1/S0 -01 STEEL LINTEL SCHEDULE LOAD BEARING 2/S0 -01 ...ir integrity reinforcement jt joint kb knee...

DRAWING ABBREVIATIONS

@ SPACED ATADDL ADDITIONALAEC ARCHITECTURALLY EXPOSED CONCRETEAESS ARCHITECTURALLY EXPOSED STRUCTURAL STEELAFF ABOVE FINISHED FLOORBOND BREAK ASPHALT IMPREGNATED FIBRE BOARDALT. ALTERNATING (ALTERNATIVE)ANCH. ANCHOR (ANCHORED)AR ANCHOR ROD (ANCHOR BOLT)ARCH. ARCHITECTURAL DOCUMENTS / CONSULTANTb/o BOTTOM OFBCX BOTTOM CHORD EXTENSIONBM BEAMBOT. BOTTOMBPL BASE PLATE BRG BEARINGBTB BACK TO BACKc/c CENTRE TO CENTREc/w COMPLETE WITHCANT. CANTILEVERCFS COLD-FORMED STEELCIVIL CIVIL DOCUMENTS / CONSULTANTCJ CONTROL JOINT (CONSTRUCTION JOINT)CL CENTRELINECLS COMPRESSION LAP SPLICECMU CONCRETE MASONRY UNITCO CLEAN OUTCONC. CONCRETE (CAST IN PLACE CONCRETE)CONT. CONTINUOUSCOL. COLUMNDBL DOUBLEDEM. DEMOLISH (DEMOLITION)DIA. DIAMETERDIAG. DIAGONALDIM. DIMENSION (DIMENSIONED)DN DOWNDO DITTODP DEEP (DEPTH)DSL DRIFTING SNOW LOADDTL DETAILDWG DRAWINGDWL DOWEL (DOWELS)E-W EAST-WESTEA. EACHEE EACH ENDEF EACH FACEEJ EXPANSION JOINTEL. ELEVATIONELEC. ELECTRICAL DOCUMENTS / CONSULTANTELEV. ELEVATOREMBED. EMBEDMENT (EMBEDDED)EOD EDGE OF DECKEOS EDGE OF SLABEQ. EQUALES EACH SIDEEW EACH WAYEX. EXISTINGEXT. EXTERIORf'/c CONCRETE COMPRESSIVE STRENGTH AT 28 DAYSFD FLOOR DRAINFDN FOUNDATIONFF FAR FACEFIN. FINISHEDFLR FLOORFMC FULL MOMENT CONNECTIONFS FAR SIDEFTG FOOTINGf/y YIELD STRENGTHGALV. GALVANIZEDGB GRADE BEAMGC GENERAL CONTRACTORGL GRID LINEGLM GLULAMHBR HORIZONTAL BRACEHC HOLLOW COREH, HORIZ. HORIZONTALHK HOOKHP HIGH POINTHSC HORIZONTALLY SLOTTED CONNECTIONHSKP HOUSEKEEPING PADID INSIDE DIAMETERINT. INTERIORINV. INVERTIR INTEGRITY REINFORCEMENTJT JOINTKB KNEE BRACEKP KNIFE PLATELG LONG (LENGTH)LHS LEFT HAND SIDE (END)LLBB LONG LEGS BACK TO BACKLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLP LOW POINTLSH LONG SIDE HORIZONTALLSV LONG SIDE VERTICALMAX. MAXIMUMMC MOMENT CONNECTIONMECH. MECHANICAL DOCUMENTS / CONSULTANTMEZZ. MEZZANINEMID. MID DEPTH (MIDDLE)MIN. MINIMUM

N-S NORTH-SOUTHNF NEAR FACENIC NOT IN CONTRACTNO. NUMBER (COUNT)NS NEAR SIDENTS NOT TO SCALEo/c ON CENTREo/o OUT TO OUTOD OUTSIDE DIAMETERo/h OVERHEADOPNG OPENINGOPP. OPPOSITE SIDE / HANDOWSJ OPEN WEB STEEL JOISTP-T POST-TENSIONINGPC PRECAST CONCRETEPL. PLATEPROJ. PROJECTION (PROJECTED)RAD. RADIUSRA ROOF ANCHORRD ROOF DRAINREF. REFERENCE (REFER TO)REINF. REINFORCEMENT (REINFORCING BARS)REQD REQUIREDREV. REVISION (REVISED)RHS RIGHT HAND SIDE (END)RO ROUGH OPENINGRTN RETURNRWL RAIN WATER LEADERSA SHELF ANGLESDF STEP DOWN FOOTINGSIM. SIMILAR (TO)SLBB SHORT LEGS BACK TO BACKSOG SLAB ON GRADESS STAINLESS STEELSSL SLIDING SNOW LOAD SQ. SQUARESPEC. SPECIFICATIONSSTAG. STAGGEREDSTD STANDARDSTL STRUCTURAL STEELSTRU. STRUCTURAL DOCUMENTS / CONSULTANTSR STUD RAILSYM. SYMMETRICALT&G TONGUE & GROOVEt/o TOP OFT TEMPERATURETCX TOP CHORD EXTENSIONTEMP. TEMPORARYTHK THICK (THICKNESS)THRU THROUGHTJ TIE JOISTTLS TENSION LAP SPLICETOC TOP OF CONCRETETOS TOP OF STRUCTURAL STEELTYP. TYPICALu/g UNDERGROUNDu/s UNDERSIDEUNO UNLESS NOTED OTHERWISEV, VERT. VERTICALVBR VERTICAL BRACEVSC VERTICALLY SLOTTED CONNECTIONw/ WITHw/o WITHOUTWD WOODWP WORK POINTWWR WELDED WIRE REINFORCEMENT / MESH / FABRIC

FORCESCf FACTORED COMPRESSION FORCEHf FACTORED HORIZONTAL FORCEMfx FACTORED BENDING MOMENT (ABOUT MAJOR /

GRAVITY AXIS)Mfy FACTORED BENDING MOMENT (ABOUT MINOR /

LATERAL AXIS)P POINT LOAD (UNFACTORED)Pf FACTORED POINT LOADTMf FACTORED TORSIONAL MOMENTTf FACTORED TENSION FORCEVf FACTORED VERTICAL SHEAR FORCE

LOADSDL UNFACTORED DEAD LOADEQ UNFACTORED EARTHQUAKE LOADLL UNFACTORED LIVE LOADSDL UNFACTORED SUPERIMPOSED DEAD LOADSL UNFACTORED SNOW LOADSLS SERVICEABILITY LIMIT STATEWL UNFACTORED WIND LOADULS ULTIMATE LIMIT STATE

UNITSkg KILOGRAMkN KILONEWTONkN-m KILONEWTON METREkPa KILOPASCAL (kN/m2)L LITREm METREmm MILLIMETREMPa MEGAPASCAL (1000 kN/m2)N NEWTONPa PASCAL

STEEL LINTEL SCHEDULE NON-LOAD BEARING

THICKNESS OF WALL

MAXIMUMCLEAR SPAN

FROM 0mm TO1200mm(0'-0"-4'-0")

FROM 1200mmTO 1800mm(4'-0"-6'-0")

FROM 1800mmTO 2400mm(6'-0"-8'-0")

140mm(5 1/2")

190mm(7 1/2")

240mm(9 1/2")

2-L89x64x6.4LLV(2-L3 1/2"x21/2"x1/4" LLV)

2-L89x64x7.9 LLV(2-L3 1/2"x2 1/2"x5/16" LLV)

2-L89x64x9.5 LLV(2-L3 1/2"x21/2"x3/8" LLV)

2-L89x89x6.4(2-L3 1/2" x31/2"x 1/4")

L102x76x6.4 LLH + L127x76x6.4 LLH (L4"x3"x1/4" LLH + L5"X3"X1/4" LLH)

290mm(11 1/2")

3-L89x89x6.4(3-L3 1/2"x31/2"x1/4")

2-L102x89x6.4 LLV (2-L4"x3 1/2" x1/4" LLV)

2-L127x89x7.9 LLV(2-L5"x 3 1/2"x 5/16" LLV)

3-L102x89x7.9LLV(3-L4"x3 1/2"x 5/16" LLV)

3-L127x89x7.9 LLV (3-L5"x3 1/2"x5/16" LLV)

90mm VENEER(3-1/2" VENEER)

L89x89x6.4(L3 1/2"x31/2"x1/4")

L102x89x7.9 LLV(L4"x3 1/2"x5/16" LLV )

L127x89x7.9LLV (L5"x3 1/2" x5/16" LLV)

NOTES:1. BEAR LINTELS ON GROUT-FILLED OR SOLID BLOCK EACH END, MINIMUM 200 (8") BEARING LENGTH.2. PROVIDED STEEL SHIM PLATES FOR EVEN BEARING.

3. JOIN BACK TO BACK ANGLES WITH 16∅ (5/8"∅) BOLTS OR 50 (2") LONG 6mm (1/4") FILLET WELDS AT 450 (18") o/c.4. AT LINTELS ABUTTING STEEL COLUMNS, CONCRETE COLUMNS OR CONCRETE WALLS, PROVIDE SUPPORT WITH

L102x102x9.5 SHELF ANGLES WELDED OR EXPANSION BOLTED TO COLUMNS w/2-19∅ (3/4"∅) EXPANSION ANCHORS, EMBEDDED 150 (6").5. HOT-DIP GALVANIZE ALL EXPOSED EXTERIOR LINTELS.

FROM 2400mmTO 3000mm(8'-0"-10'-0")

2-L89x64x9.5LV (2-L3 1/2"x2

1/2"x3/8" LLV)

2-L152x89x9.5 LLV (2-L6"x 3 1/2"x 3/8" LLV)

3-L152x89x9.5 LLV (3-L6"x3 1/2"x3/8"LLV)

L152x89x9.5 LLV (L6"x3 1/2" x3/8" LLV)

L102x102x6.4+ L127x76x6.4 LLH(L4"x4"x1/4" + L5"X3"X1/4" LLH)

L102x102x7.9 + L127x89x7.9 LLH(L4"x4"x5/16" + L5"X3 1/2"x 5/16" LLH)

L152x102x9.5 LLV + L127x127x9.5(L6"x4"x3/8" LLV + L5"X5"X3/8")

1/S0-01 STEEL LINTEL SCHEDULE LOAD BEARING

THICKNESS OF WALL

MAXIMUMCLEAR SPAN

FROM 0mm TO1200mm(0'-0"-4'-0")

FROM 1200mmTO 2200mm(4'-0"-10'-6")

190mm (7 1/2")

2-L127x89x9.5 LLV

W 200x46

NOTES:1. BEAR LINTELS ON GROUT-FILLED OR SOLID BLOCK EACH END, MINIMUM 250 (10") BEARING LENGTH.2. PROVIDED STEEL SHIM PLATES FOR EVEN BEARING.

3. JOIN BACK TO BACK ANGLES WITH 16∅ (5/8"∅) BOLTS OR 50 (2") LONG 6mm (1/4") FILLET WELDS AT 450 (18") o/c.4. AT LINTELS ABUTTING STEEL COLUMNS, CONCRETE COLUMNS OR CONCRETE WALLS, PROVIDE SUPPORT

WITH L102x102x9.5 SHELF ANGLES WELDED OR EXPANSION BOLTED TO COLUMNS w/2-19∅ (3/4"∅) EXPANSION ANCHORS, EMBEDDED 150 (6").5. HOT-DIP GALVANIZE ALL EXPOSED EXTERIOR LINTELS.

TAG #

L1

L2

2/S0-01

A. GENERAL1. MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 ONTARIO BUILDING CODE AND ANY APPLICABLE ACTS OF

THE AUTHORITY HAVING JURISDICTION.2. READ THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE SPECIFICATIONS, AND ALL OTHER CONTRACT DOCUMENTS.3. VERIFY ALL STRUCTURAL DIMENSIONS WITH THE CIVIL, ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING WITH THE WORK.4. THE MOST STRINGENT REQUIREMENT GOVERNS WHERE DISCREPANCIES OCCUR WITHIN THE CONTRACT DOCUMENTS,

INCLUDING APPLICABLE CODES, STANDARDS AND ACTS.5. REFER TO THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS AND SIZES OF OPENINGS.6. OPENINGS SHOWN ARE LOCATED AND DIMENSIONED FOR STRUCTURAL DETAILING PURPOSES ONLY. COORDINATE THE

EXACT SIZES AND LOCATIONS WITH THE CONSULTANT AND APPLICABLE TRADES DURING CONSTRUCTION. REPORT ANY CONFLICTS TO THE CONSULTANT.

7. DO NOT CUT, DRILL OR ALTER STRUCTURAL MEMBERS WITHOUT PERMISSION FROM THE CONSULTANT, UNLESS NOTED ON THE DRAWINGS.

8. THE STRUCTURAL DRAWINGS ARE FOR THE COMPLETED PROJECT. THE CONTRACTOR IS RESPONSIBLE FOR SITE SAFETY, TEMPORARY WORKS AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION.

9. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LOADS SHOWN ON THE DRAWINGS.10. PROVIDE ALL TEMPORARY SHORING, BRACING, HOARDING AND PROTECTION NECESSARY TO COMPLETE THE WORK AND

COMPLY WITH APPLICABLE REGULATIONS. TEMPORARY WORKS TO BE DESIGNED AND INSPECTED BY A PROFESSIONAL ENGINEER WHO IS RETAINED BY THE CONTRACTOR.

B. EXISTING CONDITIONS1. EXISTING STRUCTURE AND DIMENSIONS SHOWN ON THE DRAWINGS ARE APPROXIMATE, AND ARE PROVIDED TO CONVEY

DESIGN INTENT ONLY. THE DESIGN IS BASED ON THE INFORMATION CONTAINED IN THE RECORD DRAWINGS FOR THE EXISTING BUILDINGS, AND ON LIMITED SITE OBSERVATIONS. VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING THE WORK. NOTIFY THE CONSULTANT OF ANY DISCREPANCIES OR CONDITIONS ENCOUNTERED THAT COULD POTENTIALLY AFFECT THE WORK, AND OBTAIN DIRECTION BEFORE PROCEEDING.

2. LOCATE ALL EXISTING BURIED UTILITIES AND STRUCTURES. REFER TO CIVIL, MECHANICAL, AND ELECTRICAL DOCUMENTS FOR APPROXIMATE LOCATION OF ALL PROPOSED AND KNOWN EXISTING SERVICES. REMOVE, RELOCATE OR PROVIDE PROTECTION DURING CONSTRUCTION, AS DIRECTED BY THE CONSULTANT.

3. PROTECT EXISTING STRUCTURES FROM DAMAGE DURING CONSTRUCTION. PATCH AND MAKE GOOD ALL EXISTING BUILDING ELEMENTS DISTURBED OR DAMAGED AS PART OF THE WORK.

C. MATERIALS1. STRUCTURAL CONCRETE:1.1. CONCRETE: CSA A23.1 AND THE CONCRETE DESIGN PROPERTIES TABLE.1.2. REINFORCING STEEL: CSA G30.18 GRADE 400R (OR 400W WHERE WELDING IS REQUIRED). ALL REINFORCING TO BE BLACK STEEL UNLESS NOTED.2. STRUCTURAL STEEL:2.1. ROLLED W AND WWF SHAPES CSA-G40.20/G40.21, GRADE 350W2.2. CHANNELS & ANGLES CSA-G40.20/G40.21, GRADE 350W2.3. HSS SHAPES CSA-G40.20/G40.21, GRADE 350W CLASS C2.4. PLATES, RODS AND BARS CSA-G40.20/G40.21, GRADE 300W2.5. WELDING ELECTRODES E49XX

D. FOUNDATIONS AND EARTHWORKS1. CONFIRM LOCATION OF ALL OVERHEAD AND UNDERGROUND SERVICES PRIOR TO EXCAVATING, AND NOTIFY CONSULTANTS

OF ANY CONFLICTS. PROVIDE PROTECTION AS REQUIRED TO EXISTING SERVICES.2. SUBSURFACE CONDITIONS AND FOUNDATION CONSTRUCTION RECOMMENDATIONS ARE GIVEN IN GEOTECHNICAL REPORT

PREPARED BY WSP, AND DATED SEPTEMBER 20,2019. FOUNDATION DESIGN IS BASED ON THE INFORMATION INCLUDED IN THIS REPORT.

3. STOCKPILE EXCAVATED MATERIAL ON-SITE AS DIRECTED, AND REMOVE AND DISPOSE OF ALL MATERIAL THAT IS CONTAMINATED, UNSUITABLE FOR RE-USE, OR IN EXCESS OF THE WORK.

4. THE LINE OF SLOPE BETWEEN ADJACENT FOOTINGS OR EXCAVATIONS, OR ALONG STEPPED FOOTINGS SHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10. MAXIMUM STEP SHALL BE 600 (2'0”).

5. CONSTRUCT FOOTINGS ON [UNDISTURBED NATIVE SOIL] [ENGINEERED FILL] AS DESCRIBED IN THE GEOTECHNICAL REPORT, WITH A MINIMUM BEARING CAPACITY OF[150 KPA (3100 PSF)] SLS AND [225 KPA (4700 PSF)] ULS. BEARING SURFACES SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER IMMEDIATELY BEFORE PLACING FOUNDATION CONCRETE.

6. FOOTING ELEVATIONS SHOWN ON THE DRAWINGS ARE BASED ON THE SUBSURFACE CONDITIONS GIVEN IN THE GEOTECHNICAL REPORT.

7. KEEP EXCAVATIONS FREE OF WATER.8. PROTECT FOUNDATIONS FOOTINGS AND BEARING MATERIAL EXPOSED TO FROST ACTION DURING CONSTRUCTION WITH

1200 (4'0”) OF EARTH OR EQUIVALENT. DO NOT POUR CONCRETE AGAINST FROZEN EARTH.9. PROTECT EXISTING ADJACENT STRUCTURES AND SUBGRADE FROM DAMAGE OR DISTURBANCE DURING

CONSTRUCTION. PROVIDE UNDERPINNING OR TEMPORARY SHORING WHERE NECESSARY TO PERFORM THE WORK.10. NO BACKFILL SHALL BE PLACED AGAINST ELEMENTS (OTHER THAN CANTILEVERED WALLS AT FULL DESIGN STRENGTH)

UNTIL SUPPORTING FLOORS AND CROSS-WALLS ARE ERECTED UNLESS ADEQUATE SHORING IS PROVIDED. 11. EARTH FORMS ARE NOT PERMITTED WITHOUT APPROVAL FROM THE CONSULTANT, UNLESS INDICATED ON THE

DRAWINGS. PROVIDE MINIMUM 75 (3”) COVER TO REINFORCING FOR EARTH FORMED SURFACES.

E. STRUCTURAL CONCRETE1. PERFORM WORK IN ACCORDANCE WITH CSA A23.1, CSA A23.3, AND [CSA S-613]. 2. CONCRETE IS SPECIFIED UNDER THE PERFORMANCE ALTERNATIVE, AND RESPONSIBILITIES OF THE CONTRACTOR AND

CONCRETE SUPPLIER, ARE AS DEFINED IN CSA A23.1 TABLE 5. THE CONTRACTOR SHALL WORK WITH THE SUPPLIER TO ESTABLISH THE CONCRETE MIX PROPERTIES TO MEET PERFORMANCE CRITERIA FOR PLASTIC AND HARDENED CONCRETE, CONSIDERING THE CONTRACTOR'S CRITERIA FOR CONSTRUCTION AND PLACEMENT AND THE SPECIFIED PERFORMANCE CRITERIA.

3. DETAIL AND PLACE REINFORCING STEEL IN ACCORDANCE WITH THE MOST CURRENT REINFORCING STEEL INSTITUTE OF CANADA MANUAL OF STANDARD PRACTICE.

4. PROVIDE REINFORCING BAR EMBEDMENT AND LAP SPLICES IN ACCORDANCE WITH CSA A23.3, AND NOT LESS THAN THE VALUES IN THE EMBEDMENT AND LAP SPLICE LENGTH TABLE.

5. PROVIDE CLASS B TENSION LAP SPLICES UNLESS NOTED OTHERWISE.6. PROVIDE DOWELS OF SAME SIZE AND SPACING WHERE REINFORCING IS SPLICED AND AT FOOTINGS [PILES], UNLESS

NOTED OTHERWISE.7. PROTECT CONCRETE FROM FREEZING AND HOT WEATHER IN ACCORDANCE WITH THE COLD AND HOT WEATHER

CONCRETE PROCEDURES OF CSA A23.1.8. PLACE CONCRETE IN A MANNER TO MINIMIZE SEGREGATION AND VIBRATE AFTER PLACEMENT.9. ALL CONSTRUCTION JOINTS SHALL BE REVIEWED AND APPROVED BY THE CONSULTANT UNLESS SHOWN ON THE

STRUCTURAL DRAWINGS.10. PROVIDE VERTICAL CONTROL JOINTS IN FOUNDATION WALLS SPACED AT [30000 (100'-0")] O/C MAXIMUM. ALIGN WITH

MASONRY CONTROL JOINT LOCATIONS- REFER TO ARCHITECTURAL DRAWINGS.11. HORIZONTAL CONSTRUCTION JOINTS IN FOUNDATION WALLS ARE NOT PERMITTED UNLESS SHOWN ON THE DRAWINGS OR

APPROVED BY THE CONSULTANT.12. PROVIDE CONTROL JOINTS IN SLABS ON GRADE, FOUNDATION WALLS, AND CONCRETE TOPPINGS AS SHOWN ON THE

DRAWINGS. MAXIMUM SPACING OF CONTROL JOINTS IN SLABS ON GRADE TO BE [3700 (12'0")] UNLESS NOTED OTHERWISE.13. ALL REINFORCING TO BE HELD IN PLACE AND TIED WITH PURPOSE MADE ACCESSORIES, SUCH AS HI-CHAIRS (AVERAGE

SPACING 1220 (48”) AND SPACERS. SUPPLY AND DETAIL ALL ACCESSORIES, HI-CHAIRS TO HAVE 4 LEGS AND BE STAPLED OR NAILED TO THE FORMWORK. PROVIDE SIDE SPACERS IN ALL VERTICAL ELEMENTS.

14. REINFORCING STEEL SHALL BE FREE OF ALL DIRT, GREASE, AND OTHER DELETERIOUS MATERIALS PRIOR TO PLACING. 15. FORM SLEEVE OPENINGS IN WALLS AND SLABS REQUIRED BY OTHER TRADES PRIOR TO POURING CONCRETE. DO NOT CUT

OPENINGS IN STRUCTURAL MEMBERS WITHOUT ENGINEER'S APPROVAL.16. DO NOT FIELD-BEND OR FIELD-CUT REINFORCING STEEL UNLESS DETAILED ON THE DRAWINGS OR APPROVED BY THE

CONSULTANT.17. DO NOT LOAD CONCRETE ELEMENTS UNTIL DESIGN STRENGTH HAS BEEN REACHED.18. REPAIR ANY DEFECTS IN HARDENED CONCRETE U SING APPROVED METHODS, AND OBTAIN CONSULTANT'S APPROVAL OF

FINISHED REPAIR PRIOR TO BACKFILLING OR COVERING.19. PROVIDE CONCRETE COVER TO REINFORCING STEEL CORRESPONDING TO THE GREATEST APPLICABLE VALUE IN THE

CONCRETE COVER LISTED AS FOLLOWS (UNLESS NOTED OTHERWISE): CONDITION COVER MM (IN.)19.1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 75 (3")19.2. CONCRETE CAST IN FORMS (EXPOSED TO CHLORIDES OR CHEMICALS) 60 (2 1/2")19.3. CONCRETE CAST IN FORMS (EXPOSED TO WEATHER) 40 (1 1/2")

F. FORMWORK1. FORMWORK TO CONFORM TO CAN/CSA-S269.3 “CONCRETE FORMWORK”.2. FORM OIL TO BE NON-STAINING AND NON-VOLATILE.3. BEFORE CONCRETE IS PLACED, REVIEWED EQUIPMENT SHOP DRAWINGS SHALL BE EXAMINED FOR THE PROVISION OF

OPENINGS, ANCHOR BOLTS, INSERTS, ETC.

G. STRUCTURAL STEEL1. PERFORM WORK IN ACCORDANCE WITH CSA-S16 AND THE CISC CODE OF STANDARD PRACTICE.2. CONNECTIONS ARE SHOWN ON THE STRUCTURAL DRAWINGS TO INDICATE DESIGN INTENT. DESIGN

CONNECTIONS PER CSA-S16, WITH A MINIMUM OF 2-19 (3/4”) Ø BOLTS PER BOLTED CONNECTION. DESIGN END CONNECTIONS OF NON-COMPOSITE BEAMS FOR A FACTORED SHEAR LOAD OF [50%] OF THE TOTAL UNIFORMLY DISTRIBUTED FACTORED LOAD FOR LATERALLY SUPPORTED BEAMS LISTED IN THE BEAM LOAD TABLES OF THE CISC HANDBOOK OF STEEL CONSTRUCTION. [DESIGN END CONNECTIONS OF COMPOSITE BEAMS FOR THE LOAD PROVIDED IN THE COMPOSITE BEAM CONNECTION FORCE SCHEDULE.]

3. PROVIDE [9.5 (3/8”) BEAM WEB STIFFENER PLATES (BOTH SIDES) AT CONCENTRATED LOAD POINTS, INCLUDING BEAMS RUNNING OVER OR

4. SUPPORTING COLUMNS.5. PROVIDE NON-SHRINK, NON-METALLIC GROUT UNDER BASEPLATES WITH A MINIMUM COMPRESSIVE STRENGTH OF

35 MPA (4 DAY). MAXIMUM 50 (2") THICKNESS UNLESS NOTED OTHERWISE.6. OBTAIN CONSULTANT'S PERMISSION TO SPLICE MEMBERS, OTHER THAN AT LOCATIONS INDICATED ON THE

DRAWINGS.7. PROVIDE 10 (1/2”) Ø WEEP HOLES AT TOP AND BOTTOM OF HSS COLUMNS.8. ALL EXPOSED EXTERIOR STEEL TO BE HOT-DIPPED GALVANIZED. TOUCH-UP FIELD WELDS WITH TWO COATS OF

[ZRC 221 COLD GALVANIZING COMPOUND] IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.9. PROVIDE FIRE PROTECTION FOR STRUCTURAL STEEL IN ACCORDANCE WITH THE ARCHITECTURAL

REQUIREMENTS. PROVIDE COMPATIBLE COATINGS OR SURFACE PREPARATION FOR STEEL MEMBERS TO FIRE-SPRAYED OR COATED WITH INTUMESCENT PAINT.

10. PERFORM WELDING IN ACCORDANCE WITH CSA W59 AND CSA-S16 USING WELDERS CERTIFIED BY THE CANADIAN WELDING BUREAU TO CSA W47.1 (DIVISION 1 OR 2) STANDARDS.

H. STEEL DECK1. MATERIAL REQUIREMENTS: ASTM A653/A653M OR ASTM A792/A792M (GRADE 230).2. DESIGN STEEL DECK FOR THE SPECIFIED LOADS AND REQUIREMENTS IN ACCORDANCE WITH CSA-S136.3. PROVIDE A DECK THAT MEETS THE DEPTH AND MINIMUM THICKNESS SHOWN ON THE DRAWINGS. INCREASE

THICKNESS AS NECESSARY TO SUPPORT THE SPECIFIED LOADS.4. DETAIL DECK TO BE CONTINUOUS OVER 3 SPANS WHERE STRUCTURAL FRAMING PERMITS.5. THE STEEL DECK ON THIS PROJECT ACTS AS A DIAPHRAGM FOR DISTRIBUTION OF WIND AND EARTHQUAKE

FORCES. 6. FASTEN DECK TO ALL SUPPORTING ELEMENTS AS INDICATED ON THE DRAWINGS AND SPECIFICATIONS. USE 19

(3/4”) ∅ PLUG WELDS OR FASTENERS ON NOT MORE THAN 300 (1'0”) O/C, 400 (1'4”) IN CASE OF FLUTES AT 200 (8”) CENTERS AND ELSEWHERE WHERE THE DECK IS NOT SNUGLY SEATED. SIMILARLY, SECURE BOTH SIDES OF EACH SIDE LAP JOINT AT ENDS OF EACH DECK SECTION, OR USE MECHANICAL FASTENERS ON NOT MORE THAN 400 (1'4”) CENTERS.

I. SUBMITTALS1. SUBMIT THE FOLLOWING ERECTION AND FABRICATION SHOP DRAWINGS TO THE CONSULTANT FOR REVIEW PRIOR TO FABRICATION:1.1. CONCRETE REINFORCING BARS1.2. CONCRETE MIX DESIGN1.3. STEEL ERECTION AND CONNECTION DESIGN1.4. LAYOUT FOR TEMPORARY SHORING1.5. ALL TESTING AND FIELD REPORTS PREFORMED BY OTHERS2. SHOP DRAWINGS WILL BE REVIEWED SOLELY TO ASCERTAIN GENERAL CONFORMANCE WITH THE DESIGN CONCEPT. THE CONSULTANT'S REVIEW DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR ERRORS AND OMISSIONS IN THE SHOP DRAWING OR RESPONSIBILITY FOR MEETING THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

J. GENERAL REVIEW1. WALTERFEDY WILL PERFORM PERIODIC FIELD REVIEWS OF A REPRESENTATIVE SAMPLE OF THE WORK TO

CONFIRM THAT THE WORK FOR WHICH WE ARE RESPONSIBLE IS IN GENERAL CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS.

2. GENERAL REVIEW OF WORK DESIGNED BY OTHER PROFESSIONAL ENGINEERS (STAMPED SHOP DRAWINGS) IS TO BE PERFORMED BY THE ENGINEER RESPONSIBLE FOR THAT DESIGN. SUBMIT FIELD REVIEW REPORTS TO THE CONSULTANT.

3. COOPERATE WITH CONSULTANTS AND INDEPENDENT INSPECTION AND TESTING AGENCIES RETAINED TO PERFORM FIELD REVIEW. PROVIDE ACCESS AND ASSISTANCE AS REQUIRED FOR THE SAFE PERFORMANCE OF THEIR WORK.

4. PROVIDE REASONABLE NOTICE FOR FIELD REVIEWS AND INSPECTIONS OF COMPLETED WORK, PRIOR TO CONCEALING OR ATTACHING TO THE WORK.

5. FIELD REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY FOR ACCURACY, QUALITY AND CONFORMANCE OF THE WORK WITH THE CONTRACT DOCUMENTS.

K. TESTING AND INSPECTION1. AN INDEPENDENT TESTING AND INSPECTION COMPANY WILL BE RETAINED ON BEHALF OF THE OWNER TO

PERFORM QUALITY ASSURANCE VERIFICATION OF THE WORK. COORDINATE TESTING AND INSPECTION OF THE WORK, AND ENSURE COPIES OF ALL INSPECTION REPORTS ARE DISTRIBUTED TO THE CONSULTANT AND OWNER IN A TIMELY MANNER.

2. COOPERATE WITH CONSULTANTS AND INDEPENDENT INSPECTION AND TESTING AGENCIES RETAINED TO PERFORM FIELD REVIEW. PROVIDE ACCESS AND ASSISTANCE AS REQUIRED FOR THE SAFE PERFORMANCE OF THEIR WORK.

3. TO ENSURE THAT FIELD REVIEWS OCCUR AT THE APPROPRIATE STAGE OF THE CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE WALTERFEDY WITH A CONSTRUCTION SCHEDULE PRIOR TO STARTING THE WORK, PERIODIC PROGRESS UPDATES, AND AT LEAST 48HOURS NOTICE FOR SITE VISITS FOR THE FOLLOWING WORK:

3.1. PLACEMENT OF INSULATION AND REBAR PRIOR TO POURING CONCRETE.4. TESTING AND INSPECTION SHALL BE PROVIDED FOR THE FOLLOWING:4.1. SUBGRADE BEARING CAPACITY 4.2. SUBGRADE COMPACTION4.3. REINFORCING STEEL PLACEMENT4.4. PLASTIC CONCRETE PROPERTIES4.5. CONCRETE COMPRESSIVE STRENGTH5. FIELD REVIEW, TESTING AND INSPECTION DOES NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY FOR ACCURACY, QUALITY AND CONFORMANCE OF THE WORK WITH THE CONTRACT DOCUMENTS.

L. DESIGN 1. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH [PART 4 AND PART 11] OF THE [2012 ONTARIO

BUILDING CODE], SUPPLEMENTED WITH THE [NATIONAL BUILDING CODE OF CANADA 2010 STRUCTURAL COMMENTARIES (PART 4 OF DIVISION B)].

2. SPECIFIED UNFACTORED DESIGN LOADS ARE INDICATED ON THE DRAWINGS.3. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LOADS SHOWN ON THE DRAWINGS.4. DESIGN NON-STRUCTURAL ATTACHMENTS TO CL 4.1.8.18 OF THE 2012

CONCRETE DESIGN PROPERTIES

No.

01

LOCATION 28 DAY

STRENGTH

MAX. W/C MAX. AGGREGATE

FOOTINGS

AIR RANGE EXPOSURE

CLASS

NOTES

25 MPa 0.55 20mm 0 - 3% N

02 EXTERIOR WALLS, PIERS, GRADE BEAMS AND PILE CAPS

30 MPa 0.55 20mm 4 - 7% F-2

03INTERIOR SLAB-ON-GRADE, COMPOSITE SLAB ON METAL DECK AND ISOLATION SLABS

30 MPa 0.45 20mm 0 - 3% N

04 EXTERIOR SLAB-ON-GRADE 30 MPa 0.45 20mm 5 - 8% C-2

NOTES:

1. REFER TO SPECIFICATION SECTION 03 30 00 FOR COMPLETE CONCRETE MIX DESIGN REQUIREMENTS.

STRUCTURAL DESIGN DATA MATRIX

ITEMNo. DESCRIPTION

01 STRUCTURAL SYSTEM

ROOF - STEEL DECK ON STEEL BEAMS AND CONVENTIONAL CONSTRUCTION - BRACED FRAMES

02 DESIGN CODES 2012 ONTARIO BUILDING CODE, PART 4

03 SNOW / RAIN LOADS

a) IMPORT (Is) ULS = SLS = 1.25 0.9

b) GROUND SNOW (Ss 1 /50) = 1.1 kPa

c) GROUND RAIN (Sr 1 /50) = 0.4 kPa

04 WIND LOAD

a) IMPORT (Iw) ULS =

SLS =

1.25

0.75

b) WIND LOAD (q 1 /50) = 0.44 kPa

INTERNAL PRESSURE CATEGORY = 3

05 SEISMIC LOAD

a) IMPORT (Ie) ULS = 1.5

b) SEISMIC DATA Sa (0.2) Sa (0.5) Sa (1.0) Sa (2.0)

0.26 0.15 0.065 0.020

c) SITE DATA SITE CLASS

D

Fa

1.3

Fv

1.4

IeFaSa(0.2) = 0.507

d) METHOD OF ANALYSIS

EQUIVALENT STATIC FORCE PROCEDURE

Ta =

0.1

Mv =

1.0

J=

1.0SEC.

TYPE OF SFRS

CONVENTIONAL BRACED FRAMES

Rd= Ra=

1.5 1.3

06 FOUNDATION

DESCRIPTION SHALLOW FOUNDATION

SUBGRADE MODULUS

SOIL REPORT BY: WSP, DATED SEPTEMBER 20, 2019, PROJECT NO: 191-09786-00

4 MN/m3

SUBGRADE

BEARING (ULS) 150kPa

BEARING (SLS) 225kPa

d) ONE DAY RAINFALL (Sr 1 /50) = 113mm

e) EQUIVALENT STATIC FORCE PROCEDURE

N-S DIRECTION

TYPE OF SFRS

CONVENTIONAL BRACED FRAMES

Rd= Ra=

1.5 1.3

E-W DIRECTION

1 2 3 4

Reproduction or distribution for purposes other than authorized by WalterFedy is forbidden. Contractors shall verify and be responsible for all dimensions and conditions on the job and report any variations from the dimensions and conditions shown on drawings to WalterFedy. Do not scale this drawing.

COPYRIGHT © 2019 WalterFedy

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675 Queen Street South, Suite 111Kitchener, Ontario, Canada, N2M 1A1T 519.576.2150 F 519.576.5499walterfedy.com

C

1 : 1

7750 HURONTARIO STREET, BRAMPTON, ON L6Y 3W6

2018-0176-10

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S0-01

PEEL REGIONAL POLICE

PEEL REGIONAL POLICE -PHASE 1

GENERAL NOTES

no. issuance date

1 ISSUED FOR 90% DD 2019.08.07

3 ISSUED FOR 100% SUBMISSION 2019.09.25

4 ISSUED FOR PERMIT 2019.09.25

5 ISSUED FOR BID 2019.10.25

M105aSTEEL LINTELS FOR MASONRY WALLS

REF. TO SCHEDULE FOR STEEL LINTEL

SOLID OR FULLY GROUTED CELL

SEE NOTE6

REINF. TO CLEAR LINTEL BEARING ON EITHER SIDE OF OPENING

MOVEMENT JOINT

NOTES:1. REFER TO SCHEDULE FOR STEEL LINTEL SIZE.

2. CONNECT BACK TO BACK ANGLES USING MINIMUM 16 (5/8")∅ BOLTS AT 450 (1'-6") ON CENTRE, OR BY WELDING TOP & BOTTOM WITH 6 (1/4") FILLET WELDS x 50 (2") LONG AT 450 (1'-6") ON CENTRE. FIRST CONNECTION SHALL BE NO MORE THAN 75 (3") FROM END OF LINTEL.3. WHERE WALL THICKNESS IS REDUCED BY RECESSES, INCLUDE IN LINTEL SPAN.4. IF PIER DIMENSION TO END OF WALL IS 600 (2'-0") OR LESS, FULLY GROUT PIER FOR FULL WALL HEIGHT.5. PROVIDE STEEL PACKING AS REQUIRED FOR UNIFORM BEARING OF LINTELS.6. FOR NON-LOAD BEARING MASONRY PARTITIONS WITH STACKED BOND, THE UNSUPPORTED WALL HEIGHT ABOVE LINTEL NOT TO EXCEED 1/2 x SPAN.

200 (8")

BEARING

SPAN

SEE NOTE 2 SEE NOTE 2 PIER

SEE NOTE 3

M111CONNECTION AT MASONRY INFILL WALLS

FILL JOINT WITH MORTAR, RAKED FULL HEIGHT OF WALL

BUILDING PAPER FITTIGHT TO CORE FACE

COLUMN

COLUMN MASONRYANCHOR, REF. TO M110

NOTES:1. MASONRY WALL REINFORCING IS OMITTED FOR CLARITY.

M110COLUMN MASONRY ANCHORS

COLUMN

50x3 (2"x1/8) PL. TIE WELDED TO COL. FACE @ 400 (16") o/c (REQUIRED AT ALL LOCATIONS MASONRY ABUTS STEEL COLUMNS)

38x6 (11/2"x1/4") PL. ANCH. STRAP

6 (1/4")

41 (

1 5

/8")

CO

OR

D.

OF

FS

ET

TO

CE

NT

RE

ST

RA

P O

NC

EN

TR

E O

F W

ALL

50 (

2")

100 (

4")

200 (8")

M102BED JOINT REINFORCEMENT

PREFABRICATEDTEE

PREFABRICATEDCORNER

LADDER TYPEREINFORCEMENT

NOTE:1. ALL BED JOINT REINFORCEMENT SHALL BE LADDER TYPE, UNLESS NOTED OTHERWISE.2. ALL CORNER AND TEES REINFORCEMENT SHALL BE PREFABRICATED.

LAP TYP.

300 (12")

M112CONNECTION OF NEW MASONRY WALL

TO EXISTING MASONRY WALL

LADDER TYPEREINFORCEMENT

REINFORCING BARGROUT SOLID INBLOCK CELL. REF. TOSCHEDULE FOR SIZE.

BLOK-LOK SPIRA-LOK WALL

TIE 8mm∅ W/ 100mm (4")MIN. EMBEDMENT.

MASONRYPARTITION (REFER TO ARCH.)

EXISTING BLOCKWALL

C113SERVICE PIPE THROUGH FOUNDATION WALL

COMPRESSIBLE MATERIAL

NOTES:1. FOR OPENING SIZE AND LOCATION REFER TO CIVIL, ARCH. AND MECH. DRAWINGS.2. REFER TO SCHEDULE FOR TENSION LAP SPLICE LENGTH.

MA

X.

50

0 (

20")

(TY

P. M

IN.)

50

(2

")

PROVIDE SLEEVES FOR PIPES

1-15M X 1200lg EACH CORNER EACH FACE OF WALL

VERIFY PIPE INVERT w/ CIVIL/MECH

C206SLAB-ON-GRADE REPAIR

(COORD w/ ARCH.)

EXTENT OF REMOVAL

152x152xMW18.7xMW18.7 WWM (38 COVER)GRAN. "A" AS REQUIRED

COMPACTED TO 98% SPMDD

PROVIDE 19 (3/4")∅ GREASED ROUND DOWEL @ 600 (24") o/cEMDED. EQUAL TO TWICE THE SLAB THICKNESS (TYP.)

EX. CONCRETE SLAB ON GRADE

NOTE:1. REFER TO ARCH. FOR LOCATION AND SIZE OF SLAB REPAIR.

M106EX. OPENING MASONRY INFILL

TYP.

150 (6")

EX. BLOCK WALL

BLOCK INFILL c/w BLOK LOKBL-10 w/ 2-6mmØ SIDE RODS (OR APP. EQ.) HOR. JT. REINF. AT EVERY COURSE

PROVIDE 12gax150mm LG. BLOK LOK BL345 ANCH. (OR APP. EQ.) T&B AND AT EVERY SECOND COURSE ES OF OPNG

NOTE:1. REFER TO ARCH. FOR LOCATION OF BLOCK WALL OPENINGS TO BE INFILLED.

1 2 3 4



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TYPICAL DETAILS

no. issuance date

1 ISSUED FOR 90% DD 2019.08.07

2 ISSUED FOR 100% DD 2019.09.18



1

2

3

A

2S2-01

1S2-01

BP02BP02

BP02

BP02BP02

BP01

BP01

BP01

BP01

BP01BP01

BP01

BP01

BP02

BP03

BP01

300mm SOG

200 RETAINING WALL RW02

RETAINING WALL FOUNDATION 6S2-01

5S2-01

HSS 152x152x6.4 (TYP.)

8600

8600

EX. BUILDING

6223

11860

200

BP01

BP01

BP01

BP01

BP02

BP02

1

2

3

A

2S2-01

1S2-01

X-BRACING (SEE ELEVATION)

HSS 152x152x6.4 POST (TYP OF 16)

HSS 152x152x6.4 CONT. (3 BAYS)

AHU UNIT; WEIGHT = 21000 lbs (SEE MECH DRAWINGS)

EX. BUILDING

HSS 152x152x6.4 CONT.(3 BAYS)

W310x24 CONT.

W310x24 CONT.



1476

1476

1476

1476

1476

1476

1476

1475

W310x24

W310x24

W310x24

W310x24

W310x24

11809

6173

EQ EQ


8600

8600

38mm 20ga METAL DECK(3 SPANS CONT.)

HSS 152x152x6.4 CONT. (3 BAYS)

BENT PLATEBENT PLATE

HSS 152x152x6.4 CONT.(3 BAYS)

4S2-01

NOTES:1. GROUND FLOOR ELEVATION IS 0.00mm2. TOP OF SLAB ELEVATION IS -3600mm 3. REFER TO 1/S2-01 AND 2/S2-01 FOR TOP OF COLUMN ELEVATIONS,4. REFER TO DETAIL 3 ON DRAWING S2-01.5. REFER TO S0-01 FOR GENERAL NOTES.

NOTES:1. TOP OF STEEL ELEVATION IS 2400.0mm 2. DESIGN LOADS: DEAD LOAD = 1 kPa SNOW LOAD = 1.6kPa3. REFER TO S0-1 FOR GENERAL NOTES.4. HOT-DIP GALVANIZE ALL EXPOSED EXTERIOR FRAMES5. CONNECTIONS ARE SHOWN ON THE DRAWINGS TO INDICATE DESIGN INTENT. DESIGN BOLT CONNECTIONS FOR ALL ROOF FRAMES

AREA OF WORK

BP01

BP02

BP03

300

150

ANCHOR RODSSIZEMARK

250

300

250

250

2-1/2" HILTI KWIK BOLTS W/83mm EMBED. LENGTH



300x150x13mm

300x250x13mm

250x250x13mm

BASE PLATE SCHEDULE

1 2 3 4



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180 Derry Road East, Mississuaga, ON, L5T 2Y5

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FOUNDATION PLAN ANDSTRUCTURAL ROOF FRAMINGPLAN

1 : 501 : 501 : 501 : 50S1S1S1S1----01010101FOUNDATION PLAN1

1 : 501 : 501 : 501 : 50S1S1S1S1----01010101STRUCTURAL ROOF FRAMING PLAN2

300mm RETAINING WALL RW01

RETAINING WALL FOUNDATION

EDGE OF SLAB

EX. RETAINING WALL

no. issuance date

1 ISSUED FOR 90% DD 2019.08.07




.4

(REMOVABLE ROOF)

L

M

N

N1

P

Q

Q1

R

R1

R2

R3

T

15a 15

1S2-02________________2

S2-02

C1

C1

EQ. EQ.

EQ.

EQ. EQ.

EQ

EQ EQ

EQ

17 16

RE

INF

. E

X.

JO

IST

RE

INF

. E

X.

JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. B

EA

ME

X.

BE

AM

EX. BEAM

EX. BEAM EX. BEAM

EX. BEAM EX. BEAM

EQ

C200x28 (TYP)

EQ

EQ

EQ

C1

C1

C1

C1

C1

C1

C1C1

15869 5613

6347

2485

5265

2880

4341

409

7660

1118

216

5867

6096

EQ

EQ

EQ

EX. JOISTS TO BE REINFORCED (FOR PRICING ONLY. SEE NOTE 1 ON S1-11)

C1

C1

C1

C1

EQ EQ

EQ EQ

EQ

EQ

EQ

EQ

EX. COLUMN (TYP.)

3S2-02

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

EX

. JO

IST

V.S.C. TO OWSJ (TYP.)

COLUMN SCHEDULETAG #

C1

SIZE BASE PLATE

W200x46 REFER TO DTL. 4 ON DRAWING S2-02

WEST BUILDING

L

M

N

N1

P

Q

Q1

R

R1

R2

R3

T

15a 15 14 12a 12b16

L1

L1

L2

L1

L1

L1

1181 5613 5271 6553 2700

AREA NOT IN CONTRACT

L2

EX. COLUMN (TYP.)

EX. LOAD BEARING MASONRY WALL (TYP.)

4S2-02

4S2-02

SIM.

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GROUND FLOOR STRUCTURALPLAN

1 : 1001 : 1001 : 1001 : 100S1S1S1S1----11111111ROOF - STRUCTURAL PLAN1

no. issuance date

1 ISSUED FOR 90% DD 2019.08.07

2 ISSUED FOR 100% DD 2019.09.18



1 : 1001 : 1001 : 1001 : 100S1S1S1S1----11111111GROUND FLOOR - STRUCTURAL PLAN2

NOTES:1. JOIST REINFORCING FOR PRICING ONLY. PROVIDE 2-PL 3x1/2" CONT. TOP AND BOTTOM CHORDS FOR 2/3 OF JOIST LENGTH. 2-L1 1/2 x1 1/2x1/4" FOR 8 VERTICAL AND DIAGONAL. ASSUME 24" DEEP JOIST.

NOTES:1. PROVIDE TEMPORARY SHORING FOR SECOND FLOOR PERIOR TO DEMOLISHING LOAD-BEARING MASONRY WALLS.

2

Basement Level

-3900

DERRY BUILDING BASEMENT

-3600

300mm SOG. SEE DETAIL 3/S2-01

HSS152x152x6.4 POST (TYP.)

L89x89x6.4 VBRTf=50kN

NEW RETAINING WALL. SEE DETAIL 5/S2-01.

T/O STEEL

2369

T/O COLUMN 3

2198

HSS 152x152x6.4 CONT. HSS 152x152x6.4 CONT.


HSS76x76x7.9 (TYP.)

3950

Basement Level

-3900


-3600

RETAINING WALL. SEE DETAIL 6/S2-01


RETAINING WALL FOUNDATION

W310x24

HSS152x152x6.4 POST (TYP.)

T/O COLUMN 3

2198

T/O COLUMN 2

1048

T/O COLUMN 1

198HSS76x76x7.9 (TYP.)

1'-0"

(305

)

3"

CO

VE

R 2 1/2"COVER

15M BENT DOWELS at12" o/c (typ. perimeter)

18" GRAN. 'B' COMPACTED TO 98% SPMDD

12" THK. CONC. SLAB-ON-GRADE c/w 15M at 12" o/c EA. WAY TOP AND BOT.

FINISHEDGRADE

AHU 21000lbs (SEE MECH)

PROVIDE ANCHORAGE DESIGNED FOR 90 kN FACTORED HORIZONTAL SEISMIC BASE SHEAR

ADD 3-15M CONT.BOT. (ALL AROUND)

2" RIGID INSULATION (HI-LOAD 40 BY DOW) BELOW GRADE INSULATION FOR SHALLOW FOUNDATION FROST PROTECTION

2 1

/2"

CO

VE

R

2'-0"

(610)

1'-0" (305)

1'-0"

(305)

1'-6" (460) 4'-0" (1220)

15M @12"

15M @8"

DWL (TO MATCH VERTICAL)

1219

460

900 300 600


10M @12" HEF

15M @12" VOF

20M @12" VIF

2000 M

AX

.

-3600

15M @12"

15M @10"

DWL. (TO MATCH VERTICAL)

1219

360

600 400


200

10M @12" HEF

15M @12" VIF

10M @12" VOF

900 M

AX

-3600

1/4" BENT PLATE CONT.

3/8" STIFFENER PLATE ES.

HSS152x152x6.4

HSS152x152x6.4 POST

2' (610)

1 2 3 4



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180 Derry Road East, Mississuaga, ON, L5T 2Y5

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S2-01



SECTIONS AND DETAILS

1 : 501 : 501 : 501 : 50S2S2S2S2----01010101SCREEN FRAMING SECTION EAST1

1 : 501 : 501 : 501 : 50S2S2S2S2----01010101SCREEN FRAMING SCTION SOUTH2

1 : 201 : 201 : 201 : 20S2S2S2S2----01010101SLAB ON GRADE SECTION3

no. issuance date

1 ISSUED FOR 90% DD 2019.08.07




1 : 251 : 251 : 251 : 25S2S2S2S2----01010101REBAR SECTION FOR RW015

1 : 251 : 251 : 251 : 25S2S2S2S2----01010101REBAR SECTION FOR RW026

1 : 201 : 201 : 201 : 20S2S2S2S2----01010101SECTION AT POST4

C8x11.5 CONT.BETWEEN COLUMNS

ALLOW FOR 2" VERTICALDEFLECTION IN STEELSTUD WALL CONNECTIONTO W16 ROOF JOISTS

5/8" ANCHOR BOLT (12" long) c/w WASHERS AND NUTS AND 2" HOOKS SPACED AT 32" o/c

GROUT BLOCK SOLIDAT ANCHOR LOCATIONS

200 (8")

6" STUDS

CEILING (REFER TO ARCH)

2' (

609)

SLOTTED HOLES OR FIELD DRILL HOLES TO SUIT ANCHOR BOLT LOCATIONS

5/8" ANCHORBOLT

C8x11.5 CONT. BETWEEN COLUMNS. PROVIDE BOLTED CONNECTION.

EX. ROOF DECK

W200x46

PROVIDE VSC FOR 1" DEFLECTION

C230x22 FASTENED BETWEENEX. OWSJ TOP CHORD

EX. CONC. SLAB2" GROUT

2-3/8" HILTI KWIK BOLT W/ 2 3/4" EMBED. LENGTH

300 (12")

230 (

9")

38 (1 1/2")

BASE PLATE 300x200x10mm

NEW LINTEL

EX. 89mm CONC. ON 75mm DECK

EX. W8x18

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SECTIONS

1 : 101 : 101 : 101 : 10S2S2S2S2----02020202SECTION VIEW1

1 : 101 : 101 : 101 : 10S2S2S2S2----02020202PLAN VIEW2

1 : 251 : 251 : 251 : 25S2S2S2S2----02020202SECTION AT HSS POST3

1 : 101 : 101 : 101 : 10S2S2S2S2----02020202SECTION AT CORRIDOR LINTEL4

no. issuance date

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2 ISSUED FOR 100% DD 2019.09.18



1/S0 -01 STEEL LINTEL SCHEDULE LOAD BEARING 2/S0 -01 ...ir integrity reinforcement jt joint kb knee...

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