structural specifications and notes melissa … · 1.9 these structural drawings do not include the...

STRUCTURAL SPECIFICATIONS AND NOTESFILE # #2012M- 11 Garibaldi Fire Hall Black Tusk Village,BC

1.0 GENERAL

design loads 1.1 THIS BUILDING HAS BEEN DESIGNED FOR THE FOLLOWING SPECIFIED DESIGN LOADS:

TYPE OF LOAD LIVE DEADGROUND SNOW LOAD (Ss) 7.7 kPa 161 psfRAIN LOAD (Sr) 0.6 kPa 13 psfROOF SNOW LOAD (S) 7kPa 142 psf 1.5kPa 30 psfMAIN FLOOR 2kPa 40 psf 2kPa 40 psfLOWER FLOOR 2kPa 40 psf 2kPa 40 psf

1.2 ALL WORK IS TO CONFORM TO THE 2006 BRITISH COLUMBIA BUILDING CODE (BCBC), AS WELL AS ALL LOCAL CODES AND BYLAWS.

1.3 THE CONTRACTOR IS TO HAVE ON SITE AT ALL TIMES A COPY OF THE 2006 BCBC.

1.3 THE CONTRACTOR IS ALSO TO HAVE IN HIS POSSESSION, AND BE FAMILIAR WITH, PART 9 OF THE N.B.C. "HOUSING AND SMALL BUILDINGS".

1.4 THE CONTRACTOR IS RESPONSIBLE FOR CHECKING THAT ALL DIMENSIONS AND DETAILS ON THE STRUCTURAL DRAWINGS ARE COMPATIBLE WITHTHE ARCHITECTURAL DRAWINGS BEFORE COMMENCING WORK. DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.

1.5 ALTHOUGH THIS BUILDING IS TO BE INSPECTED BY THE ENGINEER OR HIS REPRESENTATIVE, IN NO WAY IS THE CONTRACTOR OR HIS SUB-CONTRACTORSRELIEVED OF THEIR OBLIGATION TO COMPLETE THIS JOB IN A COMPETENT AND PROFICIENT MANNER, OR FOR COMPLETING THE STRUCTURALCOMPONENTS AS SHOWN ON THESE DRAWINGS.

1.6 WRITTEN APPROVAL OF ALL CHANGES MUST BE OBTAINED IN ADVANCE. CHANGES DONE WITHOUT PRIOR APPROVAL OF THE STRUCTURALENGINEER, AND ALSO IN ACCORDANCE WITH THE APPROVED PLANS AND BCBC DIVISION B - PART 9, ARE THE RESPONSIBILITY OF THOSE MAKINGTHE CHANGES, AND NOT OF THIS ENGINEER.

1.7 IT IS ASSUMED THAT THESE DRAWINGS ACCURATELY REFLECT ACTUAL SITE CONDITIONS. THIS DESIGN HAS BEEN REVIEWED FOR THE ADEQUACYOF PERMANENT PRIMARY STRUCTURAL COMPONENTS ONLY. EXCAVATION, SOIL MECHANICS, SHORING & FALSEWORK COMPONENTS NECESSARYFOR CONSTRUCTION SAFETY ARE NOT INCLUDED AND WILL NOT BE REVIEWED BY THE STRUCTURAL ENGINEER.

1.8 THE CONTRACTOR IS RESPONSIBLE FOR SAFETY IN AND ABOUT THE JOB SITE DURING CONSTRUCTION, AND FOR THE DESIGN, ERECTION ANDINSPECTION OF ALL TEMPORARY STRUCTURES, FORMWORK, FALSE WORK, SHORING, ETC. NEEDED DURING CONSTRUCTION AS REQUIRED BY THEWORKERS COMPENSATION BOARD (WCB).

1.9 THESE STRUCTURAL DRAWINGS DO NOT INCLUDE THE DESIGN OF THE FOLLOWING NON-STRUCTURALS ELEMENTS: HANDRAILS, SNOW RETENTION,SKYLIGHTS, GLAZING SYSTEMS, BRICK & STONE VENEER TIES, AND SEISMIC RESTRAINT OF MECHANICAL AND ELECTRICAL EQUIPMENT.

1.10 SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FIRE RESISTANCE REQUIREMENTS.

1.11 REPORT DISCREPANCIES BETWEEN THE STRUCTURAL AND OTHER CONSULTANTS DRAWINGS FOR CLARIFICATION.

1.12 THE GENERAL CONTRACTOR MUST CHECK HIS WORK AND THE WORK OF HIS SUB TRADES BEFORE REVIEW BY THE ENGINEER.

1.13 OPENINGS IN STRUCTURAL MEMBERS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL NOT BE CUT OR DRILLED WITHOUT WRITTENPERMISSION FORM MELISSA A. MCKAY, P.ENG.

site reviews 1.14 SITE REVIEWS OF CONSTRUCTION WILL BE PERFORMED BY THE ENGINEER. SUCH REVIEWS MUST START WHEN CONSTRUCTION COMMENCESAND BE ON A REGULAR BASIS. THE CONTRACTOR SHALL GIVE 48 HOURS NOTICE FOR REQUEST OF ANY SUCH REVIEWS. THESE REVIEWS WILLBE LIMITED TO CONCRETE REINFORCING STEEL INSTALLATION, STRUCTURAL STEELWORK & DECKING, REINFORCED MASONRY, AND ROUGH

CARPENTRY ITEMS ONLY - THEY WILL NOT INCLUDE SITE SAFETY, METHODS OF CONSTRUCTION, ELEC. OR MECH. INSTALLATIONS.

additions 1.15 ADDITIONS TO AN EXISTING STRUCTURE: NO STRUCTURAL REVIEW OF THE EXISTING HAS BEEN PERFORMED BY M. McKAY, P. ENG. IF CONDITIONS ARE FOUND WHICH DIFFER FROM THOSE ASSUMED ON THE DRAWINGS, NOTIFY THE ENGINEER BEFORE PROCEEDING.

1.16 MATERIAL TESTING SHALL BE DIRECTED BY THE STRUCTURAL ENGINEER, AND WILL BE AT THE EXPENSE OF THE OWNER.

1.17 THE FOLLOWING ITEMS WILL REQUIRE MATERIALS TESTING &/OR INSPECTION BY OTHERS WHEN NOTED:I) CONCRETE (in conformance with CSA A23.2-94)II) SOILS FOR STRUCTURAL BUILDING PADS, RETENTION WALLS & BACKFILLIII) FORMWORK & SHORINGIV) MASONRY UNITS & GROUT

1.18 ALL CONCRETE TO CONFORM TO CAN/ CSA-A23.1-M94, CAN/CSA-A23.2-M94, CAN3-A23.3-M84,CAN3-A23.4-MT8, CAN/CSA-23.5-M86AND REFERENCED DOCUMENTS.

1.19 ALL STEEL TO CONFORM TO CAN/CSA-516.1-M89 AND REFERENCED DOCUMENTS.

1.2 ALL WOOD TO CONFORM TO CAN3-086-M84 AND REFERENCED DOCUMENTS.

1.21 ALL MASONRY TO CONFORM TO CAN3-S304-M84 AND REFERENCED DOCUMENTS.

abbreviations 1.22 LHS - LEFT HAND SIDE E/W - EACH WAY TYP - TYPICAL C/W - COMPLETE WITHRHS - RIGHT HAND SIDE FTG - FOOTING UNO - UNLESS NOTED OTHERWISE COL - COLUMNBM - BEAM HORZ - HORIZONTAL VERT - VERTICAL CONT - CONTINUOUSBP - BEARING POINT I/S - INSIDE FACE DWG - DRAWING O.C. - ON CENTRE

O/S - OUTSIDE FACE S.O.G - SLAB ON GRADE

2.0 SITE CONDITIONS

soils 2.1 NO REVIEW OF SLOPE STABILITY OR GROUND BEARING CONDITIONS FOR THIS SITE HAVE BEEN PERFORMED BY THIS ENGINEER.SUCH REVIEWS, IF REQUIRED, SHALL BE PERFORMED BY A GEOTECHNICAL (SOILS) ENGINEER.

2.2 SOIL CONDITIONS MUST BE APPROVED BY THE SOILS ENGINEER BEFORE CONCRETE FOOTING IS PLACED.

2.3 DIFFERENTIAL SETTLEMENT OF THE BEARINGS SOILS IN THE ORDER OF 1" OR MORE CAN OCCUR. ALTHOUGH THE FOUNDATION IS REINFORCED,SOME CRACKING MAY OCCUR. IF DIFFERENTIAL SETTLEMENT OCCURS, SHIMMING OF BEARING POINTS AND BEARING WALLS MAY BE NECESSARY.

2.4 IN AREAS SUBJECT TO FLOODING, MEET THE REQUIREMENTS OF THE MINISTRY OF THE ENVIRONMENT REGARDING FLOOD PROOFING.CONTACT THE LOCAL BUILDING INSPECTOR FOR INFORMATION.

2.5 THE BEARING CAPACITY OF NATIVE SOIL HAS BEEN BASED ON TABLE 9.4.4.1 OF THE NBC.allowable soilbrg pressure 2.6 THE FOOTINGS HAVE BEEN DESIGNED FOR AN UN-FACTORED SOIL BEARING CAPACITY OF: 1200 PSF (60kPa) AS PER THE

GEOTECHNICAL REPORT SUBMITTED BY JAQUES WHITFORD, DATED APRIL 19, 2007. THE CONTRACTOR MUST HAVE THE GEOTECHNICAL ENGINEERCONFIRM THIS BEARING PRESSURE ON SITE PRIOR TO PLACING FORMWORK

frost depth 2.7 FOOTINGS ARE TO BEAR ON NATIVE UNDISTURBED SOIL OR ROCK, FREE OF ALL ORGANIC MATERIAL WITH A FROST PROTECTION OF 24".for footings

2.8 FOOTINGS ON SOUND ROCK TO BE PINNED WITH 15M BARS, 36" LONG, DRILLED AND GROUTED 12" INTO ROCK AT 6'-0" O/C.

2.9 FOOTING ELEVATIONS, IF SHOWN ON THE DRAWINGS, ARE FOR BIDDING PURPOSES ONLY. FOOTINGS MAY BE RAISED OR LOWEREDDEPENDING ON BEARING CONDITIONS AND MUST BE RE-REVIEWED IN THE FIELD WITH THE CONTRACTOR WHEN NECESSARY.

2.10 MAXIMUM RATIO OF A STEPPED FOOTING SHOULD BE 2:3 (i.e 2' DROP = 3' HORZ., or 4' DROP = 6' HORZ.) AND ON FIRM BEARING.

2.11 DOWELS SHALL BE PLACED BEFORE CONCRETE IS POURED. USE TEMPLATES TO ENSURE CORRECT PLACEMENT OF DOWELS.

fdn walls 2.12 UNLESS NOTED OTHERWISE ON THE DRAWINGS:* UP TO 4' OF BACKFILL: 8" CONCRETE WALLS ON 10" X 18" FOOTINGS. REINFORCE WALLS WITH 2-15M AT THE TOP OF THEWALL AND VERTICAL 'L' BARS AT 24" O.C. REINFORCE FOOTING WITH 2-15M. USE 5/8" ANCHOR BOLTS AT 4'-0" O/C* FROM 4' TO 7' OF BACKFILL: WALLS ARE TO BE 8" THICK AND SUPPORTED AT THE TOP BY A FLOOR SYSTEM.REINFORCE WALLS WITH 15M AT 24" O.C. EACH WAY. PLACE 2-15M IN AN 10" X 18" FOOTING WITH 'L' BARS MATCHING THEVERTICAL STEEL. USE 5/8" ANCHOR BOLTS AT 4'-0" O/C

2.13 AT STEPS IN THE FOUNDATION WALLS, THE SOIL BEARING SHOULD REMAIN LEVEL. LAP THE TWO TOP BARS IN THE WALL BY 16" ATTHE RE-ENTRANT CORNERS AND LAP ALL BARS 16" AT INTERSECTIONS OF WALLS.

pads 2.14 EXTERIOR PAD FOOTINGS: UNLESS NOTED OTHERWISE, USE 24"x24"x8" DEEP PAD, 8"x8"x 24" DEEP CONCRETE PEDESTAL C/W 1-15 M "L" BAR,AND A GALVANIZED POST SADDLE.

2.15 UNLESS NOTED, CENTRE FOOTINGS DIRECTLY UNDER COLUMNS.

2.16 FOR GROUND ELEVATIONS AND DRAINAGE SLOPES - SEE ARCH. DWGS.

2.17 PROTECT FOUNDATIONS FROM FREEZING BEFORE AND AFTER POURING FOOTINGS - SEE SECTION 3.0 CONCRETE

culverts 2.18 CONSTRUCT THE DRIVEWAY AND PARKING AREA, INCLUDE INSTALLATION OF CULVERT AND CONCRETE HEADWALLS TO MUNICIPALSTANDARDS (REFER TO THE DETAIL IN THE MUNICIPALITY OF WHISTLER'S "BUILDERS INFORMATION PACKAGE").

3.0 CONCRETE (cast-in-place)

3.1 ALL CONCRETE PLACEMENT AND PERFORMANCE SHALL BE IN ACCORDANCE WITH CSA-A23.1-94

3.2 MIX DESIGNS SHALL BE SUBMITTED BY THE CONTRACTOR TO THE TESTING AGENCY FOR REVIEW.

3.3 ALL CEMENT IS TO BE TYPE 10. MAXIMUM NOMINAL AGGREGATE SIZE 20mm. SLUMPS NOTED BEFORE THE ADDITION OF SUPER PLASTICIZERS.NO CHLORIDES PERMITTED

3.4 CONDUITS, DUCTS, PIPES AND FITTINGS THAT ARE TO BE EMBEDDED INTO THE CONCRETE MUST MEET THE APPROVAL OF THE STRUCTURAL ENGINEER.

3.5 NO CORING IS PERMITTED WITHOUT WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER.

3.6 CONCRETE SHALL NOT BE POURED UNTIL REINFORCING STEEL HAS BEE INSPECTED BY THE ENGINEER.

3.7 CONCRETE SHOULD BE PROTECTED AT ALL TIMES FROM BEING DAMAGED DURING CONSTRUCTION.

3.8 NO MORE THAN 2 HOURS SHALL ELAPSE BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.NO WATER SHOULD BE ADDED AFTER INITIAL BATCHING. THESE ITEMS ARE TO BE MONITORED BY THE CONTRACTOR.

3.9 FORMED CONCRETE SHALL BE CURED FOR A MINIMUM OF 2 DAYS PRIOR TO STRIPPING.

slump 3.10 THE SLUMP FOR FOOTINGS, WALLS, AND SLABS ON GRADE IS TO BE 3.5" (*AS NOTED BEFORE THE ADDITION OF SUPERPLASTIZER).

strength 3.11 FOR ALL FOOTINGS, FOUNDATION WALLS, COLUMNS & SHEAR WALLS, CONCRETE IS TO BE 25 MPa AT 28 DAYS.

3.12 FOR SLABS ON GRADE & SUSPENDED SLABS, CONCRETE IS TO BE 30 KPa AT 28 DAYS, AND IS TO HAVE A CURING AGENT (i.e. MASTER SEAL) APPLIED IMMEDIATELY AFTER FINISHING THE SURFACE WITH A STEEL POWER TROWEL TO A SMOOTH AND FLAT FINISH.

3.13 SLAB CONSTRUCTION JOINTS ARE TO BE FORMED USING PREFORMED PLASTIC ZIP STRIPS ON A GRID OF APPROXIMATELY 20' BY 20' OR ASSHOWN ON THE DRAWINGS.

3.14 USE A MINIMUM OF 3 1/2" CONCRETE SLAB ON GRADE, REINFORCED WITH 6X6 6/6 WELDED WIRE MESH, OR 10 M BARS AT 24" O.C., E/WPLACED AT MID-DEPTH U.N.O. PLACE THE SLAB ON 6 MIL POLY VAPOUR BARRIER, WITH A MINIMUM OF 6" OF COMPACTED GRANULAR MATERIALUNDERNEATH.

3.15 DAMP PROOF ALL WALLS BELOW GRADE WITH TWO COATS OF ASPHALT EMULSION, AND PLUG TIE HOLES WITH FIBER-GUM.

cold weather 3.16 FORECASTED TEMPERATURE NOT BELOW 2C:requirements (I) IF CONCRETE DROPS BELOW 10C AT POINT OF POURING, THE MIXING WATER SHALL BE HEATED TO MAINTAIN

A MIN. CONCRETE TEMPERATURE OF 10C(ii) CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACE WHICH IS AT TEMPS LESS THAN 4C(iii) CONTRACTOR SHOULD BE PREPARED TO COVER SLAB IF UNEXPECTED DROP IN AIR TEMP SHOULD OCCUR

FORECASTED TEMPERATURE BELOW 2C BUT ABOVE -4C:(I) FORMS AND STEEL SHOULD BE FREE OF ICE AND SNOW(ii) MIXING WATER SHALL BE HEATED TO GIVE A MIN. CONC. TEMP. OF 10C AT POINT OF POUR(iii) CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACE WHICH IS AT TEMPS LESS THAN 4C(iv) SLABS SHALL BE COVERED WITH CANVAS OR SIMILAR AND KEPT A FEW INCHES FROM THE SURFACE(v) PROTECTION SHOULD BE MAINTAINED FOR AT LEAST 3 DAYS

FORECASTED TEMPERATURE BELOW -4C:(I) FORMS AND STEEL SHOULD BE FREE OF ICE AND SNOW(ii) MIXING WATER SHALL BE HEATED TO GIVE A MIN. CONC. TEMP. OF 10C AT POINT OF POUR(iii) CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACE WHICH IS AT TEMPS LESS THAN 4C(iv) SLABS SHALL BE COVERED WITH CANVAS OR SIMILAR AND KEPT A FEW INCHES FROM THE SURFACE(v) TEMPERATURE OF THE CONCRETE AT ALL SURFACES SHALL BE KEPT AT A MIN. OF 20C FOR 3 DAYS,OR 10C FOR 5 DAYS. THE CONCRETE MUST BE KEPT ABOVE FREEZING FOR A MIN. OF 7 DAYS(vi) THE ENCLOSURE MUST BE CONSTRUCTED SO THAT AIR CAN CIRCULATE OUTSIDE THE OUTER EDGED & MEMBERS

4.0 STEEL AND METALS5.1 FABRICATE, PLACE & SUPPORT REINFORCING STEEL IN ACCORDANCE WITH CSA A23.1-94

reinforcing 5.2 ALL REINFORCEMENT SHALL CONFORM TO:steel

- CAN/CSA-G30.18-M92, GRADE 400 (i.e. tensile strength of 400MPa or 60ksi) FOR DEFORMED STEEL BARS

- CAN/CSA-G30.5-M1983, GRADE 400 FOR WELDED WIRE MESH

5.3 REINFORCING STEEL IS TO BE FREE OF ALL DIRT, EXCESSIVE RUST AND SCALE AT THE TIME OF PLACING, AND IS TO BE SECURELY WIRED IN PLACEPRIOR TO PLACING ANY CONCRETE. NO BARS ARE TO BE WET DOWELLED WITH THE EXCEPTION OF ANCHOR BOLTS.

5.4 ALL BARS SHOWN AS BEING BENT ON THE DRAWINGS ARE TO BE BENT PRIOR TO BEING PLACED.

5.5 CONCRETE COVER AND BAR SPLICES ARE TO BE AS INDICATED OR IN ACCORDANCE WITH N.B.C.concretecover 5.6 THE MINIMUM CLEAR COVER FOR REINFORCEMENT IN NON-PRESTRESSED CONCRETE WITH EXPOSURE TO EARTH OR

WEATHER SHALL BE:

(A) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(B) BEAMS, GIRDERS, COLUMNS & PILES, PRINCIPAL RE-INF 35M OR SMALLER(C) TIES, STIRRUPS AND SPIRALS(D) SLABS, WALLS & JOISTS 20M OR SMALLER(E) SUSPENDED SLABS (c/w 2 HR FIRE RATING)BOTTOM COVERTOP COVER

laps & 5.7 REINFORCING STEEL WHICH REQUIRES SPLICING MUST HAVE A MINIMUM LAP OF 40 BAR DIAMETERS AS INDICATED BELOW. BARS MUST BEsplices CONTINUOUS AROUND CORNERS AND AT INTERSECTIONS OF WALLS, EITHER BY BENDING AROUND THE CORNER, OR BY ADDING CORNER BARS WITH

THE MINIMUM LAPS AS INDICATED. SPACE LAPS SO THAT NO MORE THAN 50% OF BARS PLACED ARE LAPPED WITHIN 48" FOR BEAMS & COLUMNS.

FOR 25MPa CONCRETE AND 400 Mpa REINFORCEMENT:

5.8 ALL REINFORCING STEEL IS TO BE SECURED IN FINAL POSITION BEFORE CONCRETE IS PLACED.

5.9 PROVIDE A MINIMUM OF 2-15M BARS EXTENDING 2'-0" BEYOND ALL CORNERS AT WALL AND SLAB OPENINGS GREATER THAN 2'-0" WIDE.

5.10 ALL WALL AND GRADE BEAM REINFORCING SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS. USE CORNER BARS.

Bar Size CompressionDevelopment Length

CompressionLap Splice

TensionEmbedment Length forStandard Hook

TensionDevelopmentLength

TensionLap SpliceClass B

Top Other Top Other

10M 9" 18" 7" 14" 12" 19" 15"15M 12" 24" 9" 19" 15" 29" 23"20M 15" 32" 11" 24" 18" 39" 30"25M 19" 40" 14" 39" 30" 60" 46"

EXPOSED NOT EXPOSED

75mm (3")40mm (1.5")50mm (2")30mm (1.25")40mm (1.5")20mm (3/4")30mm (1.25")

30mm (1.25")25mm (1")

Site elevation:

Seismic:

400 metres

Sa (0.2) 0.649 PGA 0.296Sa (0.5) 0.482 Site Class BSa (0.2) 0.649 Rd 2Sa (0.2) 0.649 Rd 1.5

q (1/50) 0.48 kPa (10 psf)q (1/10) 0.34 kPa (7.1 psf)

Wind:

This document contains copyrighted material belonging toMelissa A. McKay. Any unauthorized use, disclosure, orduplication of any information contained herein may resultin liability under applicable laws.

Date:

Date: Project #:

Issued For:

Date:Revision:No:

Eng. Seal

Engineered: Scale:

M. A. McKay, P.Eng.P.O.Box 1581Whistler, B.C.

V0N 1B0

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BP Jun 27/12Revised BP Jul 05/12Revised Notes Jul 20/12BP Jul 30/12IFC Dec 10/12

CLT WALL PANELSEE EQUILIBRIUM'S DRAWING

TYPICAL PAD/PIER DETAIL (UP TO 4'-0")NTS

27

2-15M BARS 18" LONG

SQUARE PIER C/W 3/4" CHAMFEREDCORNERS. 4-15M 'L' BARS 2-10M TIESAT TOP

SEE PLAN

18"12

" MIN

.24

" MIN

.

9 1/

2"

SEE FOUNDATION SCH.6" COMPACTEDGRAVEL

50mm CLEAR

15M BARS @ 8" O.C.EACH WAY IN PAD

TYPICAL STEPPED FOOTING DETAIL1 1/2" : 1'-0"

181 1/2" : 1'-0"

MIN. 45

2-15MHORIZONTAL BARS

TYPICAL WALL STEEL

FINISHED GRADE

SEE FOUNDATION SCH.

FIRM BEARING

FIRM BEARING

NOTE:

MAXIMUM SLOPE OF BACKFILL ISTO BE 1 1/2 TO 1Z(i.e. 2'-0" VERT. DROP = 3'-0" HORIZONTAL RUN, or4'-0" VERT. DROP = 6'0" HORIZONTAL RUN)

MAINTAIN 24"OF COVER

2'

TYPICAL FOUNDATION ON ROCK DETAIL1 1/2" : 1'-0"

17

NOTE:

SPACING & SIZING OF DOWELSWILL DEPEND ON SLOPE OF ROCKFACE, LOAD CONDITIONS AND THETYPE OF ROCK. CALL ENGINEERWHEN SITE CONDITIONS ARE APPARENT

2-15M TOP BARS

FOR ROCK SLOPING 0-10 DEGREESUSE 15M DOWELS @ 4'-0" O.C.THEY S.B. 36" LONG AND DRILLED 12" INTO THE ROCKGROUT WITH HIGH STRENGTH EPOXYTIE INTO TYP. WALL STEEL.

15M @ 24" O.C.IF OVER 4'-0" HIGH

NO WALL FOOTINGREQUIRED ON CLEANSOUND ROCK

HOLD DOWNSEE EQUILIBRIUM'S DRAWINGS

8"

CLT WALL PANELSEE EQUILIBRIUMSDRAWINGS

SEE FOUNDATION SCHEDULE

SOLID BEARING

2'-1

0"

4" min.

SEE FOUNDATION SCH.

50mm CLEAR OF FORMBOARDSHORIZ. STEEL TO BE HUNG.SUPPORT BY ROCKS OR CHAIRSNOT ACCEPTABLE

15M VERTICAL "J" BARS @ 24"o.c.

8"

HOLD DOWN HD13/4" : 1'-0"

ALTERNATING IN DIRECTION

8" M

IN.

BACKFILL WITHCLEAN, CLEAR,FREE DRAINING3/4- MATERIAL

10"

3/4"=1'-0"

15M BARS @ TOP

TYPICAL WALL PANEL TO FOUNDATION WALL - OPTION B

6"

SEE FOUNDATION SCHEDULE

SOLID BEARING

2'-1

0"

4" min.

SEE FOUNDATION SCH.

50mm CLEAR OF FORMBOARDSHORIZ. STEEL TO BE HUNG.SUPPORT BY ROCKS OR CHAIRSNOT ACCEPTABLE

15M VERTICAL "J" BARS @ 24"o.c.

8"

ALTERNATING IN DIRECTION

8" M

IN.

BACKFILL WITHCLEAN, CLEAR,FREE DRAINING3/4- MATERIAL

10"

3/4"=1'-0"

15M BARS @ TOP

TYPICAL WALL PANEL TO FOUNDATION WALL - OPTION A

6" SLAB C/W 10M BARS @ 16"o.c. E/W

6"

2'-1

0"TB

D

6" SLAB ON GRADE

15M VERTICAL"J" BARS

2-15M TOP BARS

6 1/4" STEEL POST

TYPICAL PAD/PIER DETAIL (UP TO 4'-0")NTS

27

2-15M BARS 18" LONG

SQUARE PIER C/W 3/4" CHAMFEREDCORNERS. 4-15M 'L' BARS 2-10M TIESAT TOP

SEE PLAN

18"12

" MIN

.24

" MIN

.

9 1/

2"

SEE FOUNDATION SCH.6" COMPACTEDGRAVEL

50mm CLEAR

15M BARS @ 8" O.C.EACH WAY IN PAD

5" STEEL POST

CONFIRM BASE PLATE DESIGNWITH EQUILIBRIUM

CONFIRM BASE PLATE DESIGNWITH EQUILIBRIUM

6" SLAB C/W 10M BARS @ 16"o.c. E/W

3A 3B 4 SLAB ON GRADE481-1/2" : 1'-0"

4"2"

12" 12" 12"

6"

CLT WALL PANELSEE EQUILIBRIUM'S DRAWING


Date:

Date: Project #:

Issued For:

Date:Revision:No:

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Engineered: Scale:


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P2

P1b

P1a

EXISTING HOSETOWER TO REMAIN

SLAB ON GRADE

SLAB ON GRADE

SLAB ON GRADE

SLAB ON GRADE

CONTROLJOINTS

S5

S1

S1

S1 S6

S6

S1

S1

S1

S1

S2

S2

SLABON

GRADES1

S4

S1

S4

S3

P3

P3

AND PLACED ONNEW FOUNDATION


Date:

Date: Project #:

Issued For:

Date:Revision:No:

Eng. Seal

Engineered: Scale:


V0N 1B0

ph: (604)905 9895

Drawn By:

Checked By:

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May 11, 2012 2012M-11

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structural specifications and notes melissa … · 1.9 these structural drawings do not include the...

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