8
GENERAL THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL STRUCTURAL CONDITIONS NOT SPECIFICALLY DETAILED OR REFERENCED ON STRUCTURAL DRAWINGS. THESE NOTES, DETAILS AND DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE PROJECT SPECIFICATIONS. THESE DRAWINGS ARE FOR THE USE OF THE CONSULTANT'S CLIENT ONLY. ALL INFORMATION SHOWN APPLIES TO THIS PROJECT ONLY AND REFLECT THE BEST JUDGEMENT OF THE CONSULTANT IN LIGHT OF THE AVAILABLE INFORMATION AT THE TIME OF PREPARATION. DECISIONS OR ACTIONS MADE BY THIRD PARTIES BASED ON THE DRAWINGS ARE THE SOLE RESPONSIBILITY OF SUCH PARTIES. THESE DRAWINGS ARE THE PROPERTY OF THE CONSULTANT AND MAY NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN PERMISSION. DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH THE 2010 NATIONAL BUILDING CODE. CODES AND STANDARDS ABBREVIATIONS THE FOLLOWING ABBREVIATIONS MAY HAVE BEEN USED IN THESE NOTES AND DRAWINGS: SHOP DRAWINGS AND SUBMITTALS GENERAL: REPRODUCTIONS OF THE STRUCTURAL DRAWINGS SHALL NOT BE ACCEPTED AS SHOP DRAWINGS. "PROFESSIONAL ENGINEER" IN THE FOLLOWING PARAGRAPHS SHALL BE REGISTERED AND LICENSED TO PRACTICE IN THE PROVINCE OF ONTARIO. REVIEW OF DRAWINGS APPLIES TO GENERAL ARRANGEMENT ONLY FOR THE PURPOSE OF ASCERTAINING CONFORMANCE WITH THE GENERAL DESIGN CONCEPT. THIS REVIEW DOES NOT IMPLY APPROVAL OF DETAIL DESIGN OR QUANTITIES IN SUBMITTED DRAWINGS, NOR DOES IT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY FOR MAKING THE WORK COMPLETE, ACCURATE AND IN ACCORDANCE WITH THE STRUCTURAL DRAWINGS. ALLOW 15 WORKING DAYS FOR SHOP DRAWING REVIEW. DO NOT FABRICATE MATERIALS BASED ON REJECTED OR DISAPPROVED SHOP DRAWINGS. REINFORCED CONCRETE: SUBMIT FOR REVIEW REINFORCEMENT PLACING DRAWINGS AND BAR LISTS FOR EVERY PORTION OF THE STRUCTURE. SHOW TOP STEEL AND BOTTOM STEEL FOR SLABS ON SEPARATE PLANS WITH REINFORCING STEEL CALLED UP DIRECTLY ON PLAN. FALSEWORK: PROVIDE DETAILS OF DESIGN AND CONSTRUCTION OF FORMS AND FALSEWORK, SHORING AND RESHORING AND ANY SPECIAL REQUIREMENTS FOR STRIPPING OF FORMWORK. ALL SUCH DESIGN SHEETS SHALL BE PREPARED AND STAMPED BY A PROFESSIONAL ENGINEER. SUBMIT FOR REVIEW DRAWINGS OF ALL PROPOSED CONSTRUCTION JOINTS LOCATIONS, AND LAYOUT DRAWINGS OF CONCRETE ISOLATION, SLAB ON GRADE SAWCUTS, AND HOUSEKEEPING PADS. CONCRETE: SUBMIT FOR REVIEW ALL PROPOSED CONCRETE MIX DESIGNS. STRUCTURAL STEEL JOISTS AND STEEL DECK : SUBMIT WITH SHOP DRAWINGS: DECKING PLAN, PROFILE, DIMENSIONS, CORE THICKNESS, CONNECTIONS TO SUPPORTS, REQUIRED BEARINGS, CLOSURES AND ACCESSORIES. SUBMIT FOR REVIEW ERECTION DRAWINGS WITH ALL FIELD WORK DETAILS FOR ALL STRUCTURAL STEEL ELEMENTS. ALL CONNECTIONS SHALL BE DESIGNED AND THE DRAWINGS STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER. SHOP DRAWING SUBMITTALS SHALL INCLUDE STEEL BEAM, COLUMN CONNECTIONS ALONG WITH DESIGN CALCULATIONS LOADS. DIMENSIONS CHECK DIMENSIONS ON THESE DRAWINGS AGAINST DIMENSIONS ON ARCHITECTURAL DRAWINGS BEFORE USING THEM FOR FABRICATION OR CONSTRUCTION. REPORT DISCREPANCIES. ARCHITECTURAL DIMENSIONS GOVERN. DRAWINGS HAVE BEEN DRAWN TO SCALE WHERE POSSIBLE BUT DIMENSIONS SHOULD BE SCALED WITH CAUTION AND AT CONTRACTOR'S RISK. GENERAL NOTES / TYPICAL DETAILS SEISMIC FORCE RESISTING SYSTEM (SFRS) : SYSTEM AND CONNECTIONS: (2010 NBCC CLAUSE 4.1.8.9/4.1.8.10) LATERAL LOAD RESISTING SYSTEM: Rd = Ro = CSA STANDARD: APPLICABLE CLAUSE(S): SFRS: DIAPHRAGMS & CONNECTIONS: (2010 NBCC CLAUSE 4.1.8.15) CSA STANDARD: APPLICABLE CLAUSE(S): SFRS: SYSTEM FOUNDATIONS: (2010 NBCC CLAUSE 4.1.8.16) CSA STANDARD: APPLICABLE CLAUSE(S): LATERAL LOADS: SEISMIC: IMPORTANCE FACTOR : (2010 NBCC CLAUSE 4.1.8.5) IE = PROJECT CITY: SITE CLASS: A B C D E F (SITE SPECIFIC SPECTRUM) PGA: RESPONSE SPECTRUM DATA : 5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES : (2010 NBCC APPENDIX C) Sa(0) = 0.640 Sa(0.2) = 0.640 Sa(0.5) = 0.310 Sa(1.0) = 0.140 Sa(2.0) = 0.046 Sa(4.0) = 0.023 DESIGN SPECTRAL RESPONSE ACCELERATION VALUES (DSRAV) : (2010 NBCC CLAUSE 4.1.8.4) CLASS 'B' (Fa=0.856:Fv=0.640) S(0) = 0.512 S(0.2) = 0.512 S(0.5) = 0.186 S(1.0) = 0.084 S(2.0) = 0.028 S(4.0) = 0.014 PERIOD DATA: EMPIRICAL CODE EQN PERIOD: T(a)STATIC = sec (Mv = ) MODAL PERIODS: T(a)NS = sec (Mv = ) T(a)EW = sec (Mv = ) DESIGN PERIODS: T(a)NS = sec (Mv = ) T(a)EW = sec (Mv = ) FUNDAMENTAL PERIOD BASED (DSRAV) : STATIC: = MODAL: S(Ta)NS = S(Ta)EW = S(Ta)EW S(Ta)NS = IRREGULARITY REVIEW : (2010 NBC CLAUSE 4.1.8.6) 1. VERTICAL STIFFNESS: YES NO 2. WEIGHT: YES NO 3. VERTICAL GEOMETRIC: YES NO 4. IN PLANE DISCONTINUITY: YES NO 5. OUT OF PLANE: YES NO 6. WEAK STOREY: YES NO 7. TORSIONAL: YES NO BNS = BEW = 8. NON-ORTHOGONAL: YES NO CONCLUSIONS: BUILDING IS: REGULAR IRREGULAR DYNAMIC ANALYSIS: REQUIRED NOT REQUIRED DYNAMIC PROCEDURE: MODAL RESPONSE SPECTRUM NUMERICAL INTEGRATION TIME HISTORY N/A kN BASE SHEAR / MOMENTS: GOVERNING CONDITION: STATIC: 2010 NBCC 4.1.8.11 DYNAMIC: 2010 NBCC 4.1.8.12 V MAX = 2/3 S(0.2)IEW/(RdRo) = W = kN STATIC: NORTH-SOUTH: (Ľ ) VBASE = W = kN MBASE = kNƔ EAST-WEST: (ļ ) VBASE = W = kN MBASE = kNƔ DYNAMIC: (SCALED) DYNAMIC: (UNSCALED) NORTH-SOUTH: (Ľ ) NORTH-SOUTH: (Ľ ) VBASE = kN VBASE = kN MBASE = kNƔ MBASE = kNƔ MPMR = MPMR = EAST-WEST: (ļ ) EAST-WEST: (ļ ) VBASE = kN VBASE = kN V MIN = S(2.0) M V I E W/(RdRo) = 0.014W = 1088 kN BUILDING WEIGHT: W = 75720 kN LOWER LIMIT ON DYNAMIC FORCE = 0.8 x STATIC 0.258 1.5 1.3 A23.3-04 + S16-09 21.8 + 27.10 CAN/CSA A23.3-04 21.8 + 27.10 CAN/CSA A23.3-04 21.11 1.00 OTTAWA 0.32g CONVENTIONAL CONCRETE SHEARWALLS + FRICTION DAMPED STEEL BRACES 0.433 1.0 0.3254 1.0 0.5075 1.0 0.3254 1.0 0.5075 1.0 0.258 0.376 0.184 INSPECTIONS AND TESTING THE FOLLOWING ITEMS SHALL BE INSPECTED OR TESTED BY INDEPENDENT INSPECTION/ TESTING AGENCIES DESIGNATED BY THE CLIENT. MATERIALS AND WORKMANSHIP NOT CONFORMING TO THE SPECIFICATIONS SHALL BE REJECTED BY THE CONTRACTOR. REPORTS AND TEST RESULTS SHALL BE PROMPTLY SUBMITTED TO THE ENGINEER FOR REVIEW. TESTING SHALL INCLUDE BUT NOT BE LIMITED TO: CONCRETE: CONCRETE AND GROUT TESTING IN ACCORDANCE WITH CSA A23.2 LATEST EDITION AND THE SPECIFICATIONS, INCLUDING THE REQUIREMENTS OF SLUMP, AIR AND AGE PRIOR TO BEING USED. CONTRACTOR TO KEEP RECORDS OF POUR DATES, TESTING PERFORMED, CLASS OF CONCRETE USED WITH LOCATION AND TEST RESULTS FOR ALL ITEMS POURED. APPROVAL OF CONCRETE, GROUT AND MORTAR MIX DESIGNS.. STRUCTURAL STEEL: VISUAL INSPECTION OF ALL WELDS, TIGHTNESS OF BOLTED CONNECTIONS AND CHECK ON BEARING, PLUMBNESS AND ALIGNMENT OF STEEL STRUCTURES. NON-DESTRUCTIVE TESTING TO VERIFY THE QUALITY OF WELDING, WHERE DEEMED QUESTIONABLE BY VISIBLE DEFECTS OR WHERE REQUIRED BY THE ENGINEER. SURFACE PREPARATION AND PAINT APPLICATION IN BOTH SHOP AND FIELD FOR EXPOSED PAINTED STRUCTURAL STEEL. REINFORCING STEEL: CONTRACTOR SHALL ADVISE ADJELEIAN ALLEN RUBELI OF REQUIRED REINFORCING STEEL SITE REVIEW AT LEAST 24 HOURS PRIOR TO CLOSING OF COLUMN OR WALL FORMS AND 24 HOURS PRIOR TO PLACING OF CONCRETE IN SLABS, FOOTINGS, ETC. DESIGN AND DETAILING CRITERIA FOR SUPPLIERS MISCELLANEOUS METALS & STEEL STAIRS MISC. METALS AND STEEL STAIRS ARE TO BE DESIGNED AND DETAILED BY MISC. METALS AND STEEL STAIRS SUPPLIER. SHOP DRAWINGS ARE TO BE SUBMITTED TO THE DEPARTMENTAL REPRESENTATIVE. FOR REVIEW. SHOP DRAWINGS ARE TO BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO. ALL MISC. METALS AND STEEL STAIR WORK TO BE INSPECTED DURING CONSTRUCTION BY THE MISC. METALS AND STEEL STAIRS DESIGN ENGINEER WITH REPORTS FORWARDED TO THE DEPARTMENTAL REPRESENTATIVE. COLD FORMED STEEL STUDS & JOISTS STEEL STUDS & JOISTS ARE TO BE DESIGNED AND DETAILED BY STEEL STUDS & JOISTS SUPPLIER. SHOP DRAWINGS ARE TO THE DEPARTMENTAL REPRESENTATIVE FOR REVIEW. SHOP DRAWINGS ARE TO BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO. ALL STEEL STUD & JOIST WORK TO BE INSPECTED DURING CONSTRUCTION BY THE STEEL STUD & JOIST DESIGN ENGINEER WITH REPORTS FORWARDED TO THE DEPARTMENTAL REPRESENTATIVE. MECHANICAL AND ELECTRICAL EQUIPMENT, PIPE SUPPORTS AND SEISMIC BRACES SUPPORTS FOR MECHANICAL AND ELECTRICAL EQUIPMENT, PIPES AND SEISMIC ARE TO BE DESIGNED AND DETAILED BY CONTRACTORS ENGINEER. SHOP DRAWINGS ARE TO BE SUBMITTED TO THE DEPARTMENTAL REPRESENTATIVE FOR REVIEW. SHOP DRAWINGS ARE TO BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO. ALL SUPPORTS ARE TO BE INSPECTED DURING CONSTRUCTION BY THE SUPPORT DESIGN ENGINEER WITH REPORTS FORWARDED TO THE DEPARTMENTAL REPRESENTATIVE. MISCELLANEOUS CONCRETE REFER TO MECHANICAL DRAWINGS FOR SIZES AND LOCATIONS VARIES VARIES VARIES (600mm MAX.) CONCRETE CURBS (MAXIMUM 600mm HIGH U/N) FOR ALL CONCRETE CURBS (UNLESS OTHERWISE DETAILED) PROVIDE 1-15M HORIZONTAL CONTINUOUS AT TOP AND 10M DOWELS AT 400mm FROM SLAB. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL FOR EXTENT, DIMENSIONS AND LOCATION. PROVIDE 1-10M ADDITIONAL HORIZONTAL AT MID-HEIGHT FOR CURBS OVER 400mm HIGH CHAMFERS AND REGLETS PROVIDE CHAMFER, REGLETS, REVEALS, RECESSES AND THE LIKE AS SHOWN ON THE ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS. MECHANICAL AND ELECTRICAL RELATED CONCRETE PROVIDE CAST-IN PLACE CONCRETE FOR MECHANICAL AND ELECTRICAL DIVISIONS, INCLUDING BUT NOT LIMITED TO: x EQUIPMENT BASES AND HOUSEKEEPING PADS x CURBS AT DUCTS THROUGH SLABS x PITS x BRIDGE SUPPORTS AT SUBGRADE BETWEEN FOUNDATION WALLS AND STABLE LOADBEARING STRATA x CONCRETE ENCASED ELECTRICAL DUCTBANK x BURIED WATER SERVICE PIPING THRUST BLOCKS x SUPPORT OF BURIED PIPES/CONDUITS IN UNSTABLE FILL x EXTERIOR GROUND MOUNTED LIGHTING AND FLAGPOLES CONTRACTOR TO CO-ORDINATE EXTENT, LOCATION AND DIMENSIONS FROM MECHANICAL/ELECTRICAL SHOP DRAWINGS. SUBMIT LAYOUT DRAWINGS TO CONSULTANTS FOR REVIEW. CONCRETE ALL CONCRETE WORK TO BE IN ACCORDANCE WITH THE LATEST EDITIONS OF CSA STANDARDS CAN/CSA-A23.1 AND CAN/CSA-A23.3 WITH THE FOLLOWING FURTHER PROVISIONS: LOCATION MIN. SPECIFIED 28 DAY CONC. STRENGTH SLUMP CLASS OF EXPOSURE REMARKS MPa mm ABOVE GRADE SHEARWALLS COLUMNS INTERIOR SLABS, STAIRS. WALLS AND ROOF SLABS U/N EXTERIOR PAVEMENT, WALK WAY, SLAB ON GRADE 32 75 NO ADDITIONAL WATER SHALL BE ADDED AT THE JOB SITE. CONCRETE WHICH HAS BEEN WATERED OR DOES NOT MEET SPECIFICATIONS, SHALL BE REJECTED BY THE GENERAL CONTRACTOR. CALCIUM CHLORIDE ADMIXTURES SHALL NOT BE USED. CONCRETE COVER: (CLEAR TO REINFORCING) SLABS 25mm U/N BEAMS 40mm (TO STIRRUPS) COLUMNS 40mm (TO TIES) REINFORCING STEEL: 2250 DETAIL AND PLACE REINFORCING STEEL IN ACCORDANCE WITH THE R.S.I.C. "REINFORCING STEEL MANUAL OF STANDARD PRACTICE" AND CSA-A23.1 UNLESS OTHERWISE NOTED. PROVIDE DEFORMED BARS WITH YIELD STRENGTH OF 400 MPa AS SPECIFIED IN CSA G30.18-M92. PROVIDE WELDED WIRE FABRIC AS SPECIFIED IN CSA G30.5M - FLAT SHEETS ONLY. SPLICES: COLUMNS COMPRESSION LAP U/N ALL OTHER Ld (TENSION) U/N BAR DESIGNATION: 10-15T 4500 MEANS 10 BARS, SIZE 15M, TOP OF SLAB, 4500mm LONG (+ HOOK LENGTH) REINFORCING CHAIRS: PROVIDE CHAIRS, SPACER BARS, SUPPORT BARS AND OTHER ACCESSORIES TO SUPPORT REINFORCING IN ACCORDANCE WITH THE LATEST EDITIONS OF CSA A23.1 AND A23.3. CHAIRS TO BE PLASTIC, PLASTIC TIPPED OR CONCRETE. ALL TIE WIRE, CHAIRS AND BAR SUPPORTS USED FOR COATED REINFORCING SHALL BE NON-METALLIC OR PROTECTED WITH AN ACCEPTABLE COATING. CHAIRS SHALL BE SPACED AT 1200mm O.C. MAXIMUM. PROVIDE CONTINUOUS CHAIRS WHERE POSSIBLE. SEE ALSO SPECIFICATIONS. FLAT SLAB STEEL PLACING UNLESS OTHERWISE NOTED A COLUMN STRIP IS BOUNDED BY LINES 1/4 THE TRANSVERSE SPAN ON EITHER SIDE OF COLUMN CENTRELINE. PLACE AT LEAST 50% OF COLUMN STRIP TOP BARS IN A ZONE OVER THE COLUMN WITHIN A WIDTH EQUAL TO THAT OF THE COLUMN OR CAPITAL PLUS THE SLAB DEPTH ON EITHER SIDE. HOUSEKEEPING PAD DETAILS: ON NEW CONCRETE SLAB ON STEEL DECK ON EXISTING CONCRETE SLAB L51x51x6.4 CONT. AROUND 3(5,0(7(5 FZ PP NELSON STUDS @ 400 10M @ 500 AT PERIMETER REFER TO MECHANICAL DRAWINGS FOR SIZES AND LOCATIONS 400 VARIES L51x51x6.4 CONT. AROUND 3(5,0(7(5 FZ PP NELSON STUDS @ 400 DRILL AND GROUT 10M @ 500 INTO EXISTING SLAB AT PERIMETER (MIN. 130 EMBED) REFER TO MECHANICAL DRAWINGS FOR SIZES AND LOCATIONS 400 VARIES ALL EXPOSED EXTERIOR STEEL TO BE GALVANIZED. ALL STRUCTURAL STEEL TO BE PRIME PAINTED EXCEPT STEEL RECEIVING GALVANIZING, OR STEEL TO BE CAST-IN CONCRETE. ALL BEAM CONNECTIONS TO BE TWO-SIDED UNLESS NOTED. PROVIDE A MINIMUM BEARING OF 200mm FOR ALL STEEL BEARING ON CONCRETE AND 100mm FOR STEEL BEARING ON STEEL UNLESS NOTED. CENTRE ALL BEARING PLATES UNDER BEAMS UNLESS NOTED. DO NOT CUT OR CORE ANY OPENINGS IN ANY STRUCTURAL STEEL MEMBERS WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. WHERE A STRUCTURAL STEEL SHAPE SHOWN ON THE DRAWINGS IS UNAVAILABLE, A SHAPE OF EQUAL OR GREATER SECTION PROPERTIES AND STRUCTURAL CAPACITY SHALL BE SUBSTITUTED, UPON APPROVAL BY OWNER AND CONSULTANT, AT NO EXTRA COST STRUCTURAL STEEL SHALL COMPLY WITH CAN/CSA- S16-01 UNLESS OTHERWISE NOTED. ITEM APPLICABLE SPECIFICATION ROLLED SECTIONS G40.21 - 350W HSS (TUBE) SECTIONS G40.21 - 350W CLASS C (U/N) BOLTS, NUTS AND WASHERS TO ASTM A325M-97. BOLTS SHALL BE BEARING TYPE, EXCEPT FOR CONNECTIONS OF MEMBERS NOTED AS CARRYING LOADS WHICH VARY FROM COMPRESSION TO TENSION. FOR COMPRESSION/TENSION LOADS IN MEMBERS, BOLTS IN SHEAR SHALL BE SLIP CRITICAL ASSUMING A LOAD FACTOR OF 1.5 FOR DETERMINING SERVICE LOADS. FOR EXPOSED EXTERIOR STEEL, PROVIDE GALVANIZED BOLTS, NUTS AND WASHERS. ANCHOR BOLTS A307 STRUCTURAL STEEL : STEEL DECK: SHEET STEEL TO CSSBI-10M, GRADE A STRUCTURAL QUALITY (Fy=230 MPa) STEEL DECK TO BE 38mm DEEP 0.76mm CORE THICKNESS (22 GAUGE) OR AS OTHERWISE REQUIRED TO SUIT DECK PROFILE, LOADING AND SUPPORT CONDITIONS, U/N. SPAN DECK OVER AT LEAST 3 SPANS AND PROVIDE FOR INCREASED CORE THICKNESS TO COMPENSATE FOR DISCONTINUITY WHERE FEWER THAN 3 SPANS OCCUR 67((/ '(&. 72 %( *$/9$1,=(' 72 $670$0 =) JPð 81/(66 27+(5:,6( 127(' WELD DECK TO SUPPORTING MEMBERS WITH 20mm EFFECTIVE PUDDLE WELDS USING STEEL WASHERS TO PREVENT BURN THROUGH AS NECESSARY. DECK TO BE USED AS A DIAPHRAGM TRANSVERSE WELD SPACING 300mm MIN. U/N LONGITUDINAL WELD SPACING 600mm MIN. U/N SIDE LAPS BUTTON PUNCH 600mm MIN. U/N DO NOT SUPPORT CEILINGS, DUCTS, LIGHTING OR PIPES FROM STEEL ROOF OR FLOOR DECK PROVIDE CELL CLOSURES AT SUPPORTS U/N PROVIDE CONCRETE RETAINERS AT SLAB EDGE AND SLAB OPENINGS U/N GROUT UNDERSIDE OF DECK FLUTES SOLID WHERE FLOOR DECK SUPPORTS MASONRY WALLS STRUCTURAL STEEL CONNECTIONS SHALL BE DESIGNED TO RESIST THE INDICATED FACTORED MEMBER REACTIONS BY A PROFESSIONAL ENGINEER WHO WILL ALSO SEAL AND SIGN THE SHOP DRAWINGS. WHERE DESIGN REACTIONS ARE NOT INDICATED USE THE MAXIMUM REACTION FOR SPAN FROM CISC BEAM LOAD TABLES. FOR COMPOSITE BEAMS INCREASE MAXIMUM REACTION BY 13 TIMES. STEEL STRUCTURES DESIGNED TO RESIST SEISMIC FORCES, STEEL CONNECTIONS SHALL BE DESIGNED TO S16-01, CLAUSE 27. STRUCTURAL STEEL CONNECTIONS AND SHOP DRAWINGS: DETAIL AT DECK DIRECTION CHANGE 1.25mm THICK GALVANIZED REINFORCING PLATE 3000 OPENINGS IN ROOF DECK (SEE ARCH. AND MECH. DWGS FOR LOCATIONS) OPENINGS 150 TO 300 OPENINGS 300 TO 450 OPENINGS 450 TO 1200 U/N STEEL ROOF DECK 150 TO 300 450 MIN. 450 MIN. OPENING L55x55x6 STEEL ROOF DECK 300 TO 450 OPENING L75x75x6 ON 4 SIDES STEEL ROOF DECK OPENING C150x12 ON 4 SIDES 450 TO 1200 NOTES: REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE, NUMBER AND LOCATION OF OPENINGS. OPENINGS LESS THAN 150mm WIDE REQUIRE NO REINFORCEMENT UNLESS AT DECK SEAM * IF CHANNEL DOES NOT INTERSECT O.W.S.J. AT TOP CHORD PANELS POINT, PROVIDE ADDITIONAL JOIST WEB DIAGONAL BETWEEN CHANNEL CONNECTION AND NEAREST PANEL POINT ON BOTTOM CHORD. NEW DIAGONAL TO BE 19mm DIA. BAR OR EQUAL (TO APPROVAL OF JOIST ENGINEER) FRAMING OF ROOF TOP UNITS (SEE ARCH. AND MECH. DWGS FOR LOCATIONS) NOTES: OUTLINE OF ROOF TOP UNITS TYP. STEEL ROOF DECK ROOF DECK MAY BE OMITTED WITHIN ROOF MOUNTING FRAME. REFER TO MECHANICAL DRAWINGS FOR SIZE, NUMBER AND LOCATION OF UNITS. IF CHANNELS SUPPORTED FROM OWSJ DO NOT INTERSECT JOIST AT TOP CHORD PANEL POINT, THEN PROVIDE ADDITIONAL JOIST WEB DIAGONAL BETWEEN CHANNEL CONNECTION AND NEAREST PANEL POINT ON BOTTOM CHORD. ADDITIONAL DIAGONAL TO BE 19mm DIA. BAR OR EQUAL. (TO APPROVAL OF JOIST DESIGNER) PROVIDE SOLID BLOCKING BETWEEN FLUTES OF ROOF DECK WHERE ROOF MOUNTING CURB BEARS ON OWSJ OR C150x12. MECHANICAL CONTRACTOR TO DESIGN AND PROVIDE ANCHORAGE TO CHANNELS FOR SEISMIC FORCES. ALL DETAILS ARE SUBJECT TO CONFIRMATION BY STRUCTURAL ENGINEER UPON REVIEW OF FINAL MECHANICAL SHOP DRAWINGS. STRUCTURAL INTEGRITY : (SI BARS) SLAB THICKNESS (mm) SPAN (METRES) 5 150 2-15M 180 200 210 230 250 300 -- PLACE THE FOLLOWING MINIMUM NUMBER OF COLUMN STRIP BOTTOM LONG BARS (STRUCTURAL INTEGRITY BARS) EACH WAY THROUGH THE COLUMN OR THE CAPITAL (U/N ON PLAN). (PLACE THE REMAINING BOTTOM BARS EVENLY ACROSS THE REMAINDER OF THE STRIP - MAXIMUM SPACING NOT TO EXCEED 400mm. PROVIDE ADDITIONAL BARS, SAME DIAMETER, AS REQUIRED TO SATISFY SPACING.) NOTES: A. STRUCTURAL INTEGRITY BARS TO BE BASED ON THE LONGER SPAN IN EITHER DIRECTION. B. +22. 6758&785$/ ,17(*5,7< %$56 $7 121 &217,18286 68332576 OPENINGS AND SLEEVES : REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND TO SHOP DRAWINGS OF ALL TRADES FOR EXACT LOCATION AND EXTENT OF OPENINGS AND SLEEVES REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS. OBTAIN THE APPROVAL OF THE STRUCTURAL ENGINEER FOR OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT CORE DRILL, SAWCUT OR OTHERWISE PRODUCE OPENINGS OF ANY SIZE, IN ANY STRUCTURAL MEMBER WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. CONCRETE WALLS AND SLABS ALL REQUIRED OPENINGS SHALL BE SLEEVED OR FORMED PRIOR TO PLACING CONCRETE CORING OR SAWCUTTING FOR OPENINGS AFTER CASTING SHALL NOT BE PERMITTED AS AN ALTERNATE METHOD OF PROVIDING OPENINGS. ALL DRAINS SHALL BE SET PRIOR TO CONCRETE PLACING CAST IN SLEEVES SHALL GENERALLY NOT BE PERMITTED WITHIN 600mm OF A COLUMN FACE UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. CORED OPENINGS SHALL GENERALLY NOT BE PERMITTED WITHIN 10 TIMES THE SLAB (PLUS DROP PANEL) THICKNESS FROM THE FACE OF THE COLUMNS OR WALLS, UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER, AND WILL REQUIRE VERIFICATION OF REINFORCING BAR LOCATIONS PRIOR TO CORING. FOR OPENINGS GREATER THAN 400mm x 400mm REINFORCE AROUND THE OPENING IN ACCORDANCE WITH THE TYPICAL DETAILS UNLESS NOTED ON PLAN. DISPLACE SLAB BARS HORIZONTALLY TO CLEAR OPENINGS, DO NOT CUT. GENERAL SLAB NOTES : TEMPERATURE REINFORCEMENT IN SLABS SLAB THICKNESS BARS WITH SPECIFIED YIELD STRENGTH OF 400 MPa BARS WITH SPECIFIED YIELD STRENGTH OF 400 MPa < 100mm SEE DRAWINGS PLACE ALL BEAMS, CAPITALS OR DROP PANELS MONOLITHICALLY WITH THE SLAB. ENSURE MIN. 1-15M TOP AND BOTTOM CONTINUOUS AT ALL SLAB EDGES BY ADJUSTING BAR LENGTHS OR PROVIDING ADDITIONAL TOP/BOTTOM EDGE BARS AS REQUIRED. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT IN ACCORDANCE WITH THE TABLE BELOW IN SLABS WHERE REINFORCEMENT IN NOT SHOWN. LAP TEMPERATURE REINFORCEMENT (1.3 Ld LAP) BUT NOT LESS THAN 300mm. STAGGER LAPS OR LAP AT SUPPORTS. 25 30 SLAB THICKNESS 100mm 115mm 125mm 140mm 150mm 165mm 175mm 190mm 200mm 10M @ 300 10M @ 430 10M @ 400 10M @ 360 10M @ 450 10M @ 300 10M @ 285 10M @ 280 10M @ 500 215mm 225mm 230mm 240mm 250mm 265mm 275mm 290mm 300mm 15M @ 500 15M @ 440 15M @ 430 15M @ 410 15M @ 400 15M @ 370 15M @ 360 15M @ 340 15M @ 500 6 7 8 9 10 -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- 2-15M 2-15M 2-15M 3-15M 3-15M 4-15M 3-15M 3-15M 4-15M 43-15M 4-15M 4-20M 5-20M 9-20M 7-20M 11-15M 8-20M 8-15M 4-20M 6-15M 3-20M 5-15M 4-20M 6-15M 4-20M 6-15M 15M CONT. (TOP) DOWEL 10M @ 400 w/ EPOXY EXISTING SLAB N N N C-2 75 25 SLAB ON DECK EXTERIOR GENERATOR PAD AND FENCE POST PIERS 35 75 C-1 GENERAL NOTES AND DETAILS A1 841 x 594 [ARCH] AAR PROJECT 5232-05 c Administrateur de projets No. du projet No. du dessin Date Project Manager Project no. Drawing no. Date Reviewed By Approved By Date Tender Date Designed By Drawn By ([DPLQp SDU $SSURXYp SDU Soumission &RQoX SDU 'HVVLQp SDU drawing project A C C B A B dessin projet C A (yyyy/mm/dd) (yyyy/mm/dd) (yyyy/mm/dd) (yyyy/mm/dd) no. du detail sur dessin no. location drawing no. drawing no. dessin no. detail no. EP . DM . DM . - - R.044033.002 AC PROJECT NORTH LE NORD DU PROJET 2013-10-10 S100 B 13/08/15 A C 13/10/10
![DP Series - Farnell element14 · DP Series • DC Reversing Solid State Contactor ... Typical Interlocking Time [msec] 200 200 ... GENERAL NOTES 1) ...](https://static.documents.pub/doc/80x56/5b2f13717f8b9a94168c5521/dp-series-farnell-dp-series-dc-reversing-solid-state-contactor-typical.jpg)
