-
LIST OF STRUCTURAL DRAWINGS
1. THIS SET OF DRAWINGS SHOWS THE COMPLETED PROJECT. THEDRAWINGS
DO NOT SHOW COMPONENTS THAT MAY BE NECESSARY FORCONSTRUCTION
SAFETY. THE GENERAL CONTRACTOR IS RESPONSIBLEFOR SAFETY IN AND
ABOUT THE JOB SITE DURING CONSTRUCTION, ANDTHE DESIGN AND ERECTION
OF ALL TEMPORARY STRUCTURES,FORMWORK, FALSE WORK, SHORING, ETC.
REQUIRED TO COMPLETE THEWORK.
2. THE USE OF THESE DRAWINGS IS LIMITED TO THAT IDENTIFIED IN
THEREVISIONS COLUMN. DO NOT CONSTRUCT FROM THESE DRAWINGSUNLESS
MARKED "ISSUED FOR CONSTRUCTION" IN THE REVISIONSCOLUMN, BY READ
JONES CHRISTOFFERSEN LTD. THE DRAWINGS SHALLNOT BE USED FOR
PRICING, COSTING, OR TENDER UNLESS SOINDICATED IN THE REVISION
COLUMN. PRICING OR COSTING DRAWINGSARE NOT COMPLETE AND ANY PRICES
BASED ON PRICING OR COSTINGDRAWINGS MUST INCLUDE ALLOWANCES FOR
THIS.
3. THE INFORMATION ON THESE DRAWINGS SHALL NOT BE USED FOR
ANYOTHER PROJECT OR WORKS. THE INFORMATION ON THESE DRAWINGSAPPLIES
SOLELY TO THIS PROJECT.
DRAWINGS
1. SECTION MARK SHOWN THUS MEANS SECTION #4 ONDRAWING S-3.
2. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS
FORSLEEVES, NAILERS, INSERTS, ETC., TO BE ENCASED IN CONCRETE.
3. SEE ARCHITECTURAL DRAWINGS FOR FLOOR AND ROOF
ELEVATIONS,RECESSES, DRAINAGE SLOPES, ETC.
4. THE GENERAL CONTRACTOR SHALL REVIEW ALL THE DRAWINGS ANDCHECK
DIMENSIONS BEFORE CONSTRUCTION. REPORT DISCREPANCIESBETWEEN
STRUCTURAL AND OTHER DISCIPLINES DRAWINGS FORCLARIFICATION.
5. CONCRETE WORKSHALL CONFORM TO CAN/CSA-A23.1, CAN/CSA-A23.2,
CAN/CSA-A23.3 ANDREFERENCED DOCUMENTS.
6. MASONRY WORKSHALL CONFORM TO CAN/CSA-S304.1 AND REFERENCED
DOCUMENTS.
7. STRUCTURAL STEEL WORKSHALL CONFORM TO CAN/CSA-S16 AND
REFERENCED DOCUMENTS.
8. FIRE RESISTANCE RATINGSSEE ARCHITECTURAL DRAWINGS AND
SPECIFICATIONS FOR PRECISELOCATION OF REQUIRED FIRE RESISTANCE
RATINGS.
9. DO NOT CUT OR DRILL ANY OPENINGS IN STRUCTURAL MEMBERS
WITHOUTWRITTEN PERMISSION OF RJC.
10. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND
LANDSCAPEDRAWINGS FOR LOCATIONS, CONFIGURATIONS, EXTENT, AND SIZES
OF ALLCURBS, UPSTANDS, DOWNTURNS; AND FOR OPENINGS THROUGH
FLOORSAND WALLS FOR DUCTS, CONDUIT AND PIPING. PROVIDE FOR
SAME.
11. ABBREVIATIONS:
GENERAL
12. DEFINITIONS:
A. RJC: READ JONES CHRISTOFFERSEN LTD. OR ITS
REPRESENTATIVE.
B. SPECIALTY STRUCTURAL ENGINEER: A STRUCTURAL
ENGINEERREGISTERED AND LICENSED TO PRACTICE IN ALBERTA AND WHO
ISRESPONSIBLE FOR THE DESIGN AND FIELD REVIEW OF:
- STRUCTURAL ELEMENTS DESIGNED BY THE CONTRACTOR
ORSUBCONTRACTORS, SUCH AS OPEN WEB STEEL JOISTS,STRUCTURAL STEEL
CONNECTIONS, COLD-FORMED STEELSTUDS, ETC.
- SECONDARY STRUCTURAL ELEMENTS AND NON-STRUCTURALELEMENTS. SEE
ALSO "NON-STRUCTURAL ELEMENTS"GENERAL NOTES.
C. CONTINUOUS: FULL TENSION SPLICE AND TENSION DEVELOPMENT
LENGTH REQUIRED.
D. EMBEDMENT: UNLESS NOTED OTHERWISE COMPRESSION EMBEDMENT MEANS
A COMPRESSION DEVELOPMENT LENGTH AND TENSION EMBEDMENT MEANS A
TENSION DEVELOPMENT LENGTH AS PER CAN/CSA-A23.3 AND AS SHOWN ON
THESE DRAWINGS.
E. GENERAL CONTRACTOR: FOR THE PURPOSES OF THESE DRAWINGS, THE
USE OF THE TERM "CONTRACTOR" OR "GENERAL CONTRACTOR" SHALL REFER TO
THE PRIME PERSON OR COMPANY RESPONSIBLE FOR CONSTRUCTION OF THE
PROJECT AND THE COORDINATION OF TRADES AND SUBCONTRACTORS. THIS MAY
BE THEGENERAL CONTRACTOR, OR A CONSTRUCTION MANAGER.
A.B. -------- ANCHOR BOLTALT. -------- ALTERNATEARCH. -----
ARCHITECTURALB.C.E. ------ BOTTOM CHORD
EXTENSIONB.L.L. ------- BOTTOM LOWER LAYERBOT. --------
BOTTOMB.U.L. ------ BOTTOM UPPER LAYERCANTIL. --- CANTILEVERC.I.P.
------- CAST IN PLACEC.J. --------- CONTROL JOINTCL. ----------
CENTER LINECLR. -------- CLEARCONC. ----- CONCRETECONT. -----
CONTINUOUSC.P. --------- COMPLETE
PENETRATIONCTRS. ------ CENTRESC/W --------- COMPLETE WITHDET.
-------- DETAILD.L. --------- DEAD LOADDP. ---------- DEEP (I.E.
DEPTH OF
BEAM)D.T.S. ------ DEPTH TO SUITDWG. ------ DRAWINGDWLS. -----
DOWELSE.E. --------- EACH ENDE.F. --------- EACH FACEEL. ----------
ELEVATIONELEV. ------ ELEVATIONELEC. ------ ELECTRICALE.S.
--------- EACH SIDEE.WAY ----- EACH WAYE.W. -------- EACH WAYEXIST.
----- EXISTINGEXT. -------- EXTERIORF.D. --------- FLOOR DRAINF.S.
--------- FAR SIDEGALV. ----- GALVANIZEDG.L. --------- GRID
LINEH.1.E. ------ HOOK ONE ENDH.2.E. ------ HOOK 2 ENDSH & V
------- HORIZONTAL AND
VERTICALHOR. ----- HORIZONTALINT. --------- INTERIORJT.
---------- JOINTLG. --------- LONGL.L. --------- LIVE LOAD
L.L.B.B. ---- LONG LEGS BACK TOBACK
L.L.H. ------- LONG LEG HORIZONTALL.L.V. ------ LONG LEG
VERTICALLS.H. ------- LONG SIDE HORIZONTALL.S.V. ------ LONG SIDE
VERTICALL.W. -------- LONG WAYMAX. ------- MAXIMUMMECH. -----
MECHANICALMIN. --------- MINIMUMN.I.C. ------- NOT IN CONTRACTN.S.
--------- NEAR SIDEN.T.S. ------ NOT TO SCALEO.C. -------- ON
CENTREOPP. -------- OPPOSITEO.W.S.J. --- OPEN WEB STEEL JOISTP.P.
--------- PARTIAL PENETRATIONR.D. --------- ROOF DRAINRTN. --------
RETURNR/W --------- REINFORCED WITHS.D.L. ------ SUPERIMPOSED
DEAD
LOADSIM. --------- SIMILARS.L.B.B. ---- SHORT LEGS BACK TO
BACKS.O.G. ------ SLAB ON GRADESPEC. ------ SPECIFICATIONSSTAG.
------ STAGGERSTIR. ------- STIRRUPS.W. -------- SHORT WAYSYM.
------- SYMMETRICALTHK. -------- THICKTHRU ----- THROUGHT.L.L.
------- TOP LOWER LAYERT.O. -------- TOP OFT.O.C. ------ TOP OF
CONCRETET.O.S. ------ TOP OF STEELTYP. -------- TYPICALT & B
------- TOP AND BOTTOMT & C ------- TENSION AND
COMPRESSIONT.J. --------- TIE JOISTT.U.L. ------- TOP UPPER
LAYERU.N.O. ------ UNLESS NOTED
OTHERWISEU/S --------- UNDERSIDEVERT. ------ VERTICALW.P.
-------- WORK POINT
4S-3
1. READ JONES CHRISTOFFERSEN PROVIDES FIELD REVIEW ONLY FOR
THEWORK SHOWN ON THESE STRUCTURAL DRAWINGS. THIS REVIEW IS NOT
A"FULL TIME" REVIEW BUT IS CONDUCTED WITH SUCH FREQUENCY AS
RJCDEEMS APPROPRIATE TO OBSERVE VARIOUS STAGES OF THE WORK ANDTO
ASCERTAIN THAT THE WORK IS IN GENERAL CONFORMANCE WITH THEPLANS AND
SUPPORTING DOCUMENTS PREPARED BY READ JONESCHRISTOFFERSEN. FIELD
REVIEW BY READ JONES CHRISTOFFERSEN IS NOTCARRIED OUT FOR THE
CONTRACTOR'S BENEFIT, NOR DOES IT MAKEREAD JONES CHRISTOFFERSEN
GUARANTORS OF THE CONTRACTOR'S WORK.IT REMAINS THE CONTRACTOR'S
RESPONSIBILITY TO BUILD THE WORK INCONFORMANCE WITH THE CONTRACT
DOCUMENTS. RJC SHALL NOT BERESPONSIBLE FOR THE ACTS OR OMISSIONS OF
THE CONTRACTOR,SUB-CONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY
OF THEWORK OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE
WORKIN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
2. RJC WILL REVIEW SHOP DRAWINGS PERTAINING TO WORK SHOWN ON
RJC'SDRAWINGS. THE EXTENT OF THIS REVIEW IS AT THE SOLE DISCRETION
OFRJC'S ENGINEER AND IS FOR THE SOLE PURPOSE OF ASCERTAININGGENERAL
CONFORMANCE WITH THE STRUCTURAL DESIGN CONCEPT.THE REVIEW IS NOT AN
APPROVAL OF THE DESIGN, DETAILS, ANDDIMENSIONS INHERENT IN THE SHOP
DRAWINGS, RESPONSIBILITY FORWHICH SHALL REMAIN WITH THE CONTRACTOR
OR SUBCONTRACTORSUBMITTING THEM. SUCH REVIEW SHALL NOT RELIEVE THE
CONTRACTOROR SUBCONTRACTOR OF HIS OR HER RESPONSIBILITY FOR ERRORS
ANDOMISSIONS IN THE SHOP DRAWINGS OR FOR MEETING ALL REQUIREMENTSOF
THE CONTRACT DOCUMENTS.
3. PROVIDE 48 HOURS ADVANCE NOTICE OF EACH REQUIRED FIELD
REVIEW.FIELD REVIEWS SHALL BE SCHEDULED TO BE CARRIED OUT DURING
NORMALBUSINESS HOURS UNLESS SPECIAL ARRANGEMENTS ARE MADE WITH
RJC.
4. THE WORK TO BE REVIEWED SHALL BE GENERALLY COMPLETE.
FIELD REVIEW BYREAD JONES CHRISTOFFERSEN (RJC)
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
1 : 1 S000
GENERAL NOTES
TJW
S000 GENERAL NOTESS010 DESIGN LOADSS020 FOUNDATION NOTESS030
CONCRETE NOTESS031 CONCRETE NOTESS032 CONCRETE NOTESS040 MASONRY
NOTESS050 STRUCTURAL STEEL NOTESS051 STRUCTURAL STEEL NOTESS060
RENOVATION NOTESS061 RENOVATION FRAMING
S100 LEVEL 0 PLANS101 LEVEL 1 PLANS101R LEVEL 1 REINFORCING
DETAILSS102 LEVEL 2 PLANS103 LEVEL 3 PLANS104 ROOF LEVEL PLAN
S201 SECTIONS & DETAILSS202 SECTIONS & DETAILSS203
SECTIONS & DETAILSS204 SECTIONS & DETAILSS205 SECTIONS
& DETAILSS206 SECTIONS & DETAILSS207 SECTIONS &
DETAILSS208 SECTIONS & DETAILSS209 SECTIONS & DETAILS
S300 SHEAR WALL & CROSS BRACING NOTESS301 NORTH STAIR PLANS
& SECTIONSS302 SOUTH STAIR PLANS & SECTIONSS303 ELEVATOR
DETAILS & CROSS BRACINGS304 CROSS BRACING DETAILS
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
K L N O P
2.5
2.8
3.8
4.8
5.8
7.1
7.8
1.1
QHG
D2
D2
1763
D2
D2
D2
D1
D6
D3
D3
D4
D3
D4
D5
D2
D2
K L N O P
2.5
2.8
3.8
4.8
5.8
7.1
7.8
1.1
QHG
S3
R4
S4
R3
S3
S2 R2 S1 R1 R5 S5
R4S4
C4 S4 R6
R6
R5
S5C5
S5 S5
C5
S5 C5
S5 C5
C1 S1 C1
C1S1C1
S1
Z
SEE TABLETYP.
SNOW ACCUMULATION SCHEDULEMARK MAX. SNOWLOAD (KPa)
D1 3.82
MIN. SNOWLOAD (KPa)
1.00
DRIFT LENGTH(mm)
4750
D2 1.61 1.00 3000
D3 4.85 1.00 6500
D4 3.69 1.00 4550
D5 3.75 1.00 4650
D6 5.05 1.00 6800
DRIFT LENGTH
M
A
X
.
M
I
N
.
NOTE:SNOW LOAD VALUES NOTED IN SCHEDULE HAVE NOT BEEN MULTIPLIED
BY THE IMPORTANCE FACTOR.
WIND LOAD SCHEDULEMARK WIND PRESSURE(KPa)
R1 -0.87 TO 0.37
Z(mm)
-
NOTES:1. NET WIND PRESSURES NOTED (EXTERNAL - INTERNAL)2.
POSITIVE VALUES DENOTE DOWNWARD PRESSURES
(TOWARDS ROOF)NEGATIVE VALUES DENOTE UPLIFT PRESSURES(AWAY FROM
ROOF)
3. IMPORTANCE FACTORS HAVE NOT BEEN APPLIED TO VALUESIN THE
TABLE.
S1 -1.15 TO 0.37 1780
C1 -2.48 TO 0.43
R2 -0.85 TO 0.37
S2 -1.14 TO 0.37
R3 -1.11 TO 0.66
S3 -1.37 TO 0.66
R4 -1.92 TO 0.85
S4 -2.21 TO 0.90
C4 -3.30 TO 0.92
R5 -1.41 TO 0.85
S5 -1.90 TO 0.90
C5 -3.30 TO 0.92
R6 -3.81 TO 1.06
1780
3450
1125
1000
1000
1000
1000
-
-
-
-
-
1. THE COMPLETED BASE BUILDING STRUCTURE SHOWN ON THESTRUCTURAL
DRAWINGS HAS BEEN DESIGNED IN SUBSTANTIALACCORDANCE WITH THE
ALBERTA BUILDING CODE 2006 WHICH IS BASEDON THE NATIONAL BUILDING
CODE OF CANADA 2005.
DESIGN CODE
1. STRUCTURAL DEAD LOADS (D.L.) ARE DUE TO THE WEIGHT OF
THESTRUCTURE ITSELF. THEY VARY WITH THE STRUCTURAL SYSTEM
ANDINCLUDE CONCRETE TOPPINGS ON STEEL DECK.
2. SUPERIMPOSED DEAD LOADS (S.D.L.) ARE NON-STRUCTURE DEAD
LOADSDUE TO ARCHITECTURAL TOPPINGS, FINISHES, PARTITIONS,
ROOFINGMATERIALS, PAVERS, SOIL, ETC.
UNIFORM LOAD
LEVEL 1 (CELL BLOCKS) 11.7 kPa(REMAINING) 0.35 kPa +
PARTITIONS
ABOVE GRADE LEVELS (TYPICAL) 0.65 kPa + PARTITIONS(MECH. ROOMS)
0.55 kPa
ROOFS (TYPICAL) 0.80 kPa(MECH. ROOMS) 1.05 kPa
PARTITIONS 1.00 kPa
3. LIVE LOADS (L.L.) ARE USE AND OCCUPANCY LOADS BASED ON THE
ALBERTABUILDING CODE.
CONCENTRATED UNIFORM LOAD LOAD
PARKING AREAS 11.0 kN 2.4 kPaLEVEL 0 9.0 kN 4.8 kPaABOVE GRADE
LEVELS 9.0 kN 2.4 kPaSTAIRS & EXITS 9.0 kN 4.8 kPaMECH. ROOMS
9.0 kN 7.2 kPaROOFS 1.3 kN 1.0 kPa MIN
4. ENVIRONMENTAL LOADS ARE BASED ON THE ALBERTA BUILDING CODE
WITHTHE FOLLOWING PARAMETERS:
IMPORTANCE CATEGORY POST-DISASTER
PONDING LOADS BASED ON 24 HR RAINFALL OF 92mm (1/50YR. RETURN
PERIOD) PONDING TO BE CALCULATED BASED ON ROOF SLOPES - REFER TO
ARCHITECTURAL DRAWINGS
HYDROSTATIC LOADS FLOOD ELEV. = 661.80m (100 YR FLOOD EVENT)ALL
FOUNDATION & RETAINING WALLS DESIGN TO RESIST HYDROSTATIC
PRESSURE TO THIS FLOOD ELEVATION.
SNOW LOADS Is = 1.25 ULS, 0.9 SLSSs = 1.2 kPaSr = 0.1 kPaREFER
TO SNOW LOADING PLAN
WIND LOADS Iw = 1.25 ULS, 0.75 SLSq = 0.54 kPa (1/50 YR RETURN
PERIOD)REFER TO WIND LOADING PLAN
SEISMIC LOADS Ie = 1.5Sa(0.2) = 0.12Sa(0.5) = 0.06Sa(1.0) =
0.02Sa(2.0) = 0.01SITE CLASS = D
Rd = 2.0 (MODERATELY DUCTILERo = 1.4 CONC. SHEAR WALLS)Fa =
1.3Fv = 1.4
5. CONTRACTORS CONSTRUCTION LOADS MUST NOT EXCEED THE
ABOVEDESIGN LOADS. DESIGN LOADS MAY ONLY BE APPLIED AFTER
CONCRETEREACHES ITS DESIGN STRENGTH.
DESIGN LOADS
1. "NON-STRUCTURAL" OR "SECONDARY STRUCTURAL" ELEMENTS ARE
NOTPART OF THE STRUCTURAL DESIGN SHOWN ON THESE DRAWINGS.
SUCHELEMENTS ARE DESIGNED, DETAILED AND REVIEWED IN THE FIELD
BYOTHERS. THEY APPEAR ON DRAWINGS OTHER THAN THESE DRAWINGS OFREAD
JONES CHRISTOFFERSEN LTD., WHERE STRUCTURAL
ENGINEERINGRESPONSIBILITY IS REQUIRED FOR THESE ELEMENTS, THIS
SHALL BEPROVIDED BY SPECIALTY STRUCTURAL ENGINEERS, WHO SHALL
ALSOPROVIDE ANY LETTERS REQUIRED BY BUILDING PERMIT
AUTHORITIES.
2. EXAMPLES OF NON-STRUCTURAL ELEMENTS INCLUDE, BUT ARE
NOTLIMITED TO:
A. ARCHITECTURAL COMPONENTS SUCH AS GUARDRAILS, HANDRAILS,FLAG
POSTS, CANOPIES, CEILINGS, MILLWORK, ETC.
B. LANDSCAPE ELEMENTS SUCH AS BENCHES, LIGHT POSTS,
PLANTERS,ETC.
C. CLADDING, GLAZING, WINDOW MULLIONS, INTERIOR STUD WALLS
ANDEXTERIOR STUD WALLS.
D. MECHANICAL AND ELECTRICAL EQUIPMENT, COMPONENTS, ANDTHEIR
ATTACHMENT DETAILS.
E. WINDOW WASHING EQUIPMENT AND ITS ATTACHMENTS.F. ESCALATORS,
ELEVATORS, AND CONVEYING SYSTEMS.G. BRICK OR BLOCK VENEERS AND
THEIR ATTACHMENTS.H. NON-LOAD BEARING MASONRY.I. NON-STRUCTURAL
CONCRETE TOPPINGS.
3. SHOP DRAWINGS FOR NON-STRUCTURAL ELEMENTS WHICH MAY AFFECTTHE
PRIMARY STRUCTURAL SYSTEM SHALL BE SUBMITTED TO READJONES
CHRISTOFFERSEN LTD. THESE DRAWINGS WILL BE REVIEWED ONLYFOR THE
EFFECT OF THE ELEMENT ON THE PRIMARY STRUCTURAL SYSTEM.
4. THE DESIGN WIND LOADS TO BE USED FOR GLAZING, EXTERIOR STUDS
ANDEXTERIOR CLADDING ARE TO BE DETERMINED BY THE
SPECIALTYSTRUCTURAL ENGINEER IN ACCORDANCE WITH THE ALBERTA
BUILDING CODEAND 'DESIGN LOADS' NOTED ON THESE DRAWINGS.
5. FOR STONE OR MASONRY CLADDING, SEISMIC FORCES MAY GOVERN.
6. THE DESIGN WIND LOAD TO BE USED FOR INTERIOR STUDS
ANDPARTITIONS IS 0.25 kPa (UNFACTORED) UNLESS NOTED OTHERWISE.
7. THE MAXIMUM ALLOWABLE DEFLECTIONS FOR GLAZING, STUDS,
PARTITIONSAND CLADDING UNDER THE WIND LOADS SHALL MEET THE
ARCHITECTURALSPECIFICATIONS, THE NATIONAL BUILDING CODE AND THE
MANUFACTURER'SSPECIFICATIONS. IN NO CASE SHALL THE DEFLECTIONS
EXCEED THEFOLLOWING:
ELEMENTS SUPPORTING BRICK VENEER ----------------- L/720, MAX.
25 mm
ELEMENTS SUPPORTING PRECAST PANELSOR STUCCO
----------------------------------------------------------- L/360,
MAX. 25 mm
ELEMENTS SUPPORTING WOOD SIDING,METAL SIDING OR EXTERIOR
INSULATION ---------------- L/180, MAX. 25 mm
ELEMENTS SUPPORTING GLAZING -------------------------- L/180,
MAX. 25 mm
NON-STRUCTURAL ELEMENTS
THIS STRUCTURE WILL UNDERGO NORMAL TYPES OF MOVEMENT AND
DEFLECTION,AND THE FOLLOWING ARE ESTIMATES FOR THIS STRUCTURE.
NON-STRUCTURALCOMPONENTS MUST BE DETAILED TO ACCOMM0DATE THIS.
DESIGN, DETAILING, ANDFIELD REVIEW OF THESE NON-STRUCTURAL ELEMENTS
IS BY OTHERS, AND NOTREAD JONES CHRISTOFFERSEN LTD.
1. DIFFERENTIAL VERTICAL MOVEMENTS BETWEEN ADJACENT COLUMNSAND
BETWEEN ADJACENT COLUMNS AND WALLS = APPROXIMATELY 20 mm.
2. VERTICAL DEFLECTION OF COLUMNS AND WALLS DUE TO SHRINKAGEAND
CREEP = APPROXIMATELY 3.5 mm PER 3600 mm OF HEIGHT.
3. VERTICAL DEFLECTIONS OF EDGE BEAMS AND EDGES OF SLABS
=APPROXIMATELY 25 mm. DIFFERENTIAL DEFLECTIONS OF EDGE BEAMS
ANDEDGES OF SLABS = 16 mm.
4. VERTICAL DEFLECTIONS AT INTERIOR OF FLOORS = APPROXIMATELY 25
mm.DIFFERENTIAL DEFLECTIONS AT INTERIOR OF FLOORS = 16 mm.
5. HORIZONTAL DRIFT DURING WIND AND EARTHQUAKE BETWEEN
FLOORS:
13 mm DRIFT WITHOUT DAMAGE TO NON-STRUCTURAL COMPONENTS. 50 mm
DRIFT WITHOUT COLLAPSE OF NON-STRUCTURAL COMPONENTS.
6. MOVEMENT AT EXPANSION JOINTS:
50 mm PERPENDICULAR 50 mm PARALLEL 25 mm VERTICAL
ALL STRUCTURES ARE ALSO SUBJECT TO CONSTRUCTION TOLERANCES.
THISSHOULD BE ALLOWED FOR IN DETAILING NON-STRUCTURAL COMPONENTS
INADDITION TO THE ABOVE MOVEMENTS.
STRUCTURAL MOVEMENTS
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
As indicated S010
DESIGN LOADS
TJW
S010
SNOW LOADING PLAN1
S010
WIND LOADING PLAN2
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
1. DESIGN AND FIELD REVIEW OF EXCAVATION, SHORING, AND BACKFILL
ISNOT DONE BY READ JONES CHRISTOFFERSEN.
2. A DETAILED PLAN AND PROCEDURE FOR EXCAVATION NEAR
EXISTINGFOUNDATIONS SHALL BE REVIEWED AND ACCEPTED BY
THEGEOTECHNICAL ENGINEER AND RJC PRIOR TO COMMENCEMENT
OFEXCAVATING.
EXCAVATIONS
1. FOOTINGS HAVE BEEN DESIGNED FOR THE FOLLOWING FACTOREDBEARING
RESISTANCE IN ACCORDANCE WITH THE SOILS REPORT.
PREPARED BY: AMEC EARTH & ENVIRONMENTAL (FILE NO.
BX06124)DATED: JULY, 2011
MAX BEARING PRESSURE = 200 kPa SLS300 kPa ULS
2. FOOTINGS SHALL BE OVER-EXCAVATED TO A MINIMUM DEPTH OF 150 mm
AND REPLACED WITH GRANULAR/STRUCTURAL FILL COMPACTED TO 100
PERCENT OF SPMDD.
3. BEARING SURFACES MUST BE APPROVED BY THE SOILS
ENGINEERIMMEDIATELY BEFORE FOOTING CONCRETE IS PLACED. RJC IS
NOTRESPONSIBLE FOR CONFIRMING BEARING CAPACITIES OF SOILS.
4. BEARING SURFACES MUST BE PROTECTED FROM FREEZING BEFORE
ANDAFTER FOOTINGS ARE POURED.
5. FOOTING ELEVATIONS:
FOOTING ELEVATIONS, IF SHOWN, ARE FOR BIDDING PURPOSES ONLY,ARE
NOT FINAL, AND MAY VARY ACCORDING TO SITE CONDITIONS OR ASREQUIRED
BY SERVICES. ALL FOOTINGS MUST BE TAKEN TO A BEARINGLAYER APPROVED
BY THE SOILS ENGINEER.
FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMMODATE MECHANICALOR
ELECTRICAL SERVICES. SEE MECHANICAL AND ELECTRICALDRAWINGS FOR
ELEVATIONS OF SAME. FOOTINGS ARE NOT TO BEUNDERMINED BY EXCAVATIONS
FOR SERVICES, PITS, ETC.
VARY FOOTING ELEVATIONS WHERE REQUIRED. FOOTING STEP HEIGHTSAND
LOCATIONS ARE TO BE DETERMINED BY THE CONTRACTOR IN
ACCORDANCE WITH THE "TYPICAL STEPPED STRIP FOOTING" DETAIL,
SHOWN ON STRUCTURAL DRAWINGS.
6. FOOTINGS CAST DIRECTLY INTO EXCAVATIONS (WITHOUT SIDE
FORMS)SHALL NOT BE LARGER THAN SHOWN BELOW:
7. REFER TO SOILS REPORT FOR OTHER SPECIFIC DESIGN
REQUIREMENTSFOR FOOTINGS, SOIL SLOPES, FROST PROTECTION, MINIMUM
COVER,ETC.
8. UNLESS OTHERWISE SHOWN, CENTER FOOTINGS UNDER COLUMNS
ANDWALLS.
9. DOWELS SHALL BE PLACED BEFORE CONCRETE IS PLACED.
TEMPLATESSHALL BE USED TO ENSURE CORRECT PLACEMENT OF DOWELS.
10. FOR GROUND ELEVATIONS AND DRAINAGE SLOPES, SEE
ARCHITECT'SDRAWINGS.
FOUNDATIONS
13 MIN.
13 MIN.
MAX. 50 MAX. 50SHOWN ON
FOOTING DIMENSION
STRUCTURAL DRAWING
TYPICAL STEPPED STRIP FOOTINGS
12
MAX. SLOPE
12
MAX. SLOPE
TYPE NO. 1 TYPE NO. 2
DEP
THFO
OTI
NG
MAX
IMUM
STEP
60
0
ALTERNATE - SLOPE TOP OF FOOTING
EDGE OF ADJACENT EXCAVATION FOR FOOTINGS, SUMPS, BASEMENT,SITE
SERVICES, ETC.
TYPICAL FOOTING ADJACENT TOEXCAVATION
EDGE OFEXCAVATION
APPROVED BEARING MATERIALSBY SOILS ENGINEERLINE OF UNDISTURBED
SOILMUST BE ABOVE SLOPE LINE
12
MAX. SLOPE
TYPICAL COLUMN FOOTING
75 CL
EAR
75 CLEAR
300
MIN
.
VARI
ES
(U.N
.O
.)
SUB-GRADE PREPARATION ASREQUIRED BY GEOTECHNICALREPORT OR
GEOTECHNICALCONSULTANT
APPROVED BEARING MATERIALBY SOILS ENGINEER
COLUMN VERTS.
COLUMN TIES
COLUMN DOWELS, NUMBER ANDSIZE TO MATCH COLUMN VERTS.U.N.O. HOOK
BOTTOM OF DOWELSAND SUPPORT ON BOTTOM STEELIN FOOTING
FIR
ST T I
E1/
2 SP
ACE
TO
UNLESS NOTEDCOMPRESSION SPLICE
1. RETAINING WALLS ARE DESIGNED IN ACCORDANCE WITH
THERECOMMENDATIONS OF THE SOILS REPORT PLUS A VERTICALSURCHARGE OF
12 kPa.
2. RETAINING WALLS ARE DESIGNED FOR A FREE DRAINING AND
WELLDRAINED BACKFILL. SEE ARCHITECTURAL AND PLUMBING
SPECIFICATIONSAND DRAWINGS FOR DRAINAGE REQUIREMENTS.
3. DO NOT BACKFILL WALL UNTIL CONCRETE HAS REACHED DESIGN
STRENGTH.
4. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FORDAMPROOFING
OR WATERPROOFING REQUIREMENTS.
5. BACKFILL MATERIALS AND METHODS TO BE REVIEWED BY
SOILSENGINEER TO BE ENSURE COMPLIANCE TO THE RECOMMENDATIONSAS
NOTED IN THE GEOTECHNICAL REPORT.
6. DESIGN AND FIELD REVIEW OF BACKFILL IS BY SOILS ENGINEER
ANDNOT BY READ JONES CHRISTOFFERSEN.
RETAINING WALLS
1. SUB-BASE DESIGN OF SOIL UNDER THE SLAB ON GRADE SHALL BE
INACCORDANCE WITH THE SOIL REPORT.
2. UNLESS MORE RIGOROUS REQUIREMENTS ARE INDICATED ELSEWHERE
ONTHE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND
SPECIFICATIONS,SPACE CONTROL JOINTS AT 4500 mm O/C MAXIMUM.
2. SAWCUT JOINTS 1/3 THE DEPTH OF THE SLAB AS SOON AS PRACTICAL,
BUTNO LATER THAN 12 HOURS AFTER PLACEMENT OF SLAB. USE
EQUIPMENTTHAT DOES NOT "RAVEL" THE EDGES OF THE CUT.
3. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, RUN
ANYSLAB ON GRADE REINFORCEMENT THROUGH THE JOINTS.
4. UNLESS NOTED OTHERWISE, SAWCUT DIAMOND PATTERN AROUNDCOLUMNS,
150 mm CLEAR OF COLUMNS.
SLAB ON GRADE
5. APPROVAL OF ARCHITECT IS REQUIRED TO SUBSTITUTE "ZIP
STRIPS"FOR SAWCUTS.
CONTROL JOINTS,TYPICAL
COLUMN ABOVE SHAPESAND SIZES VARY, SEE PLAN
CASE WHERE THEREIS A CAISSON BELOW 2
5 CLE
AR
CLEA
R150
CONCRETE SUMP PUMP DETAIL
NOTE: SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FORSIZE,
LOCATION AND WATERPROOFING REQUIREMENTS.
10M @ 200EACH WAY(CENTERED)H.2.E. HORIZ. BARS
FIELD BENDVERTS 300 mmINTO TOP OFSLAB
SEE BELOW FOR COVER PLATE DETAILS.REFER TO MECH. FOR COVER
TYPEREQUIREMENT
ALTERNATE:C10M @ 200HOOKED ATBOTTOM OF SLAB
EITHER TOP OFWALL DETAILACCEPTABLE150 150 150
150
3000
M
AXIM
UM
40 KEY
300
10mm EDGE PL.WELDED TO 6mm PL.
40mm x 3mm CONT.NEOPRENE GASKET
10mm COUNTERSUNKBOLTS @ 350 O.C.TACK WELD NUTS TO U/SOF 6mm PL.
TYP.
6mm CONT. BANDING
5mm CHECKER PL.WELDED TO GRATING
NOTCH ENDS OF BRG.BARS TO PROVIDELEVEL SURFACE WITHTOP OF
CONCRETE
STEEL GRATING44x5 BEARING BARS @ 30 O.C.CROSS BARS @ 102
O.C.
L76x51x7.9 L.L.H.C/W 10mm x 100LG.N.STUDS @ 200 O.C.
50mm X 6mm PL. CONT.WELDED TO ANGLESEE MECH. DRAWINGSFOR SEALED
PLATELOCATIONS
SEALED COVER PLATE DETAIL
NON-SEALED COVER PLATE DETAIL6mm CONT. BANDING
5mm CHECKER PL.WELDED TO GRATING
NOTCH ENDS OF BRG.BARS TO PROVIDELEVEL SURFACE WITHTOP OF
CONCRETE
STEEL GRATING44x5 BEARING BARS @ 30 O.C.CROSS BARS @ 102
O.C.
L76x51x7.9 L.L.H.C/W 10mm x 100LG.N.STUDS @ 200 O.C.
1200 MAX.
PERIMETER WEEPING TILE DRAINAGE
DAMPPROOFINGSEE ARCHITECTURALDRAWINGS
150mm PERFORATED PIPE
GEOTEXTILE FILTER FABRIC150 mmALL AROUND
.
WASHED ROCK(MAX. 20mm AGGREGATE)
600 MAX.SEE ARCH.L51x51x4.8
CUT VERT. LEG TO SUITC/W 10 x 100 LG.N.STUDS @ 300 O.C.
STEEL GRATING25x3 BEARING BARS @ 30 O.C.CROSS BARS @ 102
O.C.
MIN.
150
150
SLOPE TO DRAINSEE ARCH. / MECH.3-15M CONT.
15M @ 300 O.C.400 400
NOTE: ALL EXPOSED STEEL IS TO BE GALVANIZED
TYPICAL TRENCH DRAIN DETAILS
11
UNDERPINNING1. ALL UNDERPINNING WORK SHALL BE DESIGNED, DETAILED
AND FIELD
MONITORED BY THE CONTRACTOR'S SPECIALTY STRUCTURAL ENGINEER.
2. PRIOR TO THE UNDERPINNING WORK COMMENCING, SUBMIT A
DETAILEDSEQUENCING PLAN FOR REVIEW BY THE GEOTECHNICAL ENGINEER AND
RJC.
3. THOROUGHLY READ AND UNDERSTAND ALL RECOMMENDATIONS OUTLINED
INTHE SOILS REPORT.
4. THE FOLLOWING UNDERPINNING PROCEDURE, BASED ON
THERECOMMENDATIONS OF THE SOILS REPORT, IS PROVIDED FOR
SCHEMATICINFORMATION ONLY. OTHER UNDERPINNING PROCEDURES AND
METHODSMAY BE USED UPON REVIEW BY RJC. THE CONTRACTOR IS
SOLELYRESPONSIBLE FOR THE DESIGN & IMPLEMENTATION OF
UNDERPINNING.
U/S OF NEWFOOTING
SECTIONELEVATION
UNDISTURBEDNATIVE SOIL
NATURALSLOPE OF SOIL
U/S OF EXISTINGFOOTING
1200 MAX.
MIN. 50 THK DRY PACKEDNON-SHRINK GROUT
CONCRETE FILL
PROCEED WITH ADJACENT UNDERPINNING ONLYAFTER CONCRETE FILL AND
NON-SHRINK GROUTHAVE REACHED DESIGN STRENGTH.
ELEV
SECT
NOTE: VIBRATIONS FROM EQUIPMENT AND CONSTRUCTION OPERATIONS
SHALL BE SEVERELY MINIMIZED TO REDUCE THE RISK OF EXCESSIVE
SLOUGHING OF SOIL.
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
As indicated S020
FOUNDATION NOTES
TJW
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
1. CONCRETE IS SPECIFIED AS PER THE "PERFORMANCE" ALTERNATE
ASOUTLINED IN TABLE 5 OF CAN/CSA-A23.1-04.
2. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR WORKING WITH
THECONCRETE SUPPLIER TO ENSURE THAT THE PLASTIC AND HARDENED
MIXPROPERTIES MEET SITE REQUIREMENTS FOR PLACING, FINISHING, AND
THEOWNERS' SPECIFIED PERFORMANCE REQUIREMENTS. THE
GENERALCONTRACTOR SHALL MEET THE DOCUMENTATION AND QUALITY
CONTROLREQUIREMENTS OUTLINED UNDER THE "PERFORMANCE" ALTERNATE
OFTABLE 5 OF CAN/CSA-A23.1-04.
3. THE SUPPLIER SHALL MEET ALL CERTIFICATION AND
DOCUMENTATIONREQUIREMENTS AS OUTLINED UNDER THE "PERFORMANCE"
ALTERNATEOF TABLE 5 OF CAN/CSA-A23.1-04.
4. THE CONCRETE SUPPLIER SHALL BE CERTIFIED BY THE ALBERTA
READYMIXED CONCRETE ASSOCIATION.
5. PORTLAND CEMENT SHALL BE TYPE GU UNLESS NOTED OTHERWISE.
6. CONCRETE SHALL HAVE A UNIT WEIGHT OF 231 kN/m (1455 PCF)
UNLESS NOTED OTHERWISE.
7. CONCRETE PROPERTIES:
CONCRETE
8. SLUMP AND AGGREGATE SIZE TO BE DETERMINED BY THE
GENERALCONTRACTOR AND SUPPLIER TO MEET PLACEMENT, AND
FINISHINGREQUIREMENTS WITHOUT SEGREGATION WHILE MEETING ALL
OWNERSPECIFICATIONS.
9. MAXIMUM WATER/CEMENT RATIO AND AIR CONTENT TO MEET
THEREQUIREMENTS FOR THE EXPOSURE CLASS AS OUTLINED IN TABLE 2, 4AND
20 OF CAN/CSA-A23.1-04.
10. CHLORIDE ION PENETRABILITY FOR EXPOSURE CLASS C-1 AND C-XL
SHALLMEET THE REQUIREMENTS OF TABLE 2 OF CAN/CSA-A23.1-04.
11. AT THE REQUEST OF THE OWNER, THE SUPPLIER WILL FURNISH TEST
DATARESULTS FOR EACH PROPOSED MIX DESIGN DEMONSTRATING THAT
THEYMEET THE STRENGTH, DURABILITY, AND SHRINKAGE
REQUIREMENTSSPECIFIED.
12. FOR 56 DAYS STRENGTH SPECIFICATIONS, THE SUPPLIER WILL
FURNISHTHE OWNER WITH ACCELERATED STRENGTH TEST DATA FOR
EACHPROPOSED MIX DESIGN, OR OTHER DOCUMENTATION ACCEPTABLE TO
THEOWNER, SUCH THAT THE ANTICIPATED 56 DAYS STRENGTH OF THE MIXAS
PLACED ON SITE CAN BE EVALUATED WITHIN 14 DAYS OF PLACEMENT.
13. CURING OF CONCRETE TO MEET THE REQUIREMENTS FOR THE
EXPOSURECLASS AS OUTLINED IN CLAUSE 7.4.1.7 AS WELL AS TABLES 2 AND
20 OFCAN/CSA-A23.1-04.
14. ALL BOTTOM EDGES OF EXPOSED SLABS AND BEAMS, AS WELL AS
EDGESOF WALLS AND COLUMNS, TO BE CHAMFERED 20 mm X 20 mm.ALL TOP
EDGES OF EXPOSED SLABS, BEAMS, UPSTANDS AND STAIRSTO BE TOOLED
UNLESS NOTED OTHERWISE. SEE ALSO ARCHITECTURALDRAWINGS AND
SPECIFICATIONS FOR OTHER FINISH REQUIREMENTS.
15. NO CALCIUM CHLORIDE IS PERMITTED, IN ANY FORM, IN ANY
CONCRETEMIX WITHOUT THE EXPRESS WRITTEN CONSENT OF READ
JONESCHRISTOFFERSEN LTD.
16. CURING AND PROTECTION OF CONCRETE FOR HOT, COLD OR DRY
WEATHERIS TO BE AS PER CLAUSES 7.4.1.8 AND 7.4.2 OF
CAN/CSA-A23.1-04 AS AMINIMUM. SEE ALSO "COLD WEATHER REQUIREMENTS"
IN THESTRUCTURAL DRAWINGS.
NFOOTINGS
EXPOSURECLASS
COMMENTS
30 MPa
ELEMENT COMPRESSIVESTRENGTH (MPa)28 DAYS U.N.O.
N
C-2
N
35 MPa
SLAB ON GRADE(INTERIOR)
SLAB ON GRADE(EXTERIOR)
CONCRETE ONSTEEL DECK
SUSPENDEDSLABS & BEAMS
35 MPa
MECHANICALHOUSEKEEPING PADS
COLUMNS
SHEAR WALLS(ABOVE GRADE)
25 MPa
25 MPa
N
N
N
25 MPa
32 MPa
C-1RETAINING WALLS 35 MPa
* EXPOSED TO TRAFFIC AND PARKING AREAS (CHLORIDES).** OUTLINED
IN TABLE 20 OF CAN/CSA-A23.1 (7 DAY WET CURE).
.
.
.
.
.
.
.
.
.
35 MPa C-1 .
C-1SLAB ON GRADE(EXPOSED*)
35 MPa
C-1FOUNDATION WALLS(EXPOSED*)
35 MPa
F-2FOUNDATION WALLS(NOT EXPOSED)
25 MPa
CURINGTYPE 3**
.
.
(SEE ALSO CAN/CSA-A23.1, CLAUSE 7.4.2.5, EXCEPT THE FOLLOWING
MINIMUMREQUIREMENTS MUST ALSO BE MET)1. FORECASTED AIR TEMPERATURE
AT OR BELOW 5C
A. THE AGGREGATE OR MIXING WATER SHALL BE HEATED TOMAINTAIN A
MINIMUM CONCRETE TEMPERATURE OF 10C.
B. CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACEWHICH
IS AT A TEMPERATURE LESS THAN 5C.
C. CONTRACTOR SHALL BE PREPARED TO COVER SLAB IFUNEXPECTED DROP
IN AIR TEMPERATURE SHOULD OCCUR.
D. CONCRETE TEMPERATURE SHALL BE MAINTAINED ABOVE 10CFOR AT
LEAST 7 DAYS OR UNTIL THE CONCRETE REACHES 70%OF SPECIFIED
STRENGTH.
CONTINUED IN COLUMN TO LEFT...
CONCRETE COLD WEATHERREQUIREMENTS
(TOLERANCES AS PER CAN/CSA-A23.1 CLAUSE 6.4.2, EXCEPT AS NOTED
BELOW.)CLOSER TOLERANCES SHALL BE MAINTAINED WHERE ARCHITECTURAL
DETAILSOR OTHERS REQUIRE.
WHERE ANY DEVIATION OCCURS, AND IT IS ACCEPTABLE TO THE
ENGINEERAND ARCHITECT, THE CONTRACTOR IS RESPONSIBLE FOR ADJUSTMENT
OFOTHER BUILDING ELEMENTS TO ACCOMMODATE SUCH DEVIATION. COSTSFOR
REMEDIAL WORK FOR DEVIATIONS NOT ACCEPTED SHALL BE BOURNEBY THE
CONTRACTOR.
1. VARIATION FROM THE PLUMB.
A. IN THE LINES AND SURFACES OF COLUMNS, PIERS, WALLS ANDIN
ARRISES: 0.25% OF HEIGHT (1 IN 400), MAXIMUM 40 mm OVERTHE ENTIRE
HEIGHT OF THE STRUCTURE.
ONLY ONE CURVATURE ALLOWED PER 3000 mm.
THE TOLERANCE GIVEN IS THE MAXIMUM VARIATION FROM APLUMB
LINE.
ALL MEASUREMENTS SHALL BE TO THE SAME SIDE OF THEPLUMB LINE.
B. UNLESS SPECIFIED ELSEWHERE IN THE CONSTRUCTIONDOCUMENTS - THE
TOLERANCES FOR EXPOSED CORNER COLUMNS,CONTROL JOINT GROOVES, AND
OTHER CONSPICUOUS LINESSHALL BE: (SEE ALSO ELEVATOR SHOP DRAWINGS
ETC.)0.125% OF HEIGHT (1 IN 800), MAXIMUM 20 mm.ONLY ONE CURVATURE
ALLOWED PER 6000 mm.
MAXIMUM VARIATION IN WINDOW BAYS 0.2% OF OPENING.
2. UNLESS SPECIFIED ELSEWHERE, FLOOR FINISHES SHALL BE CLASS
A"INSTITUTIONAL AND COMMERCIAL FLOOR" (FF = 20, FL = 15).ONLY ONE
CURVATURE ALLOWED IN 3000 mm.
CLOSER TOLERANCES MAY BE REQUIRED TO GIVE THE QUALITY OFFINISH
FLOOR SURFACES CALLED FOR ELSEWHERE IN THE CONTRACTDOCUMENTS.
3. VARIATIONS OF STRUCTURAL CONCRETE ELEMENTS RELATED TO
EACHOTHER AND RELATIVE TO A REFERENCED GRID SYSTEM FOR
PLANDIMENSIONS TO MEET CLAUSE 6.4.6 OF CAN/CSA-A23.1.
4. VARIATION IN CROSS-SECTIONAL DIMENSIONS OF COLUMNS AND
BEAMSAND IN THE THICKNESS OF SLABS AND WALLS: AS IN
CAN/CSA-A23.1.
ONLY ONE CURVATURE ALLOWED PER 3000 mm.
5. FOOTINGS:
A. VARIATION IN DIMENSIONS IN PLAN:
MINUS
--------------------------------------------------------------------
10 mm
PLUS
----------------------------------------------------------------------
50 mm
B. MISPLACEMENT OR ECCENTRICITY:
TWO (2) PERCENT OF THE FOOTING WIDTH IN THE DIRECTION
OFMISPLACEMENT BUT NOT MORE THAN --------------------- 50 mm
C. REDUCTION IN THICKNESS:
MINUS ----------------------------------------- 5% OF SPECIFIED
THICKNESS
6. THE ABOVE REQUIREMENTS DO NOT RELIEVE THE CONTRACTOR OF
HISRESPONSIBILITY OF MEETING MORE RIGID REQUIREMENTS
SPECIFIEDELSEWHERE IN THE CONSTRUCTION DOCUMENTS OR AS REQUIRED
BYEQUIPMENT SHOP DRAWINGS OR SPECIFICATIONS SUCH AS THOSE
FORELEVATORS ETC.
CONCRETE CONSTRUCTION TOLERANCES
1. REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS:
A. CAN/CSA-G30.18R - GRADE 400 MPa - 10M AND LARGER (U.N.O.)B.
CSA STANDARD G30.5 - GRADE 400 MPa - WELDED WIRE
REINFORCEMENTC. CAN/CSA-G30.18W - GRADE 400 MPa - ALL
REINFORCING THAT
WILL BE WELDED
(NOTE: G30.18W MAY BE SUBSTITUTED FOR G30.18R)2. UNLESS
OTHERWISE NOTED CONCRETE COVER TO REINFORCEMENT
SHALL BE:
CONCRETE REINFORCEMENT
(NOTE: CONCRETE COVERS SPECIFED FOR A 0-2 HR FIRE RATING)3.
DESIGNATION OF REINFORCING BARS:
A. BARS SHOWN THUS IN BOTTOM OF BEAMS ORSLABS OR IN FAR FACE OF
WALL
BARS SHOWN THUS IN TOP OF BEAMS OR SLABSOR IN FAR FACE OF
WALL
B. STRAIGHT E.G. 6-10M4200 MEANS 6-10M BARS 4200 mm LONG.BARS:
E.G. 15M3800 + 15M3200 ALT. @ 300 MEANS
1-15M3800 BAR THEN 1-15M3200 BAR SPACED 300 mm AWAY
BENT E.G. 13-A20M4000 MEANS 13-20M BARS 4000 mm LG. H.1.E.
180.BARS: E.G. 3-C25M3000 MEANS 3-25M BARS 3000 mm LONG H.1.E.
90.
(NOTE: BENT BAR LENGTHS INCLUDE HOOK DIMENSION)4. DO NOT
SUBSTITUTE DEFORMED WIRE FOR REINFORCING BARS WITHOUT
PRIOR APPROVAL OF THE RJC.
5. SUPPORT REINFORCING WITH CHAIRS, ACCESSORIES, OR
REINFORCINGBARS AS REQUIRED. BARS USED AS SUPPORT BARS SHALL
BECONSIDERED AS ACCESSORIES.
6. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN CONCRETE COVER
ASSPECIFIED. ALL SUPPORTS AND BARS MUST BE TIED TOGETHER TOMAINTAIN
REINFORCING STEEL SECURELY IN PLACE DURING CONCRETEPLACEMENT.
7. TESTING OF REINFORCING STEEL SHALL CONFORM TO THE
SPECIFICATIONS.
TOP COVER* BOT COVER**ELEMENT:FOOTINGS 75 mm50 mm
* COVER TO TOP, SIDE, INSIDE, OR UN-EXPOSED SURFACE** COVER TO
BOTTOM, OUTSIDE, OR EXPOSED SURFACE
FOUNDATION AND RETAINING WALLS(EXPOSED)
40 mm(30M = 45 mm)
40 mm(30M = 45 mm)
FOUNDATION WALLS(NOT EXPOSED)
25 mm(30M = 30 mm)
40 mm(30M = 45 mm)
SHEAR WALLS(ABOVE GRADE)
25 mm(30M = 30 mm) --
COLUMNS AND BEAMS(TO TIES OR STIRRUPS) 40 mm --SLAB ON
GRADE(EXPOSED AND EXTERIOR)
75 mm55 mm
SLAB ON GRADE(INTERIOR)SUSPENDED SLABS ANDCONCRETE ON STEEL
DECK
25 mm(30M = 30 mm)
--
25 mm(30M = 30 mm)
75 mm
BASED ON CAN/CSA-A23.3-04
WHERE EMBEDMENT OR SPLICES ARE DIMENSIONED ON THE DRAWINGS,SUCH
DIMENSION SHALL APPLY.
WHERE THE DRAWINGS INDICATE A COMPRESSION EMBEDMENT, IT IS
ACOMPRESSION EMBEDMENT LENGTH AND IT SHALL BE AS NOTED BELOW.
WHERE THE DRAWINGS INDICATE A TENSION EMBEDMENT, IT IS A
TENSIONEMBEDMENT LENGTH AND SHALL BE AS NOTED BELOW.
WHERE NO EMBEDMENT OR EMBEDMENT TYPE IS CALLED FOR ON
THESEDRAWINGS, IT SHALL BE A TENSION EMBEDMENT, EXCEPT FOR
COLUMNSWHICH SHALL BE A COMPRESSION EMBEDMENT.
WHERE NO SPLICE OR SPLICE TYPE IS CALLED FOR ON THESE DRAWINGS,
ITSHALL BE A TENSION SPLICE, EXCEPT FOR COLUMNS WHICH SHALL BE
ACOMPRESSION SPLICE.
ALL LENGTHS ARE FOR Fy = 400 MPa REBAR.
ALL TENSION SPLICE LENGTHS ARE CLASS "B" (1.3 d).
EMBEDMENT / DEVELOPMENT LENGTHSAND SPLICE LENGTHS
TENSION EMBEDMENT AND SPLICE LENGTHS ARE TO BE AS PER THE
FOLLOWINGTABLE FOR:
- COLUMNS.- BEAM TOP AND BOTTOM BARS.- TWO WAY SLAB TOP AND
BOTTOM BARS.- ONE WAY SLAB BOTTOM BARS.- WALL HORIZONTAL AND
VERTICAL DISTRIBUTED REINFORCING.
MEMBERS WHICH DO NOT SATISFY THE ABOVE CONDITIONS SHALL
HAVETENSION EMBEDMENTS AND SPLICES AS PER CASE 2 TABLE BELOW.
TENSION EMBEDMENT AND SPLICE LENGTHS ARE TO BE AS PER THE
FOLLOWINGTABLE FOR MEMBERS NOT SATISFYING CASE 1 CONDITIONS AS SET
OUT ABOVE.FOR EXAMPLE:
- ONE WAY SLAB TOP BARS (SEE TOP BAR NOTE).- BARS (EXCLUDING THE
SPLICE) SPACED CLOSER TOGETHER THAN
2 BAR DIAMETERS.- STIRRUPS IN BEAMS AND GIRDERS.
CONCRETE STRENGTH20 MPa 25 MPa 30 MPa &
GREATER
FUNCTIONREBARDESIGNATION
10M
15M
20M
25M
30M
35M
EMBEDMENTSPLICE
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
CONCRETE STRENGTH25 MPa 30 MPa 35 MPa
FUNCTIONREBARDESIGNATION
10M
15M
20M
25M
30M
35M
EMBEDMENTSPLICE
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
NOTE: "TOP BAR" VALUES ARE SHOWN IN BRACKETS."TOP BAR" APPLIES
TO HORIZONTAL REINFORCEMENT CAST WITH 300 mm ORMORE OF CONCRETE
BELOW THE BAR.
CASE 2 CONDITIONS
CASE 1 CONDITIONS
TENSION EMBEDMENT AND SPLICE LENGTHS
COMPRESSION EMBEDMENT AND SPLICE LENGTHS
215300
200300 300
200
265440440
290440320
350585585
385585430
440730730
480730535
530875875
575875645
61510201020
6701020750
1260 (1640)1640 (2135) 1500 (1950)
1150 (1500)
1080 (1400)1400 (1820) 1290 (1675)
990 (1290)
900 (1170)1170 (1525) 1070 (1395)
820 (1070)
580 (750)750 (975) 680 (885)
530 (680)
430 (560)560 (730) 515 (670)
395 (515)390 (510)300 (390)
370 (480)480 (625)490 (630)630 (820)760 (990)990 (1290)915
(1190)
1190 (1550)1070 (1380)1380 (1795)
390 (510)300 (390)
390 (510)300 (390)
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
CONCRETE STRENGTH25 MPa 30 MPa 35 MPa
FUNCTIONREBARDESIGNATION
10M
15M
20M
25M
30M
35M
EMBEDMENTSPLICE
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
EMBEDMENT
NOTE: "TOP BAR" VALUES ARE SHOWN IN BRACKETS."TOP BAR" APPLIES
TO HORIZONTAL REINFORCEMENT CAST WITH 300 mm ORMORE OF CONCRETE
BELOW THE BAR.
1680 (2180)2180 (2835) 1995 (2595)
1535 (1995)
1440 (1870)1870 (2435) 1710 (2225)
1320 (1710)
1200 (1560)1560 (2030) 1420 (1850)
1100 (1420)
770 (1000)1000 (1300) 910 (1185)
700 (910)
580 (750)750 (975) 680 (885)
530 (680)505 (660)385 (505)
490 (630)630 (820)650 (840)
840 (1095)1015 (1320)1320 (1720)1220 (1580)1580 (2055)1420
(1850)1850 (2405)
460 (600)350 (460)
420 (550)330 (420)
SPLICE
SPLICE
SPLICE
SPLICE
SPLICE
CONTINUED FROM COLUMN TO RIGHT...
2. FORECASTED AIR TEMPERATURE BELOW 2C BUT NOT BELOW -4C
(NOTE - FOR THESE CONDITIONS STRUCTURAL CONCRETE TOPPINGSON
METAL DECK SHALL SATISFY THE REQUIREMENTS OF 3).A. FORMS AND STEEL
SHALL BE FREE FROM ICE AND SNOW.
B. THE AGGREGATE OR MIXING WATER SHALL BE HEATED TO GIVEA
MINIMUM CONCRETE TEMPERATURE OF 10C AT POINT OF POUR.
C. CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACEWHICH
IS AT A TEMPERATURE OF LESS THAN 5C.
D. SLABS SHALL BE COVERED WITH CANVAS OR SIMILAR, KEPT A
FEWINCHES CLEAR OF SURFACE.
E. IN WINDY WEATHER, STOREY BELOW SLAB SHALL BE ENCLOSED.
F. PROTECTION SHALL BE MAINTAINED FOR AT LEAST THE
SPECIFIEDCURING PERIOD.
G. CONCRETE TEMPERATURE SHALL BE MAINTAINED ABOVE 10CFOR AT
LEAST THE SPECIFIED CURING PERIOD.
3. FORECASTED AIR TEMPERATURE BELOW -4C
A, B, C, D, AS UNDER POINT 2.
E. STOREY BELOW SHALL BE ENCLOSED AND ARTIFICIAL HEATPROVIDED.
HEATING TO BE STARTED AT LEAST ONE HOUR AHEADOF POURING AND
MAINTAINED FOR A MINIMUM OF THE SPECIFIEDCURING PERIOD.
F. TEMPERATURE OF THE CONCRETE AT ALL SURFACES SHALL BEKEPT AT A
MINIMUM OF 20C FOR 3 DAYS, OR 10C FOR 7 DAYS.CONCRETE SHALL BE KEPT
ABOVE FREEZING TEMPERATURESUNTIL IT REACHES 70% OF ITS SPECIFIED
STRENGTH.
G. ENCLOSURE MUST BE CONSTRUCTED SO THAT AIR CANCIRCULATE
OUTSIDE THE OUTER EDGES AND MEMBERS.
H. REINFORCING TO BE COVERED AND WARMED TO MAINTAIN
ITSTEMPERATURE AT 0C OR HIGHER AT THE TIME OF
CONCRETEPLACEMENT.
(SEE ALSO CAN/CSA-A23.1, HOWEVER, THE FOLLOWING REQUIREMENTS
MUSTALSO BE MET)WHEN THE AIR TEMPERATURE AT TIME OF CASTING IS
ABOVE 27 DEGREESCELSIUS, OR THE FORCASTED AIR TEMPERATURE IS ABOVE
27 DEGREES CELSIUS,THE FOLLOWING STEPS MUST MUST BE TAKEN:
1. PLACING:
1.1 FLY ASH IS NOT PERMITTED IN THE CONCRETE MIX DESIGN.
1.2 CONCRETE IS NOT TO BE USED IF OLDER THAN 90 MINUTES FROM
BATCHING TIME.
1.3 CONCRETE TEMPERATURE TO BE NO MORE THAN 30 DEGREES
CELSIUS.
1.4 SUB-GRADE IS TO BE DAMPENED PRIOR TO PLACEMENT OF
CONCRETE.
2. CURING:
2.1 CONCRETE IS TO BE PROTECTED FROM EXCESSIVE EVAPORATION
IMMEDIATELY AFTER PLACING BY THE FOLLOWING METHODS:
USE OF SUNSHADES (PERMANENT OR TEMPORARY) LOWERING THE CONCRETE
TEMPERATURE
COVERING CONCRETE WITH WHITE POLYETHYLENE SHEETING BETWEEN
VARIOUS STAGES OF FINISHING
PLACING AND FINISHING AT NIGHT
APPLYING A FOGGING SPRAY IMMEDIATELY AFTER PLACEMENT
HOT WEATHER CONCRETINGREQUIREMENTS
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
1 : 1 S030
CONCRETE NOTES
TJW
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
1. UNLESS OTHERWISE NOTED, WALLS SHALL BE REINFORCED AS
FOLLOWS:
150 mm 10M@450 VERT. ------------------ 10M@330 HORIZ.200 mm
10M@330 VERT. ------------------ 10M@250 HORIZ. OR 15M@500250 mm
10M@500 VERT. E.F. STAG. --- 10M@400 HORIZ. E.F. STAG.300 mm
10M@450 VERT. E.F. STAG. --- 10M@330 HORIZ. E.F. STAG.350 mm
10M@380 VERT. E.F. STAG. --- 10M@280 HORIZ. E.F. STAG.
FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL TO
ABOVE.
15M @ 500 MAY BE SUBSTITUTED FOR 10M @ 330 ONLY WITH THE
APPROVALOF RJC. FOR WALLS WITH A SINGLE LAYER OF STEEL, THE
WALLREINFORCING SHALL BE PLACED IN THE CENTRE OF THE WALL
U.N.O.
2. ALL WALL REINFORCING SHALL BE CONTINUOUS, WITH HOOKS OR
CORNERBARS USED AT ALL WALL JUNCTIONS. EXTEND HOOKS TO FAR FACE OF
WALL.CORNER BARS TO BE LOCATED ON OUTSIDE FACE OR CENTRE OF
WALL.
3. HORIZONTAL AND VERTICAL SPLICES SHALL BE CASE 1 TENSION
SPLICES.U.N.O. HORIZONTAL BARS NEED NOT BE CONSIDERED TOP BARS.
4. DETAILS OF HORIZONTAL REINFORCEMENT AT CORNERS(SEE ALSO ZONE
REINFORCING DETAILS):
WALLS
10. UNLESS NOTED OTHERWISE, ALL RETAINING WALLS BELOW GRADE AND
ALL EXTERIOR WALLS EXPOSED TO THE WEATHER ABOVE GRADE SHALL
HAVECONTROL JOINTS. SEE CONTROL JOINT DETAIL. CONSTRUCTION JOINT
MAYREPLACE CONTROL JOINT WHERE REQUIRED. THE LOCATION OF
CONTROLJOINTS IN EXPOSED CONCRETE WALLS SHALL BE SUBMITTED TO
THEARCHITECT FOR REVIEW.
11. UNLESS NOTED OTHERWISE, PLACE TOP OF WALLS0 mm TO 12 mm
BELOW SOFFIT OF SUPPORTEDCONCRETE STRUCTURE. IF TOP OF WALL
PLACEDABOVE SOFFIT, CAREFULLY CHIP DOWN AS REQUIREDBY RJC.
9. SEE ARCHITECTURAL DRAWINGS FOR EXTENT AND LOCATION OF
CONCRETEUPSTAND WALLS, PLANTER WALLS AND CURBS. UNLESS NOTED
OTHERWISE,PROVIDE REINFORCING AS GIVEN IN ITEM 1. VERTICAL BARS TO
BEEMBEDDED IN MAIN STRUCTURE AS SHOWN BELOW:
8. UNLESS NOTED OTHERWISE, PROVIDE U-BARS AS SHOWN WHERE
FLOORSARE SUPPORTED FROM THE BOTTOM OF WALLS.
5. ENDS OF ALL WALLS SHALL HAVE 2-15M VERTICAL LAPPED 625
UNLESSOTHERWISE NOTED ON DRAWINGS.
6. ADD 2-15M PARALLEL TO ALL EDGES AND EXTENDING 625 BEYOND
CORNERSAT OPENINGS IN WALLS.
7. UNLESS NOTED OTHERWISE, PROVIDE DOWELS AT BOTTOM OF
WALLS(I.E. AT FOOTINGS OR WHEREVER WALL BEGINS) AS SHOWN
BELOW.DOWELS TO MATCH VERTICAL STEEL.
120 TO POUR
JOINT
300
2-15M TOP CONT.
OR
THESE BARS TO HAVESTANDARD HOOKS
NOTE: SPLICED C BARS CAN BE USED INSTEAD OF HORIZONTAL BARS WITH
STANDARD HOOK.
CORNER BARS CAN BE USED INSTEADOF HORIZONTAL BARS WITH
TENSIONSPLICE LENGTH HOOK.
TENSION SPLICE
EMBEDMENTHOOK BOTTOM OF DOWEL IF NECESSARY
TOP OF FOOTING OR SLAB
2-15M BOTTOM CONTINUOUS TYPICAL
SEE PLAN FOR BOT. REINF.SUPPORT AS SHOWN, TYPICAL
NOTE: SHORE SLAB UNTIL SUPPORTINGSTRUCTURE OVER IS IN PLACE
ANDHAS REACHED 28 DAY STRENGTH
TOP REINFORCING
WALL REINFORCING
UNLESS NOTED OTHERWISE: AT SLABS:15M U-BARS TO MATCH
VERTICALWALL REINFORCING.AT SLAB BANDS AND BEAMS:6-15M U-BARS
CASE 1
TENSION
HOOKSTANDARD
SPLICETENSION
SPLICETENSION
SPLI
CETE
NSIO
N
750
750
SPLI
CETE
NSIO
N
SPLICETENSION
HOOKSTANDARD
HOOKSTANDARD
STAN
DAR
D H
OO
K
(CONSTRUCTION JOINT CAN REPLACE CONTROL JOINT)
WALL CONSTRUCTION JOINT
PLAN
KEY FROM 38x89
INSIDE FACE OF WALL
WATERSTOP IF REQUIRED.SEE ARCHITECTURAL SPECIFICIATIONS
ALL HORIZONTAL BARS TO BECONTINUOUS THROUGH JOINT ORTENSION
SPLICED.
IF ARCHITECTURAL DRAWINGS AND SPECIFICATIONSDO NOT REQUIRE A
WATERSTOP, FOR WALLS BELOWGRADE, PROVIDE A 20 mm WIDE X 25 mm DEEP
NOTCHAND FILL NOTCH WITH CAULKING OR DAMP PROOFINGTO ARCHITECT'S
REQUIREMENTS.
UNLESS NOTED OTHERWISE FOR EXTERIOR WALLS BELOW GRADE
ANDEXTERIOR WALLS EXPOSED TO WEATHER ABOVE GRADE.
SPACE AT 6000 mm CENTERS MAXIMUM UNLESS OTHERWISE NOTED ON
PLAN.
WALL CONTROL JOINT
INSIDE FACE OF WALLNOTCH 20 mm X 25 mm DEEPON EACH FACE
FOR WALLS BELOW GRADEFILL NOTCH WITH CAULKING ORDAMP-PROOFING
TOARCHITECT'S SPECIFICATIONS
ALL HORIZONTAL BARS TO BECONTINUOUS THROUGH JOINT
PLAN
(UNLESS NOTED OTHERWISE)
WALL POUR JOINTS
WALL REINFORCING
FOR EXPOSED WALLS, SEE ARCHITECTURALDRAWINGS FOR REVEALS
ETC.NOTE: MAXIMUM REVEAL DEPTH IN ANY WALLIS 20 mm MAXIMUM U.N.O.
ON STRUCTURAL DWGS.
EXTERIOR INTERIOR
SEE DRAWINGS FORSLAB REINFORCING
LEAVE SURFACEROUGH FORGOOD BOND
SPLI
CE
CASE
1
TENS
ION
SPLI
CE
CASE
1
TENS
ION
WALL REINFORCINGLEAVE SURFACEROUGH FORGOOD BOND
SEE DRAWINGS FORSLAB REINFORCING
LOCATIONS TO BE APPROVED BY RJC
CONSTRUCTION JOINTS THROUGHSLABS AND BEAMS
RUN BOTTOM REINFORCINGCONTINUOUS THROUGH JOINT.
10M0750 @ 400
THROUGH SLABS
THROUGH BEAMS
KEY FROM 38x38 FOR SLABS UP TO 140KEY FROM 38x64 FOR SLABS 150
TO 190KEY FROM 38x89 FOR SLABS 200 TO 240FOR SLABS 250 AND OVER
USEKEY 1/3 THE SLAB DEPTH
38
DEP
THBE
AM
INTERRUPT SLAB KEYAT BEAMS
SPAC
ES5
EQUA
L
RUN BEAM REINFORCINGCONTINUOUS THROUGH JOINT
2 SHEAR KEYS START 50 mmFROM EACH FACE OF BEAM
1. THE DESIGN AND FIELD REVIEW OF FORMWORK, SHORING AND
RESHORINGIS THE RESPONSIBILITY OF THE CONTRACTOR. RESHORING
DRAWINGSSHALL BE SUBMITTED TO RJC FOR THE EFFECT ON THE BASE
BUILDINGSTRUCTURE ONLY.
2. NO COLUMN OR WALL FORMS SHALL BE REMOVED BEFORE CONCRETE
HASREACHED 10 MPa FOR ARCHITECTURAL CONCRETE OR 8 MPa FOR
OTHERCOLUMNS OR WALLS.
3. NO SLABFORMS OR BEAMFORMS SHALL BE REMOVED BEFORE CONCRETEHAS
REACHED THE GREATER OF 17 MPa OR 75% OF THE 28 DAY STRENGTHBEFORE
STRIPPING.
4. STRENGTH OF CONCRETE FOR STRIPPING TO BE DETERMINED
USINGCYLINDERS STORED ON SITE IN A PROTECTED ENCLOSURE
THATMAINTAINS A SIMILAR TEMPERATURE AND HUMIDITY AS THE
STRUCTURALELEMENTS REPRESENTED. ALTERNATE METHODS, IF ACCEPTABLE TO
RJC,MAY BE USED.
5. ALL SLABS, BEAMS, GIRDERS ETC. TO BE SHORED UNTIL
CONCRETEREACHES DESIGN STRENGTH.
6. SOME MULTI LEVEL OR HANGER ASSEMBLIES REQUIRE FULL SHORING
FORA NUMBER OF LEVELS. SEE STRUCTURAL DRAWINGS FOR SPECIALSHORING
REQUIREMENTS.
CONCRETE FORMWORK STRIPPING
LIGHT STANDARD BASE DETAIL
BASE PL & ANCHOR BOLTSSUPPLIED BY POLEMANUFACTURER
2700
610
610 CAST-IN-PLACE BASER/W 8-20M VERTS. & 10MTIES @ 300
O.C.
610 FTG. TO BE FOUNDED ONUNDISTURBED SOILS
PROVIDE ALL NECESSARYAND ADEQUATE MEANSOF DEWATERING ASREQUIRED
TO INSTALLLIGHT POLE BASES
T/O GRADESEE ARCH.
REFER TO ELECTRICALDRAWINGS FOR POLE
12m HIGH MAX.
CONDUITS AS PERELECTRICAL DRAWINGS
80 CVR. ON STEEL
CONCRETE BASE TO BE FORMEDIN 610mm (24") FIBRE FROM 25mPa
CONCRETE TO BE WELLVIBRATED TO MINIMIZE VOIDS
75
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
As indicated S031
CONCRETE NOTES
TJW
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
1. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR
EXTENT,THICKNESS, AND DETAILS.
2. REINFORCE AS SHOWN ON STRUCTURAL OR ARCHITECTURAL PLANS
ANDSPECIFICATIONS, EXCEPT MINIMUM REINFORCING TO BE:
NON-STRUCTURAL CONCRETE TOPPINGON CONCRETE SLABS
FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL
TOABOVE.
3. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR
CONTROLJOINTS AND EXPANSION JOINTS, DETAILS, JOINT SPACING AND
PATTERN.UNLESS NOTED OTHERWISE, PROVIDE 25 mm DEEP SAWCUTS OR
TOOLEDJOINTS. MINIMUM SPACING OF JOINTS IN EACH DIRECTION IS 3000
mm.IF SAWCUTS ARE USED, DO NOT CUT REINFORCING AND MAKE THESAWCUTS
WITHIN 12 HOURS OF POURING.
4. PROVIDE 12 mm GAP (MIN.) ATEDGES TO ALLOW FOR EXPANSION.SEE
ALSO ARCHITECTURAL DETAILSAND REQUIREMENTS.
5. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR
JOINTFILLERS AND SLIP SHEETS, IF REQUIRED.
6. FIELD REVIEW OF ARCHITECTURAL TOPPING DETAILS SUCH
ASREINFORCING, JOINTS, JOINT SPACING, JOINT FILLER, SLIP SHEETS
ETC.,BY OTHERS, NOT BY RJC. CALL ARCHITECT TO SCHEDULE FIELD
REVIEWOF THOSE ELEMENTS.
CONCRETE SLABOR CONCRETETOPPING ONSTEEL DECK
2 SHEETS OF WWR 152 X 152 - MW9.1 X MW9.1 LAP 300OR 10M @ 500
EACH WAY AT MID-DEPTH OF TOPPING
1 SHEET OF WWR 152 X 152 - MW13.3 X MW13.3 LAP 300 OR2 SHEETS OF
WWR 152 X 152 - MW9.1 X MW9.1 LAP 300
UP TO50 mm
TEMPERATURE REINFORCING EACH WAY,SEE "SLAB NOTES".
125 mmOR GREATER
100 mm
75 mm
1 SHEET OF WWR 152 X 152 - MW9.1 X MW9.1 LAP 300
TOPPINGTHICKNESS REINFORCING (TO BE PLACED AT MID-DEPTH)
12 MIN.
1. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION,
EXTENT,AND THICKNESS OF HOUSEKEEPING PADS.
2. THIS DETAIL PROVIDES RESISTANCE TOHORIZONTAL (SLIDING) FORCES
ONLYFROM EARTHQUAKE LOADING ON PADAND EQUIPMENT.
ADDITIONALCONNECTIONS FOR UPLIFT FORCES FROMEQUIPMENT TO BE
DESIGNED ANDDETAILED BY SPECIALTY ENGINEER ANDWILL REQUIRE
ANCHORING THROUGH THEPAD AND INTO OR THROUGH THESTRUCTURAL
SLAB.
TYPICAL MECHANICAL / ELECTRICALHOUSEKEEPING PAD DETAIL
PAD THICKNESS
-
FOR ADDITIONAL REQUIREMENTS SEE MASONRY SPECIFICATION AND
STRUCTURALDRAWINGS.
1. MASONRY WORK TO CSA S304.1 AND ITS REFERENCED
DOCUMENTS,INCLUDING:
A. CONCRETE BLOCK TO CAN/CSA-A165.1 TYPE H/15/A/M UNLESSNOTED
OTHERWISE (BASED ON NET AREA).
B. MASONRY WIRE REINFORCING TO CSA G30.5.
C. GROUT PREPARED OFF SITE SHALL BE COURSE PREPARED BYPROPERTY
SPECIFICATION IN ACCORDANCE WITH CAN/CSA-A179.
- MINIMUM 28 DAY COMPRESSIVE STRENGTH - 12.5 MPa- SLUMP 200 mm
MINIMUM TO 250 mm MAXIMUM.- GROUT SHALL BE FINE WHERE MAXIMUM GROUT
SPACE IS
LESS THAN 50 mm IN ANY DIRECTION.- TESTING SHALL BE IN
ACCORDANCE WITH CAN/CSA-A179
AND ITS APPENDIX.
D. GROUT PREPARED ON SITE SHALL BE PREPARED BY
PROPORTIONSPECIFICATION IN ACCORDANCE WITH CAN/CSA-A179.
E. MORTAR SHALL BE TYPE S PREPARED BY PROPORTIONSPECIFICATION IN
ACCORDANCE WITH CAN/CSA-A179.
- PORTLAND CEMENT-LIME MIX FORMULATION- TYPE 10 PORTLAND CEMENT-
TYPE S HYDRATED LIME.
F. CONNECTIONS TO CAN/CSA-A370.
G. PRACTICE TO CAN/CSA-A371.
H. REINFORCING BARS TO CAN/CSA-G30.18 - 400 MPa.
2. LAPS: WIRE REINFORCING ----------- 200 mm10M BARS
-------------------------- 400 mm15M BARS
-------------------------- 700 mm20M BARS
-------------------------- 1000 mm
3. PROVIDE CLEANOUTS FOR ALL CELLS TO BE REINFORCED AND
FILLEDWITH GROUT. REPEAT CLEANOUTS ABOVE BOND BEAM. THESE CELLSTO
BE KEPT CLEAR AND CLEAN OF MORTAR.
4. FILL BOND BEAMS AND CELLS CONTAINING VERTICAL REINFORCING
ANDBOLTS WITH GROUT, VIBRATE OR PUDDLE TO COMPLETELY FILL CELLS
5. FILL CELLS IN 2400 mm LIFTS OR BETWEEN BOND BEAMS, WHICH
EVERLESSER.
6. CONTROL JOINTS SHALL BE PLACED AT MAXIMUM SPACING OF 6000
mmUNLESS NOTED OTHERWISE.
7. BOND BEAMS SHALL BE CONTINUOUS AT CONTROL JOINTS UNLESS
NOTEDOTHERWISE.
8. PROVIDE 10M STARTER DOWELS AT ALL VERTICAL REINFORCING,
UNLESSNOTED OTHERWISE. EMBED 300 mm MINIMUM, UNLESS NOTED
OTHERWISE.
9. NO MASONRY WORK SHALL BE PERMITTED WITH THE TEMPERATUREBELOW
5C, UNLESS PROVISIONS ARE MADE FOR HEATING THE MATERIALSAND THE
WORK.
10. CALL RJC FOR FIELD REVIEW PRIOR TO POURING CONCRETE OR
GROUT.
11. U.N.O. FOR TOP CONNECTION DETAILS, SEE STANDARD DETAILS
ONSTRUCTURAL DRAWINGS.
12. TIE MASONRY UNITS TO ADJACENT CONCRETE WALLS OR COLUMNS
WITHDOVETAIL ANCHORS AND EMBEDDED SLOTS. ANCHORS TO BE"STANDARD"
DOVETAIL - t = 1.5 mm @ 600 O/C.
13. REINFORCEMENT - GENERAL
A. VERTICAL REINFORCEMENT:
UNLESS NOTED OTHERWISE, PROVIDE 1-15M FULL HEIGHT AT:
- UNSUPPORTED ENDS OF WALLS, CORNERS, ANDINTERSECTIONS
- EACH SIDE OF DOORS AND OTHER OPENINGS.
B. HORIZONTAL REINFORCEMENT:
UNLESS NOTED OTHERWISE, PROVIDE CONTINUOUS BOND BEAMS(REINFORCED
WITH 1-15M) AT MAXIMUM VERTICAL INTERVALS OF2400 mm O/C AND AT
UNDERSIDE OF EACH FLOOR, ROOF, AND ATTOP OF PARAPETS. ALSO PROVIDE
BOND BEAMS AT TOP ANDBOTTOM OF OPENINGS AND EXTEND 600 mm PAST
CORNERS.REINFORCE BOTTOM BOND BEAM WITH 1-15M. REINFORCE TOPBOND
BEAM AS FOLLOWS:
- SPANS LESS THAN 1500 mm: 200 mm DEEP BOND BEAM C/W 1-15M FULL
LENGTH.
- SPANS 1500 mm TO 3000 mm:400 mm DEEP BOND BEAM C/W 2-15M FULL
LENGTH.
14. REINFORCEMENT - IN ADDITION TO THAT NOTED IN (13)A. VERTICAL
REINFORCEMENT:
WALL THICKNESS MAXIMUM HEIGHT NON LOAD BEARING
150 mm 4200 mm 15M @ 800200 mm 5500 mm 15M @ 1200
B. HORIZONTAL REINFORCEMENT:
LADDER REINFORCEMENT MW11.1 @ 400 O/C.
MASONRY1. FOR ADDITIONAL REQUIREMENTS SEE MASONRY SPECIFICATION
AND
STRUCTURAL DRAWINGS.
2. MASONRY WORK SHALL CONFORM TO CSA S304.1 AND ITS
REFERENCEDDOCUMENTS, INCLUDNG:
A. CONCRETE BLOCK TO CAN/CSA-A165.1, TYPE H15/A, UNLESS
NOTEDOTHERWISE ON SCHEDULE (BASED ON NET AREA).
B. MORTAR TO CAN/CSA-A179, TYPE 'S' FOR ALL WALLS.C. GROUT TO
CAN/CSA-A179.D. MASONARY WIRE REINFORCING TO CSA G30.5.E.
REINFORCING BARS TO CAN/CSA-G30.18 - 400 MPa.F. WELDED REINFORCING
BARS TO CAN/CSA-G30.18 - 400 MPa.G. CONNECTIONS TO CAN/CSA-A370.H.
PRACTICE TO CAN/CSA-A371.
3. STRUCTURAL DRAWINGS INDICATE ONLY LOAD-BEARING WALLS.DESIGN
IS BASED ON ENGINEERING ANALYSIS ACCORDING TO CSA S304.1.
4. FILL BLOCK CORES UNDER ALL CONCENTRATED LOADS WITH 20
MPaCONCRETE GROUT TO A DEPTH OF AT LEAST 400 mm MEASURED DOWNFROM
THE BEARING.
5. PROVIDE HEAVY DUTY LADDER TYPE OR TRUSS TYPE
MASONRYREINFORCING (4.76 mm DIAMETER) IN HORIZONTAL JOINTS EVERY
SECONDCOURSE (400 mm) UNLESS NOTED OTHERWISE IN SCHEDULE.
6. PROVIDE LINTELS OVER ALL OPENINGS IN WALLS. SEE LINTEL
SCHEDULE,UNLESS NOTED OTHERWISE ON PLAN. CONNECT BACK TO BACK
ANGLESTOGETHER AT 500 mm O/C MAXIMUM. PROVIDE 150 mm MINIMUM
ENDBEARING FOR LINTELS.
7. PROVIDE 1-15M CONTINOUS IN TOP COURSE OF WALL UNDER BEAM
ORJOIST BEARING AND FILL CELLS SOLID WITH 20 MPa CONCRETE
GROUT.
8. LAPS: WIRE REINFORCEMENT ------ 200 mm10M BARS
-------------------------- 600 mm15M BARS
-------------------------- 750 mm20M BARS
-------------------------- 1100 mm
9. UNLESS NOTED OTHERWISE, PROVIDE 2-15M VERTICAL BARS
FULLHEIGHT AT:
A. UNSUPPORTED ENDS OF WALLS.B. EACH CORNER AND AT
INTERSECTIONS.C. EACH SIDE OF DOORS AND OTHER OPENINGS.
10. PROVIDE 1-15M IN EACH CELL OF ALL PIERS AND PILASTERS
UNLESSOTHERWISE NOTED. ALL VERTICAL REINFORCING SHALL BE
CONTINUEDTO WITHIN 50 mm OF TOP OF THE WALL.
11. PROVIDE CLEANOUTS FOR ALL CELLS TO BE REINFORCED,
REPEATCLEANOUTS ABOVE BOND BEAMS.
12. FILL CELLS CONTAINING VERTICAL REINFORCING AND BOLTS WITH 20
MPaCONCRETE (10 mm AGGREGATE, 180 mm SLUMP) VIBRATE OR PUDDLE
TOFILL CELLS COMPLETELY.
13. FILL CELLS IN 1200 mm LIFTS OR BETWEEN BOND BEAMS,
WHICHEVERIS LESS.
14. CONTROL JOINTS SHALL BE INSTALLED AT MAXIMUM SPACING OF 9000
mm,IF NOT OTHERWISE SHOWN ON DRAWINGS.
15. CONTROL JOINTS AND EXPANSION JOINTS SHALL BE CONTINUED
THROUGHBOND BEAMS IF NOT OTHERWISE SHOWN.
16. OUTSIDE FACE OF EXTERIOR WALLS SHALL BE WATERPROOFED AS
PERSPECIFICATIONS AND ARCHITECTURAL DRAWINGS.
17. NO MASONRY WORK SHALL BE PERMITED WITH TEMPERATURE BELOW5
CELSIUS, UNLESS PROVISIONS ARE MADE FOR HEATING THE MATERIALSAND
PROTECTING THE WORK.
18. PROVIDE 15M @ 1200 mm O/C FULL HEIGHT FOR ALL LOAD
BEARINGMASONRY WALLS, UNLESS NOTED OTHERWISE.
19. PROVIDE 1200 mm STARTER DOWELS TO MATCH ALL
VERTICALREINFORCING, UNLESS NOTED OTHERWISE.
20. LOAD BEARING MASONRY IS SHOWN THUS ON PLAN.
LOAD BEARING MASONRYSUPPORT DETAILS AT TOP OFBLOCK WALLS
NOTE: ALL CONNECTIONS TO BE AT FILLED VERTICAL CELLS AT 1200 mm
O/C MAXIMUM UNLESS NOTED OTHERWISE.
L102x76x6.4X 150 LONG (L.L.H.)
BOTTOM OF DOWEL
L102x102x6.4 X 200 LONGEACH SIDE
O.W.S.J. OR STEEL BEAM
6 mm BENT PLATEX 200 WIDE C/W2-13 mm WEDGE ANCHORS@ 150. EMBED
50
(AT EDGES OF SLABS)
CONC. SLABCONCRETE SLAB
20 mm REDI-RODOR THREADED REBARDOWEL INSIDEPLASTIC SLEEVE
TOALLOW FOR VERTICALMOVEMENT.
THREADED INSERT CAST INTO U/S SLAB(THESE INSERTS MAY BE REPLACED
BY WEDGEANCHORS, OR DOWELS GROUTED INTO 100 mmDEEP PREDRILLED HOLES
USING THE HILTI-HITSYSTEM)
PL 5x150 XLENGTH TO SUITC/W 2-10 mm WEDGE ANCHORS.EMBED 50
NOTE: ALL CONNECTIONS TO BE AT 1200 mm O/C MAXIMUM U.N.O.
5 mm BENT PLATE X200 LONG EACH SIDE
PL 5x150 XLENGTH TO SUIT
Mf=0.5 kN-m
Af=1
0 kN
Mf=0.5 kN-m
L76x76x4.8BEAM BRACE
STEEL BEAM OR JOIST
JOIST OR BEAMS
L152x102x7.9 X 120 LONG
ROOF DECK
C100x8 (TOES UP)
L102x102x6.4 X 200 LONGEACH SIDE
SEE ARCHITECT FORFIRESTOPPING IN GAP
NOTE: ALL CONNECTIONS TO BE AT FILLED VERTICAL CELLS AT 1200 mm
O/C MAXIMUM UNLESS NOTED OTHERWISE.
FILLEDVERTICAL CELL
DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND
BEAM PLACED.
FILLED VERTICAL CELL
ALTERNATE 4ALTERNATE 3
ALTERNATE 1 ALTERNATE 2
FOR CONCRETE SLABS AND CONCRETE TOPPING ONSTEEL DECK
FOR O.W.S.J. OR STEEL BEAMS PERPENDICULAR TO WALL
FOR STEEL BEAMS
FOR O.W.S.J. OR STEEL BEAMS PARALLEL TO WALL
50 CL
R.
CONTINUOUS BOND BEAMFILLED WITH GROUT R/W1-15M CONT.
6
50 CL
EAR
5TYP.
5 TYP.
CONTINUOUS BOND BEAMFILLED WITH GROUT R/W1-15M CONT.
DRY PACK AT VERTICAL BARAS LAST ROW OF BLOCKSPLACED AFTER BOND
BEAMPLACED
NOTE: ALL CONNECTIONS TO BE AT FILLED VERTICAL CELLS AT 1200 mm
O/C MAXIMUM UNLESS NOTED OTHERWISE.
5
CLR.20
FILLEDVERTICAL CELL
L76x76x4.8X 100 LONGEACH SIDE
FILLEDVERTICALCELL
Af=1
0 kN
STEEL BEAMOR JOIST
L76x76x4.8BEAM BRACE
STEEL BEAMOR JOIST
20 CL
EAR
102
76
CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.
5TYP.75
GAP20
FILLEDVERTICALCELL
50
150
DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND
BEAM PLACED.CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.
GAP20
165
20 mm GAP AT
20 G
AP
20 G
AP
50
FILLEDVERTICALCELL
DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND
BEAM PLACED.CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.
CONCRETE TOPPINGON STEEL DECK
CONCRETE TOPPING ON STEEL DECKOR CONCRETE SLAB
5TYP. 75
L102x76x6.4 X 150 LONGEACH SIDE C/W 2-10 mm WEDGE ANCHORS.EMBED
50 mm
FILLED VERTICALCELL
L76x76x4.8X 100 LONGEACH SIDE
76
102
50
76
PLAN SECTION TAKEN THROUGH BOND BEAM.
SPACE CONTROL JOINTS AT 10000 mm O/C MAXIMUM UNLESS NOTED
OTHERWISEON PLAN.
TYPICAL MASONRY WALL CONTROL JOINT
CONTROL JOINT
1-15M VERT. EACH SIDE OF JOINT.FILL VERTICAL CELL WITH
CONCRETE
BOND BEAM HORIZ. REINF. TO BECONTINUOUS THROUGH JOINT U.N.O.
1. SEE ARCHITECTURAL DRAWINGS FOR BRICK VENEERS. UNLESS
NOTEDOTHERWISE 90 mm BRICK VENEERS SHALL BE SUPPORTED AT BOTTOMBY
DIRECT BEARING ON CONCRETE SLAB OR CORBEL (IF SHOWN ONSTRUCTURAL
DRAWINGS) OR ON A STEEL LEDGER ANGLE (SEE BELOW).
ARCHITECTURAL BRICK VENEER (U.N.O.)
2. SEE ARCHITECTURAL DRAWINGS FOR LATERAL SUPPORT OF BRICKVENEER
TO WALL BEHIND (CONCRETE, CONCRETE BLOCK, STEEL STUD ORTIMBER
STUD)
3. CORROSION PROTECTION OF LEDGER ANGLES SHALL BE
HOT-DIPGALVANIZING. AFTER WELDING GRIND SMOOTH ALL WELDS.
AFTERWELDING OR BOLTING THE ANGLE IN PLACE, COAT ALL
NON-GALVANIZEDSTEEL (EXPOSED PORTION OF EMBED PLATES, WELDS AND
BOLT HEADS)WITH GALVACON.
4. SEE ARCHITECTURAL DRAWINGS FOR BRICK SUPPORTS IN
CASESDIFFERENT THAN THE GENERIC EXAMPLES SHOWN ABOVE. SHOP
DRAWINGSSHOWING ALL STEEL SUPPORTS FOR BRICK VENEER SHALL BE
SUBMITTEDFOR REVIEW.
AT WALLS
AT SLABS
MIN
.
300
MAX.125
(TO
NE
XT SU
PPO
RT AN
GLE
)58
00 M
AX. BR
ICK
HEIG
HT
L 102x102x9.5 CONT.BRICK ANGLE
BRICK VENEER SEE ARCH. FORLOCATIONS & EXTENTS
KNIFE PL. 10x125 @ 1500 O.C. MAX.
PL.13x100x175 LG.C/W 2-13 x 150 LG. N.STUDS @ 125 O.C.
50 M
IN. TO
CO
NC. SL
A B15
0 M
IN. TO
SO
ILSEE ARCH. FORU/S BRICK ELEV.
L 102x102x9.5 CONT.BRICK ANGLE
BRICK VENEER SEE ARCH.FOR LOCATIONS & EXTENTS
KNIFE PL. 10x125@ 1500 O.C. MAX.
SEE ARCH.FOR U/SBRICKELEV.
MAX.125
(TO
NE
XT SU
PPO
RT AN
GLE
)48
50 M
AX. BR
ICK
HEIG
HT
.
CONTRACTIONGAPSEE ARCH.
L152x152x9.5 CONT.CLOSURE ANGLE
2-10M x 900 LG. D.B.A @ 100 O.C.
STEEL BEAMSEE PLAN
8 THK. STIFF. PL. TYP. E.S.TO MATCH KNIFE PL. LOCATIONS
L51x51x6.4COMP. STRUT(Cf = 30kN)
WELD COMP.STRUT TO TOPCHORD OF JOIST
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
As indicated S040
MASONRY NOTES
TJW
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
1. STRUCTURAL STEEL SECTIONS SHALL BE NEW AND CONFORM TO
THEFOLLOWING:
A. WIDE FLANGE BEAMS AND WWF SECTIONS --- CSA G40.21 350WB.
MISCELLANEOUS ROLLED SECTIONS
(EXCEPT WIDE FLANGES) ---------------------------- CSA G40.21
300WC. HOLLOW STRUCTURAL SECTIONS
(CLASS C U.N.O.) ---------------------------------------- CSA
G40.21 350WD. ROLLED PLATES
----------------------------------------- CSA G40.21 300WE. BOLTS
(SEE PLANS AND DETAILS) ----------------- ASTM A325 OR
ASTM A490F. STRUCTURAL STEEL ANCHOR RODS (U.N.O.) -- ASTM
F1554
GRADE 36 MINIMUMG. REINFORCING BAR ANCHOR BOLTS ---------------
CAN/CSA-G30.18R,
GRADE 400
2. DESIGN FORCES INDICATED ON DRAWINGS FOR STRUCTURAL STEELWORK
ARE FACTORED FORCES UNLESS NOTED OTHERWISE.FORCES ARE VERTICAL
SHEAR FORCES U.N.O.
METRIC
A. FORCES ----------------------------------------------------
kNB. MOMENTS -------------------------------------------------
kN-mC. LINE LOADS -----------------------------------------------
kN/mD. DISTRIBUTED LOADS ---------------------------------- kPa
SEE "GENERAL NOTES - LOADS" FOR DEFINITIONS AND VALUES OFLIVE
LOAD, DEAD LOAD AND SUPERIMPOSED DEAD LOAD. SEE ALSOPLANS FOR OTHER
LOAD/FORCE REQUIREMENTS.
3. ALL CONNECTIONS TO BE DESIGNED BY FABRICATOR UNLESS
NOTEDOTHERWISE. ALL BEAM CONNECTIONS TO BE STANDARD FRAME
BEAMCONNECTIONS OR EQUIVALENT, UNLESS NOTED OTHERWISE.
4. CONNECTIONS AND SPLICES NOT SHOWN ON THE STRUCTURAL
DRAWINGSBUT REQUESTED BY THE FABRICATOR MUST BE ACCEPTABLE TO
RJCAND DETAILED ON THE SHOP DRAWINGS. TESTING OF THESECONNECTIONS
SHALL BE AT THE DISCRETION OF RJC AND TO THECONTRACTORS
ACCOUNT.
5. FABRICATION, ERECTION, STRUCTURAL DESIGN, AND DETAILING OF
ALL STEEL SHALL BE IN ACCORDANCE WITH CAN/CSA-S16.
6. FILLET WELDS SHALL BE 5 mm MINIMUM U.N.O.
7. BOLTS SHALL BE A325 19 mm MINIMUM U.N.O.
8. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS IN
EACHCONNECTED PIECE AND BE DESIGNED AS BEARING CONNECTIONS,
U.N.O.
9. ALL WELDED HEADED STUDS AND WELDED DEFORMED BAR ANCHORSSHALL
BE INSTALLED AS PER THE MANUFACTURERS SPECIFICATIONSAND
RECOMMENDATIONS OR SHOP FILLET WELDED. ANY FIELD FILLETWELDED
DEFORMED BARS OR STUDS WILL BE REJECTED. SEE PLANS,SECTIONS,
DETAILS, AND SCHEDULES FOR LOCATIONS ETC., THECONTRACTOR SHALL
CO-ORDINATE THE DESIGN, SUPPLY, ANDINSTALLATION OF ALL STUDS AND
ANCHORS, INCLUDING, BUT NOTLIMITED TO STUDS AND DEFORMED BAR
ANCHORS ON COMPOSITEBEAMS, DRAG STRUTS, EMBEDDED PLATES, ETC.
10. UNLESS NOTED OTHERWISE, COLUMN CAP PLATES SHALL BE 16 mm
THICKAND COLUMN BASE PLATES SHALL BE 20 mm MINIMUM THICK.
11. PROVIDE 6 mm CAP PLATES FOR ALL HSS MEMBERS U.N.O.
12. CONNECTION DETAILS SHOWN ON THE STRUCTURAL DRAWINGS SHALLNOT
BE ALTERED BY THE CONTRACTOR WITHOUT WRITTEN APPROVALFROM READ
JONES CHRISTOFFERSEN LTD.
13. THIS SYMBOL: MEANS BEAM IS MOMENT CONNECTED
THROUGHSUPPORTING BEAM OR COLUMN. PROVIDE FULLSTRENGTH MOMENT
CONNECTION U.N.O.
14. FRAME ROOF AND FLOOR OPENINGS GREATER THAN 450 mm
INACCORDANCE WITH THE DETAILS IN THE GENERAL NOTES UNLESS
NOTEDOTHERWISE ON THE PLANS.
15. UNLESS NOTED OTHERWISE ON THE PLANS, REFER TO THE DETAILSIN
THE GENERAL NOTES FOR FRAMING FOR SUPPORT OF ROOF TOPMECHANICAL
EQUIPMENT.
16. STEEL TO BE EXPOSED IN FINISHED WORK SHALL BE
CLEANED,PREPARED, PRIMED AND PAINTED IN ACCORDANCE WITH CSA
STANDARDS16 AND THE ARCHITECTURAL DRAWINGS AND PAINTING
SPECIFICATION.
17. DESIGN DRAWINGS INCLUDE ARCHITECTURAL, MECHANICAL,
ANDELECTRICAL DRAWINGS. SEE ALSO ARCHITECTURAL DRAWINGS FORROOF AND
FLOOR ELEVATIONS, ROOF SLOPES, EDGE DETAILS, ANDADDITIONAL
DIMENSIONS AND DETAILS. WHERE ELEVATIONS, ROOFSLOPES, ETC., ARE
SHOWN ON THE STRUCTURAL DRAWINGS, THEY MUSTBE CONFIRMED WITH THE
ARCHITECTURAL DRAWINGS.
18. UNLESS NOTED OTHERWISE, DO NOT OVERSIZE HOLES IN STEEL TO
FITANY ANCHOR LOCATIONS. FOR COLUMN BASE PLATE HOLES, UNLESSNOTED
OTHERWISE ON DRAWINGS, FOLLOW STANDARD PRACTICE WHICHIS TO USE
SLIGHTLY OVERSIZED HOLES. USE 6 mm OVERSIZED HOLEDIAMETER FOR
COLUMN ANCHOR RODS UP TO AND INCLUDING27 mm DIAMETER, AND 12 mm
OVERSIZED HOLE DIAMETER FOR COLUMNANCHOR RODS GREATER THAN 27 mm
DIAMETER.
19. GENERAL SEISMIC REQUIREMENTS
A. WHERE CONNECTION FORCES ARE NOT SHOWN ON THE DRAWINGS,THE
CONNECTION DESIGN SHALL SATISFY THE REQUIREMENTS OFCAN/CSA-S16 -
CLAUSE 27.
B. STEEL IN THE ENERGY DISSAPATION SYSTEM SHALL SATISFY
THELIMITS OF Fy, Fu, AND CHARPY V-NOTCH IMPACT REQUIREMENTSAS NOTED
IN CAN/CSA-S16 - CLAUSE 27.1.5.
C. WELDS AND WELD MATERIAL SHALL SATISFY CAN/CSA-S16 -CLAUSE
27.1.5.3 (CHARPY REQUIREMENTS).
D. BOLTED CONNECTIONS SHALL SATISFY CAN/CSA-S16 - CLAUSE
27.1.6.
STRUCTURAL STEEL1. UNLESS NOTED, BEAM AND GIRDER CONNECTIONS TO
EMBEDDED PLATES
SHALL BE DOUBLE ANGLE FRAMING CONNECTIONS WELDED TO THEBEAM WEB
THUS:
STEEL BEAMS AND GIRDERS
2. UNLESS NOTED OTHERWISE ALL CONNECTIONS FOR BEAMS ANDGIRDERS
SHALL BE DESIGNED FOR A SHEAR BASED ON THE MEMBER'SFULL MOMENT
RESISTANCE CAPACITY RELATED TO A UNIFORM LOADON A SIMPLE SUPPORTED
SPAN.
3. STEEL BEAM CAMBERS SHOWN THUS 75 MEAN CAMBER BEAMS 75 mmAT
CENTRE.
4. TOP FLANGES OF BEAMS TO BE FREE OF ALL PAINT, DIRT, HEAVY
RUST,MILL SCALE, SAND AND OTHER MATERIALS WHICH WILL INTERFERE
WITHWELDING OF STUD SHEAR CONNECTIONS AND STEEL DECK TO BEAMS.
5. BEAMS NOTED AS COMPOSITE ON THE DRAWINGS REQUIRE STUD
SHEARCONNECTIONS, SEE ALSO SHEAR CONNECTOR NOTES. SEE ALSO
PLANS,SECTIONS, DETAILS AND SCHEDULES FOR STUDS SHOWN
ONBEAMS/GIRDERS/DRAG-STRUTS ETC. OTHER THAN COMPOSITE BEAMS.THE
CONTRACTOR SHALL CO-ORDINATE THE DESIGN, SUPPLY, ANDINSTALLATION OF
ALL STUDS.
6. UNLESS NOTED OTHERWISE WHERE BEAMS SIT OVER COLUMNS,
PROVIDEFULL HEIGHT, FULL WIDTH PL 10 STIFFENERS EACH SIDE OVER
COLUMN.
STIFFENER TO START AT FILLET (TYP.) U.N.O.
Mf = Vf x e
MfVf
HSS COLUMNMIN. 4 BOLTS THRU.BEAM FLANGE ANDTOP PL 16
PL 10 STIFFENEREACH SIDE
WF COLUMN
2-PL 10 STIFFENERSEACH SIDE
2DSLOTTED HOLE FORERECTION BOLT
D
1. BEAMS AND GIRDERS DENOTED ON THE DRAWINGS AS COMPOSITE
BEAMSREQUIRE SHEAR STUD CONNECTORS. THE CONTRACTOR SHALLCO-ORDINATE
THE DESIGN, SUPPLY, AND INSTALLATION OF THE STUDS,WHETHER SHOP OR
FIELD APPLIED, AND WHETHER APPLIED THROUGHSTEEL DECK OR TO BARE
BEAMS. SEE ALSO REQUIREMENTS OF THESPECIFICATIONS.
2. UNLESS OTHER SYSTEMS ARE APPROVED IN ADVANCE BY RJC, ALL
SHEARCONNECTORS SHALL BE HEADED STUD-WELDED SHEAR
CONNECTORS,INSTALLED AS PER THE MANUFACTURER'S SPECIFICATIONS,
ORSHOP FILLET WELDED. FIELD FILLET WELDED STUDS WILL BE
REJECTED.
3. REMOVE WATER BETWEEN DECK LAPS AND BETWEEN DECK ANDSUPPORTING
STEEL BEFORE FIELD APPLYING STUDS.
4. SHEAR CONNECTION INDICATED ON THE DRAWINGS IS THE
TOTALFACTORED LOAD TO BE TRANSFERRED TO THE BEAM OVER ITS
ENTIRELENGTH, U.N.O. DESIGN OF THE STUDS IS BY THE CONTRACTOR.
5. SHEAR CONNECTORS ARE TO BE UNIFORMLY SPACED UNLESS
OTHERWISENOTED, AND STAGGERED ABOUT BEAM WEB WHERE POSSIBLE.
6. MINIMUM STUD HEIGHT SHALL BE THE GREATER OF:
4 X STUD DIAMETER, ORSTEEL DECK DEPTH + 2 X STUD DIAMETER.
7. MAXIMUM STUD HEIGHT SHALL MAINTAIN REQUIRED CONCRETE COVER
TOTOP OF STUD.
8. MAXIMUM STUD DIAMETER SHALL BE 2.5 X THICKNESS OF
SUPPORTINGSTEEL.
9. STUDS SHALL BE PLACED IN BOTTOM FLUTES OF STEEL DECK ON THE
SIDECLOSEST TO THE NEAREST END OF THE BEAM.
SHEAR CONNECTORS - COMPOSITE BEAMS
10. MINIMUM DISTANCE TO EDGE OF FLANGE SHALL BE 2 X STUD
DIAMETER.
11. MINIMUM SPACING BETWEEN STUDS (LATERAL OR LONGITUDINAL)SHALL
BE 4 X STUD DIAMETER. MAXIMUM SPACING SHALL BE 600 mm.
NEAREST ENDOF BEAM
TYPICAL TENSION SPLICE FOR ANGLES
TO SUI
T
TO SUI
T
ALTERNATE 1
ALTERNATE 2
CONTINUOUS ANGLE
BENT PLATE SPLICE. SIZE AND CONNECTFOR TENSION CAPACITY OF ANGLE
ORFOR TENSION FORCES SHOWN ONDRAWINGS.
SPLICE BARS. SIZE AND CONNECT FORTENSION CAPACITY OF ANGLE OR
FORTENSION FORCES SHOWN ON DRAWINGS.
CONTINUOUS ANGLE
TO SUIT BOTH ENDS
TO SUIT BOTH ENDS
MINIMUM BEND RADIUS FORSTEEL PLATES
"R"
"T" (PLATE THICKNESS)0 mm TO 6 mm6 mm TO 12 mm 4 x "T"
3 x "T""R" (MINIMUM INSIDE RADIUS)
"T"
1. SEE ALSO MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGSFOR
ALL OPENINGS IN DECK.
2. U.N.O. REINFORCE OPENINGS WITHOUT MECHANICAL UNITSBETWEEN 150
mm TO 450 mm MAXIMUM DIMENSIONWITH L76x76x4.8 X 1200 mm LONG. WELD
TO EVERY FLUTE.
3. TYPICAL DETAILS FOR SMALL MECHANICAL UNITS AND/OR OPENINGS
INDECK UNLESS NOTED OTHERWISE ON PLANS AND DETAILS:
TYPICAL FRAMING AROUND OPENINGSIN STEEL DECK WITHOUTCONCRETE
TOPPING - U.N.O.
CONNECT ANGLES FOR MAXIMUM FACTORED VERTICAL LOAD OF 6 kN.
4. WHERE AN OPENING IN DECK IS UNDER A MECHANICAL UNIT AND
ISSMALLER THAN THE FRAMING REQUIRED TO SUPPORT THE MECHANICALUNIT,
REINFORCE THE OPENING WITH L76x76x4.8 ON ALL FOUR SIDESSPANNING
BETWEEN THE MECHANICAL UNIT SUPPORT MEMBERS.SEE NOTE 3, PLANS AND
DETAILS FOR MECHANICAL UNIT SUPPORT FRAMING.
50
'C'
'D' 'C'
TO MATCH'C' DEPTH
BEAM ORO.W.S.J.
6 mmANGLE
TO MATCHWIDTH OFSUPPORTINGMEMBER
'C' WIDTH+ 75 mm
I.E.
150 X 150 TO450 X 450
450 X 450 TO1500 X 1500450 X 450 TO1500 X 900
450 X 900 TO1500 X 1500
MECH. UNIT OROPENING SIZE
'A' x 'B'L76x76x6.4
L102x102x6.4
ANGLE 'C'
0.25 kN TO1.0 kN
NO UNIT
LESS THAN OREQUAL TO 2 kN
(1500 mm MAX. HIGH)LESS THAN OREQUAL TO 2 kN
(1500 mm MAX. HIGH)
MECHANICAL UNITWEIGHT
(SPECIFIED)
L102x102x6.4
L102x102x6.4 L102x102x6.4
L76x76x6.4
L76x76x4.8
L76x76x4.8
ANGLE 'D'
'A'
2200
M
AX.
(1500 MAX.)'B'
1. DRAWINGS
A. SEE ALSO REQUIREMENTS IN ARCHITECTURAL AND STRUCTURALPLANS,
DETAILS, AND SPECIFICATIONS, WHICH MAY HAVE MORERIGOROUS
REQUIREMENTS THAN NOTED BELOW.
B. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS AND EXTENTSOF
'ARCHITECTURALLY EXPOSED STRUCTURAL STEEL'.
2. FABRICATION
A. SHALL BE PERFORMED WITH SPECIAL CARE AND
NECESSARYSTRAIGHTENING TO MAINTAIN THE CONDITION OF THE
MATERIAL.
B. SHOP DETAILS SHALL SHOW CLEARLY THE REQUIRED
FABRICATIONTOLERANCES. ERECTION PLANS AND/OR ANCHOR BOLT PLANS
SHALLSHOW THE REQUIRED TOLERANCES FOR SETTING EMBEDDED ITEMS.
C. ALL COPES, MITRES AND BUTT CUTS IN SURFACES EXPOSED TOVIEW
SHALL BE MADE WITH UNIFORM GAPS OF 3 mm IF SHOWNBY THE ARCHITECT TO
BE OPEN JOINTS, OR IN UNIFORM CONTACTIF SHOWN WITHOUT A GAP.
3. WELDING
A. FILLET WELDS
FACES OF WELDS EXPOSED TO VIEW SHALL HAVE AS-WELDEDSURFACE THAT
ARE REASONABLY SMOOTH AND UNIFORM.NO FINISHING OR GRINDING SHALL BE
REQUIRED EXCEPT WHERECLEARANCES OR FIT OF OTHER ITEMS MAY SO
NECESSITATE, OR ASSPECIFICALLY REQUIRED BY DESIGN DRAWINGS (SEE
ITEM 1 ABOVE).
B. BUTT AND PLUG WELDS
FACES OF BUTT AND PLUG WELDS EXPOSED TO VIEW SHALL HAVEAS-WELDED
SURFACES THAT ARE REASONABLY SMOOTH ANDUNIFORM AND SHALL NOT
PROJECT MORE THAN 1.5 mm ABOVESURFACES JOINED. NO FINISHING OR
GRINDING SHALL BE REQUIREDEXCEPT WHERE CLEARANCES OR FIT OF OTHER
ITEMS MAY SONECESSITATE, OR AS SPECIFICALLY REQUIRED BY
DESIGNDRAWINGS (SEE ITEM 1 ABOVE).
4. PAINTING
A. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS
ANDSPECIFICATIONS
B. SURFACES WITHIN 50 mm OF ANY FIELD WELD LOCATION SHALL BEFREE
OF MATERIALS THAT WOULD PREVENT PROPER WELDING ORPRODUCE
OBJECTIONABLE FUMES WHILE WELDING IS BEING DONE.IF SHOP PAINTED,
SURFACES TO BE WELDED SHALL BE WIREBRUSHED IN THE FIELD BEFORE
WELDING TO REDUCE THE PAINTFILM TO A MINIMUM.
5. ERECTION
A. THE ERECTOR SHALL USE SPECIAL CARE IN UNLOADING, HANDLING,AND
ERECTING THE STEEL TO AVOID BENDING, TWISTING, OROTHERWISE
DISTORTING THE STEEL MEMBERS. THE ERECTORSHALL HANDLE THE MATERIAL
IN SUCH A WAY AS TO MINIMIZE THEDAMAGE TO SHOP COAT OF PAINT.
B. THE ERECTOR SHALL PLAN AND EXECUTE THE ERECTION IN SUCHA WAY
THAT THE CLOSE FIT AND NEAT APPEARANCE OF THE JOINTSAND THE
STRUCTURE AS A WHOLE WILL NOT BE IMPAIRED.
C. IF TEMPORARY BRACES OR ERECTION CLIPS ARE EMPLOYED,CARE SHALL
BE TAKEN TO AVOID UNSIGHTLINESS UPON REMOVAL.TACK WELDS SHALL BE
GROUND SMOOTH AND HOLES SHALL BEFILLED WITH WELD METAL OR BODY
SOLDER AND SMOOTHED BYGRINDING OR FILING.
D. PAINT ALL AREAS SCRATCHED, MARRED, OR LEFT UNPAINTED
FORERECTION PURPOSES.
ARCHITECTURALLY EXPOSEDSTRUCTURAL STEEL NOTES - U.N.O.
Checked By:
Drawn By:
Scale:
Date:
Drawing Title
Project:
Client:
Prime Consultant
Architectural Consultant
Structural Consultant
Mechanical/Electrical Consultant
Civil Consultant
Seal North
1. All drawings, plans, models, designs, specifications and
other documents prepared by Read Jones Christoffersen Ltd.
("R.J.C.") and used in connection with this project are instruments
of service for the work shown in them (the "Work") and as such are
and remain the property of R.J.C. whether the Work is executed or
not, and R.J.C. reserves the copyright in them and in the Work
executed from them, and they shall not be used for any other work
or project.2. These drawings are "design drawings" only.
They may not be suitable for use as shop drawings. Use of these
drawings as base drawings for "shop drawings" is not permitted
unless written permission containing certain conditions and
limitations is obtained from R.J.C.
The work "as constructed" may vary from what is shown on these
drawings.
3. Use of these drawings is limited to that identified in the
Issued/Revision column.
Do not construct from these drawings unless marked "issued for
Construction" by R.J.C. in the Issued/Revision column, and then
only for the parts noted.
The drawings shall not be used for "pricing / tender" unless so
indicated in the Issued/Revisions column. "Pricing" or "Costing"
drawings are not complete and any prices based on such drawings
must allow for this.
Drawing Notes:
MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd
Street S.E.Medicine Hat, Alberta T1A 8H2
NOV. 1, 2011
APEGGA PERMIT: P152
As indicated S050
STRUCTURAL STEELNOTES
TJW
REV. DESCRIPTION DATE
1 ISSUED FOR BUILDINGPERMIT
11-10-032 ISSUED FOR TENDER 12-02-02
-
STEEL DECK LAP OVERSUPPORTING MEMBERS
TYPICAL DETAIL ATSUPPORTING MEMBER WITHUNBROKEN TOP SURFACE
TYPICAL DETAIL ATMEMBER WITH
INTERRUPTED TOP SURFACE
STEEL DECK
LOCATION OF LINE OF WELDSDECK MAY OR MAY NOT HAVECONCRETE
TOPPING
50 MIN. 50 MIN. 25 25FROM O.W.S.J. SHOP DRAWINGSVARIES, MUST BE
DETERMINED
TYPICAL DECK SUPPORT AT COLUMNSSTEEL DECK ORIENTATIONHSS OR W
COLUMN. ORIENTATION OF W COLUMNMAY BE AS SHOWN OR ROTATED 90
L76x76x6.4 VERTICAL LEG DOWN
IF CONCRETE TOPPING USED PROVIDE SHEETMETAL CLOSURE TO CONTAIN
CONCRETE TOPPING
150 MINIMUM (TYPICAL)
5 TYPICAL
1. OPEN WEB STEEL JOISTS (O.W.S.J.) SHALL CONFORM TO
CAN/CSA-S16.2. DESIGN OF O.W.S.J. SHALL CONFORM TO CLAUSE 16 OF
CAN/CSA-S16
(LIMIT STATES DESIGN OF STEEL STRUCTURES) AND
CAN/CSA-S136(DESIGN OF LIGHT GAUGE STEEL STRUCTURAL MEMBERS), BASED
ONTHE LOADINGS INDICATED ON THE DRAWINGS AND LISTED BELOW.
3. O.W.S.J. SHALL BE DESIGNED FOR THE LOADS SHOWN ON THE
DRAWINGS.
4. IN ADDITION TO THE POINT LOADS CALLED FOR ON THE DRAWINGS
ANDIN THE GOVERNING BUILDING CODE, DESIGN O.W.S.J. FOR A 1.8
kNFACTORED ADDITIONAL POINT LOAD AT ANY LOCATION ON TOP CHORDAND
BOTTOM CHORD (INCLUDING THE EFFECTS OF LOCAL BENDING)CONCURRENT
WITH OTHER DESIGN LOADS. OVER MECHANICAL AREASTHE DESIGN LOADS
SHALL BE 4.5 kN FACTORED. THE ADDITIONAL POINTLOADS ON EACH CHORD
NEED NOT BE APPLIED CONCURRENTLY WITHEACH OTHER.
5. UNLESS NOTED OTHERWISE LIVE LOAD DEFLECTION SHALL NOT
EXCEED1/360 OF THE SPAN.
6. CAMBER ALL O.W.S.J. FOR DEAD LOAD PLUS 1/2 LIVE LOAD
UNLESSOTHERWISE NOTED. PROVIDE A MINIMUM CAMBER OF 12 mm.
7. DESIGN AND PROVIDE O.W.S.J. BRIDGING IN ACCORDANCE
WITHCAN/CSA-S16 UNLESS OTHERWISE INDICATED ON THE DRAWINGS.REFER TO
THE DRAWINGS FOR AREAS OF NON-TYPICAL O.W.S.J.BRIDGING AND
BRACING.
8. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO START OF
O.W.S.J.FABRICATION. SHOP DRAWINGS SHALL BEAR THE SEAL OF
THESPECIALTY STRUCTURAL ENGINEER WHO IS RESPONSIBLE FOR THEDESIGN
OF THE O.W.S.J. REFER TO THE SPECIFICATIONS.
9. ALL O.W.S.J. TO HAVE BUILDING SERVICES PASS THROUGH THEM.WEB
MEMBERS OF ADJACENT O.W.S.J. TO LINE UP TO AC