Structural Steel Notes

STRUCTURAL STEEL

WORK AND MATERIALS SHALL BE IN CONFORMANCE WITH THE FOLLOWING STANDARDS/SPECIFICATIONS: PROTECTIVE COATINGS TO CAN/CGSB-85.10 HDG TO ASTM A123 COLD FORMED STEEL TO CAN/CSA-S136 FABRICATOR WELDING QUALIFICATIONS TO CSA W55.3 BLAST CLEANING TO SSPC/NACE AS REQD

STRUCTURAL STEEL TO BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH CSA S16. WHERE MULTIPLE SPANS ARE SHOWN ON THE DRAWINGS, STEEL BEAMS HAVE BEEN DESIGNED AS CONTINUOUS CONST AND STEEL JOISTS AND TRUSSES HAVE BEEN DESIGNED AS SIMPLE SPAN CONST U/N

STRUCTURAL STEEL TO BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH CSA S16. ALL MEMBERS HAVE BEEN PROPORTIONED USING PLASTIC DESIGN AND SHALL BE CLASS 1 U/N. STRICTLY ADHERE TO SPECIFIED MATERIAL YIELD STRENGTH

CONSTRUCTION IS CLASSIFIED AS [RIGIDLY CONNECTED|RIGIDLY CONNECTED CONTINUOUS|SEMI-RIGID|SIMPLE] AND LIMIT STATES [ELASTIC|PLASTIC] DESIGN HAS BEEN USED

ALL SECTIONS SHALL CONFORM TO CAN/CSA G40.21 GRADE 350W. ALL PLATE AND BAR MATERIAL SHALL CONFORM TO CAN/CSA G40.21 GRADE 300W MIN

STRUCTURAL STEEL SECTIONS SHALL BE CONTINUOUS BETWEEN CONNECTIONS. SPLICING IS NOT PERMITTED UNLESS APPROVED BY THE [CONSULTANT | ENGINEER]

WELDING SHALL CONFORM TO THE REQUIREMENTS OF CSA W59 AND SHALL BE UNDERTAKEN BY A FABRICATOR FULLY APPROVED BY THE CWB MEETING THE REQUIREMENTS OF CSA W47.1, DIVISION 1 OR 2

WELDING INSPECTION SHALL BE UNDERTAKEN BY A WELDING INSPECTOR FULLY CERTIFIED BY THE CWB TO CSA W178.2 or AWS QC1 FOR THE TYPE OF WORK

INTERMITTENT FILLET WELDS SHALL START AT ONE END OF THE JOINT AND TERMINATE AT THE OPPOSITE END OF THE JOINT U/N. WELD LENGTH STIPULATED SHALL BE MIN LENGTH AND SPACING SHALL BE MAX DISTANCE

ALL BOLTED CONNS SHALL USE A MIN OF TWO HIGH STRENGTH BOLTS. THREADS MAY BE INCLUDED IN THE SHEAR PLANE

ALL BEAM CONNS SHALL DEVELOP 1/2 THE WEB SHEAR CAPACITY OF THE CONNECTING BEAM U/N

ALL BEAM CONNS SHALL DEVELOP EQ SHEAR RESISTANCE OF ONE-HALF THE MAX UDL CAPACITY OF THE MEMBER, WITH THE COMPRESSION FLANGE LATERALLY SUPPORTED, FOR THE SPAN OF THE MEMBER U/N

LOCATION OF ALL BEAM AND COLUMN SPLICES SHALL BE APPROVED BY THE [CONSULTANT | ENGINEER] AND SHALL BE SHOWN ON SHOP DRAWINGS. SPLICE WELDS SHALL BE TESTED BY ULTRASONIC OR RADIOGRAPHIC METHODS AS APPLICABLE

THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY THE [CONSULTANT | ENGINEER] PRIOR TO FABRICATION. SUBMIT SHOP DRAWINGS AS FOLLOWS: 1 SET OF DWGS ON REPRODUCIBLE VELLUM 1 SET OF DWGS IN DIGITAL FORMAT 2 SETS OF PRINTS MADE FROM THE REPRODUCIBLE VELLUM

STRUCTURAL STEEL SHOP DRAWINGS SHALL BEAR THE SEAL OF AN [CONSULTANT | ENGINEER] REGISTERED IN THE PROVINCE WHERE THE PROJECT IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN AND FABRICATION OF ALL STRUCTURAL STEEL CONNECTIONS AND THE ERECTION OF THE STRUCTURAL STEEL

SAG RODS

SAG RODS FOR TO SUPPORT WALL GIRTS SHALL BE [5/8" | 3/4"]%%C, C/W WASHERS AND HEAVY HEX NUT ABOVE AND BELOW THE WALL GIRT

SAG RODS SHALL BE EQUALLY SPACED BTN COLUMNS OR AT 10'-0" MAX O/C

SAG RODS SHALL BE CENTRED ON THE WALL GIRT U/N

SAG RODS SHALL BE HDG U/N

HIGH STRENGTH BOLTS

U/N ALL BOLTS FOR STRUCTURAL STEEL SHALL BE [3/4" | 19MM]%%C HIGH STRENGTH BOLTS MEETING THE REQUIREMENTS OF ASTM A325, TYPE 1. ALL NUTS SHALL BE HEAVY HEX CONFORMING TO ASTM SPEC A563, GRADE DH, OR ASTM A194, GRADE 2H, AND WASHERS SHALL CONFORM TO ASTM SPEC F436-1

ALL BOLTS FOR STRUCTURAL STEEL SHALL BE [3/4" | 19MM]%%C HIGH STRENGTH BOLTS MEETING THE REQUIREMENTS OF ASTM A490, TYPE 1. ALL NUTS SHALL BE HEAVY HEX CONFORMING TO ASTM SPEC A563, GRADE DH, AND WASHERS SHALL CONFORM TO ASTM SPEC F436-1 U/N

ALL BOLTS FOR WEATHERING STRUCTURAL STEEL SHALL BE [3/4" | 19MM]%%C HIGH STRENGTH BOLTS MEETING THE REQUIREMENTS OF ASTM A325, TYPE 3. ALL NUTS SHALL BE HEAVY HEX CONFORMING TO ASTM SPEC A563, GRADE DH, OR ASTM A194, GRADE 2H, AND WASHERS SHALL CONFORM TO ASTM SPEC F436-3 U/N

ALL BOLTS FOR WEATHERING STRUCTURAL STEEL SHALL BE [3/4" | 19MM]%%C HIGH STRENGTH BOLTS MEETING THE REQUIREMENTS OF ASTM A490, TYPE 3. ALL NUTS SHALL BE HEAVY HEX CONFORMING TO ASTM SPEC A563, GRADE DH3, AND WASHERS SHALL CONFORM TO ASTM SPEC F436-3 U/N

THE STEEL SUPPLIER SHALL CERTIFY THAT BOLTS, NUTS AND WASHERS COMPLY WITH THE APPROPRIATE REQUIREMENTS OF THE APPLICABLE SPEC AND SHALL PROVIDE MANUFACTURER'S MILL TEST REPORTS ON REQUEST

PRODUCTION LOT NUMBERS SHALL BE PROVIDED ON REQUEST. ALL FASTENERS SHALL BE PROVIDED FROM A SINGLE PRODUCTION LOT

FASTENERS USED FOR SLIP CRITICAL INSTALLATIONS SHALL BE STORED IN A MANNER THAT AFFORDS PROTECTION FROM MOISTURE, EXCESSIVE HEAT, AND/OR CONTAMINATION BY DELETERIOUS MATERIALS. ONLY THE NUMBER OF SLIP CRITICAL FASTENERS REQUIRED SHALL BE REMOVED FROM STORAGE AT THE 3333START OF A SHIFT

AFTER REMOVAL FROM STORAGE, BOLTS SHALL BE REVIEWED BY THE [CONSULTANT | ENGINEER] FOR CORROSION, LOSS OF LUBRICANT AND CONTAMINATION. BOLTS FAILING THIS INSPECTION SHALL BE DEEMED UNACCEPTABLE AS SLIP CRITICAL FASTENERS

[SLIP CRITICAL | FRICTION] CONNECTIONS SHALL BE USED U/N

HARDENED STEEL WASHERS SHALL BE USED FOR ALL SLIP CRITICAL INSTALLATIONS

SLIP CRITICAL CONNECTIONS SHALL BE USED FOR ALL DIAGONAL CROSS BRACING, ALL BEAM SPLICES WITH BOTH DESIGN SHEAR AND MOMENT STIPULATED, AND ALL BEAM TO COL CONNS LOCATED AT EXTERIOR WALLS

SLIP CRITICAL CONNECTIONS SHALL BE USED FOR ALL CRANE AND HOIST SUPPORTS AND RELATED BRACING ELEMENTS

HIGH STRENGTH BOLTS SHALL BE INSTALLED 'SNUG TIGHT' WITH SUFFICIENT PRELOAD TO PREVENT LOOSENING. NON-HARDENED STEEL WASHERS MAY BE USED

FOR EXTERIOR EXPOSURE, BOLTS, NUTS AND WASHERS SHALL BE HDG U/N

BOLTS, NUTS AND WASHERS SHALL NOT BE WELDED

ALL HIGH STRENGTH FASTENERS SHALL BE SUPPLIED, STORED AND INSTALLED IN COMPLIANCE WITH RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS"

BOLT INSPECTION PROCEDURES SHALL BE IN ACCORDANCE WITH SECTION 9 OF THE 'SPEC FOR STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490-94 BOLTS AND SHALL OCCUR AT THE TIME OF INSTALLATION. TESTING AND CALIBRATION SHALL USE ONE OF THE FOLLOWING PROCEDURES: TURN-OF-NUT TIGHTENING METHOD; FOR 'TURN-OF-NUT' TENSIONING, PRE-INSTALLATION VERIFICATION SHALL BE UNDERTAKEN* DIRECT TENSION INDICATORS (ASTM F959)* TENSION CONTROL BOLTS (ASTM F1852)* CALIBRATED WRENCH METHOD - NOT RECOMMENDED* METHOD RECOGNIZED BY S16

FRAMING AROUND OPENINGS

PROVIDE [C6x8.2 | C150x12] FRAMING AROUND OPENINGS EXCEPT AS NOTED OTHERWISE. SEE ARCH, MECH AND ELECT DWGS FOR SIZE AND LOCATION OF ALL OPENINGS

PROVIDE ANGLES AT THE SIDES OF COLS FOR SUPPORT OF INTERRUPTED DECK. UNLESS SHOWN OTHERWISE ANGLES SHALL BE [L3x2x1/4 | L75x50x6]

PROVIDE [C6x8.2 | C150x12] FRAMING BENEATH ALL MECHANICAL UNIT CURBS UNLESS NOTED OTHERWISE

THE STEEL FABRICATOR SHALL BE RESPONSIBLE FOR FRAMING ALL OPENINGS IN THE ROOF HAVING A DIMENSION GREATER THAN OR EQUAL TO [18 | 450]

THE STEEL FABRICATOR SHALL BE RESPONSIBLE FOR FRAMING ALL OPENINGS IN THE FLR HAVING A DIMENSION GREATER THAN OR EQUAL TO [12 | 300]

ANCHOR RODS (GENERAL)

ANCHOR RODS SHALL BE WELDABLE U/N

ALL ANCHOR RODS SHALL BE [3/4 | 19]%%C MIN U/N

ANCHOR RODS SHALL HAVE A MIN EMBEDMENT LENGTH AND CONFIGURATION TO RESIST ALL SHEAR AND UPLIFT FORCES

U/N 3/4"%%C ANCHOR RODS SHALL BE FABRICATED FROM ROUND BAR x [20" | 24"] LONG. THE BOTTOM OF THE BAR SHALL HAVE A 1" LONG UNC THREADED PORTION TO ACCEPT A HEAVY HEX HEAD NUT WELDED AT THE BOTTOM WITH 1/4" FILLET WELD 3/4" LONG. THE TOP OF THE BAR SHALL HAVE A 4" LONG UNC THREADED PORTION TO ACCEPT A HEAVY HEX HEAD NUT, AND WASHER. EMBEDMENT LENGTH SHALL BE 19" MIN. LENGTH OF PROJECTION SHALL BE 4"

U/N 1"%%C ANCHOR RODS SHALL BE FABRICATED FROM ROUND BAR x [24" | 30"] LONG. THE BOTTOM OF THE BAR SHALL HAVE A 1-1/2" LONG UNC THREADED PORTION TO ACCEPT A HEAVY HEX HEAD NUT WELDED AT THE BOTTOM WITH 1/4" FILLET WELD 1" LONG. THE TOP OF THE BAR SHALL HAVE A 4" LONG UNC THREADED PORTION TO ACCEPT A HEAVY HEX HEAD NUT, AND WASHER. EMBEDMENT LENGTH SHALL BE 24" MIN. LENGTH OF PROJECTION SHALL BE 4"

ANCHOR ROD DESIGN SHALL BE BASED ON HEADED BOLT DESIGN. 'J' OR 'L' ANCHOR RODS SHALL NOT BE USED

LENGTH OF EMBEDMENT TO THE EMBEDDED NUT SHALL BE [18x | 24x] ROD DIA MIN U/N

LENGTH OF PROJECTION SHALL BE 3" MIN ABOVE THE BASE PLATE, OR AS REQD

HOLES IN BASE PLATES, SIZE AND THICKNESS OF WASHER SHALL BE AS FOLLOWS

AB DIA BPL HOLE DIA MIN WASHER DIA MIN WASHER THICK (IN) (IN) (IN) (IN) 3/4 1-5/16 2 1/4 7/8 1-9/16 2-1/2 5/16

1 1-13/16 3 3/81-1/4 2-1/16 3 1/21-1/2 2-5/16 3-1/2 1/2

AB DIA BPL HOLE DIA MIN WASHER DIA MIN WASHER THICK (IN) (IN) (IN) (IN) 19 1-5/16 2 1/4 22 1-9/16 2-1/2 5/16 25 1-13/16 3 3/81-1/4 2-1/16 3 1/21-1/2 2-5/16 3-1/2 1/2

ANCHOR ROD WASHER SHALL NOT BE WELDED TO BASE PLATE U/N

ANCHOR RODS SHALL BE SET USING A TEMPLATE. DO NOT HAND SET ANCHOR RODS

ANCHOR RODS SHALL BE SUPPLIED AS A COMPLETE ASSEMBLY CONSISTING OF THREADED ROD, NUT, WASHER, AND ANCHOR ROD NUT AND SHALL BE SUPPLIED TO SITE PRE-ASSEMBLED

ANCHOR RODS SHALL NOT BE TENSIONED UNTIL EMBEDMENT CONCRETE HAS ACHIEVED 80% MIN OF SPECIFIED STRENGTH

CARBON STEEL ANCHOR RODS

ANCHOR RODS LESS THAN 1"%%C SHALL BE CAN/CSA G40.21, GRADE [248W | 275W | 300W] MIN U/N. NUTS AND WASHERS TO MATCH

ANCHOR RODS DENOTED AS 1"%%C OR GREATER SHALL BE ASTM F1554, GRADE [55-S1 | 105 (NOT WELDABLE)]. NUTS AND WASHERS TO MATCH

ANCHOR ROD WASHERS SHALL CONFORM TO ASTM F436 U/N

ANCHOR ROD NUTS SHALL CONFORM TO ASTM A563A (HEAVY HEX) U/N

ANCHOR ROD NUTS FOR GRADE 105 SHALL CONFORM TO ASTM A563DH OR A194-2H (HEAVY HEX)

HDG ANCHOR RODS, NUTS AND WASHERS SHALL BE GALVANISED USING THE SAME PROCESS. ASTM F1554, GRADE 105, MATERIAL MAY BE HDG

STAINLESS STEEL ANCHOR RODS

ALL ANCHOR RODS SHALL BE 3/4"%%C

ANCHOR ROD WASHERS SHALL CONFORM TO ASTM A240 AND NUTS SHALL CONFORM TO ASTM A194, GRADE 8M U/N

ANCHOR RODS LESS THAN 1"%%C SHALL CONFORM AISI 316L HAVING A MIN FY = 30 KSI (210 MPA) AND A UTS = 70 KSI (480 MPA) OR APPD EQ. NUTS AND WASHERS TO MATCH

ANCHOR RODS DENOTED AS 1"%%C OR LARGER SHALL CONFORM AISI 2205 AND ASTM A276 HAVING A MIN FY = 61 KSI (420 MPA) AND A UTS = 90 KSI (620 MPA) OR APPD EQ. NUTS AND WASHERS TO MATCH

HEADED STUDS

HEADED STUD MATERIAL TO ASTM A307 AND CSA W59, INCLUDING APPENDICES. MIN GRADE 60 KSI AND WELDABLE

HEADED STUD LENGTH IS TO U/S OF STUD HEAD

MAX HEADED STUD DIA SHALL NOT EXCEED 2-1/2 TIMES BASE MATERIAL THICKNESS

MIN STUD LENGTH TO DIA RATIO FOR HEADED STUDS SHALL BE 4

HEADED STUD SHALL PROJECT 2X STUD DIA INTO CONC OVER STEEL DECK

HEADED STUD LONGITUDINAL SPACING SHALL BE 6X STUD DIA MIN AND TRANSVERSE SPACING SHALL BE 4X STUD DIA MIN

WELD AND TEST HEADED STUDS TO CSA W59, INCLUDING APPENDICES

WELD HEADED STUDS TO STEEL SECTIONS AT LOCATIONS SPECIFIED

DECK FOR WELDING THROUGH SHALL BE 2 SHEETS MAX IN CLOSE CONTACT. THICKNESS OF EACH SHEET SHALL BE [0.060" |1.52MM] (CNT) PLUS Z275 HDG COATING

DO NOT APPLY COATING SYSTEM TO SURFACES TO RECEIVE HEADED STUDS

COMPOSITE CONSTRUCTION IS [SHORED | UNSHORED]

LOW HYDROGEN WELDING ELECTRODES (AWS D1.1)

WELDING ELECTRODES CAN BE 'RESTORED' BY HEATING FOR 1 HOUR MIN AT 700%%DF

WELDING ELECTRODES CAN BE 'RECONDITIONED' BY HEATING THEM AT 250%%DF FOR 1 HOUR IN A HOLDING OVEN

HERMETICALLY SEALED ROD CONTAINER SHOULD BE NEW AND UNOPENED. IF CONTAINER HAS BEEN PREVIOUSLY OPENED WELDING ELECTRODES CAN BE 'RESTORED'

WELDING ELECTRODES SHALL BE USED WITHIN 4 HOURS FROM REMOVING FROM HERMETICALLY SEALED CONTAINER

WELDING ELECTRODES MAY BE RECONDITIONED ONLY ONCE BEFORE RESTORING

ELECTRODES THAT HAVE BEEN EXPOSED FOR LESS THAN 4 HOURS MAY BE STORED IN A 250%%D HEATING OVEN

WELDING GALVANIZED MATERIAL

CONTRACTOR SHALL PROVIDE A WRITTEN WELDING PROCEDURE FOR WELDING GALVANIZED MATERIAL WHICH SHALL BE REVIEWED BY THE [CONSULTANT | ENGINEER]

REMOVE ALL GALVANIZING FROM AREAS TO BE WELDED TO PROVIDE [1/2 | 12] MIN BASE METAL AROUND ALL WELDS. CLEAN FINISHED WELD AND TOUCH UP WITH TWO COATS OF ZINC RICH PRIMER. PRIMER SHALL OVERLAP EXIST GALVANIZING BY [1/2 | 12] MIN

OPEN WEB STEEL JOISTS AND LONG SPAN TRUSSES

OWSJ AND LONG SPAN TRUSSES SHALL CONFORM TO THE REQUIREMENTS FOR STRUCTURAL STEEL U/N

OWSJ SHALL BE IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE U/N

OWSJ AND LONG SPAN TRUSSES ARE TO BE DESIGNED FOR ALL LOADS NOTED ON THE DWGS

TOP CHORD MEMBERS SHALL BE DESIGNED FOR A SUPERIMPOSED [250 | 300 | 400 | 500] LB LIVE LOAD LOCATED BETWEEN ANY TWO PANEL POINTS

BOT CHORD MEMBERS SHALL BE DESIGNED FOR A SUPERIMPOSED [100 | 150 | 200] LB LIVE LOAD LOCATED BETWEEN ANY TWO PANEL POINTS

WEB MEMBERS WITHIN THE MIDDLE 1/4 SPAN SHALL BE DESIGNED FOR A MIMIMUM COMPRESSION LOAD EQUAL TO 20% OF THE END REACTION

JOIST SEATS LESS THAN 4" HIGH SHALL BE DESIGNED TO RESIST A 2000 LB LATERAL LOAD APPLIED TO THE TOP OF THE JOIST CHORD U/N

JOIST SEATS LESS 4" HIGH OR GREATER SHALL BE DESIGNED TO RESIST A 1500 LB LATERAL LOAD APPLIED TO THE TOP OF THE JOIST CHORD U/N

OWSJ AND LONG SPAN TRUSSES SHOP DRAWINGS SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE PROVINCE WHERE THE PROJECT IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF SAME

OWSJ AND LONG SPAN TRUSSES SHALL NOT BE FIELD MODIFIED WITHOUT WRITTEN PERMISSION FROM THE ENGINEER WHOSE SEAL HAS BEEN AFFIXED TO THE SHOP DRAWING


PROVIDE BRIDGING FOR OWSJ AND LONG SPAN TRUSSES IN ACCORDANCE WITH CSA S16

SECURE OWSJ TO SUPPORTING BEAMS AND COLUMNS WITH 3/16" X 2" FILLET WELDS EA SIDE MIN. REFER TO OWSJ SHOP DRAWINGS FOR FASTENING

SECURE LONG SPAN TRUSSES TO SUPPORTING BEAMS AND COLUMNS WITH 2 - 3/4" DIA A325 BOLTS MIN (SLIP CRITICAL). REFER TO SHOP DRAWINGS FOR FASTENING

COORDINATE HOR BRIDGING WITH MECHANICAL EQUIPMENT TO AVOID CONFLICTS IN PLACEMENT

OWSJ SPACING NOT TO EXCEED DESIGN CAPACITY OF VICWEST W 938, [0.030 | 0.76] ROOF DECK IN AREAS OF SNOW ACCUMULATION

OWSJ SPACING NOT TO EXCEED THAT REQUIRED FOR VICWEST W 938, [0.030 | 0.76] ROOF DECK TO MEET THE LOADING REQUIREMENTS SPECIFIED BY FM GLOBAL

OWSJ SUPPLIER TO PROVIDE FOR SUPPORT OF MECHANICAL EQUIPMENT AND PIPING NOTED IN THE CONTRACT DOCUMENTS

PROVIDE CAMBER TO OWSJ WITH LENGTHS GREATER THAN [30FT | 10.0M]. CAMBER TO BE EQUAL TO DEFLECTION CAUSED BY DL U/N

PROVIDE CAMBER TO LONG SPAN TRUSSES. CAMBER TO BE EQUAL TO DEFLECTION CAUSED BY DL U/N

PROVIDE SUFFICIENT CAMBER AND STIFFNESS TO OWSJ AND LONG SPAN TRUSSES TO PREVENT 'PONDING'

TAKE PRECAUTIONS WHEN PLACING TOPPING SLABS OVER OWSJ TO AVOID LATERAL DEFLECTION OR TWISTING

THE DEPTH OF THE OWSJ SHOE SHALL BE [4" | 100 MM] U/N

THE LENGTH OF THE OWSJ SHOE IN THE DIRECTION PERPENDICULAR TO THE WALL SHALL BE [4 | 100] MIN. THE C/L OF BEARING SHALL BE THE C/L OF WALL U/N

PROVIDE BEARING PLATES FOR OWSJ BEARING ON MASONRY. MAX SERVICE LOAD BEARING STRESS UNDER BEARING PLATES ON MASONRY TO BE [160PSI | 23KPA]

TIE OWSJ BOT CHORD TO COLS U/N. WHERE AN OWSJ DOES NOT 'LINE UP' WITH A COL, PROVIDE A TIE FROM THE OWSJ ON EA SIDE OF THE COL. PROVIDE A STRUT BTN OWSJ AT THE LOCATION OF THE TIE. TIES AND STRUTS TO BE [L3x3x1/4 | L75x75x6] U/N

TJ ON PLAN DENOTES A TIE FROM THE BOT CHORD OF THE OWSJ TO A STEEL BM/COL

STEEL DECK

STEEL DECK SHALL BE FORMED FROM SHEET STEEL CONFORMING TO THE REQUIREMENTS OF THE CSSBI STANDARD 101M-84 WITH A BASE STEEL NOMINAL THICKNESS AS SHOWN ON THE DWGS

STEEL DECK SHOP DRAWINGS SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE PROVINCE WHERE THE PROJECT IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF SAME

STEEL FLR DECK SHALL CONFORM TO CSA S136 AND CSSBI "STANDARD FOR STEEL FLOOR DECK" 11M-81. FOR INTERIOR APPLICATIONS, IT SHALL HAVE A COATING CONFORMING TO COATING DESIGNATION ZF75. FOR EXTERIOR APPLICATIONS IT SHALL CONFORM TO COATING DESIGNATION Z275

STEEL ROOF DECK SHALL CONFORM TO CSA S136 AND CSSBI "STANDARD FOR STEEL ROOF DECK" 10M-81. THE GALV COATING FOR ROOF DECK NOT EXPOSED TO THE WEATHER SHALL CONFORM TO COATING DESIGNATION ZF75, UNLESS NOTED OTHERWISE. COATING FOR STEEL ROOF DECK EXPOSED TO THE ELEMENTS SHALL CONFORM TO COATING DESIGNATION Z275


SHOP DRAWINGS SHOWING LAYOUT OF DECK UNITS, LOCATIONS AND DETAILS OF FASTENING AND OPENINGS TYPE AND GAUGES OF DECK MATERIALS SHALL BE SUBMITTED FOR REVIEW BEFORE FABRICATION COMMENCES

THE PROFILE FOR STEEL FLR DECK SHALL CONFORM TO THE REQUIREMENTS FOR USE IN COMPOSITE STEEL BEAM CONSTRUCTION AS OUTLINED IN S16

THE USE OF INVERTED DECK PROFILES MUST BE APPROVED BY THE [CONSULTANT | ENGINEER]

COMPOSITE STEEL FLR DECK SHALL CONFORM TO CSSBI "STANDARD FOR COMPOSITE STEEL DECK" 12M-84

THE STEEL ROOF DECK INSTALLER SHALL BE RESPONSIBLE FOR FRAMING ALL OPENINGS HAVING BOTH DIMENSIONS LESS THAN [18 | 450] AND THE STEEL FLR DECK INSTALLER SHALL BE RESPONSIBLE FOR FRAMING ALL OPENINGS HAVING BOTH DIMENSIONS LESS THAN [12 | 300]

DECKING SHALL SPAN CONTINUOUSLY OVER THREE OR MORE SUPPORTS

EXCEPT AS NOTED, STEEL DECK SHALL BE FASTENED AS FOLLOWS:-DECKING SHALL BE WELDED TO SUPPORTING STEEL BY [5/8 | 15] DIA WELDS AT ALTERNATE FLUTES ([24 | 600] MAX)-DECKING SHALL BE WELDED TO SUPPORTING STEEL BY [5/8 | 15] DIA WELDS AT ALTERNATE FLUTES ([12 | 300] MAX) - FM GLOBAL REQUIREMENT-END LAPS SHALL BE NOT LESS THAN [4 | 100] AND FORMED OVER A SUPPORT-SIDE LAPS SHALL BE MECHANICALLY FASTENED AT NO MORE THAN [24 | 600] CENTRES-WELDS, ABRASIONS AND FIELD CUT OPENINGS SHALL BE FIELD PAINTED WITH AN APPROVED PRIMER-WELDS, ABRASIONS AND FIELD CUT OPENINGS SHALL BE FIELD PAINTED WITH AN APPROVED PRIMER

EXCEPT AS NOTED, STEEL DECK SHALL BE FASTENED AS FOLLOWS:-DECKING SHALL BE SECURED TO SUPPORTING STEEL BY #12-24x1-1/4 SELF DRILLING AND TAPPING SCREWS AT ALTERNATE FLUTES OR AT 16" MAX O/C-SIDE LAPS SHALL BE SECURED USING #12-24x3/4 SCREWS AT NO MORE THAN 16" CENTRES

POWDER ACTUATED FASTENERS AND/OR SCREW FASTENERS MAY BE HAVING THE SAME OR GREATER CAPACITY MAY BE USED IN LIEU OF WELDS AND MECHANICAL FASTENERS

POWDER ACTUATED FASTENERS MAY BE USED IN LIEU OF SCREW FASTNERS

PROVIDE METAL DECK ACCESSORIES SUCH AS COVER PLATES, CHANNELS, DECK EXTENSIONS, UPSTANDS, SCREED FLASHINGS, FLUTE CLOSURES, CELL CLOSURES AND EDGE STRIPS AND AS REQUIRED

PROVIDE [L1-1/2X1-1/2X3/16 | L40x40x5] TEMPORARY SUPPORT ANGLES TO SUPPORT INTERRUPTED DECK AT BEAM-COL CONNS

METAL FABRICATIONS

STEEL PIPE SHALL MEET ASTM A53 GRADE B, STANDARD WEIGHT COLD ROLLED STEEL TO BE COLD FINISHED LOW CARBON BARS TO AISI C1213. BOLTS TO ASTM A307

PERFORM WELDING ONLY BY A FABRICATOR FULLY CERTIFIED TO THE CONDITIONS OF CSA W55.3-1965 OR CSA W47.1-92 FOR STRUCTURAL STEEL WELDING IN DIV. 1 OR 2

METAL FABRICATIONS SHOP DRAWINGS SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE PROVINCE WHERE THE PROJECT IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN AND FABRICATION OF SAME


BUILD WORK SQUARE, TRUE, STRAIGHT AND ACCURATE TO REQUIRED SIZE WITH JOINTS CLOSELY FITTED AND PROPERLY SECURED

ENSURE EXPOSED WELDS ARE CONTINUOUS FOR LENGTH OF EA JOINT

METAL FABRICATIONS (STAINLESS STEEL)

TUBING SHALL CONFORM TO ASTM A269 AND ROLLED BARS, PLATES AND SECIONS SHALL CONFORM TO ASTM A276

ALL STAINLESS STEEL SHALL CONFORM TO AISI 316L

STAINLESS STEEL ROLLED SECTIONS SHALL BE AISI 316L

STAINLESS STEEL PIPE FASTENERS AND ATTACHMENTS SHALL BE AISI 316L.

PERFORM WELDING ONLY BY A FABRICATOR FULLY CERTIFIED TO WELD STAINLESS TUBING

METAL FABRICATIONS SHOP DRAWINGS SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE PROVINCE WHERE THE PROJECT IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN AND FABRICATION OF SAME

THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY THE [CONSULTANT | ENGINEER] PRIOR TO FABRICATION. SUBMIT SHOP DRAWINGS AS FOLLOWS: 1 SET OF DWGS IN DIGITAL FORMAT

BUILD WORK SQUARE, TRUE, STRAIGHT AND ACCURATE TO REQUIRED SIZE WITH JOINTS CLOSELY FITTED AND PROPERLY SECURED

ENSURE EXPOSED WELDS ARE CONTINUOUS FOR LENGTH OF EA JOINT

INDUSTRIAL GUARD RAILS

CONSTRUCTION TO COMPLY WITH SAFETY REGULATIONS OF THE PROVINCE WHERE THE WORK IS LOCATED

STEEL TO COMPLY WITH CSA G40.21-300W OR APPD EQ

INDUSTRIAL FIXED LADDERS AND CAGES

WORK AND MATERIALS SHALL BE IN CONFORMANCE WITH THE FOLLOWING STANDARDS/SPECIFICATIONS: NAAMM/AMP 510-[92], METAL STAIR MANUAL.

CONSTRUCTION TO COMPLY WITH SAFETY REGULATIONS OF THE PROVINCE WHERE THE WORK IS LOCATED

STEEL TO COMPLY WITH CSA G40.21-300W OR APPD EQ U/N

STEEL RUNGS TO COMPLY WITH [CSA G40.21-300W | AISI 1018] OR APPD EQ U/N

LADDERS, CAGES AND FASTENERS SHALL BE HDG U/N

FASTENERS TO BE 5/8" DIA A325 BOLTS C/W NUTS AND WASHERS

WELDS TO BE 3/16" FILLET WELDS OR AS REQD

VERT RAILS TO BE BAR 2-1/2"x3/8" U/N AND SHALL HAVE A MAX UNSUPPORTED LENGTH OF 10'-0"

LADDER RUNGS TO BE BAR 3/4" DIA AND SHALL BE SPACED AT 12" MAX O/C U/N

INTERMEDIATE HOOPS FOR CAGES SHALL BE BAR 2"x1/4" U/N AND SHALL BE SPACED AT 4'-0" O/C MAX

VERTICAL BARS FOR CAGES SHALL BE BAR 2"x1/4" U/N AND SHALL BE SPACED AT 9" MAX O/C

SECTIONAL GRATING (GENERAL)

GRATING TO BE FORMED METAL SECTIONS SECURED TO STRUCTURAL SYSTEM BY BOLTS AND SADDLE CLIPS OR OTHER APPD ACCESSORIES FABRICATED FOR THIS PURPOSE

GRATING SHALL BE ARRANGED SPANNING THE SHORT DIMENSION OF THE PANEL

GRATING SHALL BE CONTINUOUS OVER SUPPORTS U/N

EXPOSED ENDS OF THE GRATING BAR SHALL BE TRIMMED WITH FLAT BAR OF THE SAME SIZE

SADDLE CLIP BOLTS TO BE #14 HEX HEAD, SELF-TAPPING BOLTS

PROVIDE SUFFICIENT CLIPS TO SECURE GRATING TO STRUCTURE

PROVIDE 2" MIN BEARING

SECTIONAL GRATING (SUBJECT TO FOOT TRAFFIC ONLY)

GRATING TO BE FISHER & LUDLOW, TYPE 19-4 FLOWFORGE U/N

BEARING BARS SHALL BE BAR 1-1/4 x 3/16 OR AS REQD BY STIPULATED LOAD U/N

BEARING BARS SHALL BE BAR 1-1/4 x 1/8 OR AS REQD BY STIPULATED LOAD U/N

BEARING BARS TO BE [SMOOTH | SERRATED]

SECURE TOE PLATE WHERE REQD TO GRATING WITH L2x2x1/4 x 3" LONG CLIP ANGLES @ 2'-0" MAX O/C FILLET WELDED TO TOE PLATE. SECURE CLIP ANGLES TO GRATING WITH 5/8"%%C BOLTS C/W BAR 2x1/4 PLATE WASHERS

SECTIONAL GRATING (SUBJECT TO VEHICULAR TRAFFIC)

BEARING BARS SHALL BE BAR 2-1/2 x 5/16 OR AS REQD BY STIPULATED LOAD. PROVIDE 2" MIN BEARING

[SPACER BARS AND | BEARING BARS] TO BE [SMOOTH | SERRATED]

CONSTRUCTION SHALL BE RIVETTED U/N

SECTIONAL GRATING (CARBON STEEL)

GRATING, FRAME, FASTENERS AND ATTACHMENTS TO BE HDG U/N

SADDLE CLIPS SHALL CONFORM TO ASTM A36 OR EQ

SADDLE CLIP BOLTS SHALL CONFORM TO AISI 1022 OR EQ

SECTIONAL GRATING (STAINLESS STEEL)

GRATING AND FRAME TO CONFORM TO AISI 316L

SADDLE CLIPS TO CONFORM TO AISI 316L

SADDLE CLIPS BOLTS TO CONFORM TO AISI 305

FLOOR PLATES (GENERAL)

FLOOR PLATES SHALL BE EMBOSSED TO PROVIDE A NON-SLIP SURFACE IN A 'CHECKERED PLATE' PATTERN

FLOOR PLATES SHALL BE SECURED TO STRUCTURAL SYSTEM BY APPROVED FASTENERS

WHERE POSSIBLE, FLOOR PLATES SHALL BE CONTINUOUS OVER SUPPORTS

FLOOR PLATES (CARBON STEEL)

FLOOR PLATES AND FRAME TO CONFORM TO ASTM SPEC A572, GRADE 50 OR APPROVED EQUAL

FLOOR PLATES AND FRAME TO BE HDG U/N

FLOOR PLATES (STAINLESS STEEL)

FLOOR PLATES AND FRAME SHALL CONFORM TO AISI 316L, GRADE 50 OR APPD EQ

COATING SYSTEMS (GENERAL)

EXPOSED COATINGS TO MPI / ARCHITECTURAL PAINTING SPECIFICATION MANUAL

ALL [CONCEALED | EXPOSED] STRUCTURAL STEEL TO BE PRIME PAINTED

ALL EXPOSED STRUCTURAL STEEL SHALL HAVE BOTH A PRIME COAT AND A TOP COAT U/N

PREPARATION OF SURFACES AND THE APPLICATION OF COATINGS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. IN THE ABSENCE OF PRINTED INSTRUCTIONS CLEAN NEW STEEL TO SSPC SP 6, 'COMMERCIAL BLAST CLEANING'

MANUFACTURER'S REPRESENTATIVE SHALL BE CONSULTED FOR SUITABILITY OF APPLICATION U/N

COATING THICKNESS TO MANUFACTURER'S PRINTED INSTRUCTIONS U/N

DEPTH OF BLAST PROFILE CREATED BY CLEANING METHOD SHALL BE LESS THAN DFT

DFT SHALL ACCOMMODATE 'ROGUE' PEAKS CREATED IN BLAST PROFILE

STEEL TO BE COATED SHALL BE FREE OF ALL DELETERIOUS MATERIAL

PRIMER AND/OR TOPCOAT SHALL BE COMPATIBLE WITH HDG AS REQD

FILE OR GRIND EXPOSED WELDS SMOOTH AND FLUSH

FOR EACH COATING LAYER, TOUCH UP AND REPAIR ALL DAMAGED AREAS

PRIME COAT SHALL BE COMPATIBLE WITH TOP COAT

COLOURS SHALL BE SELECTED BY THE OWNER FROM THE PAINT MANUFACTURER'S LIST OF STANDARD PROVEN COLOURS

TOPCOAT COLOUR FOR ALL COMPONENTS HAVING A CSSBI DESIGNATION SHALL BE SELECTED BY THE CLIENT FROM THE MANUFACTURER'S LIST OF STANDARD PROVEN COLOURS

DO NOT PROVIDE COATING ON SURFACES IN CONTACT WITH CONC, FAYING SURFACES OF BOLTED JOINTS, AREAS TO BE WELDED, BEARING SURFACES IN DIRECT CONTACT WITH CONC, MASONRY OR STEEL AND SURFACES TO RECEIVE SHEAR CONNECTORS

ALTERNATIVE COATING SYSTEMS PROPOSED BY THE STEEL FABRICATOR SHALL BE REVIEWED BY THE [CONSULTANT | ENGINEER]

THE FOLLOWING COATING SYSTEMS SHALL BE USED: SYSTEM 01: CISC/CPMA 1/73A BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - CONFORM TO CISC/CPMA 1/73A

SYSTEM 02: CISC/CPMA 2/75 BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - CONFORM TO CISC/CPMA 1/73A

SYSTEM 03: QUALITY PRIMER BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - DEVOE 'DEVGUARD 4160 - MULTIPURPOSE TANK AND STRUCTURAL PRIMER'

SYSTEM 04: FAYING SURFACES (EPOXY TOPCOAT): BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - DEVOE 'CATHACOAT 302HB - REINF INORGANIC ZINC PRIMER' SYSTEM 05: HOT DIPPED GALVANISING BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 HDG - TO ASTM A123, THICKNESS TO Z275

SYSTEM 06: ELECTROPLATE GALVANISING (INTERIOR ONLY) BASE METAL - STEEL CLEANING - TO SSPC 1 GALV - ASTM A123, THICKNESS TO ZF075

SYSTEM 07: QUALITY PRIMER WITH TOPCOAT (INTERIOR) BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - DEVOE 'DEVGUARD 4160 - MULTIPURPOSE TANK AND STRUCTURAL PRIMER' TOPCOAT - DEVOE 'SPEEDENAMEL 4318 - QD GLOSS ENAMEL'

SYSTEM 08: QUALITY PRIMER WITH TOPCOAT (EXTERIOR) BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - DEVOE 'DEVGUARD 4160 - MULTIPURPOSE TANK AND STRUCTURAL PRIMER' TOPCOAT - DEVOE 'DTM URETHANE-ALKYD GLOSS ENAMEL' ALT: DEVOE 'DEVTHANE 379H - ALIPHATIC URETHANE GLOSS ENAMEL'

SYSTEM 09: EPOXY WITH ZINC RICH PRIMER BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 10 PRIMER - DEVOE 'CATHACOAT 302HB - REINF INORGANIC ZINC PRIMER TOPCOAT - DEVOE 'BARRUST 235 - MULTIPURPOSE EPOXY COATING'

SYSTEM 10: EPOXY COATING OVER HDG BASE METAL - HDG STEEL CLEANING - TO SSPC 1 WASH - POLYCLUTCH 97-687 BY PPG OR APPD EQ PRIMER - AMERLOCK 400 TWO COMPONENT EPOXY BY PPG OR APPD EQ TOPCOAT - AMERCOAT 450H TWO COMPONENT ALIPHATIC POLYURETHANE TOPCOAT BY PPG

SYSTEM 11: EPOXY COATING OVER HDG (ALTERNATIVE) BASE METAL - HDG STEEL CLEANING - TO SSPC 1 PRIMER - DEVOE DEVRAN 201 EPOXY TOPCOAT - DEVOE DEVTHANE 379 URETHANE

SYSTEM 12: THREE PART EPOXY COATING OVER HDG BASE METAL - HDG STEEL CLEANING - TO SSPC 1 PRIMER - DEVOE DEVRAN 201 EPOXY SUBCOAT - DEVOE 'BARRUST 235 - MULTIPURPOSE EPOXY COATING' TOPCOAT - DEVOE 'DEVTHANE 379H - ALIPHATIC URETHANE GLOSS ENAMEL'

SYSTEM 13: EPOXY COATING BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 10 PRIMER - DEVOE 'BARRUST 235 - MULTIPURPOSE EPOXY COATING' TOPCOAT - DEVOE 'BARRUST 235 - MULTIPURPOSE EPOXY COATING'

SYSTEM 14: EPOXY PRIME COATING (MANITOBA FLOODWAY) BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 10 PRIMER - CLOVERDALE ''

SYSTEM 15: INTUMESCENT COATING BASE METAL - STEEL CLEANING - TO SSPC 6 PRIMER - DEVOE 'DEVGUARD 4160 - MULTIPURPOSE TANK AND STRUCTURAL PRIMER' SUBCOAT - 3M '3M FIRE DAM WB 1000' TOPCOAT - DEVOE 'DEVFLEX 4216HP WATERBORNE ACRYLIC SEMI-GLOSS ENAMEL'

SYSTEM 16: CSSBI BARRIER CONFORM TO CSSBI B-17 BARRIER COATING CLEANING - TO SSPC 1 HDG - TO ASTM A123, THICKNESS TO Z275 EXPOSED SIDE PRIMER - 0.3 DFT MIL MIN TOPCOAT - 12 MIL DFT MIN PVC CONCEALED SIDE PRIMER - 0.2 MIL DFT MIN TOPCOAT - 8 DFT MIL MIN PVC

SYSTEM 17: CSSBI SERIES 5000 CONFORM TO CSSBI SERIES 5000 COATING HDG - GALVALUME TO ZF075 (INTERIOR) HDG - ASTM A123, THICKNESS TO Z275 (EXTERIOR) PRIMER - TOPCOAT -

SYSTEM 18: CSSBI SERIES 10000 CONFORM TO CSSBI SERIES 10000 COATING HDG - GALVALUME TO ZF075 (INTERIOR) HDG - TO ASTM A123, THICKNESS TO Z275 (EXTERIOR) PRIMER - TOPCOAT -

SYSTEM 19: CSSBI METALLIC/ELITE SERIES CONFORM TO CSSBI METALLIC/ELITE SERIES HDG - GALVALUME TO ZF075 (INTERIOR) HDG - TO ASTM A123, THICKNESS TO Z275 (EXTERIOR) PRIMER - TOPCOAT -

SYSTEM 20: ALUMINUM COATING BASE METAL - ALUMINUM PRIMER - DEVOE 'DEVTHANE 378' TOPCOAT - NOT REQD

SYSTEM 21: POLYURETHANE CONCRETE COATING BASE MATL - CONCRETE

PRIMER - EUCLID 'DURAL 356' EPOXY TOPCOAT - EUCLID 'TAMOSHIELD' POLYURETHANE COATING

SYSTEM 22: TWO PART EPOXY COATING WITH TOPCOAT BASE METAL - STEEL CLEANING - TO SSPC 1 AND SSPC 6 PRIMER - DEVOE DEVRAN 201 EPOXY SUBCOAT - DEVOE 'BARRUST 235 - MULTIPURPOSE EPOXY COATING' TOPCOAT - DEVOE 'DEVTHANE 379H - ALIPHATIC URETHANE GLOSS ENAMEL'

COATING SYSTEM USED: PROVIDE THE STIPULATED COATING SYSTEM TO THE FOLLOWING ELEMENTS U/N: REINFORCING STEEL: SYSTEM 05 ALL STRUCTURAL STEEL (EXTERIOR): SYSTEM 08 ALL STRUCTURAL STEEL (INTERIOR): SYSTEM 07 SUPERSTRUCTURE (EXTERIOR): SYSTEM 08 SUPERSTRUCTURE (INTERIOR): SYSTEM 07 SUPERSTRUCTURE INCL GIRTS AND SAG RODS (EXTERIOR): SYSTEM 08 SUPERSTRUCTURE INCL GIRTS AND SAG RODS (INTERIOR): SYSTEM 07 GIRTS AND SAG RODS (EXTERIOR): SYSTEM 08 GIRTS AND SAG RODS (INTERIOR): SYSTEM 07 METAL FABRICATIONS (EXTERIOR): SYSTEM 08 METAL FABRICATIONS (INTERIOR): SYSTEM 07 INDUSTRIAL GUARD RAILS: SYSTEM 05 INDUSTRIAL FIXED LADDERS AND CAGES: SYSTEM 05 SECTIONAL GRATING: SYSTEM 05 TRENCH GRATING: SYSTEM 05 FLOORPLATES: SYSTEM 05 MECHANICAL EQUIPMENT SUPPORTS: SYSTEM 05 ELECTRICAL EQUIPMENT SUPPORTS: SYSTEM 05 CABLE TRAY SUPPORTS: SYSTEM 05 HDG MATERIAL: [SYSTEM 11 | SYSTEM 12] ALUMINUM MATERIAL: SYSTEM 20 ROOF PURLINS: SYSTEM 05 WALL GIRTS: OWSJ (EXTERIOR): SYSTEM 08 OWSJ (INTERIOR): SYSTEM 07 LONG SPAN ROOF TRUSSES (EXTERIOR): SYSTEM 08 LONG SPAN ROOF TRUSSES (INTERIOR): SYSTEM 07 ROOF DECK (EXTERIOR): SYSTEM 05 ROOF DECK (INTERIOR): SYSTEM 06 FLOOR DECK (EXTERIOR): SYSTEM 05 FLOOR DECK: (INTERIOR): SYSTEM 06 WALL CLADDING: SYSTEM 16 LINER PANELLING: SYSTEM 16 TRIM, RAKE, FLASHINGS: SYSTEM 16 DOWNSPOUTS, SCUPPERS, EAVESTROUGHING: SYSTEM 16 METAL DOORS AND FRAMES (INTERIOR): SYSTEM 07 METAL DOORS AND FRAMES (EXTERIOR): SYSTEM 11 COLD FORMED METAL FRAMING (ALL COMPONENTS): SYSTEM 05

HOT DIPPED GALVANISING

WORK AND MATERIALS SHALL BE IN CONFORMANCE WITH THE FOLLOWING STANDARDS/SPECIFICATIONS: HDG ASTM A123, ASTM A143, ASTM A153, ASTM A767, ASTM A780 AS REQD BLAST CLEANING TO SSPC/NACE AS REQD

HDG EXPOSED TO THE ELEMENTS SHALL BE PASSIVATED USING A NON-CHROMATE PROCESS

HDG REBAR LEFT EXPOSED TO THE ELEMENTS SHALL BE PASSIVATED USING A NON-CHROMATE PROCESS

PROVIDE VENT HOLES AND DRAIN HOLES AS REQUIRED. PROVIDE PLUGS TO PREVENT THE INGRESS OF MOISTURE AS REQD

REPAIR DAMAGED HDG TO ASTM A780. PROVIDE TWO COATS GALVICON ZINC RICH PRIMER OR APPD EQ EXTENDING 1/2" MIN BEYOND DAMAGED AREA

FOR SLIP CRITICAL CONNS, HDG FAYING SURFACES SHALL BE HAND CLEANED BY WIRE BRUSH. POWER TOOL CLEANING IS NOT ACCEPTABLE

MINIMISE WARPING AND DISTORTION

CONSULT WITH THE HDG SUPPLIER PRIOR TO FABRICATING. ITEMS SHOULD INCLUDE: VARIATION IN THICKNESS OF COMPONENTS USE OF STANDARD ROLLED SECTIONS IN LIEU OF ANGLES AND CHANNELS EFFECTS OF NON SYMMETRICAL OBJECTS SEPARATION OF ITEM INTO COMPONENTS AND FASTENING COMPONENTS WITH BOLTS USE OF LARGER BEND RADII TO MINIMISE LOCAL STRESS CONCENTRATIONS USE OF PRE-FORMED COMPONENTS THAT HAVE BEEN STRESS RELIEVE PRIOR TO HDG FIT UP OF COMPONENTS TO MINIMISE FABRICATION FORCES FABRICATION TO AVOID USING MULTIPLE 'DIPS' FOR COMPONENTS HEAT TREATING COMPONENTS PRIOR TO HDG TO MINIMISE STRESSES CAUSED BY WELDING AND COLD FORMING. HEAT-TREAT AT 590C FOR ONE HOUR PER INCH

COLD FORMED METAL FRAMING (GENERAL)

WORK AND MATERIALS SHALL BE IN CONFORMANCE WITH THE FOLLOWING STANDARDS/SPECIFICATIONS: COLD FORMED STRUCTURAL MEMBERS TO CSA S136 LIGHTWEIGHT WALL FRAMING COMPONENTS TO CAN/CGSB-7.1 FUSION WELDING OF STEEL TO CSA W47.1 RESISTANCE WELDING TO CSA W55.3 CSA W59-M1989 CSSBI 50M CSSBI 52M CARE AND MAINTENANCE TO CSSBI FACT SHEET #3 CHANGING THICKNESSES TO CSSBI TECHNICAL BULLETIN VOL 7, NO 2 SPECS FOR WIND BEARING STUDS TO CSSBI S5

COLD FORMED METAL FRAMING SHALL BE MANUFACTURED BY BAILEY METAL PRODUCTS LIMITED OR AN APPROVED ALTERNATIVE

COLD FORMED METAL FRAMING SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS


COLD FORMED METAL FRAMING SHOP DRAWINGS SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE PROVINCE WHERE THE WORK IS LOCATED WHO WILL BE RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF SAME

DO WORK IN COMPLIANCE WITH ANSI/AWS D1.3-98 STRUCTURAL WELDING CODE - SHEET STEEL

COLD FORMED STRUCTURAL MEMBERS TO HAVE A MIN CNT OF [0.048 | 1.22] U/N

FASTEN ALL COMPONENTS FOR LOADING SHOWN ON THE DRAWINGS USING APPROPRIATE BOLTS, WELDS OR SHEET METAL SCREWS

ALL FASTENERS TO BE STAINLESS STEEL U/N

PROVIDE HOR BRIDGING AND ANCHORAGE TO PREVENT MEMBER ROTATION AND TRANSLATION NORMAL TO THE MINOR AXIS. SHEATHING MAY BE USED TO PROVIDE NECESSARY RESTRAINT. PROVIDE FOR ALL SECONDARY STRESS EFFECTS. DESIGN SHALL INCLUDE FOR APPROPRIATE ECCENTRICITIES AND RESTRAINTS

PROVIDE DESIGN CALCULATIONS AS REQUESTED

GIRTS

LATERAL DEFLECTION DUE TO WIND NOT TO EXCEED A SPAN RATIO OF L/240

WALL STUDS

WALL STUDS SUPPORTING MASONRY SHALL MEET THE DEFLECTION REQUIREMENTS OF CSA S304.1

MAX SPACING OF WALL STUDS SHALL NOT EXCEED [24 | 600]

LIVE LOAD DEFLECTION FOR WALL STUDS SHALL NOT EXCEED L/360

PROVIDE DEFLECTION TRACK AS REQD

WHERE WALLS ARE SUBJECT TO WIND LOAD ONLY, MAX SPACING FOR WALL STUD LATERAL BRACING SHALL NOT EXCEED [5FT | 1.5M]. SPACING SHALL NOT BE LESS THAN MANUFACTURER'S PRINTED RECOMMENDATIONS

MAX SPACING FOR WALL STUD LATERAL BRACING SHALL NOT EXCEED [48 | 1.2M] O/C. SPACING SHALL NOT BE LESS THAN MANUFACTURER'S PRINTED RECOMMENDATIONS

FLOOR AND ROOF JOISTS

MAX SPACING OF FLOOR OR ROOF JOISTS SHALL NOT EXCEED [24 | 600]

LIVE LOAD DEFLECTION LIMITATIONS FOR FLOOR JOISTS SHALL NOT EXCEED L/360

LIVE LOAD DEFLECTION LIMITATIONS FOR ROOF JOISTS SHALL NOT EXCEED L/360

MAX SPACING FOR FLOOR AND ROOF JOIST LATERAL BRACING SHALL NOT EXCEED [82 | 2.1M] O/C. SPACING SHALL NOT BE LESS THAN MANUFACTURER'S PRINTED RECOMMENDATIONS

ALIGN FLOOR AND ROOF JOISTS WITH WALL STUD SPACING

CHAINLINK FENCING

DETAILS SHOWN ARE ILLUSTRATIVE. CHAINLINK FENCE SUPPLIER TO PROVIDE DETAILS OF FIXTURES AND ACCESSORIES FOR [CONSULTANT | ENGINEER] TO REVIEW

FABRIC TO CONFORM TO CAN/CGSB 138.1. FENCE FABRIC TO CONFORM TO ASTM A392. WIRE SHALL BE TYPE 1, CLASS A, GRADE 2.

FENCE FRAMEWORK TO CONFORM TO CAN/CGSB 138.2. PIPE TO BE CONTINUOUS WELD, SCHEDULE 40 CONFORMING TO CAN/CGSB 138.2 AND ASTM A53 GRADE B

GATES TO CONFORM TO CAN/CGSB 138.4

ALL FENCING MATERIAL TO BE HDG U/N. COATING SHALL CONFORM TO [Z275 | Z600] MIN U/N

VINYL CLAD FENCING SHALL NOT BE USED FOR ELECTRICALLY GROUNDED APPLICATIONS

FIXTURES AND ACCESSORIES TO BE DROPPED FORGED STEEL AND SHALL BE DESIGNED TO FIT OR FASTEN WITHOUT BENDING OR DISTORTION.

FITTINGS SHALL BE FREE FROM DEFECTS AND OF ADEQUATE STRENGTH

WIRE MESH FENCING: 2" MESH, 9 GA MIN. PROVIDE BARBED TOP SELVAGE AND KNUCKLED BOT SELVAGE U/N

END, CORNER, GATE, RESTRAINING AND LINE POSTS: SEE SCHEDULE. ALL POSTS TO BE FITTED WITH WEATHERPROOF CAPS

TOP RAIL: 2" OD MIN U/N

HORIZ AND VERT BRACING FOR FENCE: 2" OD MIN U/N

HORIZ AND VERT BRACING FOR GATES TO BE 1-1/4" OD MIN U/N

STRETCHER BAR: BAR 3/16 x 3/4 MIN U/N

STRETCHER BAR BAND: [ROUNDED] BAR 1/8 x 3/4 MIN @ 12" MAX O/C U/N

NON-CONDUCTIVE STRETCHER BAR: 3/16 x 3/4 MIN FRE

NON-CONDUCTIVE STRETCHER BAR BAND: 20 GA x 1/2" SS

BOT TENSION WIRE: 9 GA, SINGLE STRAND U/N

BARBED WIRE: 13 GA, C/W DOUBLE BARBS @ 6" MAX O/C

SPACE SIGNAGE SHOWN AT 100'-0" MAX U/N

PROVIDE SIGNAGE AT EACH CORNER (BOTH DIRECTIONS) AND THREE MIN PER LENGTH OF FENCE

SIGNAGE TO BE LOCATED ON NON-ENCLOSED SIDE OF FENCE

SIGNAGE TO BE BI-LINGUAL WHERE REQD

PROVIDE COMPONENTS AS NOTED AND INSTALL FOUNDATIONS AND POSTS, HORIZ COMPONENTS AND BRACING AS SHOWN

SECURE STRETCHER BAR TO POSTS WITH STRETCHER BAR BANDS

INSTALL NON-CONDUCTIVE COMPONENTS AS REQUIRED

SECURE NON-CONDUCTIVE STRETCHER BAR TO SPOOL INSULATORS AS REQUIRED WITH 20 GA x 1/2" SS SS STRETCHER BAR BANDS

SECURE WIRE MESH FENCING TO TOP RAIL AND HORIZ BRACING AT 18" O/C MAX WITH 9 GA MIN GALV WIRE FASTENERS

SECURE WIRE MESH FENCING TO POSTS AND VERT BRACING AT 12" O/C MAX WITH 9 GA MIN GALV WIRE FASTENERS

SECURE WIRE MESH FENCING TO GATES AND GATE BRACING AT 12" O/C MAX WITH 9 GA MIN GALV WIRE FASTENERS

SECURE WIRE MESH FENCING TO BOT TENSION WIRE AT 18" O/C MAX WITH 9 GA MIN GALV WIRE FASTENERS

Documents

Structural Steel Notes