EMERGENCY SERVICES BUILDING STRUCTURAL

GENERAL NOTES

1. READ THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALLOTHER PERTINENT CONTRACT DOCUMENTS.

2. THE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITHTHE ALBERTA BUILDING CODE 2014 AND REFERENCED STANDARDSTHEREIN.

3. NOTIFY THE STRUCTURAL ENGINEER A MINIMUM OF 2 WORKING DAYS IN ADVANCE FOR SITE REVIEWS.

4. DRAWINGS SHOW COMPLETED STRUCTURES ONLY. PROVIDE TEMPORARY BRACING FOR CONSTRUCTION LOADING CONDITIONS AND STABILITY OF THE STUCTURE DURING CONSTRUCTION. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LOADS.

5. CONTRACTOR TO CONFIRM WITH EQUIPMENT SUPPLIER DIMENSIONS AND ALL OTHER CRITICAL DETAILS PRIOR TO CONSTRUCTION. REPORT DISCREPANCIES AND OBTAIN APPROVAL PRIOR TO PROCEEDING WITH CONSTRUCTION.

6. CONTRACTOR IS RESPONSIBLE TO CONTROL GROUND AND SURFACEWATER AND TO REMOVE EXCESS WATER FROM SITE. REFER TO SPECIFICATIONS.

INTERIOR SLAB ON GRADE BASE WORK

- THIS APPLIES TO ALL AREAS OF NEW SLAB ON GRADE CONSTRUCTION.

1. REMOVE ANY ORGANIC TOPSOIL, PAVEMENT STRUCTURE, GRANULAR FILL AS WELL AS CLAY FILL. FOR BIDDING PURPOSES ALLOW TO EXCAVATE DOWN 1400 BELOW EXISTING GROUND SURFACE.

2. PROOF ROLL AND SUBGRADE PREPARATION AS PER GEOTECHNICALREPORT WHERE POSSIBLE AT LOCATIONS NOT FEASIBLE GEOTECHNICAL CONSULTANT TO RECEIVE SUBGRADE.

3. SLOPE SUBGRADE TO 0.5% TO SLAB EDGES.

4. SUPPLY, PLACE AND COMPACT GENERAL ENGINEERED FILL AS INDICATED ON THE DRAWINGS.

EXCAVATION, BACKFILL AND COMPACTION

1. EXCAVATE TO LINES AND LEVELS NECESSARY TO PROPERLY COMPLETE THE WORK. MINIMUM SIDE SLOPES OF TEMPORARYEXCAVATIONS SHALL NOT EXCEED OCCUPATIONAL HEALTH AND SAFETY REQUIREMENTS.

2. CONTROL EXCAVATION TO ENSURE BOTTOM OF EXCAVATION DOES NOT SOFTEN DUE TO EXCESS MOISTURE, NOR DESICCATE DUE TOEVAPORATION. CONSTRUCT SLOPES IN BOTTOMS OF EXCAVATIONS FOR DRAINAGE AS REQUIRED.

3. THE CONTRACTOR SHALL PROVIDE SHORING AT EXCAVATIONS AS PER OCCUPATIONAL HEALTH AND SAFETY REQUIREMENTS.

4. SHRUBS, TREES AND NEIGHBORING STRUCTURES SHALL BE PROTECTED AGAINST DAMAGE.

5. EXCAVATE BELOW GRADE SUPPORTED SLABS TO REMOVE TOPSOIL,ORGANIC MATTER AND DEBRIS. PROOF ROLL AND COMPACT SUBGRADE TO 98% STANDARD PROCTOR DENSITY.

6. ALL BACKFILL SHALL BE COMPACTED USING MECHANICAL EQUIPMENT.

7. DO NOT PLACE BACKFILL ON FROZEN GROUND, NOR USE FROZENMATERIAL.

8. MAINTAIN OPTIMUM MOISTURE CONTENT TO PERMIT COMPACTION TO ATTAIN SPECIFIED DENSITIES, PROTECT BACKFILLED GRADE, DURING AND AFTER COMPLETION OF BACKFILL OPERATION, FROM SOFTENING DUE TO EXCESS MOISTURE, AND DESICCATION DUE TO EVAPORATION.

9. BACKFILL TO GRADES INDICATED IN LAYERS NOT EXCEEDING 150.

10. STRUCTURAL FILL TO EXTEND LATERALLY BEYOND EDGES OFFOUNDATION ELEMENTS A MINIMUM DISTANCE EQUAL TO THETHICKNESS OF FILL BENEATH THE FOUNDATIONS OR SLABS.

DEMOLITION

1. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, INSTALLATION AND REMOVAL OF ALL SHORING. CONTRACTOR TO PROVIDE SHORING DRAWINGS WITH THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN ALBERTA.

2. REFER TO SPECIFICATIONS.

3. REFER TO DRAWINGS FOR GENERAL AREAS.

MASONRY

1. MASONRY BLOCK UNITS SHALL CONFORM TO CSA CAN3-A165 SERIES M94, CLASSIFICATION H/15/C/M WITH A MINIMUM UNIT STRENGTH OF 15MPa, UNLESS NOTED OTHERWISE.

2. ALL MORTAR FOR MASONRY BLOCK SHALL CONFORM TO CSA A179-(LATEST EDITION) AND SHALL BE TYPE 'S' WITH A MINIMUM COMPRESSIVE STRENGTH OF 15MPa.

3. ALL LINTELS, BOND BEAMS, AND PILASTERS SHALL BE FILLED WITH CONCRETE HAVING A COMPRESSIVE STRENGTH OF 20MPa. CONCRETE SHALL HAVE A MAXIMUM AGGREGATE SIZE OF 10 ANDA MAXIMUM SLUMP OF 175. MECHANICALLY VIBRATE CORE FILL.

4. PROVIDE 1-15M VERTICAL AND CORE FILL AT EACH SIDE OF EVERYOPENING AND AT EACH CORNER.

5. CORE FILLS SHALL BE DONE IN MAXIMUM 1200 LIFTS AND SHALL BE RODDED AND VIBRATED TO AVOID HONEYCOMBING AND VOIDS.

6. PROVIDE CONCRETE FILLED AND REINFORCED BOND BEAMS WHERESHOWN ON DRAWINGS, UNLESS NOTED OTHERWISE. REINFORCE EACH200 OF BOND BEAM WITH 2-15M CONTINUOUS, WITH MATCHING CORNER BARS.

7. PROVIDE 2-COURSE LINTELS C/W 2-15M BARS OVER EVERY PENETRATION. EXTEND LINTEL MINIMUM 400 BEYOND EDGESOF OPENINGS. INCLUDING THOSE FOR MECHANICAL OR ELECTRICAL SERVICES AND EQUIPMENT.

8. EXTEND ALL LINTEL REINFORCEMENT AND CONCRETE 400 PAST EDGE OF OPENINGS BOTH SIDES, UNLESS NOTED OTHERWISE.

9. REINFORCEMENT TO EXTEND FULL HEIGHT OF WALL AND BE ANCHORED 200 INTO CONTINUOUS BOND BEAMS AT TOP OF WALL.

10. PROVIDE VERTICAL CONTROL JOINTS AT MAXIMUM 9m SPACING. BOND BEAM REINFORCING CONTINUES THROUGH CONTROL JOINT. CUTALTERNATE WIRE JOINT REINFORCEMENT.

11. EXTEND ALL NON-LOAD BEARING MASONRY WALLS TO FORM A 25 GAP BETWEEN TOP OF WALL AND UNDERSIDE OF STRUCTURE ABOVE. FILL GAP WITH COMPRESSIBLE ACOUSTIC OR FIRE-STOP MATERIAL TO MAINTAIN WALL RATING. SEE ARCHITECTURAL FOR NON-LOAD BEARING MASONRY WALL LOCATIONS.

12. PROVIDE SOLID BLOCK OR CONCRETE FILLED BLOCK UNDER ALLCONCENTRATED LOADS BEARING ON MASONRY.

13. PROVIDE CONCRETE FILLED CORES AT ALL LOCATIONS WHERE METAL FABRICATIONS OR OTHER EQUIPMENT UTILITIES, ETC., FASTEN TO BLOCK WALLS.

14. PROVIDE TEMPORARY BRACING FOR ALL WALLS UNTIL MASONRY HAS BEEN ANCHORED TO PERMANENT STRUCTURE.

15. REFER TO SPECIFICATIONS FOR OTHER REQUIREMENTS.

16. NUMERIC BOND BEAM ELEVATIONS INDICATE TOP OF BOND BEAM.REFER TO SPECIFICATIONS.

MASONRY REINFORCING

1. FIRE WALLS.1 VERTICAL REINFORCING AND CORE FILL

- EXTERIOR ENDS OF WALLS, 3 CORES, EACH C/W 1-15M TO TOP OF WALL.

- EACH SIDE OF DOOR OPENINGS, 2 CORES, EACH C/W 1-15M TO TOP OF WALL.

- SINGLE CORES AT MAXIMUM 1200 OC, C/W 1-15M TO TOP OF WALL.

.2 BOND BEAMS- TWO COURSE BOND BEAMS, EACH COURSE C/W 2-10M

HORIZONTAL, AT ELEVATIONS _____________.- SLOPING TOPS, MINIMUM 400 DEEP, C/W 2-10M TOP AND

BOTTOM.- SINGLE COURSE BOND BEAMS, C/W 2-10M HORIZONTAL AT

ELEVATIONS ________.- SEE TYPICAL DETAILS.

.3 DOOR OPENING LINTELS- TWO COURSE, C/W 2-10M BY OPENING WIDTH PLUS 400

EACH SIDE AT ELEVATIONS _______.2. ELEVATOR SHAFTS

.1 BOND BEAMS- TWO COURSE BOND BEAMS, EACH COURSE C/W 2-10M

HORIZONTAL, AT ELEVATIONS _______.- SINGLE COURSE BOND BEAMS, C/W 2-10M HORIZONTAL AT

ELEVATIONS ______..2 DOOR OPENING LINTELS

- TWO COURSE, C/W 2-10M BY OPENING WIDTH PLUS 400 EACH SIDE AT ELEVATIONS AT TOP OF EACH DOOR OPENING.

CONCRETE CONSTRUCTION JOINTS

1. THE CONTRACTOR SHALL SUBMIT DRAWINGS INDICATING LOCATIONSOF ALL PROPOSED CONSTRUCTION JOINTS IN FOUNDATIONS WALLSOR FOOTINGS TO THE CONSULTANT FOR REVIEW.

2. PROVIDE HORIZONTAL REINFORCING BARS EXTENDING A MINIMUM OF 40 BAR DIAMETERS PAST CONSTRUCTION JOINT. BAR SIZE AND SPACING TO MATCH REINFORCING SPECIFIED.

3. SLAB JOINTS TO BE LOCATED AS PER DRAWINGS

4. REFER TO SPECIFICATIONS AND DRAWINGS FOR OTHER REQUIREMENTS.

REINFORCING

1. PROVIDE THE FOLLOWING COVER TO REINFORCING:- 25 AT FORMED EDGED NOT EXPOSED TO SOIL- 40 FROM THE TOP SLABS- 40 FROM THE BOTTOM OF STRUCTURAL SLABS- 40 AT FORMED EDGES EXPOSED TO SOIL- 75 WHERE CONCRETE IS CAST AGAINST SOIL

2. CHAIR SLAB REINFORCING NOT FURTHER THAN 1.0m IN EITHERDIRECTION. SUPPLY SUPPORT BARS, CHAIRS AND CARRIERS AS REQUIRED. CHAIRS TO BE STEEL, PLASTIC OR PRECAST CONCRETE.

3. DOWELS AND ANCHOR BOLTS SHALL BE SECURED IN POSITION BYMEANS OF TEMPLATES BEFORE CONCRETE IS POURED. "WETDOWELING" IS NOT PERMITTED.

4. ANCHOR BOLTS MUST BE LOCATED WITHIN REINFORCING STEELCAGE.

5. NOTIFY CONSULTANT WHERE PLACEMENT OF REINFORCING STEELCONFLICTS WITH WORK OF OTHER TRADES.

6. MINIMUM REINFORCING AROUND OPENINGS LARGER THAN 300:1-15M EACH SIDE AND EACH FACE OF OPENINGS EXTENDED600 PAST CORNERS UNLESS NOTED OTHERWISE.

7. PROVIDE DOWELS FROM CONCRETE COMPONENTS TO MATCHBLOCK REINFORCING. DOWEL LENGTH MINIMUM 1200, EMBED 600INTO CONCRETE UNLESS NOTED OTHERWISE.

8. UNLESS NOTED OTHERWISE, ALL DOWELS TO PROJECT A MINIMUM OF 40 BAR DIAMETERS INTO SLAB OR WALL FROM FACE OF SUPPORT. REFER TO SPECIFICATIONS.

STRUCTURAL DESIGN CODE

1. THE BASE BUILDING STRUCTURE INDICATED ON THE STRUCTURAL DRAWINGS HEREIN HAS BEEN DESIGNED IN ACCORDANCE TO THE 2014 ALBERTA BUILDING CODE

FOUNDATIONS

1. ALL FOUNDATION CONSTRUCTION TO BE IN ACCORDANCE WITH THERECOMMENDATIONS GIVEN IN:

GEOTECHNICAL EVALUATIONTOWN OF TABER EMERGENCY SERVICES BUILDINGLOCATED AT 5203 49 AVENUE, TABER, ALBERTAPREPARED BY MPE ENGINEERING LTD. AND DATED MAY 8, 2019

2. DESIGN BEARING CAPACITY:STRIP FOOTINGS: 120kPa (245kPa ULTIMATE)SPREAD FOOTINGS: 120kPa (245kPa ULTIMATE)BEARING CAPACITY TO BE CONFIRMED BY GEOTECHNICALCONSULTANT PRIOR TO PLACING OF MUD SLAB.

3. BEARING SURFACES FOR FOOTINGS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL CONSULTANT PRIOR TO CASTING OF CONCRETE.

4. FINAL EXCAVATION TO BE PERFORMED WITH A SMOOTH EDGE BUCKET TO WITHIN ±25mm OF SHOWN ELEVATION.

5. SPECIFIED ELEVATIONS OF FOOTINGS SHALL BE LOWERED IF REQUIRED TO OBTAIN THE DESIGN BEARING PRESSURE, AS DIRECTED BY THE CONSULTANT.

6. DO NOT ALLOW ANY FOOT OR MACHINE TRAFFIC ON EXPOSED SOILSURFACES.

7. PROTECT BEARING SURFACES FROM DESICCATION AND MOISTUREINTRUSION.

8. DO NOT PLACE CONCRETE ON FROZEN SOIL.

CONCRETE

1. CONCRETE MIX DESIGN TO FOLLOW THE REQUIREMENTS OFCSA A23.1-04.

2. OWNER WILL APPOINT AND PAY FOR SERVICES OF TESTING AGENCYTO DO THE FOLLOWING:

- TEST FINE COARSE AGGREGATE- TAKE THREE TEST CYLINDERS FROM LOAD, OR FRACTION

THEREOF OF EACH TYPE OF CONCRETE PLACED IN ANYONE DAY. TEST CYLINDERS WILL BE CURED ON JOB-SITEUNDER SAME CONDITIONS AS CONCRETE IT REPRESENTS.

- TAKE AT LEAST ONE SLUMP TEST AND ONE ENTRAINEDAIR TEST FOR EACH SET OF TEST CYLINDERS TAKEN.

3. PROVIDE 20 CHAMFER TO ALL EXTERIOR CORNERS.

4. SACK RUB FINISH TO ALL EXPOSED VERTICAL CONCRETE SURFACES.PATCH AND REPAIR ANY HONEY COMB AREAS. FILL THE HOLES. REMOVE ALL FINS. SLABS TROWEL SMOOTH FINISH. TOLERANCE3mm IN 3.0m. TOTAL VARIANCE ±6mm.

OPENINGS IN EXISTING STRUCTURE

1. PRIOR TO CUTTING OPENINGS IN EXISTING STRUCTURE, CONTRACTOR TO CLEARLY MARK PROPOSED LOCATIONS AND REQUEST ON SITE REVIEW BY THE CONSULTANT.

2. OPENING, CUTTING OR ALTERATION OF BEAMS, COLUMNS, CORE-FILLED MASONRY, TRUSSES OF ANY OTHER STRUCTURAL ASSEMBLY IS PROHIBITED, UNLESS AUTHORIZED IN WRITING BY THE CONSULTANT.

3. NOTIFY CONSULTANT A MINIMUM OF 3 WORKING DAYS IN ADVANCE FOR SITE REVIEWS.

4. UNLESS DETAILS OTHERWISE WHERE CONCEALED BY CEILINGS OR BULKHEADS, OPENINGS THROUGH NON-LOAD BEARING UNREINFORCEDMASONRY SHALL BE REINFORCED WITH L76x76x6.4 BOTH FACESALL SIDES, WITH CORNERS WELDED. PROVIDE 25x6 PLATE TIE STRAPS (WELDED) AT CORNERS TO TIE FRAMES ON OPPOSITE SIDES OF THE WALL. MAXIMUM OPENING SIZE 1000x1000.

5. NOTIFY CONSULTANT OF OPENINGS IN EXCESS OF 1000x1000 WHERE SPECIFIC REINFORCEMENT IS NOT INDICATED. UNLESS SPECIFICALLY DETAILED OTHERWISE FOR OPENINGS THROUGH EXISTING MASONRY WALLS, WHERE OPENING IS NOT CONCEALED, PROVIDE 2-L89x89x4.8 CUT INTO MORTAR JOINT AND EXTENDING MINIMUM 400 PAST EACH SIDE OF OPENING, VERTICAL LEG UP. PROVIDE CONTINUOUS 3mm COVER PLATE x WALL THICKNESS AT THE EXPOSED UNDERSIDE OF ANGLES, C/W CONTINUOUS WELD EACH FACE GROUND SMOOTH, PRIMED READY FOR FINISH PAINT. MAXIMUM OPENING WIDTH 1000.

GROUND WATER TABLE

BORE HOLE

19BH001

GROUND ELEVATION (m) GROUND WATER LEVEL (mbg)

813.28 3.18

19BH002 812.77 5.83

19BH003 812.99 DRY

19BH004 813.05

19BH005 813.13

DRY

DRY

NOTES: GROUNDWATER READINGS WERE TAKEN ON APRIL 29, 2019. ABOVE TABLE IS FROM REFERENCED GEOTECHNICAL EVALUATION.

DELEGATED DESIGN OF STRUCTURAL ELEMENTS

1. IT IS THE RESPONSIBILITY OF THE STEEL SUPPLIER TO DESIGNAND SUPPLY CONNECTIONS BETWEEN STEEL MEMBERS TO RESISTTHE LOADS AS NOTED IN THE CONSTRUCTION DRAWINGS.CONNECTIONS ARE PINNED UNLESS NOTED OTHERWISE. WHERELOADS ARE NOT GIVEN, DESIGN THE CONNECTION FOR 67%OF THE SHEAR CAPACITY OF THE MEMBER.

2. IT IS THE RESPONSIBILITY OF THE STEEL SUPPLIER TO PROVIDETHE ERECTION PROCEDURES.

3. IT IS THE RESPONSIBILITY OF THE STEEL STUD SUPPLIER TODESIGN AND SUPPLY WIND BEARING STEEL STUDS AS PER THEREQUIREMENTS OF THE ALBERTA BUILDING CODE 2014 ANDLOADING PROVIDED, WHICHEVER IS MORE STRINGENT.

4. IT IS THE RESPONSIBILITY OF THE OPEN WEB STEEL JOIST (OWSJ)SUPPLIER TO DESIGN AND SUPPLY OWSJ'S AS PER THE ALBERTABUILDING CODE 2014, CSA S16-14 AND LOADING PROVIDED, WHICHEVER IS MORE STRINGENT.

TENSION EMBEDMENT AND SPLICE CONDITIONS

CONCRETE STRENGTH

25 MPa

CONDITION

EMBEDMENT 300

REINFORCEMENT DESIGNATION

SPLICE

10M

390

435

15M

565

580

20M

750

900

25M

1170

1080

30M

1405

1260

1640

35M

32 MPa EMBEDMENT 300

SPLICE 390

395

515

530

685

825

1070

990

1285

1155

1500

35 MPa EMBEDMENT 300

SPLICE 390

370

475

490

635

765

990

915

1190

1065

1385

PERMIT TO PRACTICEMPE ENGINEERING LTD.PERMIT NUMBER: 3680P

The Association of ProfessionalEngineers and Geoscientists of Alberta

DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:

THIS DRAWING MAY HAVE BEEN MODIFIED FROM ITS ORIGINAL SIZE. ALL SCALE NOTATIONS INDICATED (i.e. 1:1000 etc)ARE BASED ON 22"x34" FORMAT DRAWINGS

FOR QUOTATION ONLYNOT FOR CONSTRUCTION

As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALGENERAL NOTES 1 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S1.1

ISSUE YY-MM-DD REVISION1 19-05-21 FOR TENDER

SPATIAL REQUIREMENTS FOR MECHANICAL AND ELECTRICAL

1. BRIDGING FOR OWSJ TO ALLOW FOR PASSAGE OF DUCTS BETWEENOWSJ AND BETWEEN OWSJ AND OTHER STRUCTURE. REFER TO STRUCTURAL AND MECHANICAL DRAWINGS. OWSJ SUPPLIER ANDMECHANICAL CONTRACTOR TO COORDINATE.

2. A MINIMUM SPACE OF 150 BETWEEN THE UNDERSIDE OF OWSJ ANDCEILINGS IS REQUIRED FOR ELECTRICAL FIXTURES AND RACEWAYS.

OPEN WEB STEEL JOISTS

1. GENERAL1.1 DESIGN CRITERIA

.1 DESIGN MEMBERS, CONNECTIONS AND OTHER WORK NOTDETAILED ON DRAWINGS, BUT NECESSARY FOR COMPLETIONOF THE WORK, IN ACCORDANCE WITH DIMENSIONS ANDLOADINGS INDICATED ON DRAWINGS, AND REQUIREMENTSOF ALBERTA BUILDING CODE, CAN/CSA S16-14 AND CSA S136-16.

1.2 SUBMITTAL.1 SUBMIT SHOP DRAWINGS AND PRODUCT DATA PRIOR TO

COMMENCEMENT OF FABRICATION..2 SHOP DRAWINGS SHALL INDICATE JOIST FRAMING PLANS

AND GRID LINES, BEARING AND ANCHORAGE DETAILS,FRAMED OPENINGS, ACCESSORIES, SCHEDULE OF MATERIAL,CAMBER AND LOADINGS, FASTENERS, AND WELDS, USINGAMERICAN WELDING SOCIETY BASIC WELD SYMBOLS.

.3 SHOP DRAWINGS FOR WORK DESIGNED BY FABRICATORSHALL BEAR THE STAMP AND SIGNATURE OF APROFESSIONAL ENGINEER REGISTERED IN THE PROVINCEOF ALBERTA.

.4 SUBMIT SHOP PAINT PRIMER MANUFACTURER'S PRODUCTDATA.

1.3 FABRICATOR AND ERECTOR QUALIFICATIONS.1 WELDING SHALL BE UNDERTAKEN ONLY BY A COMPANY

APPROVED BY THE CANADIAN WELDING BUREAU TO THEREQUIREMENTS OF CSA W47.1, CERTIFICATION OFCOMPANIES FOR FUSION WELDING OF STEEL STRUCTURES.

1.4 REFERENCE DOCUMENTS.1 COMPLY WITH APPLICABLE REQUIREMENTS OF CAN/CSA

S16-14 AND CSA S136-16..2 WELDING IN ACCORDANCE WITH CSA W59-M13.

1.5 TESTING AND INSPECTION.1 OWNER MAY APPOINT AND PAY FOR SERVICES OF TESTING

AGENCY TO PERFORM TESTING AND INSPECTION OF WORKOF THIS SECTION.

.2 NOTIFY OWNER PRIOR TO COMMENCEMENT OF FABRICATIONWORK SO THAT TESTING AND INSPECTION MAY BEPROPERLY SCHEDULED.

.3 WHEN DEFECTS ARE REVEALED, OWNER MAY REQUEST ADDITIONAL TESTING AND INSPECTION TO ASCERTAIN FULLAMOUNT OF DEFECT THAT HAS BEEN LOCATED AT CONTRACTORS EXPENSE.

1.6 COORDINATION.1 WHERE OPEN WEB STEEL JOISTS ARE SCHEDULED TO BE

FINISH PAINTED. ENSURE THAT SHOP PRIMER IS COMPATIBLEWITH PAINTING COATS SPECIFIED.

2. PRODUCTS2.1 MATERIALS

.1 STEEL: STRUCTURAL QUALITY TO CAN/CSA G40.20 ANDCAN/CSA G40.21

.2 WELDING MATERIALS: TO CSA W59

.3 SHOP PAINT PRIMER: TO CISC/CPMA 2-75 OR CAN/CGSB-1.105.

2.2 FABRICATION .1 FABRICATE STEEL JOISTS AND ACCESSORIES IN ACCORDANCE

WITH CAN/CSA S16-14 AND CSA S136-16..2 PROVIDE CEILING SUPPORT EXTENSIONS TO BOTTOM CHORD

AS REQUIRED TO SUPPORT CEILING CONSTRUCTION.2.3 SURFACE PREPARATION AND SHOP PRIMING

.1 WHERE STEEL JOISTS ARE SCHEDULED TO BE FINISH PAINTED, PREPARE SURFACES IN ACCORDANCE WITH SSPC-SP6 -COMMERCIAL BLAST CLEANING.

.2 APPLY SHOP PAINT PRIMER IN ACCORDANCE WITH CAN/CSAS16-14 TO A DRY FILM THICKNESS OF 2 TO 3 MIL.

3. EXECUTION3.1 ERECTION

.1 ERECT STEEL JOISTS AND BRIDGING IN ACCORDANCE WITHCAN/CSA S16-14 AND CSA S136-16.

.2 OBTAIN OWNERS APPROVAL PRIOR TO FIELD CUTTING ORALTERING JOINTS OR BRIDGING.

.3 FIELD TOUCH UP SHOP PAINT PRIMER AT BOLTS, WELDS,AND BURNED OR SCRATCHED SURFACES. USE SAME PRIMERAS APPLIED IN SHOP.

METAL DECKING

1. GENERAL1.1 DESIGN CRITERIA

.1 DESIGN OF METAL DECKING SHALL BE IN ACCORDANCE WITHCSA S136-16.

1.2 REFERENCE DOCUMENTS.1 COMPLY WITH APPLICABLE REQUIREMENTS OF CSA S136-16..2 EXCEPT WHERE OTHERWISE SPECIFIED, COMPLY WITH

APPLICABLE REQUIREMENTS OF CANADIAN SHEET STEELBUILDING INSTITUTE STANDARDS.

.3 WELDING IN ACCORDANCE WITH CSA W59.1.3 SHOP DRAWINGS

.1 SHOP DRAWINGS SHALL INDICATE DECKING PLAN, JOINTSANCHORAGES, SUPPORTS, PROJECTIONS, OPENING ANDREINFORCEMENT, DETAILS AND ACCESSORIES.

2. PRODUCTS2.1 MATERIALS

.1 SHEET STEEL: TO ASTM A653M 96, ZINC COATED TO ZF275COATING DESIGNATION.

.2 TOUCH-UP PRIMER FOR GALVANIZED STEEL: ZINC-RICH, ORGANIC, READY MIXED, TO CAN/CGSB 1.181-99.

3. EXECUTION3.1 FABRICATION

.1 FABRICATE DECK SECTIONS TO CSA S136-16 AND TO DIMENSIONS INDICATED ON DRAWINGS.

.2 PROVIDE A MALE AND FEMALE LIP FOR EACH SECTION OFSTEEL DECK.

3.2 ERECTION.1 REINFORCE STEEL DECK OPENINGS SHOWN ON THE

DRAWINGS UNLESS OTHERWISE NOTED..2 STRUCTURALLY SUPPORT ALL EDGES OF OPENINGS CUT INTO

THE DECK..3 INSTALL DECKING ACCORDING TO DESIGN SHEET WIDTHS AND

DEPTHS. CORRECT SHEET SPREAD DURING INSTALLATIONS..4 BUTTON CLINCH SIDELAPS OF ADJACENT SECTIONS AT NOT

GREATER THAN 600mm ON CENTRE AND AT EACH END OF A SECTION, 25mm CLEAR OF THE LIP ENDS.

.5 CONNECT STEEL DECK TO SUPPORTING MEMBER WITH 19mmø PLUG WELDS AT 300mm OC.

.6 MAKE CONNECTION WELDS BY BURNING THROUGH DECKWITH WELDING ELECTRODE AND FOLLOW BY PUDDLINGIN THE BURNED HOLE.

.7 WELD STEEL DECKING SIDE CONNECTIONS RUNNING PARALLELTO A FRAMING OR SUPPORTING MEMBER WITH 19mmØPLUG WELDS AT NOT GREATER THAN 750mm OC WITHA WELD AT EACH END OF THE SECTIONS, 25mm CLEAROF THE SECTION END.

.8 ATTACH METAL CELL CLOSURES AT LOCATIONS REQUIREDTO CONTAIN POURED CONCRETE, ROOF BOUNDARIES, ANDAROUND OPENINGS IN DECK.

.9 WIRE BRUSH, CLEAN AND TOUCH-UP WELDS AND SCARREDAREAS ON TOP SURFACES OF METAL DECKING WITHTOUCH-UP PRIMER.

DECK FASTENING PATTERN

DECK TYPE

P3615

PATTERN ATINTERMEDIATESUPPORT

36/7

PATTERN ATPERIMETERSUPPORT

FASTENERTYPE ATSUPPORT

SIDELAP FASTENER

36/7 HILTI PINS No. 12 SCREWS @ 600 OC

STRUCTURAL STEEL

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITHCSA S16-09 AND CSA S136-07.

2. PROVIDE STRUCTURAL STEEL TO CSA G40.21-M94 WITH THEFOLLOWING GRADES:.1 BEAMS - 350W.2 CHANNELS AND ANGLES - 300W.3 HSS SECTIONS (CLASS "C") - 350W.4 STRUCTURAL BARS AND PLATES - 300W.5 ANCHOR BOLTS - TO CSA G40.21.7

3. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.

4. ALL GROUT UNDER BEARING PLATES AND BASE PLATES SHALL BENON-METALLIC, NON-SHRINK TYPE WITH 28 DAY COMPRESSIVESTRENGTH OF 50 MPa, INSTALLED IN ACCORDANCE WITHSPECIFICATIONS AND MANUFACTURER'S RECOMMENDATION.

5. PAINT STEEL SURFACES WITH ONE COAT OF PRIMER TO CISC/CPMA1-73A. AFTER ERECTION PRIME ALL WELDS, ABRASIONS, BOLTEDCONNECTIONS AND ALL OTHER SURFACES NOT SHOP PRIMED,EXCEPT SURFACES TO BE IN CONTACT WITH CONCRETE.

6. DESIGN CONNECTIONS AND OTHER WORK NOT DETAILED ON DRAWINGS,BUT NECESSARY FOR COMPLETION OF THE WORK IN ACCORDANCEWITH THE REQUIREMENTS OF THE ALBERTA BUILDING CODE,CSA S16-09 AND CSA S136-07.

7. WELDING SHALL BE UNDERTAKEN ONLY BY A COMPANY APPROVEDBY THE CANADIAN WELDING BUREAU TO THE REQUIREMENTS OF CSA W47.1-09, CERTIFICATION OF COMPANIES FOR FUSION WELDINGOF STEEL STRUCTURES.

8. IT IS THE RESPONSIBILITY OF THE STEEL SUPPLIER TO DESIGNAND SUPPLY CONNECTIONS BETWEEN STEEL MEMBERS TO RESISTTHE LOADS GIVEN IN THE TABLE BELOW OR AS NOTED IN THECONSTRUCTION DRAWINGS. CONNECTIONS ARE PINNED UNLESS NOTEDOTHERWISE. WHERE LOADS ARE NOT GIVEN, DESIGN THE CONNECTIONFOR 67% OF THE SHEAR CAPACITY OF THE MEMBER.

9. PROVIDE 10mm WEB STIFFENER AT ALL BEAM CONNECTIONS.

ADHESIVE ANCHORS

1. ADHESIVE ANCHOR INSTALLERS TO BE TRAINED BY THE ANCHORMANUFACTURER PRIOR TO INSTALLATION OF ANCHORS ANDMUST PROVIDE WRITTEN CONFIRMATION OF TRAINING.



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALGENERAL NOTES 2 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S1.2


DESIGN LOADS

1. UNIFORM LOADING (UNLESS NOTED OTHERWISE ON PLANS) PER ALBERTA BUILDING CODE:

LOCATION LIVE LOAD (kPa) ¹S.D.L. (kPa)

ROOF: REFER TO ENVIRONMENTAL 1.2LOADING NOTES

LEVEL 2/MEZZANINE: 4.8 1.8

MECHANICAL ROOM: 7.2 2.0

STAIRS & 4.8 -CORRIDORS

¹S.D.L.: SUPER IMPOSED DEAD LOAD

2. DEAD LOADS:- ROOF: 0.6kPa + SUSPENDED LOADS + OWSJ SELF WEIGHT- ROOF SUSPENDED LOADS:

- 1.0kPa AT TRUSS BOTTOM CHORD- ALL OTHER AREAS: 0.7kPa AT OWSJ BOTTOM CHORD

3. EQUIPMENT LOADS:- LOADS SHOWN ON THE DRAWINGS FOR EQUIPMENT AND

FIXTURES ARE IN ADDITION TO THOSE LISTED ABOVE.

4. CONCENTRATED LOADS (UNLESS NOTED OTHERWISE ON PLANS):- ROOF: 1.3kN- FLOORS (OFFICE): 9.0kN

5. ENVIRONMENTAL LOADS:- BASED ON THE 2014 ALBERTA BUILDING CODE WITH THE

FOLLOWING CRITERION:

IMPORTANCE CATEGORY: POST DISASTER

PONDING: BASED ON A 24 RAINFALL OF 92mm (1/50 YEAR RETURN PERIOD)

SNOW: 1.3kPa (MINIMUM UNFACTORED)Is = 1.25 ULS, 0.9 SLSSs = 1.1kPaSr = 0.1kPa

WIND: BUILDING: LOW RISETERRAIN: OPENIw = 1.25 ULS, 0.75 SLSq50 = 0.63kPa (1/50 YEAR

RETURN PERIOD)Ce = 0.9 TO 1.0

SEISMIC: SITE CLASS: D

CONVENTIONAL CONSTRUCTION OFMOMENT RESISTING FRAMES, BRACEDFRAMES OR PLATE WALLS(OTHER OCCUPANCIES)

Ie = 1.5Sa (0.2) = 0.097Sa (0.5) = 0.059Sa (1.0) = 0.032Sa (2.0) = 0.018

Rd = 1.5Ro = 1.3

AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

HIGH ROOF

HIGH ROOF

HIGH ROOF

EXISTING LOW ROOF

EXISTING HIGH ROOF

3400DRIFTLENGTH

3.9kPa1.33kPa

NEW MUA7.6kN (1700lbs)

NEW RTU2.8kN (615lbs)



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALDESIGN LOADING AND ROOF LOADINGPLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S1.3

1 : 150ROOF LOADING PLAN


BASEPLATE SCHEDULE

MARK SIZE DETAILS

BP_ __x___x___ PLATEC/W 4-__Ø GR. 36ANCHOR BOLTS ON25 NON-SHRINK GROUT TYP.

35


35


35

HSS COLUMNSEE PLAN ANDSCHEDULE

BASE PLATESEE PLAN ANDSCHEDULE

HSS COLUMNS TOHAVE 12Ø BLEEDHOLES AT BASE

TYP.

25

U.N.O.

TYP.75

U.N.O.

TYP.

450

NON-SHRINKGROUT

U.N.O.

ANCHOR BOLT THREADSTO PROJECT 60 ABOVETOP OF BASE PLATETYPICAL

STEEL COLUMN SCHEDULE

MARK SIZE COMMENTS

SC1 HSS152x152x6.4 SEE PLAN AND SCHEDULE FOR BASEPLATE DETAILS

SC2 HSS203x152x9.5 SEE PLAN AND SCHEDULE FOR BASEPLATE DETAILS

SC3 SEE PLAN AND SCHEDULE FOR BASEPLATE DETAILS

SC4 W250x58 SEE PLAN AND SCHEDULE FOR BASEPLATE DETAILS

W250x49

CONCRETE SCHEDULE

COMPONENT TYPE MINIMUMCOMPRESSIVESTRENGTH (MPA)

EXPOSURE CLASS

MAXIMUMWATER TO CEMENT RATIO

AIRCONTENT

SLUMPRANGE (mm)

NOMINALAGGREGATESIZE (mm)

GRADE BEAMSAND CAST-IN-PLACE PILES

STRUCTURAL SLABAND SLAB ONGRADE (EXTERIOR)

STRUCTURAL SLAB(INTERIOR)

SLAB ON GRADE(INTERIOR)

LEAN CONCRETEFOR MUD SLABS

MECHANICALHOUSEKEEPINGPADS AND INTERIOR TOPPING

GU

GU

GU

GU

GU

GU

32 @ 28 DAYS

32 @ 28 DAYS

32 @ 28 DAYS

25 @ 28 DAYS

5 @ 28 DAYS

25 @ 28 DAYS

F-2

F-2

N

N

N

N

0.45

0.45

-

-

-

-

4-7%

4-7%

< 4%

< 4%

< 4%

< 4%

50-80

40-80

50-80

50-80

50-110

MAX 150

20-5

20-5

20-5

20-5

SAND

10-5

LIST OF ABBREVIATIONS

ALT ALTERNATE

ARCH ARCHITECTURAL

BCE BOTTOM CHORD EXTENSION

BOT BOTTOM

BRDG BRIDGING

C/W COMPLETE WITH

CMU CONCRETE MASONRY UNIT WALL

CL CENTER LINE

CO CLEAR COVER

CONC CONCRETE

CONT CONTINUOUS

CP COMPLETE PENETRATION

DP DEEP

DBL DOUBLE

DWG DRAWING

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ES EACH SIDE

EW EACH WAY

EX EXISTING

FTG FOOTING

GB GRADE BEAM

GL GRIDLINE

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

No NUMBER

OC ON CENTRE

OPP OPPOSITE

PL PLATE

REINF REINFORCEMENT

R/W REINFORCE WITH

SDL SUPERIMPOSED DEAD LOAD

SOG SLAB ON GRADE

STG STAGGERED

T/O TOP OF

UNO UNLESS NOTED OTHERWISE

U/S UNDERSIDE

WWM WELDED WIRE MESH

@ AT

% PERCENT

º DEGREE

TCE TOP CHORD EXTENSION

CONCRETE PIER SCHEDULE

MARK SIZE REINFORCEMENT

CP1 300x300 4-__M C/W __M TIES @ ___ O/C DETAIL

CP2 4-__M C/W __M TIES @ ___ O/C

CP3 6-__M C/W __M TIES @ ___ O/C

400x400

300x600

CONCRETE PAD FOOTING SCHEDULE


PF1 1500x1500x300DP _-__M BUL SHORT WAY_-__M BLL LONG WAY

DETAIL

PF2

PF_

_-__M BUL SHORT WAY_-__M BLL LONG WAY

_-__M BUL SHORT WAY_-__M BLL LONG WAY

1500x3000x300DP

____x____x___DP

CONCRETE STRIP FOOTING SCHEDULE


SF1 800x300DP 4-15M BOTTOM15M TRANSVERSE @ 600 O/C

DETAIL

5-15M BOTTOM15M TRANSVERSE @ 600 O/C

3-__M BOTTOM__M TRANSVERSE @ ___ O/C

SF2 1000x300DP

SF_ ___x___DP



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALSCHEDULES

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S1.4


AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

AS3.1 B

S3.1

CS3.1

DS3.2

ES3.2

FS3.2

HS5.1

LS5.1

MS5.1

QS5.2

KS5.1

NS5.1

PS5.2

305

4572 1829 3048 3048 1829 3353 1524

644 880

4537 5800 5394

539

4650

5548

321

3658

607

2136

2137

2130

2134

2134

3709

558

4877

401

3904

4794

200 CONCRETE FOUNDATION WALLC/W 10M @ 300 OC EACH WAYTYPICAL

BUILDING

SECTION

BUILDING

SECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

TYPICALFOUNDATIONSECTION ATCOLUMN

CP2 CP2 CP1 CP1 CP1 CP1 CP1 CP1 CP3

CP3

CP1 CP1CP1CP1CP1CP2CP2CP1

CP1

CP1

CP1

CP1CP1

CP1

CP1 CP2

PF1CP2

CP2CP2

PF1CP2

PF1CP2

PF1CP1

PF1CP2

PF1CP2

PF1CP2

PF1CP2

PF1CP2

PF1CP2

PF1CP2

PF1CP2

PF1CP2

565 673 240

728 563 60 563 240

645

90 398

274

1241

511

SF2

SF1

SF1

SF1

SF1SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

SF1

704

SF2

511

2187

325

47

CENTRE

OF PIER

48

CENTRE

OF PIER

46

CENTRE

OF PIER

26CENTREOF PIER

INFILL EXISTING 850±x2286± WINDOWSEE TYPICAL DETAIL TYPICAL 3 LOCATIONS

50CENTREOF PIER

7650

T/O FTG 7650

TYPICAL UNO

685

FOUNDATIONTIE-IN

DEMOLISH UPPER PORTIONOF EXISTING 200 CONCRETESTAIR WALLS TO BE 200BELOW U/S OF NEW SLABON GRADE

DEMOLISH UPPER PORTIONOF EXISTING 200 CONCRETERETAINING WALL TO BE 200BELOW U/S OF NEW SLABON GRADE

750

750

FOUNDATIONTIE-IN

CP2 CP2

3142750

106502

750

CP2

384

102

898

592

503

612

CP1PF1

FOUNDATIONTIE-IN

750

750

750

750

FOUNDATIONTIE-IN

FOUNDATIONTIE-IN

FOUNDATIONTIE-IN

RADON PITSEE ARCHITECTURALAND MECHANICALFOR RADON MITIGATIONREQUIREMENTS

207

349

104

124

103

64 60

7650

7650

7650

7650

7650

6795

7650

6795

6795

6795

7650

7650

7650

6795

6795

6795

7650

6795

7650

7650

7650

7650

TYPICAL

UNO

TYPICALUNO

TYPICAL

UNO

NEW 100 SANITARYPENETRATIONSEE MECHANICAL FORELEVATION

NEW 200 STORM LINEPENETRATIONSEE MECHANICAL FORELEVATION

SLEEVE WEEPINGTILE THROUGHFOUNDATIONTYPICAL

SLEEVE WEEPINGTILE THROUGHFOUNDATIONTYPICAL

DEMOLISH PLANTERBOX

STEP FOOTING DOWNTO EXISTING AND EMBED REINFORCING 150 INTO EXISTING WITH HILTI HIT-HY 200SEE TYPICAL STEPPEDFOOTING DETAIL

STEP FOOTING DOWNTO EXISTING AND EMBED REINFORCING 150 INTO EXISTING WITH HILTI HIT-HY 200SEE TYPICAL STEPPEDFOOTING DETAIL

RS5.2

SS5.2

EXTENT OF EXCAVATIONSHORING TO REMAIN WITHIN EXTENTS OFPROPERTY LINES

DEMOLISH UPPER PORTION OF EXISTING CONCRETE COAL SHOOT TO BE 200BELOW U/S OF NEWSLAB ON GRADE



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALFOUNDATION PLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S2.1

1. SHALLOW FOUNDATIONS TO BE PLACED ON NATIVE CLAYTILL SOIL ONLY. ANY FILL MATERIAL MUST BE COMPLETELYREMOVED AT TIME OF EXCAVATION REPLACED WITH 5 MPaLEAN CONCRETE.

2. BEARING CAPACITY TO BE CONFIRMED BY GEOTECHNICALENGINEER PRIOR TO PLACEMENT OF MUD SLAB.

3. 50 MUD SLAB TO BE PLACED WITHIN 48 HOURS OF EXCAVATION TO A MINIMUM OF 200 BEYOND FOOTINGAND TO THE EXTENT OF THE EXCAVATION.

4. SEE MECHANICAL FOR EXTENT OF WEEPING TILE.

5. SEE ARCHITECTURAL AND MECHANICAL FOR RADON MITIGATION.

6. GRANULAR BASE LAYER TO BE WASHED, CRUSHED WITHMINIMUM 70% FRACTURED FACE AND WELL GRADED RANGEFROM 40mm - 9.5mm WITH NOT MORE THAN 5% PASSINGTHE 9.5mm.

7. CONFIRM ALL SERVICE LOCATIONS WITH MECHANICAL ANDELECTRICAL.

8. TOP OF EXISTING MAIN FLOOR SLAB ELEVATION 10000 ISEQUAL TO 813.84 GEODETIC.

9. ELEVATION MARKERS INDICATE T/O FOOTING ELEVATION.


AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

GS5.1

TS6.2

JS5.1

305

4572 1829 3048 3048 1829 3353 1524

644 880

4537 5800 5394

539

4650

5548

321

3658

607

2136

2137

2130

2134

2134

3709

558

4877

401

3904

4794

AMBULANCE AND TRUCK BAY:150 CONCRETE SLAB ON GRADE C/W 15M @ 200 O/C EW ON400 GRANULAR BASE LAYERENGINEERED FILLCOMBI-GRID150 SUB-GRADE PREPTOC HIGH POINT EL 9160

100 CONCRETE SLAB ON GRADEC/W 10M @ 300 O/C EW ON 200 GRANULAR BASE LAYERENGINEERED FILLCOMBI-GRID150 SUB-GRADE PREPTOC EL 9160

TYPICALAT EXISTINGBUILDING

1475

HSS 102x102x6.4CHEVRON BRACE

TYPICALAPRONSECTION

JS5.1

TYPICALAPRONSECTION

384

OPP

100 CONCRETE SLAB ON GRADEC/W 10M @ 300 O/C EW ON 200 GRANULAR BASE LAYERENGINEERED FILLCOMBI-GRID150 SUB-GRADE PREPTOC EL 8710

APRON SLAB:200 CONCRETE SLAB ON GRADE C/W 15M @ 200 O/C EW ON300 GRANULAR BASE LAYERGEO FABRICENGINEERED FILL300 SUB-GRADE PREPSEE CIVIL FOR EXTENTS

APRON SLAB:200 CONCRETE SLAB ON GRADE C/W 15M @ 200 O/C EW ON300 GRANULAR BASE LAYERGEO FABRICENGINEERED FILL300 SUB-GRADE PREPSEE CIVIL FOR EXTENTS

TRENCH DRAIN SEE MECHANICALAND TYPICAL DETAILSFOR REINFORCEMENTTYPICAL

RS5.2

SS5.2

9117

9160

8660

8617

8890

8928

8890

8617

9117

8928

9160

OVERALL SLOPE 1.15%

8660

9160

OVERALL SLOPE 1.15%

2%2% 2%2%

2%2%2%2% 2%2%

2%

8997

8776

8897

2%2%

CJ

8928

8890

8617

CJ CJ

CJ CJ CJ

CJ

CJ

CJ CJ

8792 8792

9056 9056

SLAB PENETRATION SEE TYPICAL DETAILSTYPICAL

CJ CJ CJ

CJCJCJ

CJ CJ CJ

CJCJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

8927 8927

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

CJCJ

2887

2713

6 EQUAL SPACES

CONTROL JOINTS @

2713

6 EQUAL SPACES

CONTROL JOINTS @

2716

CJ

CJ

CJ

CJ

EQ EQ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

3070

CJ

CJ

CJ

CJ

EQ EQ

150 CONCRETE SLAB C/W 10M @ 300 O/C EW ON 300± GRANULAR INFILLTOC EL 10000

UP



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALSLAB PLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S2.2

1. CONTRACTOR TO PROVIDE POUR PLAN. CONSTRUCTION JOINTSTO BE SELECTED FROM PLAN AND APPROVED BY ENGINEER.

2. TOP OF EXISTING MAIN FLOOR SLAB ELEVATION 10000 ISEQUAL TO 813.84 GEODETIC.


AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

305

4572 1829 3048 3048 1829 3353 1524

644 880

4537 5800 5394

539

4650

5548

321

3658

607

2136

2137

2130

2134

2134

3709

558

4877

401

3904

4794

SC3

SC3

SC3

SC3

SC3

SC3

SC3

SC3

SC1

SC1

SC4

SC3

SC2SC

2

SC2

SC2

SC2

SC2

SC2

SC2

SC2SC

2

SC2SC

2

SC2

SC2

SC4

SC1

SC1

SC4

SC4

SC1

SC1

SC4

SC4

SC3

SC3

SC3

SC1

SC1

SC1

SC3

AS3.1

BUILDING

SECTION

BS3.1

BUILDING

SECTION

CS3.1

BUILDINGSECTION

DS3.2

BUILDINGSECTION

ES3.2

BUILDINGSECTION

FS3.2

BUILDINGSECTION

GS5.1

TYPICALAT EXISTINGBUILDING

HS5.1

TYPICALFOUNDATIONSECTION ATCOLUMN

SC1

SC1

SC3

SC3

SC3

565 673 240

728 563 60 563 240

645

HSS 102x102x6.4

CHEVRON BRACE

90 398

274

1475

511

HSS 102x102x6.4

CHEVRON BRACE

HSS 102x102x6.4X-BRACE

HSS 102x102x6.4

X-BRACE

HSS 102x102x6.4

X-BRACE


HSS 102x102x6.4

X-BRACE


NEW STEEL STAIRSC/W HANDRAILDESIGNED AND FABRICATED TOPIP STANDARD

UPTS6.2

511 JS5.1

TYPICALAPRONSECTION

JS5.1

TYPICALAPRONSECTION

384

OPP

RS5.2

SS5.2

NEW STEEL STAIRSC/W HANDRAILDESIGNED AND FABRICATED TOPIP STANDARD

UP



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALMAIN FLOOR PLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S2.3


AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

305

4572 1829 3048 3048 1829 3353 1524

644 880

4537 5800 5394

539

4650

5548

321

3658

607

2136

2137

2130

2134

2134

3709

558

4877

401

3904

4794

W250x33

W360x45

W360x45

W250x33

W250x33

W250x33

W360x45

W250x33

W250x33

W250x33 W360x45 W360x72

W250x33

W250x33

W360x45W360x72W250x33

W250x33

W250x33

38x0.91 COMPOSITE STEEL DECKCANAM P3615 OR EQUIVALENTC/W 87 CONCRETE TOPPING(TOTAL THICKNESS 125)10M @ 300 OC EACH WAYT.O.C. EL. 12 450

38x0.91 COMPOSITE STEEL DECKCANAM P3615 OR EQUIVALENTC/W 87 CONCRETE TOPPING(TOTAL THICKNESS 125)10M @ 300 OC EACH WAYT.O.C. EL. 13 562

AS3.1 B

S3.1

CS3.1

DS3.2

ES3.2

FS3.2

GS5.1

W250x33

BUILDING

SECTION

BUILDING

SECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

EXISTINGSTRUCTURE

126

HSS 102x102x6.4

CHEVRON BRACE

HSS 102x102x6.4

CHEVRON BRACE

HSS 102x102x6.4

X-BRACE

HSS 102x102x6.4

X-BRACE

HSS 102x102x6.4

CHEVRON BRACE



HSS 102x102x6.4X-BRACE

NEW STEEL STAIRSC/W PIP STANDARDRAIL

DNTS6.2

@ 1250 OC MAX

500 DP OWSJ

@ 1250 OC MAX600 DP OWSJ


L127x76x6.4 LONG LEG HORIZONTALDECK SUPPORT ANGLEAROUND PERIMETER TYPICAL

L127x76x6.4 LONG LEG HORIZONTALDECK SUPPORT ANGLEAROUND PERIMETER TYPICAL

NEW GUARDRAILDESIGNED ANDFABRICATED TOPIP STANDARDS



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALUPPER FLOOR PLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S2.4

1. ALL EQUIPMENT LOADS TO BE CONFIRMED WITHARCHITECTURAL, MECHANICAL AND ELECTRICALSHOP DRAWINGS.


AeDeEeGe

1e

3e

6e

4e

7e

HeJe

2e

5e

Ce BeFeKe

11n

BnCn An

2n

Dn

9n

7n

8n

4n

6n

5n

3n

10n

1n

305

4572 1829 3048 3048 1829 3353 1524

644 880

4537 5800 5394

539

4650

5548

321

3658

607

2136

2137

2130

2134

2134

3709

558

4877

401

3904

4794

W250x33 W250x33

W250x33

W250x33

W250x33 W250x33

W250x33

W360x72

W250x33

W360x72

W360x72W360x72

W250x33

W250x33

W250x33

W250x33

W250x33

W250x33

W250x33

SLOPE

SLOPE

SLOPE

38x0.91 GALVANIZED STEEL ROOF DECKCANAM P3615 OR EQUIVU/S DECK EL 16 610

AS3.1 B

S3.1

CS3.1

DS3.2

ES3.2

FS3.2

GS5.1

W360x72

W250x33

EXISTINGSTRUCTURE

W360x72

W360x72

@ 1500 OC MAX500 DP OWSJ

@ 1500 OC MAX

1000 DP OWSJ

BUILDING

SECTION

BUILDING

SECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

BUILDINGSECTION

187

356

725

13

2353

126

@ 1 500 O/C MAX

500 DP OWSJ

L51x51x4.8 DECKSUPPORT ANGLEAROUND PERIMETERTYPICAL

TCX

TCX

TCX

TCX

TCX

TCX

TCX

LOW

EXISTINGSTRUCTURE

LOW


NEW RTU2.8kN (615lbs)



TCX

TCX

TCX

TCX

TCX

TCX

TCX

TCX

150x3 GALVANIZED PLATEAT DECK DIRECTION CHANGETYPICAL

150x3 GALVANIZED PLATEAT DECK SLOPE CHANGETYPICAL

�

HSS 127x127x4.8 BETWEENJOIST SEATS AT TRANSITIONTYPICAL

�

HSS 127x127x4.8 BETWEENJOIST SEATS AT TRANSITIONTYPICAL

@ 1200 O/C MAXHSS 102x102x4.8

@ 1200 O/C MAXHSS 102x102x4.8



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALROOF PLAN

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S2.5

1. OWSJ LAYOUT IS DIAGRAMATIC SHOWING MAXIMUM SPACING.CONTRACTOR TO COORDINATE BETWEEN STEEL SUPPLIERAND OWSJ MANUFACTURER

2. PROVIDE BOX OUT BRACING FOR DUCT WORK AS REQUIRED.SEE MECHANICAL FOR DUCT LOCATIONS.

3. CONNECTION LOADS ARE FACTORED.


T/O EXISTING LOWER FLOOR

6950

T/O EXISTING MAIN FLOOR

10000

T/O EXISTING ROOF STRUCTURE

16710

1e3e6e

T/O CONCRETE UPPER FLOOR

13562

4e7e 2e5e11n 2n9n 7n8n 4n6n 5n 3n

T/O CONCRETE GARAGE SLAB H.P.

9160

10n 1n

T/O NEW FOOTING

7650

U/S EXISTING FOOTING

6495

T/O CONCRETE MEZZANINE

12450

T/O CONCRETE EQUIPMENT ROOM

8710


6950


10000


16710

1e3e6e


13562

4e7e 2e5e11n 2n9n 7n8n 4n6n 5n 3n


9160

10n 1n

T/O NEW FOOTING

7650


6495


12450


8710


10000


16710

AeDeEe


13562

Ce Be BnCn AnDn


9160

T/O NEW FOOTING

7650


12450


8710SC3

SC4SC1

W360x72

150 CONCRETE SLAB ON GRADESEE PLAN FORSLOPE ANDREINFORCEMENT

500 DPOWSJ

500 DPOWSJ

10 STIFFENER EACH SIDE OF W-BEAM LOCATE BELOW WEB OF BEAM ABOVE

38 ROOF DECKSEE PLAN

1648316150

12225

16133

GUARDRAILDESIGNED ANDFABRICATED TOPIP STANDARD

38 COMPOSITE STEEL DECK C/WCONCRETE TOPPINGSEE PLAN

W360x72



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALBUILDING SECTIONS 1 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S3.1

1 : 100S2.1

BUILDING SECTION ALONG GL De

A

1 : 100S2.1

BUILDING SECTION ALONG GL Ae

B

1 : 100S2.1

BUILDING SECTION ALONG GL 3n

C



6950


10000


16710

AeDeEeGe


13562

HeJe Ce BeFeKe BnCn AnDn


9160

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

AeDeEeGe


13562



9160

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

AeDeEeGe


13562

Ce BeFe BnCn AnDn


9160

T/O NEW FOOTING

7650


6495


12450


8710



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALBUILDING SECTIONS 2 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S3.2

1 : 100S2.1

BUILDING SECTION ALONG GL 4e

D

1 : 100S2.1

BUILDING SECTION ALONG GL 6e

E

1 : 100S2.1

BUILDING SECTION ALONG GL 10n

F



6950


10000


16710

AeDeEe


13562

Ce Be BnCn AnDn


9160

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

AeDeEeGe


13562



9160

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

AeDeEeGe


13562

Ce BeFe BnCn AnDn


9160

T/O NEW FOOTING

7650


6495


12450


8710



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALLATERAL FRAMING ELEVATIONS

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S4.1

1 : 100FRAMING ELEVATION ALONG GL 2n





6950


10000


16710


13562

7e11n 9n


9160

10n

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

1e


13562

2n4n 3n


9160

1n

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

1e3e6e


13562

4e7e 2e5e11n 2n9n 7n8n 4n6n 5n 3n


9160

10n 1n

T/O NEW FOOTING

7650


6495


12450


8710


6950


10000


16710

1e3e6e


13562

4e7e 2e5e11n 2n9n 7n8n 4n6n 5n 3n


9160

10n 1n

T/O NEW FOOTING

7650


12450


8710



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 100

EMERGENCY SERVICES BUILDINGSTRUCTURALLONGITUDINAL FRAMING ELEVATIONS

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S4.2

1 : 100FRAMING ELEVATION ALONG GL Fe

1 : 100FRAMING ELEVATION ALONG GL Ee

1 : 100FRAMING ELEVATION ALONG GL Dn

1 : 100FRAMING ELEVATION ALONG GL An



6950


10000


16710

Ae


13562

Be Dn


9160

SEE 1S5.1

T/O NEW FOOTING

7650


6495


12450


8710

An


9160

T/O NEW FOOTING

7650


8710

Be Dn


9160

2n


9160

T/O NEW FOOTING

7650


8710


6950

AeBe Dn

T/O NEW FOOTING

7650


6495


6950

AeBe Dn

T/O NEW FOOTING

7650


6495


6950

AeBe Dn

T/O NEW FOOTING

7650


6495


6950

7e 9n

T/O NEW FOOTING

7650


6495



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALSECTIONS AND DETAILS 1 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S5.1

1 : 50S2.2

G

1 : 20S2.1

H

1 : 10S5.1

1

1 : 20S2.2

J

1 : 20S2.1

K

1 : 20S2.1

L

1 : 20S2.1

M

1 : 20S2.1

N



6950

7e 9n

T/O NEW FOOTING

7650


6495


6950

7e 9n

T/O NEW FOOTING

7650


6495


10000

EXISTING 150 CONCRETESLAB ON GRADE

200 CONCRETE WALL C/W 10M x 530 LONGVERTICAL DOWELS MID-DEPTH @ 300 O/C EMBED 100 INTO EXISTING WITH HILTI HIT-HY 200 38

GUARDRAIL DESIGNED ANDFABRICATED TO PIPSTANDARD

150 CONCRETE SLABSEE PLAN FOR REINFORCEMENT

GRANULAR INFILLSEE PLAN

300±3-10M CONTINUOUS

HORIZONTAL


10000

1e 4n

EXISTING CONCRETEFOUNDATION WALL

EXISTING 150 CONCRETE SLAB ON GRADE

GRANULAR INFILLSEE PLAN

150 CONCRETE SLABDOWEL REINFORCEMENT AS PER PLAN 100 INTO EXISTING FOUNDATIONWALL WITH HILTI HIT-HY 200



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



1 : 20

EMERGENCY SERVICES BUILDINGSTRUCTURALSECTIONS AND DETAILS 2 OF 2

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S5.2

1 : 20S2.1

P

1 : 20S2.1

Q


1 : 20S2.1

R

1 : 20S2.1

S

1

1

2X SLAB THICKNESS

VAPOUR BARRIERCONTINUOUS THROUGH

SLAB THICKENING C/W2-15M CONTINUOUS

15Mx1200 DOWELSEMBED 100 INTOSLAB

APRON SLAB

12 FIBRE BOARDAT APRON SLAB

168Øx7.1 PIPECONCRETE FILLED

ROUNDED CONCRETECAP

BUILDING WALL

450Ø CONCRETEENCASEMENT

1000

25

1000

400

150Ø PIPE BOLLARDCONCRETE FILLED C/W150Øx6 LDPE YELLOWPOST SLEEVE

ROUNDED CONCRETECAP

450Ø CONCRETEENCASEMENT

1000

1000

25

EXTEND REINFORCING MINIMUM 40 BAR DIAMETERS INTOCONSECUTIVE WALLS

VOLCLAY WATERSTOPRX TYPICAL

400 DOWEL EMBED 200Ø TO MATCH WALL REINFORCING

20x20 CONTINUOUSFORMED REGLETSEE ARCHITECTURALFOR CAULKINGREQUIREMENTS

EXTEND REINFORCING MINIMUM 40 BAR DIAMETERS INTOCONSECUTIVE SLAB

VOLCLAY WATERSTOPRX TYPICAL

400 DOWEL EMBED 200Ø TO MATCH SLAB REINFORCING

20x20 CONTINUOUSFORMED REGLET

BOTTOM REINFORCEMENTCONTINUOUS THROUGHJOINT

CONSTRUCTIONJOINT

�EVERY 2ND BAR TO EXTEND MINIMUM600 INTO 2ND POUR

CONCRETE SLAB ON GRADE SEE PLAN FOR REINFORCEMENT

WATERSTOPTYPICAL

20x20 CONTINUOUSFORMED REGLETC/W WATERSTOPNON-SHRINK GROUTCOMPATIBLE WITHWATERPROOFINGMATERIAL

INSIDE OUTSIDE

EXTEND REINFORCINGMINIMUM 40 BARDIAMTERES INTOCONSECUTIVE WALL

CONCRETE WALLSEE PLAN FORREINFORCEMENT

150

SAWCUT 20x25 DEEP CONTROL JOINT @ 6000 OC EACH FACE

SEE ARCHITECTURAL DRAWINGS FOR CAULKING AND BELOW GRADE REQUIREMENTS

CUT EVERY 2ND HORIZONTALREINFORCING BAR AT JOINTLOCATION PRIOR TO PLACEMENT OF CONCRETE

SAWCUT 40 CONTROL JOINT @ 6000 OC EACH WAY TYPICALUNO SEE ARCHITECTURALFOR CAULKING

1200

300

11

BUILDING FOUNDATIONSEE TO PLAN

NEW CONCRETE SLABSEE TO PLAN

25 THERMAL BREAKFILL WITH RIGIDINSULATION

SLOPE 2%

125 CONCRETE APRON SLAB C/W 10M @ 300 OC EACH WAY(MINIMUM 3 BARS EACH WAY) EMBED 100 INTO FOUNDATION WITH HILTI HIT-HY 200

300

100 VOID FORM

THICKEN 3 SIDES OF APRON C/W 2-10M BOTTOM CONTINUOUSWITH TIES @ 600 OC

100

220

250

250

SCREW PILE

10Mx300 @ 300 OC DOWELS EMBED 100

GRADE BEAMREINFORCING

PILE BELOW

PILE REINFORCINGCAGE

6-15M HOOK DOWELSEMBED 600 INTO PILEUNLESS NOTED OTHERWISEENSURE DOWELS ARE WITHIN PILE REINFORCING CAGE

2-15Mx 2xOPENING Ø EACH FACETYPICAL 4 SIDES SET @ 45° TOREINFORCEMENT PROVIDE 100SEPARATION BETWEEN PARALLELBARS

2-15Mx 2x DIAGONAL OF OPENINGEACH FACE TYPICAL 4 SIDES SET @ 45° TO REINFORCEMENT PROVIDE 100 SEPARATION BETWEEN PARALLEL BARS

EDGE OF CONCRETE

4-15Mx 2xOPENING Ø2-EACH FACE

4-20Mx 2xOPENING Ø2-EACH FACE

TYPICAL ROUND OPENING REINFORCING TYPICAL SQUARE OPENING REINFORCING

EDGE OF CONCRETE

8-15Mx 2xOPENING4-EACH FACE

4-15Mx 2xOPENING2-EACH FACE

TYPICAL ROUND OPENING REINFORCINGFOR EDGE CONDITIONS

TYPICAL SQUARE OPENING REINFORCINGFOR EDGE CONDITIONS

TYPICAL ROUND OPENING REINFORCINGFOR EDGE CONDITIONS

600≤

PILE CAPSEE SCHEDULE

PILE BELOW

PILE CAP REINFORCEMENTSEE SCHEDULE

6-15M HOOK DOWELSEMBED 600 INTO PILEUNLESS NOTED OTHERWISEENSURE DOWELS ARE WITHIN PILE REINFORCING CAGE

1

1

400VAPOUR BARRIERCONTINUOUS THROUGH

SLAB THICKENING C/W2-15M BOTTOM CONTINUOUS

15Mx1200 DOWELSEMBED 100 INTO SLAB WITH HILTI HIT-HY 200

TYP300

SADDLE BARS TO MATCHSIZE AND SPACING OF SLABREINFORCING



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALTYPICAL DETAILS

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S6.1

1 : 20

TYPICAL SLAB THICKENING FOR LOAD BEARINGWALLS

1 : 20TYPICAL BOLLARD DETAIL

1 : 20TYPICAL WALL CONSTRUCTION JOINT

1 : 20TYPICAL SLAB CONSTRUCTION JOINTS

1 : 20TYPICAL SLAB ON GRADE CONSTRUCTION JOINT

1 : 10TYPICAL VERTICAL WALL/CURB CONSTRUCTION JOINT

1 : 10

TYPICAL SLAB CONTROL JOINT AROUND COLUMNLOCATION

1 : 20TYPICAL WALL CONSTRUCTION JOINT

1 : 20TYPICAL SLAB CONTROL JOINT

1 : 20TYPICAL EXTERIOR DOOR SLAB AT NEW SLAB

1 : 20TYPICAL PILE TO GRADE BEAM REINFORCING

1 : 20TYPICAL OPENING REINFORCING

1 : 20TYPICAL PILE TO PILE CAP REINFORCING

1 : 20TYPICAL BLOCK WALL SLAB THICKENING



10000

DeEe


13562

Ce Be Dn


9160


12450


8710


10000

Be


9160

850 ±

EXISITNG 850±x2286±WINDOW OPENING

15Mx800 LONG DOWELS@ 250 OC EACH FACEEMBED 100 WITH HILTI HIT-RE 500 V3TYPICAL AROUND PERIMETEROF OPENING

15M @ 250 OCHORIZONTALEACH FACE

PER TABLE

SPLICE

EXISTING CONCRETEFOUNDATION WALL


8710

SECTION ELEVATION

MIN300

MIN300

STORM OR SANITARY PIPESEE MECHANICAL AND CIVIL FOR ELEVATIONS

GRADE

11 MAXIMUM �

COORDINATE WITHMECHANICAL AND CIVIL

3370 MAXIMUM

LEANCRETE TO BEARON NATIVE MATERIAL

MINIMUM600

300 20ØWASHEDROCK

FILTERFABRIC

100Ø WEEPINGTILE

MINIMUM

200

600

475 MINIMUM

TRENCH DRAINSEE MECHANICAL

20M DOWELS@ 200 OC

MAINTAIN REINFORCEMENTAND SPACING AS NOTED ON PLAN

600

500

600

VARIES

3-20M CONTINUOUS



DESIGNED

DRAWN SCALE

DATE

JOB

DRAWING

NOTES:



As indicated

EMERGENCY SERVICES BUILDINGSTRUCTURALTYPICAL DETAILS AND STAIRSECTIONS

TOWN OF TABER

C.P.V.

D.J.F.

MAY 2019

1415-057-00

S6.2

NTSS2.2

T

1 : 20TYPICAL EXISTING WINDOW INFILL DETAIL

1 : 25TYPICAL SERVICE BELOW FOOTING

1 : 20TYPICAL WEEPING TILE

1 : 10TYPICAL WEEPING TILE


Documents

EMERGENCY SERVICES BUILDING STRUCTURAL