1716 Keremeos S1 (1) - Scuka Enterprises

STRUCTURAL NOTES - THIS BUILDING IS DESIGNED UNDER PART 9 OF THE BCBC (HOUSING & SMALL BUILDINGS) 

1. 

2. 

2.1 

THESE INCLUDE THE FOLLOWING : 

REFERENCE GEOTECHNICAL REPORT _________ DATED 

2.2 NO FOUNDATIONS MAY BE POURED BEFORE BEARING MATERIAL HAS BEEN 

APPROVED BY THE GEOTECHNICAL ENGINEER. CONTRACTOR TO NOTIFY 

SOILS ENGINEER MINIMUM 48 HOURS BEFORE CONCRETE POUR. 

2.3 THE BASE OF THE FOUNDATIONS SHALL BE PROTECTED AGAINST RAIN, SNOW, 

FROST AND ANY WATER INFILTRATION. 

2.4 ALL FOOTINGS SHALL BE FORMED AS INDICATED ON THE FOUNDATION PLANS 

IN ACCORDANCE TO THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. 

2.5 

CENTRE ALL FOOTINGS UNDER COLUMNS AND WALLS UNLESS OTHERWISE NOTED. 

2.6 FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING 

PRESSURE OF 2000 PSF ( 100 KPa ) AS STATED IN SOILS REPORT. 

2.7 SEE SOILS REPORT FOR PREPARATION OF SUBGRADE. 

2.8 

3. 

GENERAL 

1.1 THE NOTES AND SPECIFICATIONS GIVEN ON THE STRUCTURAL DRAWINGS 

ARE TO BE READ IN CONJUNCTION WITH THESE NOTES. THEY ARE NEITHER 

COMPLETE NOR DO THEY REPLACE THE CONTRACT SPECIFICATIONS. 

1.2 THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH THE DRAWINGS AND 

SPECIFICATIONS OF ALL OTHER CONSULTANTS. 

ANY DISCREPANCIES NOTED SHALL BE REPORTED IMMEDIATELY 

FOR CLARIFICATION. 

1.3 THIS BUILDING HAS BEEN DESIGNED FOR WIND AND SEISMIC FORCES IN 

ACCORDANCE WITH THE PROVISIONS SET FORTH IN THE B.C. BUILDING CODE 2006. 

1.4 

1.5 

1.6 

SEISMIC DATA : 

* TIMBER STRUCTURE DESIGNED AND DETAILED ACCORDING TO CAN/CSA-086 

TYPE OF SFRS - NAILED SHEAR WALLS, TABLE 4.1.8.9 

DEAD LOADS ( SPECIFIED ) (SUPERIMPOSED) 

ROOF 

FLOORS 

LIVE LOADS ( SPECIFIED ) 

GROUND SNOW Ss 

ROOF SNOW 

RAIN Sr 

DESIGN LOAD 

MAIN FLOOR 

WIND LOADS 

1.71 

1.72 

1.73 

1.74 

1.75 

PREPARED BY ___________ 

CONCRETE 

STRUCTURAL STEEL ELEMENTS (HAMBRO) 

WOOD I-JOISTS 

ROOF TRUSSES 

HANGERS & TIEDOWNS 

Sa(0.2) = 0.28 

Sa(0.5) = 0.17 

Sa(1.0) = 0.094 

Sa(2.0) = 0.056 

PGA = 0.14 

GLU-LAM & PSL WOOD BEAMS 

= 10 PSF 

= 10 PSF 

= 60.60 PSF 

= 33.33 PSF 

= 2.1 PSF 

= 35.43 PSF 

= 40 PSF 

FOUNDATION AND SITE WORK 

Rd = 

Ro = 1.7* 

Fa = 1.0 

Fv = 1.0 

1.7 MANUFACTURERS OF ALL STRUCTURAL COMPONENTS SHALL SUBMIT SHOP 

DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN 

BRITISH COLUMBIA FOR REVIEW & APPROVAL PRIOR TO FABRICATION. 

PERIMETER FOOTING DRAINAGE - SEE MECHANICAL DRAWINGS. 

3.1 ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS 

OF CSA STANDARD A23.3-04. CONCRETE STRENGTHS TO BE 

VERIFIED BY INDEPENDENT TESTS TO CSA A23. AT THE 

EXPENSE OF THE CONTRACTOR. A MINIMUM OF 3 TEST CYLINDERS SHALL 

BE CAST FOR EACH 100 CUBIC METERS OR EACH DAYS POUR WHICHEVER 

IS LESS, WITH COPIES SUBMITTED TO THE ENGINEER. 

I = 

.478 

.478 

2.90 

1.60 

.11 

1.70 

1.9 

1/10 = 7.1 PSF .34 

1/50 = 9.8 PSF .47 

3* 

1 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

kN/m2 

3.2 

3.3 CEMENT SHALL BE TYPE 10 TO CAN/CSA-A23.3-04 ALTERNATE 1 

3.4 ALL COLD OR HOT WEATHER CONCRETE WORK SHALL CONFORM TO 

CSA-A23.3-04. 

3.5 REINFORCING BARS SHALL BE BILLET STEEL BARS CONFORMING TO 

CSA G30.18-M92 GRADE 400. WELDED WIRE MESH SHALL CONFORM TO 

CSA G30.5-R1991. LAPS SHALL INCLUDE TWO CROSS WIRES PLUS 2" ( 50.8mm ). 

3.6 

3.7 

3.8 

3.9 

3.10 

EXPOSED TO SOIL OR WEATHER, 20M AND LARGER 

EXPOSED TO SOIL OR WEATHER, 15M AND SMALLER 

WALLS AND SURFACES OF SUSPENDED SLABS 

BOTTOM SURFACES OF SUSPENDED SLABS 

NOTIFY ENGINEER MINIMUM 24 HOURS PRIOR TO ANY POUR. 

3.11 PLACE REINFORCING BARS SYMMETRICALLY OVER SUPPORTS AND 

SYMMETRICALLY IN SPANS UNLESS OTHERWISE NOTED. 

3.12 ALL DOWELS AND ANCHOR BOLTS SHALL BE PLACED BEFORE 

THE CONCRETE IS POURED. TEMPLATES SHALL BE USED TO 

ENSURE CORRECT PLACEMENT. 

3.13 WALLS AND COLUMNS : 

3.14 

6. 

6.1 

6.2 

6.3 

6.4 

6.5 

6.6 

7. 

7.1 

7.2 

7.3 

7.4 

ALL CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF : 

GRADE BEAMS 

FOUNDATION WALLS 

COLUMNS 

SUSPENDED SLAB 

TILT-UP 

LOCATION 

S.O.G. : - INTERIOR 

FOOTINGS 

COLUMNS 

BEAMS 

- EXTERIOR 

LAP SPLICE REINFORCEMENT AS FOLLOWS ( UNLESS OTHERWISE NOTED ) : 

WIRE MESH 

10M 

15M 

20M 

25M 

12" 

18" 

26" 

30" 

50" 

STAGGER SPLICES IN WALLS AND SLABS. 

DESIGNATION OF REINFORCING BARS : 

3-10M36 MEANS THREE 10M BARS 36" ( 914 mm ) LONG 

2-C10M10' MEANS 2 1OM BARS, EACH END WITH A 90 DEGREE 

STANDARD HOOK AN A TOTAL LENGTH OF 10' ( 3048 mm ). 

STEEL SHALL BE PLACED ACCORDING TO "THE MANUAL OF STANDARD 

PRACTICE" OF THE REINFORCING INSTITUTE OF ONTARIO, 4TH EDITION 1990 

WELDING OF REINFORCING IS NOT PERMITTED WITHOUT WRITTEN APPROVAL 

CLEAR COVER FOR REINFORCEMENT : 

CAST AGAINST SOIL 

3" 76 

2" 51 

1 1/2" 38 

1" 25 

1" 25 

2" 50 

1" 25 

3.13.1 WALLS AND COLUMNS SHALL NOT BE POURED HIGHER THAN THE 

UNDERSIDE OF THE MEMBER SUPPORTED. ANY EXTRA HEIGHT 

SHALL BE REMOVED BEFORE POURING THE NEXT LEVEL. 

( mm ) 

3.13.2 PROVIDE 10M CORNER BARS FOR THE LESSER AMOUNT OF 

HORIZONTAL WALL REINFORCING AT ALL CONCRETE / CONCRETE 

AND CONCRETE / BLOCK WALL INTERSECTIONS UNLESS HORIZONTAL 

REINFORCEMENT IS HOOKED AS SHOWN IN THE TYPICAL DETAILS. 

REFER TO ARCHITECTURAL DETAILS FOR ALL SLAB DEPRESSIONS, FALLS, ETC. 

WOOD FRAMING 

STRENGTH 

PSI (mPa) 

3600 

5000 

3600 

3600 

3600 

5000 

5000 

5000 

25 

35 

( ) 

( ) 

( 25 ) 

( 25 ) 

( ) 

25 

( 35 ) 

( 35 ) 

( 35 ) 

( 305 mm ) 

( 457 mm ) 

( 660 mm ) 

( 762 mm ) 

( 1270mm 

) 

AIR % 

4 - 8 

4 - 8 

1 - 4 

4 - 7 

4 - 7 

4 - 7 

4 - 7 

DENOTES TOP BARS 

DENOTES BOTTOM BARS 

ALL DIMENSIONAL LUMBER TO BE #2 SPF OR BETTER, 

WALL STUDS MUST BE #2 SPF OR BETTER. 

SLUMP 

+20 mm 

70 

70 

70 

60 

60 

60 

60 

ALL SUBFLOORING TO BE 5/8" ( 16mm ) PLYWOOD CSA 021 DOUGLAS FIR, 

PHENOLIC BONDED OR GOLD EDGE, UNLESS INDICATED OTHERWISE. 

EXPOSURE 

CLASS 

C2 

F2 

F2 

F2 

( mm ) 

( mm ) 

( mm ) 

( mm ) 

( mm ) 

( mm ) 

ROOF SHEATHING TO BE 1/2" ( 12 mm ) PLYWOOD CSA 021 DOUGLAS FIR, 

PHENOLIC BONDED. 

SHEATHING TO HAVE SURFACE GRAINS AT RIGHT ANGLES TO FRAMING 

WITH 1/16" ( 1.5mm ) GAP BETWEEN BUTTING ENDS. 

ALL CROSS BRIDGING TO BE 2 x 2 @ 6' O.C. ( 38mm x 38mm @ 1800mm ) OR 

IN ACCORDANCE WITH JOIST MANUFACTURERS SPECIFICATIONS. 

ALL LINTELS TO BE 2 - 2 x 10 ( 38mm x 2866mm ) #2 SPF UNLESS INDICATED 

OTHERWISE. 

GLUE LAMINATED MEMBERS 

GLUE LAMINATED MEMBERS SHALL BE FABRICATED BY A PLANT CONFORMING 

TO CSA 0177-M89 (R2003) "QUALIFICATION CODE FOR MANUFACTURERS OF GLUE 

LAMINATED TIMBER". 

STRESS GRADES : 24f-E BENDING GRADES, UNLESS INDICATED ELSEWHERE. 

COLUMN GRADES : 16c-E COMPRESSION GRADES, UNLESS INDICATED ELSEWHERE. 

GENERAL CONTRACTOR TO SUBMIT ALL PERTINENT DRAWINGS AND DESIGN 

INFORMATION TO MANUFACTURER, INCLUDING ANY PERTINENT MECHANICAL 

AND ELECTRICAL EQUIPMENT THAT WOULD AFFECT BEAM DESIGN. 

MANUFACTURER / CONTRACTOR TO SUBMIT SHOP DRAWINGS TO DESIGN 

AUTHORITY, STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO MANUFACTURER. 

8. 

8.1 

8.2 

8.3 ALL PERTINENT DRAWINGS AND DESIGN INFORMATION THAT MAY AFFECT 

TRUSSES / M.J.'S DESIGN MUST ALSO BE SUBMITTED TO THE GENERAL CONTRACTOR / 

SUBCONTRACTORS TO THE TRUSS MANUFACTURER. IN PARTICULAR MECHANICAL, 

PLUMBING AND ELECTRICAL DRAWINGS INDICATING SPECIALIZED FIXTURES 

WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 

8.4 

8.5 

19. 

9.1 

9.2 

9.3 

10. 

10.1 

11. 

11.1 

TRUSSES AND FLOOR JOISTS 

TRUSS / MANUFACTURED JOISTS ( M.J.'S ) AND SPACING AS INDICATED ON 

DRAWINGS ARE FOR REFERENCE ONLY. THESE DRAWINGS DO NOT COVER 

TRUSS / M.J.'S DESIGN. THE OWNER / CONTRACTOR IS RESPONSIBLE FOR HAVING 

THE TRUSSES / M.J.'S CONNECTION DETAILS AND ERECTION BRACING SYSTEM ETC. 

DESIGNED IN ACCORDANCE TO THE B.C. BUILDING CODE 1998, AND 

MANUFACTURERS SPECIFICATIONS. 

TRUSSES / M.J.'S TO BE DESIGNED FOR LOADS UNDER "DESIGN LOADS SECTIONS". 

THE GENERAL CONTRACTOR WITH RESPECT TO MECHANICAL EQUIPMENT MUST 

CONFIRM WITH BOTH THE STRUCTURAL ENGINEER AND TRUSS MANUFACTURER, 

ALL INFORMATION RELATING TO LOCATION, WEIGHT AND CLEARANCE REQUIRED 

FOR DUCTS AND SPECIALIZED EQUIPMENT. 

MANUFACTURER MUST SUBMIT SHOP DRAWINGS FOR PLAN CHECK AND APPROVAL, 

TO STRUCTURAL ENGINEER. DESIGN AUTHORITY AND WHERE APPLICABLE THE 

MECHANICAL ENGINEER AND / OR MECHANICAL CONTRACTOR AND ELECTRICAL 

ENGINEER AND / OR ELECTRICAL CONTRACTOR. 

EMBEDDED CONDUITS, PIPES & SLEEVES 

EXCEPT WHEN APPROVED BY THE STRUCTURAL ENGINEER, 

PIPES CONDUITS AND SLEEVES EMBEDDED IN CONCRETE 

SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING GUIDELINES : 

9.1.1 

9.1.2 

9.1.3 

9.1.4 

1'-0" 

LAP 

COMPACTED FILLS 

APPROVED BY THE 

PROJECT GEOTECH 

DRILL INTO SIDE WALLS 

A MIN. OF 4" THEN HILTI 

HIT EPOXY THE 15M BARS 

TO THE WALLS 

4" 

8" 

CENTRELINE SPACING TO BE NOT LESS THAN 3 DIAMETERS. 

CENTRELINE SPACING BETWEEN PARALLEL CONDUIT 

AND REINFORCING TO BE NOT LESS THAN 3 DIAMETERS 

OUTSIDE DIAMETER TO BE NOT GREATER THAN ONE THIRD THE 

THICKNESS OF THE SLAB FOR ONE LAYER AND ONE FOURTH 

THE THICKNESS FOR TWO LAYERS. 

CONCRETE COVER TO BE NOT LESS THAN 2" ( 51 mm ) AND PIPES OR 

CONDUIT TO BE LOCATED BETWEEN THE TOP AND BOTTOM LAYER 

OF REINFORCEMENT. 

MAXIMUM SIZE OF PIPE OR CONDUIT IN CONCRETE TOPPING ON STEEL DECKING 

TO BE 3/4" ( 19 mm ). 

PIPE OR CONDUIT IN CONCRETE TOPPING ON STEEL DECK MAY BE PLACED IN 

ONE LAYER ONLY ( NO CROSSING ) AND MAY BE DIRECTLY SCREWED TO 

STEEL DECKING IN ACCORDANCE WITH 6.1.1 ABOVE. 

INSPECTIONS AND TESTING 

NOTIFY THE ENGINEER 24 HOURS IN ADVANCE ( 48 HOURS OVER 100 KM 

FROM KELOWNA ) FOR INSPECTION OF THE FOLLOWING : 

REINFORCING STEEL PRIOR TO EACH CONCRETE POUR AND MASONRY 

REINFORCEMENT PRIOR TO EACH GROUT POUR. 

STRUCTURAL STEEL PRIOR TO CONCEALMENT 

WOOD FRAMING PRIOR TO CONCEALMENT 

TEMPORARY SHORING 

TEMPORARY SHORING DRAWINGS MUST BE SEALED BY A 

STRUCTURAL ENGINEER. DRAWING MUST BE SUBMITTED FOR 

APPROVAL PRIOR TO FORMING ANY SUSPENDED SLAB 

OR SUPPORTING ANY EXISTING STRUCTURAL MEMBERS 

PRIOR TO REMOVING WALLS, BEAMS AND ETC. 

10M@12" o.c.,B/W 

APPROVED 

BUILDING 

MATERIAL 

MAX. SLOPE 

15M @ 16" O/C E/W 

4" 

APPROVED BEARING MATERIAL 

15M DOWELS LAPPED WITH REINF. 

AND DRILLED & GROUTED 2" INTO 

SLAB-ON-GRADE 

15M(@NOSING) 

3" 

FROST WALL REQUIRED 

ONLY @ EXTERIOR 

LOCATIONS SEE PLAN 

TYP. STAIR ON GRADE 11 

S1 

REFER TO DETAILS FOR 

FOOTING REINFORCING 

AND WALL DOWELS. 

T.O.FOOTING 

MIN 2'-0" FROST COVER 

SLAB or GRADE 

MIN. FROST COVER AS PER CODE 

VERIFY w/ GEOTECH REGARDING 

SOIL FROST SUSCEPTIBILITY, 

AND / OR POSSIBILITY 

OF DEEPER FOOTINGS. 

1'-6"MIN - 4'-0" MAX 

TYP. STEPPED 

FOOTING DET. 

SPLICE 

AS PER 

GENERAL NOTES 

12 


2'-0" 

5/8"Ø ANC BOLTS 

x 8" LG.@ 32" o.c. 

2-10M CONT BAR 

1-10M CONT BAR @ 

SNAP TIE LOCATION 


27" 

BASEMENT WALL 

27" 

6" 

10M WALL 

DOWELS @ 24" oc 

6" 

10M WALL DOWELS @ 36" oc 

8" 

MINIMUM EXACAVATION REQ'D 

WHEN SOIL IS SILTY CLAY TYPE. 

DISREGARD WHEN SOILS ARE OF 

THE SANDY GRAVEL TYPE. 

(GEOTECH TO VERIFY SOILS) 

2"+/- CONC SKIM COAT 


SITE EXCAVATION MUST CONFORM 

WITH "WCB" REGULATIONS. THE 

CONTRACTOR IS SOLELY 

RESPONSIBLE FOR ALL SITE 

EXCAVATION, AS WELL AS ANY 

TRENCH OR SLOPE SHORING. 

10M TIES @ 8" oc 

4-15M VERTS 

c/w 12" HOOK 

INTO FOOTING 

3-15M EACH WAY 

2'-0" 


x 8" LG.@ 32" o.c. 



2-10M CONT. BARS 

3" 

COVER 

APPROVED 

BRG. MATERIAL 

8" 

1'-4" 

TYPICAL FOOTING 

WIDTH U.N.O. 

GRADE 


FOUNDATION DRAIN 

TILE BY OTHERS 

8" 

2'-0" 

2'-8" 

FOUNDATION WALL SECTION 1 



x 8" LG.@ 24" o.c. 




3" 

COVER 

APPROVED 

BRG. MATERIAL 

1'-4" 


FOUNDATION WALL SECTION 2 


10" MIN 

3'-0" 

APPROVED 

BRG. MATERIAL 

GRADE 

6" 

TYPICAL FOOTING 

WIDTH U.N.O. 

FOUNDATION WALL @ OPENING 3 




24" 

10M CORNER BAR 

24" 

TYP. CORNER DETAIL 6 


10M STIRRUPS @10" o.c. 

VERT BARS 

HORZ BARS 

2'-0" 4'-0" +/- OPENING 2'-0" 

REBAR TO EXTEND MIN 2'-0" IN EACH DIRECTION 

PAST THE OPENING OR OVER THE DROP. 

GRADE BEAM SECTION 7 


FOOTING 

PIER SECTION 4 


8" 

OUTSIDE 

2'-0" MIN 

3" 

COVER 

2'-0" 

8" 

EM2 SHEAR PLATE 

PL 150x9.5x200mm 

2-16mm STUDS x 100mm 













2@ 43" +/- 

2@ 47" +/- 



10M WALL DOWELS ON 

EITHER SIDE OF OPENINGS 

3' LONG 10M BARS @ 

45° IN THE CORNERS OF 

OPENINGS 

10M WALL DOWELS @ 24"o.c. 

8" 

16"x8" TYPICAL FOOTING 

WIDTH U.N.O. 

2-15M CONT 

BARS TOP AND 

BOTTOM TO 

EXTEND PAST 

OPENING A MIN. 

OF 24" (TYP.) 

12" 

4-15M VERTS 

IMPORTANT SOILS INFORMATION 

INFORMATION, VERIFICATION, AND 

CERTIFICATION OF SOIL ISSUES 

SUCH AS, BUT NOT LIMITED TO: 

SOIL BEARING CAPACITIES, COM- 

PACTING, ETC..., ARE THE RESPON- 

SIBILITY OF THE LOCAL BUILDING 

DEPARTMENT , OR A REGISTERED 

GEOTECHNICAL ENG. 

ROV CANNOT BE HELD ACCOUNT- 

ABLE FOR ANY SOILS RELATED 

ISSUES AT ANY TIME (PRESENT 

OR FUTURE). 







2'-0" MIN 

8" 






2'-0" 

STRUCTURAL NOTES: 

GENERAL: 

The following notes apply in general, notes specified on the drawing govern, 

and in no way limit the reminder of these notes. 

DESIGN: 

Design is in accordance with the British Columbia Building Code 2006 

Edition. (Design loads as follows) (EFP=equiv.fuild press) 

Foundation Walls; 30pcf (EFP) as per BCBC 9.4.4.6.1) 

Slab live loads; 50psf 

All dead loads derived from plans. Wall surcharge loads as noted. 

FOUNDATIONS: 

All soil conditions shall be verified by the Building Dept. or a Geotech Eng. 

Footing shall be placed upon original undisturbed native ground. Once 

excavation is complete, contact the authorities to confirm site conditions. 

Foundation walls have been designed for an allowable soil bearing pressure of 

2000 psf (95 Kpa). Retaining walls have been designed for an allowable soil 

pressure of 3000 psf (144 Kpa). No footing shall bear higher than 2.0 

horizon. to 1.0 vert. to any excavation planned or existing. Footings shall be 

kept free of standing water and shall be protected from freezing when 

applicable. 

3.REINFORCING 

Shall be new stock deformed steel bars, grade 400MPa. conforming to CSA 

G30.12M. Placement of bars shall be as shown on the drawings. Splices shall 

be min.24" unless noted. Stagger splices in adjacent bars where applicable. 

-------Minimum bar coverage unless noted otherwise---------- 

1 1/2" to formed surfaces; 3" to unformed surfaces. Slab mesh and/or rebar 

reinforcing to be centered. Suspended slab, columns, etc., as detailed on 

the drawings. All corners to be continous. Min. lap splice 24" unless noted. 

4.CONCRETE 

Concrete materials and methods of construction to conform to CAN / 

CSA-A23.3-04 

-All concrete (footings, walls, etc.) shall be 25MPa. @28 days. 

-HAMBRO Floor slabs shall be 32MPa @ 28 days min. strength. 

5.INSPECTIONS 

Provide 24 hours notice to the design engineer prior to all required site 

inspections; (see below). 

A) Prior to casting any concrete (footings, walls, SLABS, etc.) 

B) Prior to Backfilling to check floor diaphram connections and floor slab. 

C) Prior to concealing wood framing where applicable. 

6.BACK FILL 

Back fill only with approved free draining material such as `Pit Run' (Backfill 

material shall be approved by the local building dept. or a registered 

geotechnical Engineer). Prior to backfilling: 

1) Ensure the floor system is fully installed as per building code -*INSPECTION 

REQUIRED BY ROV CONSULTING. * 

2) Obtain Building Dept. authorization for drain tile,dampproofing,etc... 

(ROV is not responsible for the approval any back filling material). 


x 8" LG.@ 32" o.c. 

3" 

APPROVED 

BRG. MATERIAL 

GRADE 

COVER 

4-15M VERTS 

c/w 12" HOOK 

INTO FOOTING 

CONTRACTOR TO VERIFY ALL DIMENSIONS 

AND TO NOTIFY THIS OFFICE OF ANY 

DISCREPANCIES. THIS DRAWING MAY NOT 

BE MODIFIED IN ANY MANNER UNLESS WITH 

THE CONSENT OF THE DESIGN ENGINEERS. 

DO NOT BACK FILL UNTIL THE FLOOR SYSTEM 

IS COMPLETELY IN PLACE, AND THEN ONLY 

WITH FREE DRAINING SOIL. 

THIS DRAWING IS ONLY FOR THE ENGINEERED 

PORTIONS NOTED ALL OTHER ASPECTS OF 

THE FOUNDATIONS , BOTH INTERIOR AND 

EXTERIOR ARE THE RESPONSIBILITY OF THE 

PROPER BUILDING AUTHORITIES, AND NOT 

ROV CONSULTING. 

THICKENED SLAB METHOD 

OTHER METHOD 

INTERIOR FOOTING SECTION 8 


4" 

4 


1'-4" 

3'-10" 

8" 

8" 


2"+/- CONC SKIM COAT 2"+/- CONC SKIM COAT 

10M TIES @ 8" oc 


x 8" LG.@ 32" o.c. 


PIER SECTION 5 


10M @ 11"o.c. 

1'-4" TYPICAL FOOTING WIDTH U.N.O. 


PL 150x9.5x200mm 




CONTINUE 2-10M STRIP 

FOOTING BARS THROUGH 

PAD FOOTING 

3-15M EACH WAY 

3" 

COVER 


CONTRACTOR IS RESPONSIBLE 

TO CHECK AND CONFIRM ALL 

DIMENSIONS AND ELEVATIONS 

ON DRAWINGS. 

REVISED FOR ENTRY 

2 GLULAMS/CONNECTIONS FEB 8, '10 

1 

ISSUED FOR PERMIT 

SPECIFICATIONS 

& DETAILS 

1 2" = 1'-0" 

TREVOR J. 

ROV 

FEB 2, '10 1716 

FEB 3, '10 

SCUKA ENTERPRISES 

881 Highway 33E 

Kelowna BC V1X 6V1 

Ph: 250-765-0136 

Fax: 250-765-7826 

E-mail: scukaent@scuka.bc.ca 

Foundation Design For: 

Mountain View Lodge 

320 Veteran's Ave 

Lot 1, PlanKAP 37108 

Keremeos

1 


6 


1 


1 


8 


1 


1 


1 


5 


1 


5 


2 


3 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 

4-15M WALL DOWELS 

c/w 10M TIES @ 8" o.c. 

PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

5 


1 


1 


2 


3 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


1 


5 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

2 


3 


5 


1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


5 


2 


3 


5 


LEGEND 

PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

BUILDING 2 (EAST) FOUNDATION PLAN 1 

S2 

5 



PL 150x9.5x200mm 


5 


1 


1 


5 


2 


3 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

5 


1 


1 


2 


3 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


1 


5 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

2 


3 


5 


1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


5 


2 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 




ON DRAWINGS. 



1 


1 4" = 1'-0" 

TREVOR J. 

ROV 


FEB 3, '10 




Ph: 250-765-0136 

Fax: 250-765-7826 






Keremeos 

BUILDING 1 (EAST) 

FOUNDATION PLAN

1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


5 


1 


5 


2 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

3 


5 


1 


1 


2 


3 


1 


1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

5 


2 


3 


5 


1 


1 


5 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

2 


3 


5 


LEGEND 

BUILDING 1 (WEST) FOUNDATION PLAN 1 

S3 

5 



PL 150x9.5x200mm 


5 


1 


1 


5 


2 


3 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

5 


1 


1 


2 


3 


1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

5 


2 


3 


5 


1 


PAD FTG. 

46"x36"x8" 

c/w 3-15M e.w. 

PIER: 


c/w 10M TIES @ 8" o.c. 

1 


5 


2 


2 


8 


1 


2 


1 


6 





ON DRAWINGS. 



1 


1 4" = 1'-0" 

TREVOR J. 

ROV 


FEB 3, '10 




Ph: 250-765-0136 

Fax: 250-765-7826 







BUILDING 2 (WEST) 

FOUNDATION PLAN

2 

S4 

C78 

ROOF TRUSSES 

@24"o.c. 

B1 B1 

B1 

B1 

B1 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

ROOF TRUSSES 

@24"o.c. 

C78 C78 

3 

S4 

12 

3 

S4 

3 

B1 

2 

S4 

2 

S4 

SIDE VIEW 

C78 

ENTRY GLULAM BEAM AND 

COLUMN CONNECTIONS 

SCALE: 1 2" = 1'-0" 

C78 

B1 

2 

S4 

4 

S4 


PL 150x9.5x200mm 


2 

S4 

C78 

B1 

TOP VIEW 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

1'-4 9 16" 

1 1 2" 

3 3 4" 

6 1 16" 

3 3 4" 

1 1 2" 

1 1 2" 3" 1 1 2" 

1 4" BEAM TO COLUMN KNIFE 

PLATE 

SCALE: 1" = 1'-0" 

6" 

C78 

B1 

3 

S4 

2 

S4 

C78 

B1 

2 

2 

S4 

S4 

C78 

6 3 4" 

C78 

B1 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

C78 

ROOF TRUSSES 

@24"o.c. 

BUILDING 2 (EAST) FOUNDATION PLAN 1 

S4 

1 1 2" 

3 3 4" 

1 1 2" 

B1 

C78 

C78 

BEAM SCHEDULE 

B1 6 3 4"x10 1 2" GLULAM-EX, D.FIR-L, 20f-EX EXPOSED BEAM 

COLUMN SCHEDULE 

C78 6 3 4"x7 1 2" GLULAM-C, D.FIR-L, 16C-E EXPOSED COLUMN 

1 2" 31 5" 

2" 1 

4" 

2 

S4 

NOTE: 3-PLY 2x10 SPF #2 OR 

2-PLY 9 1 2" LVL MINIMUM BACKING 

IS REQUIRED IN THE MOBILE 

HOME UNITS AT ALL GLULAM 

BEAM TO BUILDING LOCATIONS. 

1 1 2" 

3 3 4" 

1 1 2" 

1 1 2" 

2 

S4 

1 1 2" 1 1 2" 

6 1 4" 

1 4" 

1 1 2" 

1 4" BEAM KNIFE PLATE HANGER 

SCALE: 1" = 1'-0" 

1 4" 

3 1 2" 

1 1 2" 

5" 

4 

S4 

B1 

2 

S4 

2 

S4 

C78 

1 4" 

B1 

7 3 4" 

2 3 4" 

C78 

B1 

6" 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

1 1 2" 3" 1 1 2" 

C78 

1 1 2" 

3 3 4" 

2 1 2" 

2 3 4" 

B1 

1 4" 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

1 4" 

1 9 16" 1 9 16" 

SIDE VIEW SIDE VIEW TOP VIEW SIDE VIEW FRONT VIEW 

1 4" COLUMN BASE KNIFE PLATE 

SCALE: 1" = 1'-0" 

2 1 2" 3 3 4" 1 1 2" 

2 3 4" 

1 4" 

5 

S4 

C78 

B1 

2 

S4 

C78 

B1 

2 

S4 

2 

S4 

C78 

NOTE: 

-CONTRACTOR TO CONFIRM ALL GLULAM MEMBER 

LENGTHS AND DIMENSIONS WITH ARCHITECTURAL 

PLANS. 

-MINIMUM PLATE AND BOLT SPACING SHOWN IN ALL 

CROSS SECTIONS. HAVE FINAL CHANGES TO PLATE 

DESIGNS APPROVED BY ROV CONSULTING INC. PRIOR 

TO CONSTRUCTION. 

-ALL PLATE MATERIAL IS 1 4" G40.21M 300W STEEL 

MINIMUM, UNLESS NOTED. 

-ALL BOLTS ARE 3 4"Ø A307 MACHINE BOLTS THROUGH 

STEEL KNIFE PLATE AND WOOD MEMBER ON EITHER 

SIDE. 

USE 3"Ø WASHERS WHERE BOLTS ARE SPACED MORE 

THAN 1 1 2" APART. USE MINIMUM REQUIRED WASHERS 

EVERYWHERE ELSE (2"Ø). 

-ALL CUTS TO WOOD ELEMENTS AND STEEL PLATES TO 

BE CLEAN AND NEAT, AS THEY ARE EXPOSED 

THROUGHOUT. 

B1 

ROOF TRUSSES 

@24"o.c. 

B1 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

S4 

C78 

B1 

C78 C78 

2 

B1 

2 

S4 




ON DRAWINGS. 



1 


1 4" = 1'-0" 

TREVOR J. 

ROV 


FEB 3, '10 




Ph: 250-765-0136 

Fax: 250-765-7826 







BUILDING 1 (EAST) 

ROOF PLAN AND ENTRY 

CONNECTIONS

2 

S4 

B1 B1 B1 B1 B1 

B1 B1 B1 

C78 

ROOF TRUSSES 

@24"o.c. 

C78 C78 C78 C78 C78 C78 C78 C78 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

B1 B1 

C78 

2 

S4 

2 

S4 

C78 

B1 

2 

S4 

C78 

B1 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

C78 C78 

B1 B1 

2 

S4 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

C78 C78 

B1 B1 

BEAM SCHEDULE 

B1 6 3 4"x10 1 2" GLULAM-EX, D.FIR-L, 20f-EX EXPOSED BEAM 

COLUMN SCHEDULE 

C78 6 3 4"x7 1 2" GLULAM-C, D.FIR-L, 16C-E EXPOSED COLUMN 

BUILDING 1 (WEST) FOUNDATION PLAN 1 

S5 

2 

S4 

2 

S4 

2 

S4 

2 

S4 

2 

S4 

C78 C78 C78 C78 

B1 B1 B1 B1 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

2 

S4 

2 

S4 

C78 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

ROOF TRUSSES 

@24"o.c. 

2 

S4 

B1 B1 

ROOF TRUSSES 

@24"o.c. 

C78 

2 

S4 




ON DRAWINGS. 



1 


1 4" = 1'-0" 

TREVOR J. 

ROV 


FEB 3, '10 




Ph: 250-765-0136 

Fax: 250-765-7826 







BUILDING 2 (WEST) 

ROOF PLAN

1716 Keremeos S1 (1) - Scuka Enterprises

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