4
x x CONCRETE REINFORCEMENT NOTES 1. PERFORM CONCRETE REINFORCING WORK AND FABRICATION IN ACCORDANCE WITH CAN/CSA-A23.1/A23.2 UNLESS SPECIFIED OTHERWISE IN THIS SECTION. 2. REINFORCING STEEL SHALL BE GRADE 400R DEFORMED BILLET - STEEL (EXCEPT REINFORCING TO BE WELDED SHALL BE 400W) CONFORMING TO CAN/CSA - G30.18 AND FREE OF RUST, OIL OR ANY OTHER DELETERIOUS MATERIAL. 3. ALL REINFORCING TO BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH THE LATEST RSIO DETAILING MANUAL. SUBMIT PLACING SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION OF REBAR. 4. PROVIDE ALL NECESSARY BAR SUPPORTS AND TIE IN ACCORDANCE WITH THE LATEST RSIO DETAILING MANUAL. 5. REINFORCING WORK TO BE INSPECTED BY THE ENGINEER. NOTIFY THE ENGINEER 24 HOUR IN ADVANCE. CONTRACTOR MUST ENSURE MINIMUM 95% STEEL ARE IN PLACE FOR THE INSPECTION. 6. SPLICES IN REINFORCEMENT SHALL BE STAGGERED WHERE POSSIBLE. SPLICES SHALL BE IN ACCORDANCE WITH CSA 23.3-04 CLAUSE 12, CLASS B TENSION SPLICE AS SHOWN ON STANDARD DETAIL. 7. WELDED WIRE FABRIC SHALL CONFORM TO CSA STANDARD G30.5 - M - LATEST EDITION. 8. WELDED WIRE FABRIC SPLICES SHALL BE MADE BY OVERLAPPING ONE MESH OR 150mm, WHICHEVER IS GREATER. 9. THE MINIMUM CLEAR COVER FOR REINFORCEMENT SHALL BE IN ACCORDANCE WITH CSA A23.1 AND FOR NON-PRESTRESSED CONCRETE SHALL BE: A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH IS 75mm. B. EXPOSED TO EARTH NOT EXPOSED TO OR WEATHER EARTH & WEATHER 1) BEAMS, COLUMNS AND WALLS PRINCIPAL REBARS, 35M & SMALLER 50mm (2") 38mm (1 1 2 ") 2) SLABS, 20M & SMALLER 32mm (1 1 4") 19mm ( 3 4") 10. BEFORE ANY NEW CONCRETE IS ADDED, THE SURFACE OF THE EXISTING CONCRETE SHALL BE ROUGHENED, THOROUGHLY CLEANED WITH ALL LAITANCE REMOVED AND A BONDING AGENT APPLIED. PROVIDE WATERSTOPS IN SUPPLEMENTAL JOINTS IN STRUCTURES DESIGNATED AS "WATERTIGHT". 11. ALL EXISTING REINFORCING SHALL BE CLEANED TO BE FREE OF RUST, OIL OR ANY OTHER DELETERIOUS MATERIAL ABBREVIATIONS ALT. = ALTERNATE B. = BOTTOM CANT. = CANTILEVERED C.J. = CONSTRUCTION JOINT E.F. = EACH FACE EW. = EACH WAY GALV. = GALVANIZED H.E.F. = HORIZONTAL EACH FACE MC = MOMENT CONNECTION NON-FACTORED LOAD N.T.S. = NOT TO SCALE O.C. = ON CENTER C/C = CENTER TO CENTER O.W.S.J.= OPEN WEB STEEL JOIST OR = OUTRIGGER S.C. = SAW CUT t = THICKNESS HORZ. = HORIZONTAL HSS = HOLLOW STRUCTURAL SECTION LJ. = ISOLATION JOINT LG. = LONG LLV. = LONG LEG VERTICAL MIN . = MINIMUM MAX. = MAXIMUM T & B. = TOP AND BOTTOM T.J. = TIE JOIST TYP. = TYPICAL U.N.J. = UNLESS NOTED OTHERWISE U/S = UNDERSIDE V.E.F. = VERTICAL EACH FACE VERT. = VERTICAL GENERAL 1. STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH ALL OTHER DRAWINGS AND DOCUMENTS INCLUDED IN THIS CONTRACT. 2. CONTRACTOR TO VISIT THE SITE AND EXAMINE ALL CHARACTERISTIC FEATURES AFFECTING THE PROPOSED NEW CONSTRUCTION. COMPARE EXISTING GRADE ELEVATIONS WITH THOSE SHOWN ON THE CONTRACT DRAWINGS. 3. OBTAIN ALL DETAILS AND DIMENSIONS OF EXISTING WORK IN FIELD AND INCORPORATE SAME INTO NEW CONSTRUCTION. CHECK ALL DIMENSIONS, LEVELS AND DETAILS SHOWN ON STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL, MECHANICAL, ELECTRICAL, SITE PLAN, LANDSCAPING AND OTHER RELEVANT DRAWINGS. 4. REPORT ANY DISCREPANCIES TO THE CONSULTANT BEFORE SUBMITTING THE TENDER PRICE. NO ALLOWANCE WILL BE MADE FOR DIFFICULTIES ENCOUNTERED OR EXPENSES INCURRED RESULTING FROM CONDITIONS CONSIDERED KNOWN AT THE TIME THE TENDERS ARE SUBMITTED. McINTOSH PERRY CONSULTING ENGINEER LTD. IS NOT RESPONSIBLE FOR ANY WORKS NOT DESIGNED BY McINTOSH PERRY CONSULTING ENGINEER LTD. 5. CONTRACTOR MUST INFORM McINTOSH PERRY CONSULTING ENGINEER LTD. OF ANY CHANGES AND FUTURE WORKS WHICH ARE NOT DESIGNED AND SHOWN ON DRAWINGS. CONTRACTOR MUST INFORM McINTOSH PERRY CONSULTING ENGINEER LTD. IN WRITING WHEN CONSTRUCTION WORK BEGINS, AND ARRANGE FOR PERIODIC SITE REVIEWS IN ACCORDANCE WITH OBC REQUIREMENTS. 6. CONTRACTOR IS RESPONSIBLE TO ARRANGE FOR THE TESTING OF CONCRETE, COMPACTION, INSPECTION OF STRUCTURAL STEEL FOR ALIGNMENT, BOLTS AND WELDING CONNECTION BY INDEPENDENT INSPECTION AGENT AND SUBMIT PROMPTLY ALL REPORTS TO THE PROJECT ARCHITECT AND ENGINEER. 7. CONTRACTOR IS FULLY RESPONSIBLE FOR THE DESIGN, SUPPLY, INSTALLATION AND MAINTENANCE OF ADEQUATE TEMPORARY SHORING, BRACING AND RE-SHORING DURING CONSTRUCTION UNTIL STRUCTURE IS STABLE. SUBMIT SHORING/RE-SHORING DRAWINGS SEALED BY P. ENG. FOR APPROVAL PRIOR TO CONSTRUCTION OF CONCRETE WORK. SHORING MUST COMPLY WITH OHSA AND REGULATIONS FOR CONSTRUCTION PROJECTS. 8. AT THE CONTRACTOR'S EXPENSE, THE CONSULTANT WILL SELECT AN INDEPENDENT TESTING AGENCY TO REVIEW STRUCTURAL STEEL WORK IN THE SHOP AND IN THE FIELD. THE CONTRACTOR WILL NOTIFY THE CONSULTANT TWO WEEKS IN ADVANCE OF THE DATE OF THE WORK WILL BE READY FOR INSPECTION. 9. CONTRACTOR MUST INFORM McINTOSH PERRY CONSULTING ENGINEER LTD. IN WRITING WHEN CONSTRUCTION WORK BEGINS, AND ARRANGE FOR PERIODIC SITE REVIEWS IN ACCORDANCE WITH OBC REQUIREMENTS. 10. SEE THIS DRAWING FOR DESIGN LOADS. DO NOT EXCEED DURING CONSTRUCTION. 11. PROTECT FOOTINGS, WALLS, SLABS-ON-GRADE AND ADJACENT SOIL AGAINST FREEZING AND FROST ACTION AT ALL TIMES DURING CONSTRUCTION. 12. CENTRE FOOTINGS AND PIERS UNDER CENTROID OF COLUMNS, UNLESS OTHERWISE NOTED. 13. MAKE GOOD ALL EXISTING FINISHES AND STRUCTURE AFTER WORK IS COMPLETE. 14. BEFORE SUBMITTING THE TENDER PRICE, CONTRACTOR IS RESPONSIBLE FOR MAKING ALL REQUIRED MEASUREMENTS ON SITE FOR QUANTITIES OF MATERIAL REQUIRED TO COMPLETE THE WORK. CODES AND STANDARDS 1. STRUCTURAL DESIGN AND CONSTRUCTION SHALL CONFORM TO: .1 ONTARIO BUILDING CODE (OBC-2006) .2 NATIONAL BUILDING CODE OF CANADA, WHERE APPLICABLE. .3 CONCRETE .1 DESIGN OF CONCRETE STRUCTURES FOR BUILDINGS - CAN/CSA-A23.3-M .2 CONCRETE MATERIALS & METHODS OF CONCRETE CONSTRUCTION/ METHODS OF TEST FOR CONCRETE .3 CSA-A23.1-04 / A23.2-04 .4 A23.3-04, DESIGN OF CONCRETE STRUCTURES .5 PRECAST CONCRETE MATERIALS AND CONSTRUCTION - CAN3-A234-M .4 STEEL .1 LIMIT STATES DESIGN OF STEEL STRUCTURES - CAN/CSA-S16.1-M .2 COLD FORMED STRUCTURAL STEEL MEMBERS -CSA/CAN3-S136 & GUIDE SPECIFICATION-CSSBI .3 CAN/CSA-S16-01 (INCLUDING SUPPLEMENT CAN/CSA-S16S1-05), LIMIT STATES DESIGN OF STEEL STRUCTURES. .4 CAN/CSA-G30.18 - BILLET STEEL BARS FOR CONCRETE REINFORCEMENT .5 TIMBER .1 CAN/CSA-O86-01 (INCLUDING SUPPLEMENT CAN/CSA-O86S1-05), ENGINEERING DESIGN IN WOOD .2 ENGINEERING DESIGN IN WOOD CAN3-086-M .3 ALL CODES SHALL BE CURRENT CODES APPLICABLE AT THE TIME OF SUBMISSION FOR BUILDING PERMIT APPLICATION, INCLUDING ALL NEW AND REVISED ARTICLES. COLD WEATHER REQUIREMENTS 1. CONFORM TO CAN/CSA-A23.1/A23.2 WHEN CONCRETING DURING COLD WEATHER. 2. IN COLD WEATHER, ALL HEATING EQUIPMENT AND PROTECTIVE ENCLOSURES SHALL BE ON THE JOB READY FOR USE WHEN CONCRETE IS PLACED. SUCH EQUIPMENT SHALL BE ADEQUATE FOR PURPOSE OF HEATING THE CONCRETE MATERIALS AND PROTECTING THE CONCRETE IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS: .1 t,EsZ d, dDWZdhZ K& d, ^hZZKhE/E' dDK^W,Z /^ ϱΣ KZ >KtZ KZ d,Z /^ WZK/>/dz K& /d &>>/E' >Kt ϱΣ >> ''Z'd^ E tdZ ^,>> WZͲ,d E ALL FORMS, FILL AND GROUND WITH WHICH THE CONCRETE IS IN CONTACT OR IS CALCULATED TO COME IN CONTACT WITH, SHALL BE DEFROSTED. STEEL REINFORCEMENT AND AGGREGATES SHALL BE PROTECTED BY ADEQUATE MEANS TO PREVENT FORMATION OF AN ICE FILM. .2 >> KEZd t,E W> /E d, &KZD^ ^,>> ,s dDWZdhZ dtE ϭϲΣ E ϮϳΣ AND ADEQUATE MEANS SHALL BE PROVIDED BY ENCLOSURES AND HEATING EQUIPMENT FOR D/Ed/E/E' dDWZdhZ K& d >^d ϮϮΣ &KZ d, &/Z^d ^sE z^ E d >^d ϭϬΣ &KZ AS MUCH MORE TIME AS MAY BE NECESSARY, AS DETERMINED BY THE ENGINEER, TO ENSURE THE PROPER CURING OF THE CONCRETE. .3 CANVAS OR OTHER PROTECTIVE COVERING SHALL BE KEPT CLEAR OF ALL CONCRETE IN ORDER TO PERMIT FREE CIRCULATION OF AIR AROUND ALL WALLS, COLUMNS, AND OVER TOPS OF ALL SLABS. .4 THE CONTRACTOR IS TO PROTECT THE SOIL FROM FREEZING DURING THE CONSTRUCTION PERIOD. THIS INCLUDES FOOTINGS THAT HAVE BEEN CAST. .5 t,EsZ d, dDWZdhZ K& ^hZZKhE/E' dDK^W,Z /^ ϱΣ dK ϭϬΣ EK KEZd tKZ< SHOULD BE DONE UNLESS APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE NOTES 1. CONFORM TO CSA STANDARD A23.1. CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION A23.2. METHODS OF TEST FOR CONCRETE A23.3. DESIGN OF CONCRETE STRUCTURES IN DETAILING BENDS, PLACEMENT, SPACING, SPLICING AND PROTECTION OF REINFORCING. 2. COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS (UNLESS OTHERWISE NOTED): LOCATION 28 DAY STRENGTH SIZE CLASS OF EXPOSURE AIR ENTRAINMENT FOOTINGS AND INTERIOR PIERS 25 MPa N NONE FOUNDATION WALLS & EXTERIOR PIERS 25 Mpa F-2 5% EXTERIOR SLABS EXPOSED TO CHLORIDES 30 MPa C-4 NONE INTERIOR SLABS NOT EXPOSED TO CHLORIDES 25 MPa N NONE - WATER SHALL BE CLEAN AND FREE FROM INJURIOUS MATERIAL - NO ADDITIONAL WATER SHALL BE ADDED AT THE JOB SITE - APPEARANCE OF ALL EXPOSED CONCRETE SHALL BE APPROVED BY THE ARCHITECT - CONCRETE EXPOSED TO WEATHER SHALL HAVE AN AIR-ENTRAINMENT OF 5% - CONCRETE ADJACENT TO PARKING LOTS, SIDEWALKS AND GARAGE BAY DOORS, WHERE 35MPa (C-1 EXPOSURE) SHALL BE USED. - ALL CONCRETE TO BE PROPERLY CONSOLIDATED WITH POKER VIBRATORS, FINISHED TO THE PROPER LEVEL. 3. ALL REINFORCING STEEL SHALL BE BILLET STEEL BARS FOR CONCRETE REINFORCEMENT IN ACCORDANCE WITH CAN/CSA G30.18. BILLET STEEL BARS FOR CONCRETE REINFORCEMENT GRADE 400R fy=400 MPa. 4. CONCRETE COVER FOR REINFORCING STEEL BARS AND PLACING TOLERANCES SHALL BE IN ACCORDANCE WITH CSA STANDARD A23.1. 5. CEMENT: PROVIDE PORTLAND CEMENT OF CANADIAN MANUFACTURE CONFORMING WITH CSA-A3001, NORMAL TYPE. 6. AGGREGATES: PROVIDE CLEAN, UNCOATED SAND AND COARSE AGGREGATES FROM APPROVED SOURCES WHICH CONFORM WITH CSA/CAN-A23.1/A23.2. NOMINAL SIZE OF COARSE AGGREGATES TO BE 19 mm (3/4"). 9. AIR ENTRAINMENT: AS PER ASTM C260 10. UNLESS OFFICIALLY APPROVED OTHERWISE, SLUMPS SHALL AS SPECIFIED IN THE TABLE ABOVE. GREATER SLUMPS ARE NOT ACCEPTABLE AND THE LOADS SHALL BE REJECTED. ADMIXTURES, WHERE PERMITTED, SHALL CONFORM WITH CSA STANDARD CAN 3-A266M. A) PROVIDE AN APPROVED WATER-REDUCING AGENT IN ALL CONCRETE. B) PROVIDE WHERE SPECIFIED, AN APPROVED AIR ENTRAINING AGENT. C) FLY-ASH AND SLAG. 11. DO NOT INCORPORATE FLY-ASH OR SLAG INTO CONCRETE MIX DESIGNS WITHOUT PRIOR APPROVAL IN WRITING. 12. FLY-ASH AND SLAG MAY BE CONSIDERED AS ACCEPTABLE IN NON-SUSPENDED CONCRETE,OR IN SLABS WHICH ARE NOT TO BE SUBJECTED TO AN ACCELERATED POURING SEQUENCE. THIS IS DEPENDENT ON PROVEN PERFORMANCE AND PREVALENT WEATHER CONDITIONS. 13. MAINTAIN CONCRETE COVER AROUND REINFORCING AS FOLLOWS: COLUMNS 50MM, WALLS EXPOSED TO WEATHER OR BACKFILL 30MM, FOOTING AND CONCRETE FORMED AGAINST EARTH 75MM. 14. PERFORM CAST-IN-PLACE CONCRETE WORK IN ACCORDANCE WITH CSA-A23.1/A23.2 UNLESS SPECIFIED OTHERWISE IN THIS SECTION. 15. CONFORM TO CAN/CSA-A23.1/A23.2 IN THE USE OF ADMIXTURES. 16. ALL CONCRETE SHALL BE CONSOLIDATED WITH INTERNAL VIBRATOR, AND FINISH TO ARCHITECT'S REQUIREMENTS. 17. >> KEZd ^hZ& Dh^d hZ &KZ D/E/DhD ϯ z d D/E/DhD ϭϬΣ /d/KE> ϰ z hZ/E' IS REQUIRED FOR CONCRETE OF F-1, C-1,C-2, S-1 AND S-2 EXPOSURE. CURING AS PER CAN/CSA A-23.1/A23.2. 18. PLACEMENT & CONSOLIDATION SHALL BE IN ACCORDANCE WITH CSA A23.1/A23.2. MAINTAIN RECORDS OF POURED CONCRETE ITEMS. RECORD DATE, LOCATION OF POUR, QUANTITY, AIR TEMPERATURE, AND TEST SAMPLES TAKEN. POUR CONCRETE CONTINUOUSLY BETWEEN PRE-DETERMINED CONSTRUCTION AND CONTROL JOINTS. IMMEDIATELY AFTER PLACEMENT, PROTECT CONCRETE FROM PRE-MATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURES AND MECHANICAL DAMAGE. 19. CONFORM TO CAN/CSA-A23.1/A23.2 WHEN CONCRETING DURING HOT WEATHER. 20. UNLESS NOTED OTHERWISE CONTRACTOR TO TEST CONCRETE FOR EACH DAY'S CONCRETING AND/OR EVERY 30 CUBIC METERS EACH DAY'S CONCRETING. FORWARD TEST RESULTS TO ENGINEER FOR REVIEW. MINIMUM THREE CYLINDERS PER TEST. ONE ADDITIONAL TEST CYLINDER WILL BE TAKEN DURING COLD WETHER CONCRETING, AND BE CURED ON JOB SITE UNDER SAME CONDITIONS AS CONCRETE IT REPRESENTS. ONE SLUMP TEST WILL BE TAKEN FOR EACH SET OF TEST CYLINDERS TAKEN. 21. CONCRETE FINISHING SHALL BE IN ACCORDANCE WITH ARCHITECTURAL REQUIREMENTS. 22. PLACE CONCRETE IN ACCORDANCE WITH CAN/CSA-A23.1/A23.2. MAINTAIN RECORDS OF POURED CONCRETE ITEMS. RECORD DATE, LOCATION OF POUR, QUANTITY, AIR TEMPERATURE, AND TEST SAMPLES TAKEN. PROVIDE ALL RECORDS AND TEST DATA TO THE CONSULTANT. PREPARE PREVIOUSLY PLACED CONCRETE BY CLEANING WITH STEEL BRUSH AND APPLYING BONDING AGENT. APPLY BONDING AGENT IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. POUR CONCRETE CONTINUOUSLY BETWEEN PRE-DETERMINED CONSTRUCTION AND CONTROL JOINTS. 23. ALL CONCRETE TO BE PROPERLY CONSOLIDATED WITH POKER VIBRATORS. SLAB ON GRADE 1. PLACE SLAB ON GRADE ON 200 MIN COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH THE GEOTECHNICAL SOIL REPORT.COMPACTION TEST SHALL BE CARRRIED OUT PRIOR TO SLAB ON GRADE PACEMENT. 2. PROVIDE APPROVED PRE-FORMED KEYED CONTROL JOINTS OR SAW CUT (WITHIN 24 HOURS) AT MAXIMUM SPACING 4m. CUT 1/4 DEPTH OF SLAB AND FILL WITH APPROVED MASTIC JOINT FILLER. 3. BREAK BOND AT SURFACES OF CONTACT WITH OTHER CONCRETE WHERE INDICATED ON PLAN (USE ASPHALT WATERPROOFING, HEAVY DUTY POLYETHYLENE OR SAND LAYER). FORMWORK 1. PROVIDE FORMWORK FOR ALL CONCRETE WORK WHEN REQUIRED. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND ERECTION OF FORMWORK TO CAN/CSA-A23.1/A23.2 AND CSA S269.3 REQUIREMENTS. 2. CLEAN FORMS AS ERECTION PROCEEDS, TO REMOVE FOREIGN MATTER, 3. DURING COLD WEATHER, REMOVE ICE AND SNOW FROM WITHIN FORMS. 4. DO NOT REMOVE FORMS AND BRACING UNTIL CONCRETE HAS GAINED SUFFICIENT STRENGTH TO SUPPORT ITS OWN WEIGHT, AND CONSTRUCTION AND DESIGN LOADS WHICH ARE LIABLE TO BE IMPOSED UPON IT. 5. FORM TIES WILL BE REMOVABLE. THE FORM RELEASE AGENT WILL BE COLOURLESS MINERAL OIL THAT WILL NOT STAIN OR IMPAIR NATURAL BONDING OF CONCRETE COATINGS. FORMWORK ERECTION 1. CONSTRUCT FORMWORK, SHORING AND BRACING TO MEET DESIGN AND CODE REQUIREMENTS. 2. ALIGN JOINTS AND MAKE WATERTIGHT. KEEP FORM JOINTS TO A MINIMUM. 3. WHEN USING EARTH FORMS, HAND TRIM SIDES AND BOTTOMS, AND REMOVE LOOSE DIRT PRIOR TO PLACING CONCRETE. 4. PROVIDE BRACING TO ENSURE STABILITY OF FORMWORK. SHORE OR STRENGTHEN PREVIOUSLY CONSTRUCTED FORMWORK LIABLE TO BE OVER STRESSED BY CONSTRUCTION LOADS. 5. PROVIDE CHAMFER STRIPS ON EXTERNAL CORNERS OF BEAMS, JOISTS, AND COLUMNS, AS NEEDED. 6. APPLY FORM RELEASE AGENT PRIOR TO PLACING REINFORCING STEEL, ANCHORING DEVICES, AND EMBEDDED ITEMS. 7. PROVIDE FORMED OPENINGS WHERE REQUIRED FOR PIPES, CONDUITS, SLEEVES, AND OTHER WORK TO BE EMBEDDED IN AND PASSING THROUGH CONCRETE MEMBERS. 8. PLACE ITEMS WHICH WILL BE CAST DIRECTLY INTO CONCRETE. 9. COORDINATE WORK OF OTHER SECTIONS INVOLVED IN FORMING AND SETTING OPENINGS, SLOTS, CHASES, SLEEVES, BOLTS, ANCHORS, AND OTHER INSERTS. 10. INSTALL WATERSTOPS CONTINUOUS WITHOUT DISPLACING REINFORCEMENT. HEAT SEAL JOINTS WATERTIGHT. 11. PLACE FORMED CONSTRUCTION JOINTS IN FLOOR SLAB PATTERN POURING SEQUENCE. SET TOP SCREED TO REQUIRED ELEVATIONS. TD05 TYPICAL CONSTRUCTION JOINT IN WALL - TD01 TYPICAL CONCRETE WALL DETAILS - 4" P.V.C. WATERSTOP AT ALL RETAINING AND BASEMENT WALLS, AND 1 1/2" x 3" KEY HORIZONTAL REINFORCING CONT. THROUGH JOINT REGLET FOR CAULKING ON EXPOSED FACE(S) TD02 SLAB ON GRADE ELEVATION CHANGE SCALE : NTS - 8" 24" MAX. x x x x x x x x 1-15M CONT. 1-15M CONT. 1 2 REINFORCING AS SHOWN ON PLAN OR SCHEDULE SCALE : NTS SCALE : NTS 2 1 PROTECT LATERAL STABILITY OF BEARING STRATA. DO NOT EXCAVATE BELOW A LINE EXTENDING DOWNWARD FROM ANY BEARING STRATA AT A SLOPE OF 1 VERTICAL TO 2 HORIZONTAL. LINE OF EXCAVATION FINISHED FLOOR DATUM SEE PLAN EXISTING FOUNDATION NEW EXCAVATION 2'-0" (600) MAX 2'-0" (600) MAX 2'-0" (600) MAX 2'-0" (600) MAX 2'-0" (600) MAX 2'-0" (600) MAX 4'-0" (1200) MAX 4'-0" (1200) MAX 7'-10" (2400) MIN. 1'-0" (300) MAX TYP. T T 1 2 1 2 1'-0" (300) MAX TYP. NOTE: T = THICKNESS OF FOOTING T T TD03 STEP FOOTING DETAIL SCALE : NTS - TD06 TYPICAL SLOPE BETWEEN ADJACENT FOOTINGS SCALE : NTS - LAPPING AT CORNER OF WALL 24" 24" 12" MIN. CLASS 'B' LAP SPLICE DOWELS NOT REQUIRED IF WALLS CAST TOGETHER AND HORIZONTAL REINFORCING HOOKED AS SHOWN DOWELLING OF INTERSECTING WALLS SITE INSPECTION AND REPORT TESTING 1. THE O.B.C. BUILDING CODE 2006 SPECIFIES THAT FIELD REVIEWS OF THE BUILDING BE CARRIED OUT DURING THE COURSE OF CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF THE START OF CONSTRUCTION TO FACILITATE SUCH REVIEWS BY THE STRUCTURAL ENGINEER. 2. THE CONTRACTOR SHALL FURNISH TO THE STRUCTURAL ENGINEER, ON SEPIA AND TWO PRINTS STAMPED NY A PROFESSIONAL ENGINEER PRIOR TO POURING OF CONCRETE OR ERECTION OF STRUCTURAL ELEMENTS: a) SOIL BEARING TEST REPORTS b) REINFORCING STEEL PLACING DRAWINGS AND BARS LISTS c) ROOF AND FLOOR JOIST DESIGN AND FABRICATION. THE CONTRACTOR SHALL ALSO FURNISH THE ENGINEER WITH CONCRETE CYLINDER TEST REPORTS FOR ALL STRUCTURAL CONCRETE USED IN THE BUILDING. 3. AT THE CONTRACTOR'S EXPENSE, THE CONSULTANT WILL SELECT AN INDEPENDENT TESTING AGENCY TO REVIEW STRUCTURAL STEEL WORK IN THE SHOP AND IN THE FIELD. THE CONTRACTOR WILL NOTIFY THE CONSULTANT TWO WEEKS IN ADVANCE OF THE DATE OF THE WORK WILL BE READY FOR INSPECTION. DESIGN DATA 1. SOIL DESIGN BEARING PRESSURES (REF. SOILS REPORT): ULS: 1500 kPa 2. EARTHQUAKE PARAMETERS: SITE CLASSIFICATION: B Fa = 0.864 Fv = 0.630 TYPE OF SEISMIC FORCE RESISTING SYSTEM (SFRS): MASONRY SHEAR WALL/STEEL BRACED FRAME COMBINATION Rd = 1.5 Ro = 1.3 Ta = 0.19 (N-S DIRECTION) Ta = 0.19 (E-W DIRECTION) 5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES (OTTAWA, ON) THE DESIGN SPECTRAL RESPONSE ACCELERATION: Sa(0.2) = 0.66 Sa(0.2) = 0.570 Sa(0.5) = 0.32 Sa(0.5) = 0.202 Sa(1.0) = 0.13 Sa(1.0) = 0.082 Sa(2.0) = 0.044 Sa(2.0) = 0.028 S(Ta) = 0.57 (N-S DIRECTION) Sa(4.0) = 0.014 S(Ta) = 0.57 (E-W DIRECTION) IE = 1 Mv = 1 TYPES OF IRREGULARITIES: 1 - No 2 - No 3 - No 4 - No 5 - No 6 - No 7 - No 8 - No THE STATIC BASE SHEAR AND OVERTURNING MOMENT IN TWO PRINCIPAL DIRECTIONS: BASE SHEAR / MOMENTS: GOVERNING CONDITION: STATIC W = WEIGHT OF STRUCTURE (2225kN) V DESIGN = V MAX = 2 3 S (0.2) M V I E W/(R d Ro) THE BASE SHEAR AND OVERTURNING MOMENT IN TWO PRINCIPAL DIRECTIONS USED FOR THE DESIGN OF THE STRUCTURE: BASE SHEAR: Vd=0.195 W = 434kN IN E-W DIRECTION Vd=0.195 W = 434kN IN N-S DIRECTION OVERTURNING MOMENT: Md=2187kN.M ABOUT N-S DIRECTION Md=2187kN.M ABOUT E-W DIRECTION 4. THE SEISMIC FORCE RESISTING SYSTEM AND DIAPHRAGMS OF FLOORS AND THEIR CONNECTIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2006 ONTARIO BUILDING CODE, ARTICLE 4.1.8.15 AND ARTICLE 9.5.3 IN CAN/CSA-080-01. 5. THE SEISMIC FORCE RESISTING SYSTEM FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2006 ONTARIO BUILDING CODE, ARTICLE 4.1.8.16 AND ARTICLE 21.11 IN CAN/CSA A23.3. 6. THE SIPS AND ROOF TRUSSES ARE DESIGNED BY THE MANUFACTURER. THE FACTORED SHEAR FORCES ON EACH SIDE OF ROOF DIAPHRAGMS IS NOTED ON PLAN. 7. WIND DATA: P = Iw q 1/50 Ce C g C p WHERE q 1/50 = 0.41 kPa Iw = 1.00 (ULS) Iw = 0.75 (SLS) Ce = 1.00 C g C p = 2.7 NORTH-SOUTH (ULS) EAST-WEST (ULS) V BASE = 131kN V BASE = 70kN M BASE = 280kN-m M BASE = 160kN-m SNOW DATA: S = I S [ S S ( C b Cw Cs Ca ) + Sr ] WHERE I S = IMPORTANCE FACTOR (1.00 ULS, 0.90 SLS) C b Cw Cs Ca = FACTORS (VARIES) S S = 2.4 kPa Sr = REFERENCE RAIN LOAD (0.4kPa) MASONRY 1. ALL MASONRY TO BE IN ACCORDANCE WITH THE ONTARIO BUILDING CODE AND CAN/CSA-A370 AND CAN/CSA-A371. 2. MINIMUM CONCRETE BLOCK UNIT STRENGTH (NET AREA) 15.0 MPa MORTAR TYPE 'S' f'c = 12.4 MPa GROUT STRENGTH f'c = 20.0 MPa 3. PROVIDE ENGINEERED LATERAL BRACING FOR TEMPORARY SUPPORT OF ALL LOAD BEARING MASONRY WALLS UNTIL ROOF/FLOOR STEEL FRAMING IS WELDED IN PLACE. 4. VERTICAL BARS SHALL BE CONTINUOUS, LAPPED ONLY AT FLOORS OR HIGH-LIFT CLEANOUT PORTS, DOWELED INTO SUPPORTS AND GROUTED INTO CLEAR VERTICAL BLOCK CORES SEALED ALL AROUND WITH MORTAR. PROVIDE CLEANOUT PORT AT BOTTOM OF EACH GROUTED CORE. 5. DO NOT CLOSE PORT OR PLACE GROUT UNTIL CORE AND STEEL HAVE BEEN INSPECTED. 6. PROVIDE 2-10M (MIN.) GROUTED LOW WEB BOND BEAM AT TOP OF REINFORCED WALLS. EXTEND VERTICAL BARS TO TOP OF BOND BEAM. PROVIDE METAL LATH STRIP UNDER BOND BEAMS BETWEEN GROUTED CORES TO RETAIN BOND BEAM GROUT. 7. PROVIDE VERTICAL REINFORCEMENT BARS (2-10M DOWELS WITH 90O HOOK, LENGTH TO BE DETERMINED ON SITE) IN GROUTED CORES AT SIDES OF ALL OPENINGS AND ENDS OF WALLS/CONSTRUCTION JOINTS. SHOP DRAWING AND SUBMITTALS CONCRETE: .1 SUBMIT PLACING DRAWINGS PREPARED IN ACCORDANCE WITH PLANS TO CLEARLY SHOW SIZE, SHAPE, LOCATION AND NECESSARY DETAILS OF REINFORCING. .3 SUBMIT DRAWINGS STAMPED AND SIGNED BY PROFESSIONAL ENGINEER REGISTERED OR LICENSED IN THE PROVINCE OF ONTARIO, CANADA. .4 AT LEAST 4 WEEKS PRIOR TO BEGINNING WORK, SUBMIT TO CONSULTANT SAMPLES OF FOLLOWING MATERIALS PROPOSED FOR USE: CURING COMPOUND, JOINT FILLER, WATERSTOPS. .5 CONCRETE HAULING TIME: PROVIDE FOR REVIEW BY CONSULTANT DEVIATIONS EXCEEDING MAXIMUM ALLOWABLE TIME OF 120 MINUTES FOR CONCRETE TO BE DELIVERED TO SITE OF WORK AND DISCHARGED AFTER BATCHING. MASONRY: .1 SUBMIT EVIDENCE OF MORTAR AND GROUT STRENGTH. .2 SUBMIT SAMPLES OF MASONRY ACCESSORIES. LUMBER: .1 PREFABRICATED TRUSSES: SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS, SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER, INCLUDING: SPECIES, SIZES AND STRESS GRADES OF LUMBER, PITCH, SPAN, CAMBER, CONFIGURATION DETAILS, BEARING DETAILS, LIFTING POINTS, BRACING AND BRIDGING, DESIGN LOADS AND DEFLECTIONS. FOUNDATION NOTES 1. ALL FOOTINGS TO REST ON COMPETENT BEDROCK. ALLOWABLE BEARING PRESSURE IS 1500 kPa (31 328 psf). REFER TO GEOTECHNICAL REPORT No. 50104.015 PREPARED BY AME, DATED SEPT. 29, 2011. 2. CONTRACTOR MUST HAVE THE ALLOWABLE BEARING VERIFIED BY AN INDEPENDENT TESTING AGENCY AT THE CONTRACTORS EXPENSE PRIOR TO CASTING OF CONCRETE. 3. FOOTING ELEVATIONS AND WALL DEPTHS ARE SUGGESTED ONLY. THESE MUST BE CONFIRMED ON SITE BY COMPETENT GEOTECHNICAL CONSULTANT SO AS TO ACHIEVE THE SOIL BEARING CAPACITY NOTED ABOVE. WHERE NEW FOOTING ABUTS OR IN CLOSE PROXIMITY TO EXISTING UNDERGROUND STRUCTURE, THE FOOTING SHALL BE STEPPED TO MATCH EXISTING FOOTING LEVEL, AND MUST BE BELOW THE LINE OF REPOSE FROM THE EXISTING FOOTING LEVEL AS DETERMINED BY GEOTECHNICAL ENGINEER ON SITE. 4. UNLESS SHOWN OTHERWISE, FOUNDATION WALLS ARE NOT DESIGNED TO CARRY CANTILEVER LOADS. THESE WALLS CAN BE BACKFILLED IN 150 mm (6") LIFTS ON EITHER SIDE AND SHALL NOT BE MORE THAN 150 mm (6") OUT OF BALANCE AT ANY POINT ALONG THE WALL. 5. TEMPORARY BRACING AND SHORING TO BE PROVIDED DURING CONSTRUCTION. BRACING AND SHORING DESIGN IS THE CONTRACTORS RESPONSIBILITY. 6. PROVIDE ADEQUATE FROST PROTECTION TO NEWLY CAST FOOTINGS AND BOTTOM OF EXCAVATION THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD. D/4 D FILLER 3/16" SCALE : NTS - TYPICAL SAWCUT CONTROL JOINT IN SLAB ON GRADE TD07 EQ EQ EQ 4" EQ EQ TD04 12" 12" 1 1/2" FORMED KEY TYPICAL CONSTRUCTION JOINT IN SLAB ON GRADE - ADD 2-10M CONTINUOUS EACH SIDE SLAB REINFORCING AS CALLED FOR ON PLANS SCALE : NTS 2-15M TOP 15M CORNER BARS DOWEL, TYPICAL STRUCTURAL STEEL NOTES 1. ALL STRUCTURAL STEEL SHAPES AND PLATES TO BE NEW AND CONFORM TO CSA/CAN-G.40.21. W-BEAMS, WWF BEAMS AND HSS TO BE GRADE 350 W (50 ksi YIELD). ALL HSS SECTIONS CLASS C, UNLESS OTHERWISE NOTED, AND TO BE CAPPED & SEALED TO CLOSE ENDS. OTHER STEEL OF MINIMUM GRADE 300 W (44 ksi YIELD). 2. ALL STEEL TO HAVE A MINIMUM OF 1 COAT OF RED OXIDE PRIMER TO CISC/CPMA 1 -73a. DO NOT PRIME SURFACES THAT WILL BE HIGH STRENGTH BOLTED OR FIREPROOFED. 3. ALL BOLTS,NUTS, AND WASHERS SHALL CONFORM TO ASTM A-325M. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A-307. WELDING FILLER METAL AND FLUX SHALL CONFORM TO CSA W48 STANDARDS, ANY WELD CONNECTIONS SHALL CONFORM TO CSA W59. ELECTRODE CLASSIFICATION IS E49XX. GROUT: NON-SHRINK TYPE,PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE, CEMENT, WATER REDUCING AND PLASTICISING ADDITIVES, CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 48 MPA IN 28 DAYS. 4. STRUCTURAL STEEL SUPPLIER IS RESPONSIBLE FOR THE DESIGN OF ALL STEEL TO STEEL CONNECTIONS. U.N.O., DESIGN CONNECTIONS TO SUPPORT MAXIMUM UNIFORMLY DISTRIBUTED FACTORED LOADS. 5. SUBMIT MINIMUM THREE (3) COPIES SHOP DRAWINGS AND ERECTION DRAWINGS TO THE ARCHITECT FOR REVIEW. SHOP DRAWINGS MUST BE CHECKED, SIGNED AND SEALED BY A QUALIFIED PROFESSIONAL ENGINEER BEFORE FABRICATION. 6. MISCELLANEOUS STEEL CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF MISCELLANEOUS STEEL MEMBERS, INCLUDING STAIR/RAILING/GUARD TO OBC PART 4. LIVE LOAD ON STAIR= 4.8 kPa. LOADS ON GUARDS TO OBC 4.1.5.15 REQUIREMENTS. LOADS ON HANDRAILS TO OBC 3.4.6.4(9). ACCESS LADDER TO SG-4. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY QUALIFIED PROFESSIONAL ENGINEER TO ARCHITECT FOR APPROVAL. 7. PROVIDE 38x4.8 STRAP ANCHOR WITH BENT AT 400mm o/c TO FACES OF COLUMNS ABUTTING MASONRY. WZKs/ ϭϮTdžϯϬϬ Kt> d ϭϴϬϬ ŽĐ dKW K& ^d> D ^hWWKZd/E' D^KEZz t>> 8. INSTALL BRACE IN TIGHT CONDITION. TACK WELD HORIZ. BRACE TO JOIST TOP CHORD. BRACE CONNECTIONS MUST BE SLIP RESISTANT. 9. ALL STEEL FABRICATORS & ERECTORS INCLUDING STEEL DECK INSTALLERS MUST BE CERTIFIED BY CANADIAN WELDING BUREAU. ALL WELDING TO BE DONE BY ELECTRIC ARC METHOD AND IN ACCORDANCE WITH CSA W47.1 OR W55.3 AND W59. ALL FIELD WELDING TO BE CARRIED OUT BY WELDERS QUALIFIED BY C.W.B. TO THE REQUIREMENTS OF CSA W47.1, W55.3, AND W59. 10. THE CONTRACTOR IS RESPONSIBLE FOR THE SUPPLY AND DESIGN OF ALL BRACING AND SHORING REQUIRED DURING CONSTRUCTION. 11. FABRICATE STRUCTURAL STEEL MEMBERS IN ACCORDANCE WITH CAN/CSA-S16.1. FABRICATOR MUST HAVE A MINIMUM OF 3 YEARS EXPERIENCE. STRUCTURAL STEEL ERECTION 1. ALLOW FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING. 2. AFTER ERECTION, PRIME WELDS, ABRASIONS, AND SURFACES EXCEPT SURFACES TO BE IN CONTACT WITH CONCRETE. 3. GROUT (UNDER BASE PLATES) IN ACCORDANCE WITH SECTION STRUCTURAL STEEL NOTES. 4. MAXIMUM VARIATION FROM PLUMB 6 MM PER STOREY, NON-CUMULATIVE. 5. MAXIMUM OFFSET FROM TRUE ALIGNMENT 6 MM. 6. CLEAN AND PREPARE STRUCTURAL STEEL MEMBERS FOR FINISHING TOUCH-UPS AND PAINT ALL STEEL MEMBERS. WELDING OF PLATES AND HARDWARE 1. WELDING PROCEDURES, MATERIALS AND QUALITY STANDARDS SHALL CONFORM TO THE REQUIREMENTS OF CSA W59 "WELDED STEEL CONSTRUCTION". 2. FIRMS UNDERTAKING WELDING OF PLATES, ANGLES AND OTHER STRUCTURAL MEMBERS SHALL BE CURRENTLY CERTIFIED BY THE CANADIAN WELDING BUREAU TO CSA W47.1 (DIVISON 1 OR 2.1) "CERTIFICATION OF COMPANIES FOR FUSION WELDING OF STEEL STRUCTURES". ANCHOR BOLTS / EMBEDDED MATERIALS 1. ALL EMBEDDED ITEMS EXCEPT ANCHOR BOLTS TO BE PRIME PAINTED. 2. HOLES, EMBEDDED MATERIALS ETC - BEFORE PLACEMENT OF CONCRETE, CONTRACTOR SHALL VERIFY THE ERQUIREMENTS OF ALL RELATED MECHANICAL, ELECTRICAL AND INSTRUMENTATION DRAWINGS FOR THE LOCATION OF OPENINGS, DRAINS, CONDUITS, GROUNDING, WATERSTOPS, EMBEDDED PLATES ETC. FILENAME: G:\__Perth Projects\PP-12-9539 Karson Kartage_Structural_Karson Repair Facility\5. Drawings\7. Structural Plans\PP12-9539_Plans (03Aug2012).dwg LAST SAVED: Friday, August 03, 2012 LAST SAVED BY: m.zeitoun LAST PLOTTED: Friday, August 03, 2012 CTB FILE USED: MP-DEFAULT.ctb Tel: 613-267-3788 Fax: 613-267-7992 PP12-9539 S1.0
