'PC2'

'PC1'

'PC1'

'PC1'

36'-0" 9'-0" 9'-0" 36'-0" 12'-0" 8'-0" 8'-0" 8'-0" 9'-0" 9'-0" 18'-0"

±6

'-0"

±6

'-0"

'PC1'

25

'-4"

±5'-4"

8'-0"

8'-0"

7'-0"

7'-0"

±6

'-0"

9'-0"9'-0"9'-0"9'-0"9'-0"9'-0"3'-1"66'-7"3'-6"3'-9"4'-6"4'-0"2'-3"

2'-3"

3'-9"

2'-3"

4'-7"

4'-9"

3'-6"

27

'-8"

2'-3" 3'-9"

4'-7"

3'-8"

3'-8"

3'-6"3'-8"4'-6"4'-1"

2'-4"

2'-4"

4'-5"

4'-8"

3'-7"

4'-7"

3'-8"3'-8"

STU

B

STU

B

STU

B

STU

B

STU

BSTU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

STU

B

4'-8"

CONT. HSS 178x127x6.4(LSV)

CO

NT

. H

SS

17

8x1

27x6.4

(LS

V)

CO

NT

. H

SS

17

8x1

27x6.4

(LS

V)

CONT. HSS 178x127x6.4(LSV)HSS 178x127x8.0(LSV)

TYP. OUTRIGGERS

HS

S 1

78

x1

27

x6

.4(L

SV

) T

YP

.

R1S501

R2S501

R3S501

R6S501

R3S501

SIM.

R3S501

SIM.

R5S501

R5S501

SIM.

R7S501

R8S501

R9S501

R10S502

R11S502

R13S502

R12S502

R14S502

R15S503

R16S503

R17S504

R18S504

CO

NT

. H

SS

17

8x127x6.4

CONT. HSS 178x127x6.4

CO

NT

. H

SS

17

8x127x6.4

2'-4"

2'-4"

L76x76x6.4 STEEL

CLOSURE ANGLE ALL

AROUND PERIMETER

TYPICAL - U.N.O.

R4S501

R4S501

R4S501

SIM. SIM.

HSS 178x127x6.4(LSV) TYP.

1/8"=1'-0"

1. SEE DRAWINGS S1 SERIES FOR GENERAL NOTES, TYPICAL DETAILS, SCHEDULES &

STRUCTURAL SPECIFICATIONS.

2. SEE DRAWING S301 FOR ADDITIONAL FRAMING NOTES.

3. ALL HORIZONTAL HIGH PARAPET FRAMING SHALL CONSIST OF HSS 102x102x6.4

UNLESS NOTED OTHERWISE ON PLAN.

4. STUB COLUMN SHOWN TO PLAN TO BE FULLY WELDED ON TOP OF BEAM BELOW.

5. CONFIRM ALL DIMENSIONS AND EXTENTS OF PARAPETS WITH ARCH. DRAWINGS

PRIOR TO COMMENCING WITH WORK.

6. UNLESS NOTED OTHERWISE ON PLAN, WALL BRACE SHOWN ON PLAN THUS:

SHALL CONSIST OF HSS 76 x 76 x 6.4 WELDED ALL AROUND TYP. U.N.O.

7. ALL HSS PARAPET FRAMING MEMBERS ARE TO BE WELDED ALL AROUND TO EACH

CONNECTING MEMBER.

PARAPET FRAMING PLAN

PARAPET COLUMN SCHEDULE 'PC'

SIZETYPE REMARK

'PC1'

PC2'




TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

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17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S302

PARAPET FRAMING &

SNOW PILING PLAN

1 2 3 4 5 6 7 8

A

B

C

9 10

8 p

sf

8 p

sf31 psf 31 psf

31 psf

8 psf

8 psf 8 psf

8 psf

8 p

sf

WATER PONDING PLAN3/32"=1'-0"

1. SLOPE STRUCTURE / INSULATION TO DRAIN. ENSURE

DRAINS REMAIN CLEAN FROM DEBRIS AND/OR ICE WHILE

IN USE. ADD ADEQUATE No. OF SCUPPERS. MAINTENANCE

OF DRAINS SHALL BE MAINTAINED FOR THE LIFE OF THE

STRUCTURE.

1 2 3 4 5 6 7 8

A

B

C

9 10

S

C

C

C

C

S

S

S

R

7'-0"

TYP.

7'-0

"

TY

P.

WIND UPLIFT PLAN3/32"=1'-0"

C= -55 psf

S= -28 psf

R= -22 psf

LEGEND

1. LOADS SHOWN ARE GROSS SERVICE LOADS AND

IMPORTANCE FACTOR HAVE BEEN INCORPORATED.

2. THE DIAGRAM APPLIES TO WIND LOAD ON

STRUCTURAL COMPONENTS ONLY, SUCH AS ROOF

DECK AND OPEN WEB STEEL JOIST. FASTENING OF

ROOF MEMBRANES SHALL BE PROVIDE IN

ACCORDANCE WITH ABC 2014. REFER TO ARCHI.

1 3

B

C

C

C


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S303

WIND UPLIFT AND WATER

PONDING PLAN

GR

GR

3'-0"

PIL

E

3'-0"

PIL

E

8'-0"

1'-0"

PILE

1'-0"

PILE

2'-0"

1'-0"

1'-0"

4'-0"

4'-0"

8'-0"

1'-0" 1'-0"

2'-0"

GR

TYPICAL TRANSFER BEAM DETAIL ('GB3')3/4"=1'-0"

GL

GL

CL

1'-11"

PILE

1'-11"

PILE

3'-10"

1'-11" 1'-11"

3'-10"

7 1

/2"

PIL

E

2'-1"

5"

1'-8"

5"

2'-1"

CONCRETE PIER DETAIL ('CP1')3/4"=1'-0"


CL

1'-0"

PILE

1'-0"

PILE

2'-0"

5"

9"

2'-0"

10

"9

"1

'-3"

2'-0"

1'-0" 1'-0"

2'-0"


C

9

2"

PIL

E

2"

7"

5"

1'-11 1/2"

PILE

1'-11 1/2"

PILE

3'-11"

9"

5"


CL

1'-11"

PILE

1'-11"

PILE

3'-10"

2'-2"1'-8"

3'-10"

7 1

/2"

PIL

E

2'-1"

5"

1'-8"

5"

2'-1"

CONCRETE PIER DETAIL ('CP1a')3/4"=1'-0"

7

1'-11"

PILE

1'-11"

PILE

3'-10"

5"

PIL

E

8"

7"

5"

1'-2"

1'-8"

7"

1'-1"

7"

1'-1"

5"

9"

11

"


1'-11" 1'-11"

3'-10"

7

1'-9"

7"

5"

2'-9"


1'-11" 1'-11"

3'-10"

7"

5"

7"

5"

11

1/2

"P

ILE

1'-11"

PILE

1'-11"

PILE

3'-10"

3"

PIL

E

24"Ø x 2'-0" DP.

CONC. PIER R/W

8-15M VERTICAL

10M @ 12" O/C

TIES (3 TIES MIN.)

9

B

CONCRETE

PILE BELOW

- SEE PLAN ON

DWG. S201

C

1

5"

7"

5"7"

1'-0

1/2

"7

"

1'-7

1/2

"

7" 1'-0 1/2"

1'-7 1/2"

1'-0"

1'-0"

2"

2"

1"

PIL

E

1"PILE

8"

1'-11 1/2" 1'-11 1/2"

3'-11"

IMPORTANT NOTES:

• ALL PIERS TO MATCH DEPTH OF GRADE BEAM U.N.O.

• GRADE BEAM CORNER BARS NOT SHOWN FOR CLARITY.

• EXTEND GRADE BEAM REINFORCEMENT THRU PIERS TYPICAL.

• HATCHED AREAS SHOWN AS THUS:

INDICATES RECESSED AREAS FOR DEPTH OF SLAB U.N.O.

• AT LOCATIONS WITH 2 DIFFERENT SLAB THICKNESS, THE

THICKER SLAB SHALL GOVERN THE DEPTH OF RECESS.

• GROUT ALL POCKETS SOLID ONCE COLUMN IS INSTALLED.

• POUR PIERS MONOLITHICALLY WITH GRADE BEAMS TYPICAL.

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

GRADE BEAMREINF.

SEE GRADE

BEAM

SCHEDULE ON

DWG S102

EXTEND GRADE BEAM

REINF. THROUGH

CONC. PIER-TYP.

U.N.O.

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

ADD 2-15M T.&B. TO

GRADE BEAM.

EXTEND GRADE BEAM

TIES TYP. AS SHOWN

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

24"x24" CONC. PIER R/W

12-15M VERTICAL

10M @ 12" O/C

TIES (3 TIES MIN.)

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

ADD 1-15M T.&B. TO

GRADE BEAM.

EXTEND GRADE BEAM

TIES TYP. AS SHOWN

EXTEND GRADE BEAM

REINF. THROUGH

CONC. PIER-TYP.

U.N.O.

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

ADD 2-15M T.&B. TO

GRADE BEAM.

EXTEND GRADE BEAM

TIES TYP. AS SHOWN

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

ADD 1-15M T.&B. TO

GRADE BEAM.

EXTEND GRADE BEAM

TIES TYP. AS SHOWN

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

COLUMN

BASE PLATE

SEE PLAN

HSS COLUMN

SEE PLAN

ADD 3-15M T.&B. TO

GRADE BEAM.

EXTEND GRADE BEAM

TIES TYP. AS SHOWN

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

HSS COLUMN

SEE PLAN

HATCHED INDICATES

RECESSED AREA FOR

DEPTH OF SLAB U.N.O

CONCRETE

PILE BELOW

SEE PLAN ON

DWG. S201

COLUMN

BASE PLATE

SEE PLAN

C

C

HSS COLUMN -

SEE PLAN ON

DWG. S202

COLUMN BASE

PLATE SEE PLAN

ON DWG. S202

CONCRETE PIER DETAIL ('CP7')

B

3/4"=1'-0"


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S401

CONCRETE PIER DETAILS

A

T/O CONC. SLAB

ELEV. 100'-0"

SE

E A

RC

H.

DW

GS

.

SECTION F1S201~202

SE

E A

RC

H.

DW

GS

.

SECTION F2S201~202

A

SECTION F3S201~202

SE

E A

RC

H.

DW

GS

.

A

SECTION F4S201~202

SE

E A

RC

H.

DW

GS

.

A

T/O CONC. SLAB

ELEV. 100'-0"

SECTION F6S201~202

3'-0" 3'-0"

2'-6"

1'-0"

B

SECTION F7S201~202

3'-0" 3'-0"

2'-6"

5"

B

SECTION F5S201~202

CONCRETE PILE

SEE PILE LAYOUT

PLAN ON DWG. S201

6-15M x 4'-0" LG. DOWELS

TYP. TO ALL PILE TO

FOUNDATION ABOVE

TYP. U.N.O.

CONC. SIDEWALK

SEE TYP. DETAIL ON


5" CONCRETE SLAB ON GRADE


REINFORCEMENT

HSS COLUMN & STEEL BASE PLATE

C/W 1" NON-SHRINK GROUT TYP.

SEE FOUNDATION PLAN

CONC. PIER

SEE FOUNDATION PLAN

CONC. SIDEWALK

SEE TYP. DETAIL ON


PROVIDE 4" VOID FORM


UNDER GRADE BEAM

BETWEEN PILES TYP.

SEE GRADE BEAM

SCHEDULE ON DWG.

S102 FOR TYPE OF

DYNAVOID REQUIRED.

10M DOWELS

SEE FOUNDATION PLAN

CONC. GRADE BEAM

SEE FOUNDATION PLAN



REINFORCEMENT

CONC. SIDEWALK

SEE TYP. DETAIL ON


10M DOWELS

SEE FOUNDATION PLAN

CONC. GRADE BEAM

SEE FOUNDATION PLAN



REINFORCEMENT

CONC. SIDEWALK

SEE TYP. DETAIL ON


CONCRETE PIER

SEE FOUNDATION PLAN

AND CONC. PIER DETAILS



REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"


SEE FOUNDATION PLAN

24"x30" DP.

GRADE BEAM

SEE PLAN

CONC.PILE

SEE DWG. S201

6-15M x 48" DOWEL

C/W 12" HOOK TYP.

ALL SIM. LOC.

15M @ 12" E.W.

BOT

24" 24"

GRADE BEAM

SEE SECT. F8

CONC.PILE

SEE DWG. S201

6-15M x 48" DOWEL

C/W 12" HOOK TYP.

ALL SIM. LOC.

CONCRETE PILE SEE

PLAN ON DWG. S201

CONCRETE PIER

SEE FOUNDATION PLAN

AND CONC. PIER

DETAILS

B



REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"


SEE FOUNDATION PLAN

T/O CONC. SLAB

ELEV. 100'-0"

SECTION F8S201~202

SLOPE AS PER

ARCH. DWGS.

SLOPE AS PER

ARCH. DWGS.

SLOPE AS PER

ARCH. DWGS.

SLOPE AS PER

ARCH. DWGS.

10M DOWELS


REINFORCEMENT

CONCRETE PILE

SEE PILE LAYOUT

PLAN ON DWG. S201

CONCRETE PILE

SEE PILE LAYOUT

PLAN ON DWG. S201

EXTEND GRADE BEAM

REINF. THRU. CONC. PIER

SEE DWG S103 FOR

REINF. DETAIL. TYP. AT

RECESSED CONC. PIER.



REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"


SEE FOUNDATION PLAN

5"

5



REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"


SEE FOUNDATION PLAN



REINFORCEMENT

HSS COLUMN & STEEL

BASE PLATE C/W 1"


SEE FOUNDATION PLAN

4" DYNAVOID

SEE SEC. F2

2'-6"

2'-6"

4" DYNAVOID

SEE SEC. F2

4" DYNAVOID

SEE SEC. F2

CONC. GRADE BEAM

SEE FOUNDATION PLAN

15M DOWELS

SEE SEC. F8

15M DOWELS

SEE SEC. F8

3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0"

15M PILE DOWELS

SEE SEC. F1

3/4"=1'-0"

15M PILE DOWELS

SEE SEC. F1

3/4"=1'-0"

3/4"=1'-0"

T/O CONC. PILE

ELEV. SEE PLAN

15M PILE DOWELS

SEE SEC. F1

3/4"=1'-0"

T/O CONC. PILE

ELEV. SEE PLAN

T/O CONC. PILE

ELEV. SEE PLAN

T/O CONC. PILE

ELEV. SEE PLAN

3/4"=1'-0"

BRICK VENEER

SEE ARCH. DWG.

BRICK VENEER

SEE ARCH. DWG.

BRICK VENEER

SEE ARCH. DWG.

ADDITIONAL TOP REINF.

SEE FOUNDATION PLAN

15M @ 12" DOWELS E.F.

TYP. AT ALL 'GB3'

LOCATIONS


SEE FOUNDATION PLAN


SEE FOUNDATION PLAN

SEE PILE LAYOUT TYP.


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S402

FOUNDATION

SECTIONS

4"

A

S301-S302

R1SECTION

U/S OF STL. DECK

ELEV. 118'-6" @ HIGH POINT

T/O LOW PARAPET

SEE ARCH. DWGS.

±1'-1"

COORD.

W/ ARCH.

A

±1'-1"

COORD.

W/ ARCH.

S301-S302

R2SECTION

4"

A±6'-0"

CONFIRM W/ ARCH

S301-S302

R3SECTION

A

4"

S301-S302

R5SECTION

A

4"

S301-S302

R6SECTION

10

4"

U/S OF STL. DECK


T/O LOW PARAPET

SEE ARCH. DWGS.

T/O MID. PARAPET

SEE ARCH. DWGS.

O.W

.S.J

. -

SE

E P

LA

N

10

O.W

.S.J

. -

SE

E P

LA

N

±5'-4"

CONFIRM W/ ARCH

S301-S302

R7SECTIONS301-S302

R8SECTION

A

S301-S302

R4SECTION

T/O MID. PARAPET

SEE ARCH. DWGS.

S301-S302

R9SECTION

10

O.W

.S.J

. -

SE

E P

LA

N

U/S HSS HEADER

SEE ARCH. DWGS.

CONT. CLOSURE

ANGLE

SEE PLAN

1 1/2" STEEL DECK- SEE PLAN

BEAM BOTTOM

FLANGE BRACE

SEE PLAN

CONT. PLYWOOD SHEATHING

SEE TYP. DETAIL ON DWG. S103



STEEL TIE JOIST-SEE PLAN






O.W.S.J.-SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN


WIND WALL BRACING

SEE PARAPET PLAN

ON DWG. S302


CONT. CLOSURE

ANGLE

SEE PLAN

BEAM BOTTOM

FLANGE BRACE

SEE PLAN






O.W.S.J.-SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN



CONT. CLOSURE

ANGLE

SEE PLAN










CONT. CLOSURE

ANGLE

SEE PLAN


CONT. CLOSURE

ANGLE

SEE PLAN





CONT. CLOSURE

ANGLE

SEE PLAN






CONT. CLOSURE

ANGLE

SEE PLAN

1/2" THICK STIFFENER

PLATES ON EACH SIDE

OF WEB TYP. BY THE

STRUCT. STEEL

SUPPLIER

STIFFENER PLATES

SEE SECT. R8/S501

4"

4"

4"

U/S HSS HEADER

SEE ARCH. DWGS.

WIND WALL BRACING

SEE PARAPET PLAN

ON DWG. S302

℄ ℄

℄

℄

BEAM BOTTOM FLANGE

BRACE BEYOND

SEE PLAN




O.W.S.J. BEYOND -SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN

STIFFENER PLATES

SEE SECT. R8/S501

PROVIDE DECK

CLOSURE ANGLE

SUPPORT @

EACH SIDE OF

COL. MATCH

DEPTH OF

MEMBER W/

JOIST TOP

CHORD TYP. ALL

SIM. LOCATIONS

STUB COLUMN WELDED

TO T/O O.W.S.J.

SEE HIGH PARAPET PLAN

ON DWG. S302

STEEL STUD PARAPET

SEE ARCH. DWGS.

TYP.

3/4"=1'-0"

Ps = 1.0 kip

TYP. U.N.O.

HSS HORIZONTAL

FRAMING SEE HIGH

PARAPET PLAN ON

DWG. S302OFFSET OF DECK CLOSURE

ANGLE TO BE CONFIRMED

WITH ARCH. DRAWINGS.

TYP. AT ALL LOCATIONS.

STEEL BEAM

SEE PLAN

HSS COLUMN

SEE PLAN

BRICK VENEER

SEE ARCH. DWG.

HSS HEADER C/W

BRICK SUPPORT

ANGLE. PROVIDE CONT.

WELD TO HSS HEADER

AT TOP + BOT. TYP. ALL

SIM LOCATIONS. SEE

PLAN ON DWG. S301

HSS OUTRIGGER TO

MATCH SIZE OF HSS

HEADER WELDED ALL

AROUND TO COLUMNS

TYP. ALL SIM.

LOCATIONS U.N.O.

STEEL BEAM

SEE PLANBRICK VENEER

SEE ARCH. DWG.

CONT. HSS HEADER

SEE PLAN ON DWG.

S301

STEEL BRICK ANGLE

SEE SECT. R1/S501 3/4"=1'-0"

STEEL BEAM

SEE PLAN

HSS COLUMN

SEE PLAN

3/4"=1'-0"

EXTEND COLUMN TO

U/S OF CONT. HSS -

TYP. ALL SIM.

LOCATIONS - U.N.O.

Ps = 1.0 kip

TYP. U.N.O.

STEEL BEAM

SEE PLAN

3/4"=1'-0"

STEEL BEAM

SEE PLAN

HSS COLUMN

SEE PLAN

3/4"=1'-0"

COLUMN BRACE TYP.

AS SHOWN SEE PLAN

STUB COLUMN

SEE HIGH PARAPET

PLAN ON DWG. S302

HSS STUB COL. TO JOIST

CONNECTION SEE TYP.

DETAIL ON DWG S103

3/4"=1'-0" 3/4"=1'-0"

HSS HORIZONTAL FRAMING


ON DWG. S302

STEEL BEAM

SEE PLAN

HSS COLUMN

SEE PLAN

STEEL BEAM

SEE PLAN

3/4"=1'-0"

3/4"=1'-0"

BEAM BOTTOM

FLANGE BRACE

SEE PLAN

STEEL BEAM

SEE PLAN

STUB COLUMN


ON DWG. S302



ON DWG. S302

HSS HEADER

SEE PLAN

HSS HORIZONTAL

FRAMING SEE HIGH

PARAPET PLAN ON

DWG. S302

STEEL BEAM -SEE PLAN

Ps = 1.0 kip

TYP. U.N.O.

STEEL BEAM

SEE PLAN

STUB COLUMN


ON DWG. S302

Ps = 1.0 kip

TYP. U.N.O.

STEEL STUD

FRAMING BY STEEL

STUD SUPPLIER

STEEL STUD

FRAMING BY STEEL

STUD SUPPLIER

WELDED ALL PARAPET

HSS ALL AROUND TYP.

±1'-1"

COORD.

W/ ARCH.


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

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2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S501

FRAMING SECTIONS

U/S OF STL. DECK


C

U/S HSS HEADER

SEE ARCH. DWGS.

SEE ARCH. DWGS.

C

SEE ARCH. DWGS.

U/S EYEBROW

SEE ARCH. DWGS.

C

T/O MID. PARAPET

SEE ARCH. DWGS.

4" 4"

4"

S301-S302

R10SECTIONS301-S302

R11SECTION

C

SEE ARCH. DWGS.

4"

S301-S302

R12SECTIONS301-S302

R13SECTION

BEAM BOTTOM

FLANGE BRACE

SEE PLAN






O.W.S.J.-SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN

5/8"Ø SAG RODS

SEE DWG. S601



CONT. CLOSURE

ANGLE

SEE PLAN



BEAM BOTTOM FLANGE

BRACE BEOND

SEE PLAN


O.W.S.J. BEYOND -SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN

5/8"Ø SAG RODS

SEE DWG. S601


STEEL TIE JOIST BEYOND - SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN





STIFFENER PLATES

SEE SECT. R7/S501

STIFFENER PLATES

SEE SECT. R8/S501



DETAIL A

8" MIN.

±6'-0"

CONFIRM W/ ARCH

WIND WALL BRACING

SEE PARAPET PLAN

ON DWG. S302

℄

DECK CLOSURE

ANGLE SUPPORT

SEE SEC. R3/S501

8" MIN.

Ps = 1.0 kip

TYP. U.N.O.

STEEL BEAM

SEE PLAN

STUB COLUMN BEYOND


ON DWG. S302



ON DWG. S302

HSS HEADER

SEE PLANC-CHANNEL

SEE PLAN

HSS HEADER

BEYOND

SEE PLAN

STEEL BEAM

SEE PLAN

HSS COLUMN

SEE PLAN

EXTEND COLUMN TO

U/S OF CONT. HSS -

TYP. ALL SIM.

LOCATIONS - U.N.O.



ON DWG. S302

C-CHANNEL

SEE PLAN

C-CHANNEL & STEEL

PLATE CONNECTION

SEE DETAIL A/S502

Ps = 1.0 kip

TYP. U.N.O.

STEEL BEAM

SEE PLAN

HSS HEADER

SEE PLAN

STEEL BEAM

SEE PLAN

3/4"=1'-0" 3/4"=1'-0"

HSS HEADER

SEE PLAN

STEEL BEAM

SEE PLAN

HSS HANGER(SEE PLAN) C/W

SLIP CONNECTION AS PER

TYP. DETAILS AT S103



ON DWG. S302

C-CHANNEL

SEE PLAN

C-CHANNEL & STEEL

PLATE CONNECTION

SEE DETAIL A/S502

3/4"=1'-0" 3/4"=1'-0"

N.T.S.

STUB COLUMN

SEE HIGH PARAPET

PLAN ON DWG. S302

HSS HORIZONTAL

FRAMING SEE HIGH

PARAPET PLAN ON

DWG. S302

HSS COLUMN BEYOND

SEE PLAN

8" MIN.

SEE ARCH. DWGS.

3/4" THICK x 8"

WIDE STEEL

PLATE WELDED

ALL AROUND

TO COLUMN

C-CHANNEL WELDED

ALL AROUND TO

STEEL PLATE TYP.

ALL SIM. LOCATIONS.

C-CHANNEL

C-CHANNEL

HSS HEADER

HS

S C

OL

UM

N

HSS HEADER

C-CHANNEL


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

99

9\5

12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S502

FRAMING SECTIONS

U/S OF STL. DECK


C

4"

T/O LOW PARAPET

SEE ARCH. DWGS.

C

±1'-9"

COORD.

W/ ARCH.

4"

T/O HIGH PARAPET

SEE ARCH. DWGS.

C

S301-S302

R14SECTIONS301-S302

R15SECTIONS301-S302

R16SECTION

BEAM BOTTOM

FLANGE BRACE

SEE PLAN






O.W.S.J.-SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN

5/8"Ø SAG RODS

SEE DWG. S601



CONT. CLOSURE

ANGLE

SEE PLAN

CONT. PLYWOOD

SHEATHING SEE

TYP. DETAIL ON

DWG. S103

PROVIDE SOLID

BLOCKING

SEE TYP. DETAIL

ON DWG. S103

1 1/2" STEEL DECK BEYOND- SEE PLAN



CONT. CLOSURE

ANGLE

SEE PLAN

CONT. PLYWOOD

SHEATHING SEE

TYP. DETAIL ON

DWG. S103

PROVIDE SOLID

BLOCKING

SEE TYP. DETAIL

ON DWG. S103


4"

±2'-3"

CONFIRM W/ ARCH

WIND WALL BRACING

BEYOND

SEE PARAPET PLAN

ON DWG. S302

±2'-4"

COORD. W/ ARCH.

±2'-3"

CONFIRM W/ ARCH

±2'-4"

COORD. W/ ARCH.

±1'-9"

COORD.

W/ ARCH.

±13'-4"

CONFIRM W/ ARCH

℄

℄ ℄ ℄ ℄ ℄

℄

U/S HSS HEADER

SEE ARCH. DWGS.

STIFFENER PLATES

SEE SECT. R8/S501

8" MIN.

SEE ARCH. DWGS.

U/S EYEBROW

SEE ARCH. DWGS.

Ps = 1.0 kip

TYP. U.N.O.

STEEL BEAM

SEE PLAN

HSS HEADER

SEE PLAN

BRICK VENEER

SEE ARCH. DWG.

CONT. HSS HEADER

SEE PLAN ON DWG.

S301

HSS HEADER

SEE PLAN

STEEL BRICK ANGLE

SEE SECT. R1/S501

CONT. HSS HEADER

SEE PLAN ON DWG.

S301

HSS COLUMN

SEE PLAN

STEEL BEAM

SEE PLAN

STUB COLUMN BEYOND


ON DWG. S302

HSS HORIZONTAL FRAMING BEYOND

SEE HIGH PARAPET PLAN ON DWG.

S302

HSS HEADER

SEE PLAN

HSS COLUMN

SEE PLAN

STEEL BEAM

SEE PLAN

STUB COLUMN


ON DWG. S302



ON DWG. S302

3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0"

STEEL STUD FRAMING

BY STEEL STUD

SUPPLIER

STEEL BEAM BEYOND

SEE PLAN

STEEL BRICK ANGLE

SEE SECT. R1/S501

STEEL STUD FRAMING

BY STEEL STUD

SUPPLIER

STUB COLUMN

SEE HIGH PARAPET

PLAN ON DWG. S302

C-CHANNEL & STEEL

PLATE CONNECTION

SEE DETAIL A/S502

C-CHANNEL

SEE PLAN

HSS HEADER

SEE PLAN

STEEL BEAM

SEE PLAN


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

99

9\5

12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S503

FRAMING SECTIONS

U/S OF STL. DECK


B B

S301-S302

R20SECTIONS301-S302

R19SECTION

S301-S302

R17SECTION

1

O.W

.S.J

. -

SE

E P

LA

N

1

±1'-1"

COORD.

W/ ARCH.

S301-S302

R18SECTION

4"

O.W

.S.J

. -

SE

E P

LA

N

B

S301-S302

R21SECTION

U/S OF STL. DECK


HSS COLUMN

SEE PLAN

O.W.S.J.-SEE PLANO.W.S.J.-SEE PLAN

STEEL BEAM

SEE PLAN

STEEL BEAM

SEE PLAN

1 1/2" STEEL DECK- SEE PLAN1 1/2" STEEL DECK- SEE PLAN1 1/2" STEEL DECK- SEE PLAN

CONT. CLOSURE

ANGLE

SEE PLAN

CONT. PLYWOOD

SHEATHING SEE

TYP. DETAIL ON

DWG. S103

PROVIDE SOLID

BLOCKING

SEE TYP. DETAIL

ON DWG. S103







CONT. CLOSURE

ANGLE

SEE PLAN

O.W.S.J.-SEE PLANO.W.S.J.-SEE PLAN

STEEL BEAM

SEE PLAN


BEAM BOTTOM

FLANGE BRACE

SEE PLAN

BEAM BOTTOM

FLANGE BRACE

SEE PLAN

±2'-3"

CONFIRM W/ ARCH

STIFFENER PLATES

SEE SECT. R8/S501

±2'-4"

COORD. W/ ARCH.

℄ ℄

℄

U/S HSS HEADER

SEE ARCH. DWGS.

STIFFENER PLATES

SEE SECT. R8/S501

8" MIN.

SEE ARCH. DWGS.

U/S EYEBROW

SEE ARCH. DWGS.

3/4"=1'-0"3/4"=1'-0"

STEEL TIE JOIST-SEE PLAN STEEL TIE JOIST-SEE PLAN

3/4"=1'-0"

HSS HEADER

SEE PLAN

HSS HANGER(SEE PLAN)

C/W SLIP CONNECTION AS

PER TYP. DETAILS AT S103

W-BEAM BEYOND

STUB COLUMN BEYOND


ON DWG. S302



ON DWG. S302

STEEL BEAM

SEE PLANBRICK VENEER

SEE ARCH. DWG.

CONT. HSS HEADER

SEE PLAN ON DWG.

S301

3/4"=1'-0"

3/4"=1'-0"

Ps = 3.0 kip

TYP. U.N.O.

Ps = 3.0 kip

TYP. U.N.O.

COLUMN BRACE TYP.

AS SHOWN SEE PLAN

BEAM BOTTOM

FLANGE BRACE

SEE PLAN

Ps = 1.0 kip

TYP. U.N.O.

C-CHANNEL & STEEL

PLATE CONNECTION

SEE DETAIL A/S502

C-CHANNEL

SEE PLAN

HSS COLUMN BEYOND

SEE PLAN

STEEL BRICK ANGLE

SEE SECT. R1/S501


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

99

9\5

12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S504

FRAMING SECTIONS

2 6 10

37

B

T/O CONC. SLAB

1 3 4 5 87 9

2 15 46

C

9 810

B CA A

NORTH ELEVATION SOUTH ELEVATION

WEST ELEVATION

EAST ELEVATION

ELEV. 100'-0"

3


U/S STEEL DECK

4 5

EAST ELEVATION ALONG CANOPY

SEE ARCH. DWGS.

U/S HSS HEADER

SEE ARCH. DWGS.

T/O PARAPET

ELEV. 100'-0"

T/O CONC. SLAB


U/S STEEL DECK

SEE ARCH. DWGS.

U/S HSS HEADER

SEE ARCH. DWGS.

T/O PARAPET

ELEV. 100'-0"

T/O CONC. SLAB


U/S STEEL DECK

SEE ARCH. DWGS.

U/S HSS HEADER

SEE ARCH. DWGS.

T/O PARAPET

12

WEST ELEVATION ALONG CANOPY

BA

SOUTH ELEVATION ALONG CANOPY

GENERAL NOTES

1. SEE DRAWINGS S1 SERIES FOR GENERAL NOTES, TYPICAL DETAILS,

SCHEDULES & STRUCTURAL SPECIFICATIONS.

2. SEE PLANS FOR STRUCTURAL STEEL MEMBER SIZES.

3. REFER TO ARCH. DWGS. FOR HSS HEADER ELEVATIONS.

4. ALL HEADER TO COME WITH 3/8"(10mm) CAP PLATES AND TO BE

WELDED ALL AROUND TO SUPPORTS ON EACH SIDE.

SAG RODS TYP.

AS SHOWN

SEE PLAN NOTES

ON DWG. S301

EYEBROW FRAMING SEE PLAN

NOT SHOWN FOR CLARITY

SCALE: 1/8"=1'-0" SCALE: 1/8"=1'-0"

SCALE: 1/8"=1'-0"

SCALE: 1/8"=1'-0"

SCALE: 1/8"=1'-0"

SCALE: 1/8"=1'-0"

SCALE: 1/8"=1'-0"

STIFFENERPLATE TYP.

PROVIDE FULLY

WELDED CONNECTION

AT BRACE

INTERSECTION

PROVIDE FULLY

WELDED CONNECTION

AT BRACE

INTERSECTION

SLIP CONNECTION TYP.

SEE TYP. DETAIL ON S103





PROVIDE 'B.PL.4' STEEL BASE

PLATE C/W 4- 3/4Ø THREADED

ROD ANCHORS DRILLED AND

EPOXIED W/ HILTI HIT HY 200

ADHESIVE. PROVIDE 8"

EMBEDMENT TYP.

PROVIDE 'B.PL.4' STEEL BASE

PLATE C/W 4- 3/4Ø THREADED

ROD ANCHORS DRILLED AND

EPOXIED W/ HILTI HIT HY 200

ADHESIVE. PROVIDE 8"EMBEDMENT TYP.


TEL: 780.482.1157

FAX: 780.482.1175 hsea.ca

PL

OT

DA

TE

: 2

01

7-0

1-2

4

24

x3

6-D

WG

Pa

th:

M:\

Pro

tosta

tix\I

D2

\E4

E2

B5

E8

-B6

F0

-42

CA

-83

32

-ED

76

4F

AD

9B

95

\0\5

12

00

0-5

12

99

9\5

12788\L

\L\X

15030 -

24x36 -

TB

LK

.dw

g

2017-01-24

AS SHOWN


17-01-24 AP/IW

16-4330

AND BUILDING PERMIT

2017-01-24

S601

BUILDING ELEVATIONS

general structural notes geotechnical notes concrete structural steel · 2018-02-21 · general...

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