GENERAL NOTES

REINFORCING STEEL STRUCTURAL STEEL HELICAL SCREW PILES THE CONTRACTOR IS TO VERIFY DIMENSIONS
1. DO NOT SCALE DRAWINGS. AND DATA NOTED ON THE STRUCTURAL
1. Reinforcing steel shall be new billet, deformed bars in accordance with CSA Standard 1. Fabricate & erect structural steel to CSA Standard CAN/CSA-S16-09 1. The contractor shall confirm the location of sub-grade services prior to pile
2. Design live loads shall not be exceeded at any time during construction. For concrete DRAWINGS WITH CONDITIONS ON THE SITE,
CAN/CSA-G30.18-M92 minimum yield strength to be 400 MPa, except 10M bars for 2. Structural steel shapes and plates shall conform to CSA Standard CAN/CSA-G40.21, Grade installation.
structures, design live loads may only be applied after concrete reaches its design 2. All foundations shall be installed in accordance with the geotechnical report that has CO-ORDINATE ALL DIMENSIONS WITH THE
stirrups and column ties may be 300 MPa. 350W and CAN/CSA-G40.21, Grade 350W for H.S.S., Class C.
strength. been prepared for this project project. A copy of the report is attached to the ARCHITECTURAL DRAWINGS, AND IS HELD
2. Reinforcing steel shall be detailed in accordance with the latest RSIC Reinforcing Steel 3. All welding shall be performed by qualified welders fully approved for structural welding by RESPONSIBLE FOR REPORTING ANY
3. Construction loads must not be imposed on structure in excess of specified design live specifications.
Manual of Standard Practice. the Canadian Welding Bureau in accordance with CSA Specifications W47 and W59. 3. Foundation design is based on loads indicated in Geotechnical report. Pile supplier DISCREPANCIES TO THE ENGINEER BEFORE
load. Design live loads may only be applied after concrete reached its design strength.
3. Lap top bars at centre span and bottom bars over supports. 4. Unless shown otherwise on the Drawings, connect all flexural members (beams, channels, to confirm all load capacities of Helex piles on shop drawings PROCEEDING WITH THE WORK. VARIATIONS
4. The contractor is to verify dimensions, elevations, slopes, details, conditions and other AND MODIFICATIONS TO WORK SHOWN ON
4. All reinforcing to be held in place and tied by the use of proper accessories such as etc...) at each end for one half of the total uniformly distributed factored load of the laterally 4. Piles to be installed as indicated on drawings and per manufacturers requirements.
data noted on the structural drawings with conditions on the site, co-ordinate all 5. Pile installation shall be provided under full time inspection of a qualified THE STRUCTURAL DRAWINGS SHALL NOT BE
hi-chairs, spacers, etc., to be supplied by the reinforcing steel fabricator. supported beam, in addition to the transfer of factored moments, where shown on the
dimensions with the architectural drawings prior to construction or fabrication of any professional geotechnical engineer selected by the structural consultant. CARRIED OUT WITHOUT WRITTEN
5. Reinforcing in concrete beams/walls and masonry bond beams to be bent 24" (600mm) Drawings. PERMISSION FROM THE ENGINEER.
building component, and is held responsible for reporting any discrepancies that effect 6. Maintain an accurate record of each pile. Submit a copy of this record to the
around corners or use 3'-0" x 3'-0" (900mm x 900mm) corner bars. 5. Splicing of members not permitted unless otherwise noted. structural consultant. THIS DRAWING IS NOT TO BE SCALED.
structural framing to the engineer before proceeding with the work. Variations and
6. Frame all openings in concrete beams, walls and/or slabs with 2-20M bars (extra) all four 6. Where beams are continuous over supports, no holes permitted in top flange. Provide 2-3/8" 7. Shaft: Pipe shall meet or exceed the minimum requirements of ASTM A252 Grade 2
modifications to work shown on the structural drawings shall not be carried out without ALL BEAMS, ANGLES AND MISCELLANEOUS
sides. Extend bars 24" (600 mm) beyond edges of openings except as noted. (10mm) welded web stiffener plates each side of beam, aligned with column walls. (minimum
written permission from the engineer. yield strength of 35 ksi and a minimum tensile strength of 60 ksi). METALS INDICATED ON ARCHITECTURAL,
7. Submit shop drawings which clearly indicate bar sizes, grade, spacing, hooks, bends, 7. Column base and cap plates shall be welded to columns. Provide 3/4" (20mm) thick cap
5. Modifications, alterations or substitutions must be authorized in writing by the Design MECHANICAL AND/OR ELECTRICAL
and supporting/spacing devices, etc., for review to the Design Engineer prior to plate c/w 4-3/4"Ø (20mm) bolts for all columns supporting cantilevered beams. 7. Helix: Structural quality steel to conform per latest CSA Standard W40.21 ASTM A36.
Engineer. DRAWINGS BUT NOT SHOWN OR NOTED ON
fabrication of the reinforcing steel. 8. Welding performed by shop qualified to CSA Standard W47.1.
8. Structural steel erector shall supply and install all temporary guying and bracing necessary STRUCTURAL DRAWINGS, SHALL BE
6. The General Contractor shall locate all existing site services prior to construction. 9. All welding to conform to latest CSA Standard W59.
8. Pit Walls/Slabs shall be 8" (200mm) thick reinforced with 15M @ 12" (300mm) o.c. each to provide stability for the structure as a whole. These shall remain in place until floor slabs INCLUDED IN THE TENDER PRICE. THE
7. For openings in slabs, floor, walls, roof, etc. refer to architectural, mechanical, structural 10. All helical piles shall be designed by the piling contractor for the capacities shown
way at center unless otherwise shown. are well cured, steel roof deck is fully welded and/or permanent bracing is installed. CONTRACTOR IS RESPONSIBLE FOR
and or other pertinent drawings. on plan.
9. Housekeeping pads shall be a minimum of 4" (100mm) thick and reinforced with 10M @ CONFIRMING SIZES AND LOCATIONS OF
9. Steel stairs, handrails, guardrails shall be designed by the general contractor's fabricator. 11. helical pile supplier shall supply shop drawings indicating all pile locations, loads
8. Location of construction joints not indicated on plans is the responsibility of the general THESE MEMBERS WITH BOTH THE
12" (300mm) o.c. each way at centre unless otherwise shown. Fabricator shall submit shop drawings under the seal of a Professional Engineer registered and torque requirements, materials all under Engineer seal in the Province of
contractor but approval must be obtained from the Design Engineer before proceeding. ARCHITECT AND THE ENGINEER PRIOR TO
10. Prior to placing concrete, ensure all reinforcing steel is clean, free of loose scale, rust, in the project Province, to the Architect for approval prior to fabrication. Manitoba
9. The contractor shall be responsible for the design and installation of all necessary TENDER CLOSING.
mud, oil or other foreign material which would reduce bond. 10. Structural Steel supplier shall submit shop drawings bearing the seal of a Professional
shoring, bracing and form work. Form work for new construction shall be bridged over
11. Heating, quenching and bending of reinforcing steel on the site is not allowed. Engineer in the project Province showing all design and fabrication details of connections
existing services. SHEATHING
12. Splices at points of maximum tensile stress shall be avoided wherever possible. Such to the Architect for review prior to fabrication.
10. The structure and grade beams shall be braced in all directions to safely withstand all 1. Wall sheathing shall be 11mm grade O-2 oriented strand board in accordance with CSA
splices, where used, shall be approved by the consultant, the minimum lap shall be 48 11. Pipe sections to ASTM A53, minimum yield point 241 MPa (35 ksi).
lateral forces which may be encountered during erection. The bracing shall remain in Standard CAN3-O437.0.
bar diameters. 12. Bolts, nuts, and washers to ASTM A325, minimum bolt diameter 3/4" (20mm).
place until all permanent bracing, framing, cladding and backfill are in place. 2. Floor sheathing shall be 19mm grade 0-2 oriented strand board in accordance with CSA
13. Continuous and temperature reinforcing bars shall be lapped 24 bar diameters, or 18" 13. Anchor bolts to ASTM A307.
11. All codes referenced in these notes shall be of the latest applicable revision. Standard CAN3-O437.0.
(450mm) minimum at splice or at corners. Terminate continuous bar at non-continuous 14. Welding of reinforcing bars to CSA W186-M1990.
12. All beams, angles and miscellaneous metals indicated on architectural drawings but not 3. Roof sheathing shall be 13mm (16mm over flat Roof) grade O-2 oriented strand board in
ends with standard hook. 15. Primer to conform to the requirements of CGSB or CISC/CPMA standards.
shown on structural drawings, shall be included in the tender price. The contractor is accordance with CSA Standard CAN3-O437.0.
14. Minimum clear distance between parallel bars shall be greater than the largest of the 16. Grout bed under base plates to be 35 MPa non shrink grout.
responsible for confirming sizes and locations of these members with both the architect 4. Sheathing for wall, floor and roof shall be installed with face grain at right angles to studs,
following: 17. All bolted connections shall have a minimum of two bolts in each connected piece and be
and the engineer prior to tender closing. trusses and joists.
a) 1.4 times bar diameter. designed with bearing-type connections with threads included in shear plane, unless noted
13. Do not cut or drill any openings into structural members without obtaining written 5. Exterior wall sheathing to be fastened with 2 1/2"(64mm) nails @ 6"(152mm) o.c. @ panel
b) 1.4 times maximum size of aggregates. otherwise.
permission from the structural consultant. edges and @ 12"(305mm) o.c. @ intermediate members.
c) 1 3/16" (30mm) minimum. 18. Unless noted otherwise on plans provide 3x3x3/8" (75x75x10) angle frame from joist to joist
14. The Contractor shall retain a manufacturer's representative to provide onsite anchor
on each side of all steel deck openings over 16" (450mm), and C8x11.5 (C200x17) frame at
installation training for all of their products specified. The structural engineer of record 15. Minimum concrete cover for reinforcing:
all mechanical and electrical units that sit on or hang from the roof or floors.
must receive documented confirmation that the contractors personnel are trained prior
Exposure Class 19. Provide 6"x6"x1/2" (150x150x13) clip angles x 12" (300mm) long at hollow core column
to the commencement of installing anchors.
Exposure Condition N F-1, F-2, C-1, C-2, C-3, openings. Co-ordinate with hollow contractor to ensure adequate bearing.
DIMENSIONS & SYMBOLS S-1, S-2 A-1, A-2, A-3 20. All steel shall receive a shop coat of primer except surfaces to be concreted, welded, light
DIM PILES, FOOTING, RETAINING WALL, zinc coated or galvanized.
DIMENSION GRID TO GRID AND CONCRETE CAST AGAINST AND -- 75mm 75mm 21. Clean all field welds after erection and touch up all unpainted surfaces with one coat of
DIM
DIMENSION POINT TO GRID PERMANENTLY EXPOSED TO EARTH. primer paint to match shop coat.
DIM 22. There shall be no cutting of the structural steel members for the work of other trades
DIMENSION POINT TO POINT BEAMS, GIRDERS, COLUMNS. 30mm 40mm 60mm
without prior written approval of the structural consultant.
Section or Detail # SLABS, WALLS, JOISTS, SHELLS AND 20mm 40mm 60mm
23. Professional Engineer whose seal is on shop drawings shall review construction and
Detail Number Sheet where Section or Detail is shown
FOLDED PLATES
provide a letter certifying that connections have been installed in accordance with the
From On approved shop drawings.
Sheet of origin
24. All exposed steel to be galvanized.
F.H. Indicates a Full Height Section
EXCAVATION AND BACKFILL
DESIGN SPECIFICATIONS 1. Grade beams or walls shall be backfilled with granular material.
1. The building is designed in accordance with the 2011 Manitoba Building Code. 2. Excavation, sub-grade preparation and backfill for slabs on grade shall be provided in
WOOD FRAMING
2. Importance Category for building = Normal accordance with the geotechnical report included with the specifications.
1. Sawn lumber for stud walls and lintels shall be Species Group D, Spruce Pine Fir Grade
3. Design specified loads: 3. For excavation, backfill and compaction, refer to Geotechnical Engineers recommendation
No.1/No.2 or better unless otherwise noted.
- Live Loads: as per floor plans and geotechnical report.
2. Composite beams or lintels shall be Parallam PSL (substitutes or alternates will not be
- Dead Loads: as per floor plans 4. Excavation, backfill and compaction is to be supervised by a Geotechnical Engineer.
accepted). Materials shall comply with CCMC Report No. 11161-R.
5. All compaction test results are to be forwarded to architect, structural consultant, owner
3. Composite beams or lintels shall be Timberstrand LSL (substitutes or alternates will not be
CONCRETE and contractor.
accepted). Materials shall comply with CCMC Report No. 12627-R.
1. Concrete, as specified in A23.1-09, shall have the following properties.
4. Composite beams or lintels shall be Microllam LVL (substitutes or alternates will not be
CONCRETE STRENGTH AND MIX SPECIFICATIONS accepted). Materials shall comply with CCMC Report No. 08675-R.
MAXIMUM FLOOR SLAB SUPPORTED ON GRADE 5. Composite floor and roof joists shall be manufactured by Trus Joist MacMillan (substitutes
MINIMUM AIR MAXIMUM
USE EXPOSURE CEMENT WATER 1. Remove all top soil and soils containing organics. Contractor is to refer to geotechnical
COMPRESSIVE CONTENT SLUMP AGGREGATE and alternates will not be accepted). Flange members, web members and adhesives shall
CLASS TYPE TO CEMENT report, if available, for indication of depths of unsuitable soil and is to remove soft or weak
STRENGTH (%) SIZE conform to the provisions of NES Report No. NER-200 of the appropriate CCMC report
RATIO areas to competent material. All of this work is to be carried out under the direct instructions
PILES, PILECAPS, 32 MPa number.
S-2 HS 0.45 4-7 90 mm 20 mm of the Geotechnical Engineer.
RETAINING WALLS AT 56 DAYS 6. Joist supplier shall submit engineered shop drawings bearing the seal of a Professional
2. Proof roll sub-grade as directed by the Geotechnical Engineer.
32 MPa Engineer in the projects Province covering the design of the wood joists prior to fabrication.
FOOTINGS & PIERS S-2 HS 0.50 4-7 90 mm 20 mm 3. A Geotechnical Engineer must provide a letter of certification with an engineer's seal, stating
AT 56 DAYS 7. Truss supplier shall submit engineered shop drawings bearing the seal of a Professional
that the granular layer and sub-base preparation has been installed in accordance to their
25 MPa Engineer in the projects Province covering the design of the trusses prior to fabrication.
GRADE BEAMS F-2 GU 0.55 4-7 90 mm 20 mm recommendations and requirements. Lavergne, Draward, & Associates Inc. will not certify
AT 28 DAYS Truss supplier to Engineer and provide metal tie downs at all truss to wall connections.
SLABS these items. The letter of certification is to be forwarded to the Contractor, Architect and
Connection detail to be indicated on shop drawings.
(STRUCTURAL OR Owner.
25 MPa 8. Glue-Laminated beams shall be Douglas Fir Grade as follows: interior service, bending
ON GRADE) N GU 0.55 NONE 90 mm 20 mm 4. Prepare granular layer and sub-base as per Geotechnical Engineers recommendation and
AT 28 DAYS stress 24f-E quality appearance grade.
& TOPPING ON geotechnical report.
STEEL DECK 9. Glue-Laminated columns shall be Douglas Fir Grade as follows: 16c-E stress grade, quality
5. Slab movement/cracking:
LOADING DOCK 35 MPa appearance grade.
C-1 GU 0.40 5-8 90 mm 20 mm a) Since the stability of a slab-on-grade is entirely dependent on the nature of the soil upon
SLAB AT 28 DAYS 10. Parallam PSL and/or Timberstrand LSL and/or Microllam LVL supplier shall submit shop
which it is supported, some movement resulting in displacement and cracking of the slab
EXTERIOR drawings bearing the seal of a Professional Engineer registered in the project Province
should be expected.
SIDEWALKS, covering the design of the beams and associated connections prior to fabrication.
32 MPa b) Accurate limits defining the amount and frequency of movement cannot be given due to
CURBS, GUTTERS, C-2 GU 0.45 5-8 90 mm 20 mm 11. Truss and joists shop drawings shall indicate all metal hangers, squash blocking,
AT 28 DAYS unknown and/or uncontrollable factors such as soil moisture content, water table, silt Certificate of Authorization
SPLASH PADS & bridging/blocking and web stiffeners.
SUMP PITS pockets, etc. The owner shall assume all risks associated with this system. Lavergne Draward & Associates Inc.
UNDERGROUND
ENCASING FOR No. 1912 Date:___________
ELECTRICAL DUCT 30 MPa
THICKENED EDGE SLAB ON GRADE
S-3 MS 0.50 4-7 90 mm 20 mm SHOP DRAWING REVIEW 1. The thickened edge slab-on-grade foundation shall be constructed on 12" minimum
BANKS & CONDUITS AT 56 DAYS
& MECHANICAL 1. Erection and fabrication shop drawings for all building components work are to be compacted granular base over compacted sub-base over compacted sub-grade.
DUCTS submitted to the engineer for approval before commencing with work. 2. Pour joints in the foundation shall be approved by the Engineer.
MASONRY GROUT / 20 MPa 2. As part of the field services, Lavergne Draward and Associates Inc. will review shop 3. Thickened edge slab has been designed on the basis of 1000 psf (47.8 kPa).
N GU N/A NONE 150 mm 10 mm
CORE INFILL AT 28 DAYS drawings pertaining to work shown on Lavergne Draward and Associates Inc. drawings by 4. Slab movement/cracking: 200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4
(204) 947-2222 general@ldaeng.ca www.LDAeng.ca
2. Construction joints shall be made and located so as not to significantly impair the strength of means of appropriate rational sampling procedures and comment on the accuracy with a) since the stability of a slab-on-grade is entirely dependant on the nature of the soil
the structure. The location of construction joints shall be approved by the Structural which the contractor prepared the drawings. Review of the shop drawings is for the sole upon which it is supported, some movement resulting in displacement and cracking of the
Consultant. Slab and beam construction joint details shall be approved by the Design purpose of ascertaining conformance with the general design concept and is NOT an slab should be expected.
Engineer. approval of the detail design inherent in the shop drawings, responsibility for which shall b) accurate limits defining the amount and frequency of movement cannot be given due to
3. Provide 6" (150mm) plastic wrapped cardboard void form below all beams,walls and pile caps. remain with contractor submitting them. Such review shall not relieve the contractor of his unknown and/or uncontrollable factors such as moisture content, water table, silt pockets,
4. Place concrete as a continuous operation stopping only at construction joints.Construction responsibility for errors and omissions in the shop drawings OR for meeting all etc. The owner shall assume all risks associated with this system.
joints shall be adequately dowelled and keyed. If not provided as part of this drawing set, requirements of the contract documents. The contractor is solely responsible for
details and locations of construction joints shall be provided by the contractor and reviewed information pertaining to the fabrication process techniques of construction AND
by the structural consultant. installation AND for coordination of the work of all sub-trades.
STAIRS
5. Reinforcing steel must be reviewed by the structural consultant prior to placing concrete. 1. All stairs indicated on all architectural & structural drawings shall be designed by General
3. All shop drawings must bear the seal of a professional engineer licensed in the project
6. The general contractor shall notify the Design Engineer at least 48 hours (72 hours for Contractor.
Province.
out-of-town projects) prior to all concrete pours. 2. All stairs in entrances and exits shall be designed for a live load of 4.8 kPa (100 psf) min.
4. The approval of shop drawings does not relieve the contractor from the responsibility of the
7. Fins on concrete surfaces shall be removed. Honeycombed or otherwise defected concrete 3. Provide sealed engineered shop drawings stamped by an engineer licensed to practice in
fitting of building components. Any discrepancies in the shop drawings are the
shall be removed sufficiently to expose sound concrete and shall be repaired as directed by the project province of (Manitoba). Drawings shall indicate dimensions, size and location of
responsibility of the contractor.
the structural consultant. all components.
5. Unsealed shop drawings will not be reviewed unless alternative arrangements agreed.
8. Timing for removal of form work to be based on strength of concrete, as determined by the 4. All connections shall be indicated on the drawing. Including connections of stairs to
testing of field cured concrete cylinders. Do not remove form work from footings before landings.
5. Stair drawings to be coordinated with guardrail details to ensure all guardrail to stair
concrete has reached 50% of its design strength. For walls and columns not supporting load, GUARDRAIL AND HANDRAIL
remove at 60% of design strength. For suspended structural slabs, form work may be removed connections are allowed for in the design.
1. All guardrail and handrails indicated on all architectural & structural drawings shall be
at 80% of design strength, provided the slab is re-shored until full strength is reached. 6. Shop drawings will not be reviewed until sealed by P. Eng. All shop drawings shall be
designed by General Contractor. Guardrails required at all locations with an elevation
9. Unless noted otherwise, contractor to test concrete for each day's concreting and/or every 40 indicated as "Issued for construction"
difference greater than 24" (610 mm).
cubic meters each day concreting. Forward test results to the structural consultant. 2. Guardrails and handrails shall be designed as per Part 4 NBC2010 (Manitoba building code
10. All freshly placed and consolidated concrete shall be cured in accordance with CSA standard 2011).
A23.1, latest edition. 3. Provide sealed engineered shop drawings stamped by an engineer licensed to practice in
11. All freshly placed, consolidated concrete shall be suitably protected during the curing period the project province of (Manitoba). Drawings shall indicate dimensions, size and location of
against damage from adverse weather conditions such as winds, precipitation and extreme all components. All connections shall be indicated on the drawings.
temperatures in accordance with CSA standard A23.1, latest edition. 4. Shop drawings will not be reviewed until sealed by P. Eng. All shop drawings shall be
indicated as "Issued for construction"
 THE CONTRACTOR IS TO VERIFY DIMENSIONS
AND DATA NOTED ON THE STRUCTURAL
DRAWINGS WITH CONDITIONS ON THE SITE,
CO-ORDINATE ALL DIMENSIONS WITH THE
ARCHITECTURAL DRAWINGS, AND IS HELD
RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES TO THE ENGINEER BEFORE
PROCEEDING WITH THE WORK. VARIATIONS
AND MODIFICATIONS TO WORK SHOWN ON
THE STRUCTURAL DRAWINGS SHALL NOT BE
1 56'-6 1/2" 2 3 CARRIED OUT WITHOUT WRITTEN
30'-0" PERMISSION FROM THE ENGINEER.
4 THIS DRAWING IS NOT TO BE SCALED.
1'-4 48'-4 1/2"
1/4"
S1-1 ALL BEAMS, ANGLES AND MISCELLANEOUS
S1-A METALS INDICATED ON ARCHITECTURAL,
MECHANICAL AND/OR ELECTRICAL
12'- DRAWINGS BUT NOT SHOWN OR NOTED ON
0"

"
2'-3 3/4
S1-2 STRUCTURAL DRAWINGS, SHALL BE

P3
3 INCLUDED IN THE TENDER PRICE. THE

P3
A
12'-
18 CONTRACTOR IS RESPONSIBLE FOR
CONFIRMING SIZES AND LOCATIONS OF

P3
0

"
"
S1-B 7

7'-7 3/4
THESE MEMBERS WITH BOTH THE
S1-3
ARCHITECT AND THE ENGINEER PRIOR TO

P3
8'-4 TENDER CLOSING.
P3 11 1/4"
4

P3
13

"
9'-6 1/4
S1-C

P1

P3
9 19 S1-5 S1-6 S1-7 S1-8 S1-9

P3
S1-D 9'-8 3/4" 10'-8 1/2" 12'-2 1/2" 13'-3 1/2" 10'-11 3/4" 2'-7 3/4"
5

P1
P3

/4"
1 14

9'-11 1

P3
P1
P3
20
48'-2 1/2"

2 10 9'-2 1/2" 7'-9" 7'-9" 7'-9" 7'-9" 6'-0" 6'-0" 7'-0"

P3
P3

11'-2 1/4"
6 21

P1
15 S1-4

P3
8

P3

P3

P3

P3

P3

P3

P3

P3
P3
S2-1 S2-2
22 23 24 25 26 27 28 29 30

P3
12 S1-E

P3
8 1/2"
16

9'-10"
P3

P3

P3

P3
58 S2-3 S2-4 S2-5 S2-6 17 31 32 1'-4"

P3

P3

P3
10"x16"x3/4" CAP PLATE

P3
11'-0" 13'-4" 13'-4" 9'-6" 4'-3 1/2" 4'-3" 33 34 35 36 1 C/W 4-3/4" Ø x 8" NELSON STUD
S5.1
S1-F 1 1/2" 6 1/2" 6 1/2" 1 1/2" WELDED TO PLATE
F.H.

5'-1 1/2"
P3

P3
P3

P3

P3

P3

P3

P3
59 60 61 62 63 64 37 38

P3
B 39

2"
4'-8 1/4"
P3

P2

P2

P3

3"
40 41
7'-1"

42 43

10"
S1-G

P3

P3

3"
S2-A
65 66
P2

67

2"
9'-7 3/4"
6'-2 1/2"

P2
44
P2

P2

P3
68 69 45 CONC. WALL

P3

P3
P2

P2
P3

P3
S2-B
70 71 46 47 48 49 TYP. CAP AT WALL & GRADE BEAM
S1-H 2
Scale: 1 1/2"=1'-0"

6'-2 1/4"
S2.1 S2.1
P3
10'-2"

72
38'-9 1/4"

P3

P3
50 51
S1-J
P3

P3

3'-5 1/4"
1'-2"

4'-0 1/4"
P3

P3

P3

P3

P3

P3
S2-C 73 74 52 53 54 55 56 57 2" 5" 5" 2"
P2

P2
2'-5 3/4"

75 76 14"x14"x3/4" CAP PLATE

S2-D 3'-0" 3'-0" C/W 4-3/4" Ø x 8" NELSON STUD
P2

S3-4

6'-6 1/4"

2"
77 S3-3 11'-0 1/2"
6'-7 1/2" WELDED TO PLATE
S3-2 11'-3 3/4"

P3

5"
P3
S3-1 88 S3-A
13'-0 3/4"

11'-10"

P3
87

1'-2"
86

5'-2"
P3

5"
P3
S3-B
P3

P3

P3

P3

P3

P3

79 83 85 91
P3

78 80 81 82

5'-3 1
C 90 P3

2"
93
P3

/4"
89 S3-C
P3

84
P1

8'-3 1
P3

92 95 3 TYP. CAP AT DROP PANEL

/4"
P1

S2.1 S2.1 Scale: 1 1/2"x1'-0"

P3
94 99 S3-D Certificate of Authorization

Lavergne Draward & Associates Inc.

P1

98

8'-8"
No. 1912 Date:___________
P1
P3

96 97 COLUMN SCHEDULE
P3
S3-E
104
39'-11 1/2"

P3

103 FACTORED

9'-2 3/
P3

102 P3 MARK SHAFT SIZE HELIX Ø LOAD IN 200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4

4"
(204) 947-2222 general@ldaeng.ca www.LDAeng.ca
105 kips
P3

101
P3

26 kip
100 8 P1 168mm 457mm Ø

P2 168mm 508mm Ø 32 kip

11
47 kip
86 P3 178mm 610mm Ø

NOTES:
- ALL PILES TO BE HELICAL PILES EXTENDED INTO
TILL
D - ALL PILES TO BE DESIGNED BY OTHERS IN
ACCORDANCE TO GEO TECH REPORT PREPARED
FOR THIS PROJECT
- PILE SUPPLIER TO PROVIDE ENGINEER SEALED
SHOP DRAWINGS FOR REVIEW PRIOR TO ANY
MANUFACTURING, SEE GENERAL NOTES
1 FOUNDATION PLAN - PILES SHALL BE DESIGNED TO LOADS INDICATED
ON DRAWINGS
S2.1 S2.1 Scale: 1/8"=1'-0"

SEE ARCHITECTURAL DRAWINGS FOR ALL

DIMENSIONS
 THE CONTRACTOR IS TO VERIFY DIMENSIONS
AND DATA NOTED ON THE STRUCTURAL
DRAWINGS WITH CONDITIONS ON THE SITE,
CO-ORDINATE ALL DIMENSIONS WITH THE
ARCHITECTURAL DRAWINGS, AND IS HELD
RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES TO THE ENGINEER BEFORE
PROCEEDING WITH THE WORK. VARIATIONS
AND MODIFICATIONS TO WORK SHOWN ON
THE STRUCTURAL DRAWINGS SHALL NOT BE
1 56'-6 1/2" 2 3 CARRIED OUT WITHOUT WRITTEN
30'-0" PERMISSION FROM THE ENGINEER.
4 THIS DRAWING IS NOT TO BE SCALED.
1'-4 48'-4 1/2"
1/4"
S1-1 ALL BEAMS, ANGLES AND MISCELLANEOUS
S1-A METALS INDICATED ON ARCHITECTURAL,
MECHANICAL AND/OR ELECTRICAL
12'- DRAWINGS BUT NOT SHOWN OR NOTED ON
0"

"
2'-3 3/4
S1-2 STRUCTURAL DRAWINGS, SHALL BE
INCLUDED IN THE TENDER PRICE. THE
A CONTRACTOR IS RESPONSIBLE FOR
CW 12'-
1U 0 CONFIRMING SIZES AND LOCATIONS OF
/S 9

"
S1-B "

7'-7 3/4
5'-0 THESE MEMBERS WITH BOTH THE
" S1-3

'-0"
ARCHITECT AND THE ENGINEER PRIOR TO

CW1 U/S 95'-0"

5
TENDER CLOSING.

U/S 9
8'-4
1/4"

17'-2 3/4"
CW1
CW
1U
/S 9

"
9'-6 1/4
5'-0
S1-C "

29'-2 3/4"
S1-5 S1-6 S1-7 S1-8 S1-9

33'-3"
S1-D 9'-8 3/4" 10'-8 1/2" 12'-2 1/2" 13'-3 1/2" 10'-11 3/4" 2'-7 3/4"

5'-0"
/4"
S1

U/S 9
9'-11 1
SLAB ELEV.
= 96'-4 1/2"

CW1
CW
48'-2 1/2"

1 U/S

CW1 U/S 95'-0"

9

16'-1 1/4"
5'-0
"

11'-2 1/4"
49'-9 3/4" S1-4

7'-0"
CW1 U/S 95'-0"
S2-1 S2-2 CW1 U/S 95'-0" CW1 U/S 95'-0"
S1-E STEEL BEAM

8 1/2" 10" CONC. WALL

GB1

9'-10"
CW

3" 4" 3"

1 U/S S1
S2-3 S2-4 S2-5 S2-6 95'- CW1 U/S 95'-0" CW1 U/S 97'-0"
0" SLAB ELEV.
GB1 = 100'-0" GB1
9'-4 1/2"

11'-0" 13'-4" 13'-4" 9'-6" 4'-3 1/2" 4'-3" 18'-0" GB1 1 S1-F

GB1
U/S 95'-0"

S5.1 1 1/2" 1'-0" 1 1/2"

F.H. 9"x15"x34" BASE PLATE

5'-1 1/2"
CW1

6'-11"
1'-3"
ON 1 1/2" NON SHRINK GROUT
CW1 U/S 95'-0" CW1 U/S 95'-0" 4 - 3/4" Ø x 18" ANCHORS BOLT

CW1U/S 97'-0"
B WITH 3" HOOK

CW1 U/S 97'-0"

4'-8 1/4"
CW1 U/S 95'-0"
GB1
TYP. STEEL BEAM
7'-1"

S1 S1-G
CONNECTION TO CONC. WALL
GB1

GB1
SLAB ELEV.
S2-A 23'-4" 9'-3"
= 100'-0" S1 Scale: 3/4" = 1'-0"

9'-7 3/4"
S2.2 S2.2
6'-2 1/2"

SLAB ELEV.
= 98'-10 1/2"
GB1

CW1 U/S 95'-0"

S2-B

CW1 U/S 97'-0"

CW1 U/S 97'-0"

S1-H
S1

6'-2 1/4"
GB1
10'-2"
38'-9 1/4"

S1 15M DOWELS @12" O.C.

GB1

SLAB ELEV. TYP.

= 97'-0" S1-J

4'-0 1/4"
GB1 GB1
S2-C 38'-8 3/4"
GRADE BEAM
2'-5 3/4"

S2-D
S3-4
GB1 GB1 CW1 U/S 97'-0"
SCHEDULE

6'-6 1/4"
GB1

S3-3 6'-7 1/2" 14'-2"

11'-0 1/2" 3'-2" 2'-8 1/4" MARK DESCRIPTION
TYP. 6" DROP PANEL AT S3-2 11'-3 3/4"
S3-1 CW1 PROVIDE 1 1/2" KEY IN WALL
S3-A
13'-0 3/4"

11'-10"
ALL INTERIOR SLABS
CW1 U/S 97'-0
" U/S 97'-0" @ GRADE BEAM TYP. 10" x 22 1/2" CONCRETE GRADE BEAM
GB1
GB1

10-15M x 8'-0" LONG @

5'-2"
GB1 REINF: 2-20M T&B , 10M STIRRUPS @ 14"
8" O.C. TOP O.C.

GB1
S3-B

CW1
"
CW1 U/S 97'-0

5'-3 1
C GB1

U/S 9
CONCRETE WALL

/4"
CW1 U/S 95'-0" CW1 U/S 95'-0"
CW1

S3-C

7'-0"
CW1 U/S 95'-0"

U/S 9

SCHEDULE
8'-3"

8'-3 1
7'-0"

/4"
MARK DESCRIPTION

47'-2 1/2"
S3-D Certificate of Authorization
10" CONCRETE WALL
S1 2-20M T&B Lavergne Draward & Associates Inc.
CW1
SLAB ELEV. 15M @ 16" O.C. VERT. E.S.

8'-8"
= 98'-4 1/2" 10M @ 16" O.C. HORZ. E.S. No. 1912 Date:___________

REFER TO PLAN FOR ALL CONCRETE WALL U/S

S3-E
39'-11 1/2"

CW1
ELEVATIONS.

U/S 9
CW1

9'-2 3/
7'-0"
U/S 9

"
97'-0
200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4
U/S CONC. SLAB SCHEDULE
4"
(204) 947-2222 general@ldaeng.ca www.LDAeng.ca
7'-0"

CW1

MARK DESCRIPTION

U/S 97'-0" 6" CONC. SLAB ON 10 MIL POLY VB ON

CW1
7/16" OSB ON 6" CARDBOARD VOID FORM
S1
ON LOOSE FILL 15M @ 12" O.C. E.W.
BOTTOM

D 59'-2 1/2" 10'-4 1/2" 11'-1 1/2" 11'-0 1/4" 12'-2 1/2"
5" CONCRETE SIDEWALK SLAB ON
COMPACTED GRANULAR FILL AS
SPECIFIED IN GEOTECH REPORT
S2
10M AT 14" O.C EW 2" FROM TOP
SEE ARCH DRAWINGS FOR ALL EXTERIOR
PAVING

NOTE:
SLAB ON GRADE ON 6" COMP. GRAN. FILL (A BASE) ON
COMP. GRANULAR (C BASE) COMPACTED IN 6" LIFTS
(AMOUNT OF FILL DETERMINED BY GEODETIC
ELEVATIONS OF FLOOR SLAB ON COMPACTED
1 LEVEL 1 FRAMING PLAN SUBGRADE)

S2.2 S2.2 Scale: 1/8"=1'-0"

FLOOR DESIGN LIVE LOAD = 1.9 kPa
FLOOR DESIGN DEAD LOAD = 4.8 kPa

SEE ARCHITECTURAL DRAWINGS FOR ALL

DIMENSIONS
 THE CONTRACTOR IS TO VERIFY DIMENSIONS
AND DATA NOTED ON THE STRUCTURAL
DRAWINGS WITH CONDITIONS ON THE SITE,
CO-ORDINATE ALL DIMENSIONS WITH THE
ARCHITECTURAL DRAWINGS, AND IS HELD
RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES TO THE ENGINEER BEFORE
PROCEEDING WITH THE WORK. VARIATIONS
AND MODIFICATIONS TO WORK SHOWN ON
THE STRUCTURAL DRAWINGS SHALL NOT BE
1 2 3 CARRIED OUT WITHOUT WRITTEN
PERMISSION FROM THE ENGINEER.
4 THIS DRAWING IS NOT TO BE SCALED.
11'-5" 22'-7 3/4" 22'-6" 30'-0" 25'-5" 33'-9 1/2"
ALL BEAMS, ANGLES AND MISCELLANEOUS
METALS INDICATED ON ARCHITECTURAL,
C1 SUPPORTS MECHANICAL AND/OR ELECTRICAL
TO UPPER SLOPED 107'-0" DRAWINGS BUT NOT SHOWN OR NOTED ON
ROOF BEAM TYP. THIS HATCH STRUCTURAL DRAWINGS, SHALL BE
INCLUDED IN THE TENDER PRICE. THE
A CONTRACTOR IS RESPONSIBLE FOR
CONFIRMING SIZES AND LOCATIONS OF
12'-0" 16'-0" THESE MEMBERS WITH BOTH THE
BEARING WALL FROM ROOF
TRUSSES UNFACTORED LINE LOAD ARCHITECT AND THE ENGINEER PRIOR TO
LIVE LOAD 1120 PLF, TENDER CLOSING.
5
x4 DEAD LOAD 480 PLF
C1 SUPPORTS 310 C1 STUD COLUMN TO
W
19'-5"

TO UPPER SLOPED SLOPED ROOF BEAM

ROOF BEAM ABOVE
EXTERIOR DECKS
15'-11 1/4" 2x6 CEDAR ON 2x12 PT
JOISTS @ 12" O.C.
DECK TYP. THIS HATCH AND

14'-11 3/4"
W31 TYP MARK "DECK"
0x39

45
0x
31
W
W31
DECK 0x39

W250x33
19'-5"

W3
C1 STUB COLUMNS

10x
TO SLOPED ROOF

45
BEAM ABOVE

x45
W310
STAIR
OPENING

GIRDER W200x27
TRUSS
9'-4 1/2"

CONC. LINTEL BEAM 10" CONC. WALL

1

20'-0"
GIRDER STEP WALL TO S5.1
TRUSS OPEN TO 2-20M T&B TOP ELEV.=119'-6" F.H.
ELEV. 104'-3 3/4"
ABOVE SEE ARCH FOR
W410x46 OPENING LOCATION
B

46'-6"
ELEV. TOP OF BEAM = 106'-6 1/4"
FASTEN JOISTS OPEN TO
TO BEARING LEDGER ALL UNMARKED COLUMNS ABOVE
W200x27 W410x46
2-2x10 FASTEN TO WALL C1 COLUMNS FROM

W610x195
W46
5/8" WEDGE ANCHORS ABOVE TYP. U.N.O NOTE:
3/4" PLYWOOD

0x52
ON 30" FLOOR TRUSSES @ 24" O.C ELEVATION 112'-0" TOP
PROVIDE WELD PLATE OF LEVEL 2 TYP. U.N.O CANTILEVER JOISTS
@ 16" O.C. TYP. CAST INTO WALL AT

W610x195
OVER WALL TYP. ALL SIDES
BEAM LOCATION
W310x74

W250x33

FASTEN TRUSS TOP CHORD

TO CONC. WALL WITH
C1
38'-9 1/4"

1/2" Ø WEDGE ANCHORS

C1
@ 24" O.C.
W610x195

ELEV. TOP OF
BEAM 106'-6 1/4" MIN. 4" EMBEDMENT

C2
W310x45 DROP BEAM
STUD WALL ON TOP OF BEAM @ U/S OF W610 BEAM
TO U/S OF TRUSS W250x33

C2
W200x36

W250x33

26'-1 3/4"
22'-0 3/4"
C W200x27 W200x27 W3
10
x4
5

ATTIC
W3 AREA
W41

10x
14'-8"

39 0x39 W250x33
W31
0x46

W250x33

Certificate of Authorization

Lavergne Draward & Associates Inc.

C1 STUB COLUMN No. 1912 Date:___________

DECK W610x195
TO SLOPED ROOF

13'-11 3/4"
C1 STUB COLUMNS BEAM ABOVE
TO SLOPED ROOF 10x39

16'-4 3/4"
BEAM ABOVE W3
W46
18'-3 1/2"

0x52

200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4

W3 (204) 947-2222 general@ldaeng.ca www.LDAeng.ca
10x
39 C1

COLUMN SCHEDULE

4'-8 1/4"
MARK DESCRIPTION REMARKS
NOTES:
C1 102x102x6.4 HSS
- OPEN WEB WOOD TRUSSES @ 16" O.C.
- WOOD JOISTS TO BEAR ON 2x8 NAILERS
FASTENED TO TOP OF CONC. WALL WITH 3/8" Ø x C2 127x127x6.4 HSS
D 5" WEDGE ANCHORS @ 32" O.C.
- 7" Ø HOLE FOR 6" DUCTS LOCATED AT MID C3 152x152x9.5 HSS
HEIGHT OF W610BEAM AT MIDDLE THIRD SPAN @
48" O.C. BETWEEN JOISTS. MECH. TO CONFIRM ALL COLUMN BASE PLATES TO BE FIELD WELDED PROVIDE
LOCATIONS AND CONTRACTOR TO INDICATE ON 10X12X3/4" WELD PLATE C/W 4-1 1/2"X12"X1/4" STRAP ANCHOR
STEEL SHOP DRAWINGS CAST INTO CONC. ALTERNATIVE: FIELD WELD TO STEEL BEAM
- U/S STEEL BEAM ELEV. = 109'-6" TYP. U.N.O. PROVIDE FULL STRENGTH PLATE WELD ALL AROUND COLUMN
- CONFIRM STEEL BEAM ELEV. AT OUTER DECKS
WITH ARCH DRAWINGS AND TOP OF DECK ELEV.

1 LEVEL 2 FRAMING PLAN

S2.3 S2.3 Scale: 1/8"=1'-0"
FLOOR DESIGN LIVE LOAD = 1.4 kPa
BALCONY DESIGN LIVE LOAD = 4.8 kPa
FLOOR DESIGN DEAD LOAD = 0.92 kPa
BALCONY DESIGN DEAD LOAD = 0.6kPa

LEVEL 2 ELEVATION = 112'-0"

TOP OF CONC. WALL ELEVATION = 109'- 3 3/4" AT LEVEL2
TOP OF CONC. WALL ELEVATION = 104'-3 3/4" A KITCHEN LEVEL 2
 THE CONTRACTOR IS TO VERIFY DIMENSIONS
AND DATA NOTED ON THE STRUCTURAL
DRAWINGS WITH CONDITIONS ON THE SITE,
CO-ORDINATE ALL DIMENSIONS WITH THE
ARCHITECTURAL DRAWINGS, AND IS HELD
RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES TO THE ENGINEER BEFORE
PROCEEDING WITH THE WORK. VARIATIONS
AND MODIFICATIONS TO WORK SHOWN ON
THE STRUCTURAL DRAWINGS SHALL NOT BE
1 2 3 CARRIED OUT WITHOUT WRITTEN
PERMISSION FROM THE ENGINEER.
4 THIS DRAWING IS NOT TO BE SCALED.

ALL BEAMS, ANGLES AND MISCELLANEOUS

METALS INDICATED ON ARCHITECTURAL,
MECHANICAL AND/OR ELECTRICAL
CANTILEVER ROOF TRUSS DRAWINGS BUT NOT SHOWN OR NOTED ON
OVER BEARING WALL STRUCTURAL DRAWINGS, SHALL BE
C1

C1
INCLUDED IN THE TENDER PRICE. THE
A CONTRACTOR IS RESPONSIBLE FOR
CONFIRMING SIZES AND LOCATIONS OF
DESIGN CANTILEVERED
2x8 JOISTS @ 16" O.C. THESE MEMBERS WITH BOTH THE
TRUSSES FOR W20
TYP. FOR ALL OUTER 0x7 ARCHITECT AND THE ENGINEER PRIOR TO
SLOPED ROOF LOAD 1
DECK ROOF COVERS W200x86 SLOPED ROOF BEAM (FLUSH FRAME) TENDER CLOSING.
LINE LOAD UNFACTORED CANTILEVER GIRDER ##
LIVE 300 PLF TYP. THIS HATCH SH TRUSS POINT LOAD CONNECT TO STEEL BEAM AT UPPER ROOF E.S.
FLU
DEAD 95 PLF 59 AT W200 BEAM C1
CONNECT TO LOWER BEAM AT LEVEL 2
0 0x SLO
C1 COLUMN SUPPORT W2 UNFACTORED PE
LIVE 2.5 K PROVIDE BLOCKING
W200 BEAM DOWN TO
DEAD 0.7 K AS REQ. TO FUR OUT
TOP OF CONC. WALL
W20 ROOF TO ALIGN
0x7
1 WITH CORNERS
W200x86 SLOPED ROOF BEAM (FLUSH FRAME) C1 SLO
2x6 @ 16" TYP. ALL SIDES

59
CONNECT TO STEEL BEAM AT UPPER ROOF PE

00x
LOAD BEARING WALL SW1
CONNECT TO LOWER BEAM AT LEVEL 2

W2
PROVIDE 1/2" PLYWOOD
W20
H SHEATHING ONE SIDE 0x2 LOCATE ALL COLUMNS AT
7
US

GIRDER TRUSS

GIRDER TRUSS
L DESIGN CANTILEVERED CENTER OF STUD WALL TYP.
9F
x5 TRUSSES FOR

C1
00 E
W2 OP SLOPED ROOF LOAD
SL
LINE LOAD UNFACTORED

6
W20

0x8
0x5 LIVE 300 PLF
9

W20
DEAD 95 PLF SET STEEL BEAM ELEVATION BELOW
TOP CHORD OF ROOF TRUSS.
C1

C3
C1
ALLOW FOR 2x6 TOP CHORD
CONNECT SLOPED AND MAILER PLATE
W200 BEAM STEEL ATTACHED TO STEEL BEAM
x86
FLOOR BEAM AT LEVEL 2 W200 TYP. AT ALL CANTILEVERED TRUSSES
C1 DESIGN BEAM COLUMN
CONNECTION FOR
C1 W250x33 BEAM W250x33 A FACTORED MOMENT

C1
CONNECTED TO COLUMN ## CONNECT TO COLUMN OF 50 kNM 1
BEARING ON LOWER BEARING ON BEAM (37 Kft) S5.1
F.H.
COLUMN IN WALL

C1

C1

C1
W460x52
B

W460
CANTILEVERED ROOF
CANTILEVERED ROOF

x113
TRUSS FASTENED
TOP AND BOTTOM TRUSS FASTENED TOP
TO FULL HEIGHT TRUSS AND BOTTOM TO FULL HEIGHT
C1

AT BEAM LOCATION TRUSS AT BEAM LOCATIONS

W200x36 DESIGN BEAM COLUMN

LINTEL TO BE

W41
2-2x10 TYP. CONNECTION FOR
W200x36

0x54
A FACTORED MOMENT
OF 50 kNM
W250x33 BEAM CONNECTED (37 Kft)
TO COLUMN AND BEARING
GIRDER TRUSS
ON LOWER BEAM C1

C3
C1

C1
.
YP

W200x86

C1
1T
SW

W200x27

W250x80
C1

CONNECT W200 BEAM

C1
SS TO CANTILEVERED W410 BEAM
U
R TR
DE
GIR x36
00 12'-0"
W2
C1
C1

C1
C1
C1

C1

C
W 20 W200x27
0x5
9 x 27 O PE
200 SL

W2
W

00
W20

x5
0x5 CANTILEVER GIRDER
x71

9
9
SLO TRUSS POINT LOAD 00
36

PE W2
0x

W2 AT W200 BEAM
20

00
W

GIRDER TRUSS
x71 UNFACTORED
PE

C1
CANTILEVER GIRDER O Certificate of Authorization
CONNECT SLOPED TRUSS POINT LOAD
LIVE 2.5 K SL
DEAD 0.7 K
GIRDER TRUSS

W200 BEAM STEEL AT W200 BEAM Lavergne Draward & Associates Inc.
SLO
FLOOR BEAM AT LEVEL 2 PE UNFACTORED
LIVE 2.5 K W200x86 SLOPED ROOF BEAM (FLUSH FRAME) No. 1912 Date:___________
DEAD 0.7 K CONNECT TO STEEL BEAM AT UPPER ROOF E.S.
CONNECT TO LOWER BEAM AT LEVEL 2
59
W200x86 SLOPED ROOF BEAM (FLUSH FRAME) 200x
CONNECT TO STEEL BEAM AT UPPER ROOF E.S. W
CONNECT TO LOWER BEAM AT LEVEL 2 W2
00 x71
200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4
(204) 947-2222 general@ldaeng.ca www.LDAeng.ca

DESIGN CANTILEVERED C1
W20071
TRUSSES FOR
SLOPED ROOF LOAD
LINE LOAD UNFACTORED C1 DESIGN CANTILEVERED COLUMN SCHEDULE
LIVE 300 PLF CANTILEVERED ROOF TRUSSES FOR
DEAD 95 PLF TRUSS FASTENED SLOPED ROOF LOAD
LINE LOAD UNFACTORED
MARK DESCRIPTION REMARKS
TOP AND BOTTOM NOTES:
TO FULL HEIGHT TRUSS LIVE 300 PLF - ALL COLUMNS TO BE LOCATED AS SHOWN ON
DEAD 95 PLF ARCHITECTURAL DRAWINGS C1 102x102x6.4 HSS
TRUSS SUPPLIER TO LOCATE GIRDER AT BEAM LOCATIONS
TRUSSES TO SUIT CANTILEVER DESIGN - ALL DIMENSIONS AS PER ARCH. DRAWINGS
INDICATED ON SHOP DRAWINGS FOR REVIEW - ALL STEEL BEAM ELEVATIONS TO BE COORDINATED C2 127x127x6.4 HSS
D WITH JOIST & TRUSS SUPPLIER SHOP DRAWINGS TRUSS
SUPPLIER TO PROVIDE HEIGHTS TO STEEL SUPPLIER C3 152x152x9.5 HSS
FOR SHOP DRAWINGS PREPARATION
- ROOF TO BE CONSTRUCTED WITH 5/8"PLYWOOD SEE ALL COLUMN BASE PLATES TO BE FIELD WELDED PROVIDE
ARCH DRAWINGS FOR ELEVATIONS & SLOPES 10X12X3/4" WELD PLATE C/W 4-1 1/2"X12"X1/4" STRAP ANCHOR
- ALL LOAD BEARING STUD WALLS TO BE 2x6 U.N.O CAST INTO CONC. ALTERNATIVE: FIELD WELD TO STEEL BEAM
- ALL TRUSSES TO BE 24" O.C. U.N.O PROVIDE FULL STRENGTH PLATE WELD ALL AROUND COLUMN
- ALL STUD WALLS TO BE 2x6 AT 16" O.C. PROVIDE 7/16"
OSB SHEATHING ON ALL EXTERIOR STUD WALLS

1 ROOF FRAMING PLAN

S2.4 S2.4 Scale: 1/8"=1'-0"
SNOW LOAD = 1.72 kPa
DEAD LOAD = 0.72kPa

SEE ARCHITECTURAL DRAWINGS

FOR ALL DIMENSIONS
 THE CONTRACTOR IS TO VERIFY DIMENSIONS
AND DATA NOTED ON THE STRUCTURAL
DRAWINGS WITH CONDITIONS ON THE SITE,
CO-ORDINATE ALL DIMENSIONS WITH THE
ARCHITECTURAL DRAWINGS, AND IS HELD
RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES TO THE ENGINEER BEFORE
PROCEEDING WITH THE WORK. VARIATIONS
AND MODIFICATIONS TO WORK SHOWN ON
THE STRUCTURAL DRAWINGS SHALL NOT BE
CARRIED OUT WITHOUT WRITTEN
PERMISSION FROM THE ENGINEER.
THIS DRAWING IS NOT TO BE SCALED.

ALL BEAMS, ANGLES AND MISCELLANEOUS

METALS INDICATED ON ARCHITECTURAL,
MECHANICAL AND/OR ELECTRICAL
DRAWINGS BUT NOT SHOWN OR NOTED ON
STRUCTURAL DRAWINGS, SHALL BE
2 TYP. EXTERIOR ROOF BEAM SECTION INCLUDED IN THE TENDER PRICE. THE
CONTRACTOR IS RESPONSIBLE FOR
S5.1 S5.1 Scale: N.T.S. CONFIRMING SIZES AND LOCATIONS OF
THESE MEMBERS WITH BOTH THE
ARCHITECT AND THE ENGINEER PRIOR TO
TENDER CLOSING.

Certificate of Authorization

Lavergne Draward & Associates Inc.

No. 1912 Date:___________

200-193 DUMOULIN STREET WINNIPEG, MANITOBA R2H 0E4

(204) 947-2222 general@ldaeng.ca www.LDAeng.ca

1 BUILDING SECTION
F.H. S5.1 Scale: N.T.S.

1 BUILDING SECTION 2 TYP. EXTERIOR ROOF BEAM SECTION

F.H. S5.1 Scale: N.T.S. S5.1 S5.1 Scale: N.T.S.