GENERAL NOTES 1. READ THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER PERTINENT CONTRACT DOCUMENTS. 2. THE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE ALBERTA BUILDING CODE 2014 AND REFERENCED STANDARDS THEREIN. 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 SURFACE WATER 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 GEOTECHNICAL REPORT 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 TEMPORARY EXCAVATIONS 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 TO EVAPORATION. 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 FROZEN MATERIAL. 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 OF FOUNDATION ELEMENTS A MINIMUM DISTANCE EQUAL TO THE THICKNESS 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 AND A MAXIMUM SLUMP OF 175. MECHANICALLY VIBRATE CORE FILL. 4. PROVIDE 1-15M VERTICAL AND CORE FILL AT EACH SIDE OF EVERY OPENING 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 WHERE SHOWN ON DRAWINGS, UNLESS NOTED OTHERWISE. REINFORCE EACH 200 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 EDGES OF 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. CUT ALTERNATE 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 ALL CONCENTRATED 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 LOCATIONS OF ALL PROPOSED CONSTRUCTION JOINTS IN FOUNDATIONS WALLS OR 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 EITHER DIRECTION. 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 BY MEANS OF TEMPLATES BEFORE CONCRETE IS POURED. "WET DOWELING" IS NOT PERMITTED. 4. ANCHOR BOLTS MUST BE LOCATED WITHIN REINFORCING STEEL CAGE. 5. NOTIFY CONSULTANT WHERE PLACEMENT OF REINFORCING STEEL CONFLICTS WITH WORK OF OTHER TRADES. 6. MINIMUM REINFORCING AROUND OPENINGS LARGER THAN 300: 1 - 15M EACH SIDE AND EACH FACE OF OPENINGS EXTENDED 600 PAST CORNERS UNLESS NOTED OTHERWISE. 7. PROVIDE DOWELS FROM CONCRETE COMPONENTS TO MATCH BLOCK REINFORCING. DOWEL LENGTH MINIMUM 1200, EMBED 600 INTO 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 THE RECOMMENDATIONS GIVEN IN: GEOTECHNICAL EVALUATION TOWN OF TABER EMERGENCY SERVICES BUILDING LOCATED AT 5203 49 AVENUE, TABER, ALBERTA PREPARED 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 GEOTECHNICAL CONSULTANT 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 SOIL SURFACES. 7. PROTECT BEARING SURFACES FROM DESICCATION AND MOISTURE INTRUSION. 8. DO NOT PLACE CONCRETE ON FROZEN SOIL. CONCRETE 1. CONCRETE MIX DESIGN TO FOLLOW THE REQUIREMENTS OF CSA A23.1-04. 2. OWNER WILL APPOINT AND PAY FOR SERVICES OF TESTING AGENCY TO DO THE FOLLOWING: - TEST FINE COARSE AGGREGATE - TAKE THREE TEST CYLINDERS FROM LOAD, OR FRACTION THEREOF OF EACH TYPE OF CONCRETE PLACED IN ANY ONE DAY. TEST CYLINDERS WILL BE CURED ON JOB-SITE UNDER SAME CONDITIONS AS CONCRETE IT REPRESENTS. - TAKE AT LEAST ONE SLUMP TEST AND ONE ENTRAINED AIR 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. TOLERANCE 3mm 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 UNREINFORCED MASONRY SHALL BE REINFORCED WITH L76x76x6.4 BOTH FACES ALL 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 DESIGN AND SUPPLY CONNECTIONS BETWEEN STEEL MEMBERS TO RESIST THE LOADS AS NOTED IN THE CONSTRUCTION DRAWINGS. CONNECTIONS ARE PINNED UNLESS NOTED OTHERWISE. WHERE LOADS 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 PROVIDE THE ERECTION PROCEDURES. 3. IT IS THE RESPONSIBILITY OF THE STEEL STUD SUPPLIER TO DESIGN AND SUPPLY WIND BEARING STEEL STUDS AS PER THE REQUIREMENTS OF THE ALBERTA BUILDING CODE 2014 AND LOADING 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 ALBERTA BUILDING 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 PRACTICE MPE ENGINEERING LTD. PERMIT NUMBER: 3680 P The Association of Professional Engineers 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 ONLY NOT FOR CONSTRUCTION As indicated EMERGENCY SERVICES BUILDING STRUCTURAL GENERAL NOTES 1 OF 2 TOWN OF TABER C.P.V. D.J.F. MAY 2019 1415-057-00 S1.1 ISSUE YY-MM-DD REVISION 1 19-05-21 FOR TENDER
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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 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.
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 2 OF 2
TOWN OF TABER
C.P.V.
D.J.F.
MAY 2019
1415-057-00
S1.2
ISSUE YY-MM-DD REVISION1 19-05-21 FOR TENDER
DESIGN LOADS
1. UNIFORM LOADING (UNLESS NOTED OTHERWISE ON PLANS) PER ALBERTA BUILDING CODE:
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
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
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.
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
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
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.
ISSUE YY-MM-DD REVISION1 19-05-21 FOR TENDER
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 102x102x6.4CHEVRON BRACE
HSS 102x102x6.4
X-BRACE
HSS 102x102x6.4CHEVRON 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
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
1 : 100
EMERGENCY SERVICES BUILDINGSTRUCTURALMAIN FLOOR PLAN
TOWN OF TABER
C.P.V.
D.J.F.
MAY 2019
1415-057-00
S2.3
ISSUE YY-MM-DD REVISION1 19-05-21 FOR TENDER
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 102x102x6.4CHEVRON BRACE
HSS 102x102x6.4CHEVRON BRACE
HSS 102x102x6.4X-BRACE
NEW STEEL STAIRSC/W PIP STANDARDRAIL
DNTS6.2
@ 1250 OC MAX
500 DP OWSJ
@ 1250 OC MAX600 DP OWSJ
NEW MUA7.6kN (1700lbs)
L127x76x6.4 LONG LEG HORIZONTALDECK SUPPORT ANGLEAROUND PERIMETER TYPICAL
L127x76x6.4 LONG LEG HORIZONTALDECK SUPPORT ANGLEAROUND PERIMETER TYPICAL
NEW GUARDRAILDESIGNED ANDFABRICATED TOPIP STANDARDS
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
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.
ISSUE YY-MM-DD REVISION1 19-05-21 FOR TENDER
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