GENERAL STRUCTURAL NOTES CONCRETE WALL REINFORCEMENT HOT WEATHER PROTECTION REQUIREMENTS STRUCTURAL WOOD AND PLYWOOD CONCRETE

HOT WEATHER PROTECTION REQUIREMENTS STRUCTURAL WOOD AND PLYWOOD CONCRETE PARKING DECKS STRUCTURAL SHOTCRETE
1. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL AND MECHANICAL
DRAWINGS FOR DETAILED DIMENSIONS OF DOORS, WINDOWS, DUCTS, OPENINGS, REBATES,
1. EXCEPT AT SHEAR WALLS, PROVIDE CONTROL JOINTS AT 50'-0" MAXIMUM SPACING FOR
ALL WALLS IN CONTACT WITH GRADE AND ALL EXTERIOR WALLS EXPOSED TO THE
FOR CONCRETE 1. ALL STRUCTURAL WOOD COMPONENTS DESIGNED TO CSA O86. UNLESS NOTED OTHERWISE
ON THE DRAWINGS, REFER TO PART 9, SECTION 23 OF THE BUILDING CODE FOR INSTALLATION
1. PARKING PROTECTION SYSTEM IS CLASSIFIED UNDER S413 AS PROTECTION SYSTEM
TYPE M. SEE ARCHITECTURAL DRAWINGS FOR PARKING DECK MEMBRANE.
GENERAL
CHASES, NAILERS, ETC. AND CONNECTION OF MISCELLANEOUS WOOD COMPONENTS. 1. STRUCTURAL SHOTCRETE SHALL ONLY BE USED FOR STRUCTURAL BUILDING COMPONENTS
WEATHER ABOVE GRADE. SEE CONTROL JOINT DETAIL ON STRUCTURAL DRAWINGS. SLABS ON GRADE, SUSPENDED SLABS, TILT-UP PANELS 2. ALL CONCRETE FOR SUSPENDED PARKING SLABS TO BE IN ACCORDANCE WITH CSA S413 AND REVIEWED AND CONFIRMED BY THE ENGINEER.
2. CHECK AND VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE SEE DRAWINGS FOR JOINT SPACING IN SHEAR WALLS. CONCRETE 2. PROVIDE THE FOLLOWING GRADES UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS: CSA A23.1, CLASS C1 EXPOSURE, INCLUDING REQUIREMENTS FOR FIELD REVIEW AND TESTING.
TIMBER #1 OR BETTER DOUGLAS FIR. 2. SHOTCRETING PRACTICES SHALL CONFORM TO SPECIFICATIONS FOR MATERIALS, PROPORTIONS,
COMMENCING WITH ANY WORK. NOTIFY THE ARCHITECT OF ANY ERRORS OR OMISSIONS. 2. MINIMUM REINFORCEMENT FOR WALLS AS FOLLOWS (UNO): 3. FIELD REVIEW AND CERTIFICATION OF PARKING MEMBRANE INSTALLATION BY INDEPENDENT AND APPLICATION OF SHOTCRETE (ACI - 506.2, LATEST EDITION.)
1. REVIEW CONCRETE REQUIREMENTS WITH SUPPLIER PRIOR TO THE DAY OF THE POUR. JOISTS/BEAMS #2 KD S.P.F.
3. DRAWINGS SHOW COMPLETED STRUCTURES ONLY. TEMPORARY WORKS NECESSARY FOR WALL THK. VERTICAL HORIZONTAL CONSULTANT. 3. FOR SHOTCRETE MAKING MATERIALS USE:
2. DO NOT USE RETARDERS OR ACCELERATORS IN THE CONCRETE MIX, UNLESS AUTHORIZED PLATES #2 KD S.P.F. OR #2 D.FIR
CONSTRUCTION OF THE PROJECT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY VERTICAL STUDS #2 KD S.P.F. OR #2 HEM-FIR. PORTLAND CEMENT CONFORMING TO CSA A3001, TYPES GU, MS OR HS.
CONSTRUCTION LOADS APPLIED TO EXISTING STRUCTURES THAT EXCEED THE MEMBER CAPACITY 6" 10M @ 16" 10M @ 12" BY THE ENGINEER.
HEADERS #2 KD S.P.F. OR #2 D.FIR. SUPPLEMENTARY CEMENTITIOUS MATERIALS SHALL CONFORM TO CSA A3001.
SHALL BE SHORED AND IS TO BE CONFIRMED BY THE CONTRACTOR. 8" 15M @ 20" 15M @ 20" 3. KEEP SUPERPLASTICIZERS AVAILABLE AT THE SITE TO INCREASE WORKABILITY. DO NOT SHEATHING D.FIR OR SPRUCE PLYWOOD AGGREGATES SHALL CONFORM TO CSA A23.1 WITH THE EXCEPTION OF
4. DRAWINGS DO NOT INCLUDE COMPONENTS REQUIRED FOR SAFETY ON OR NEAR THE JOBSITE. 10"
12"
10M @ 20" E.F. 10M @ 16" E.F.
10M @ 18" E.F. 10M @ 13" E.F.
EXCEED RECOMMENDED STANDARD DOSAGES.
3. USE TAPERS @ 16" O/C FOR SLOPES WITH 2" MIN. DEPTH.
MASONRY MEETING ACI 506 GRADATION NO. 2 REQUIREMENTS
THE CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF SAFETY DURING CONSTRUCTION. 1. PROVIDE PLAIN AND REINFORCED CONCRETE BLOCK TO CSA S304 "MASONRY DO NOT USE ADMIXTURES WITHOUT REVIEW AND CONFIRMATION BY THE ENGINEER.
PLACING 4. FINGER JOINTED STUDS STAMPED "HRA" (HEAT RESISTANT ADHESIVE) ARE ACCEPTABLE, 4. WHEN REINFORCEMENT CONSISTS OF 15M OR SMALLER BARS, PROVIDE 2 3/8" MINIMUM CLEARANCE
5. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED "ISSUED FOR CONSTRUCTION". FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL TO ABOVE. DESIGN FOR BUILDINGS" AND CSA A371 "MASONRY CONSTRUCTION FOR BUILDINGS".
4. DO NOT ATTEMPT LARGE POURS ON HOT DAYS. EXCEPT AT: BETWEEN PARALLEL REINFORCEMENT. WHEN REINFORCEMENT IS LARGER THAN 15M,
6. WSB FIELD REVIEWS ARE PERIODIC AND ARE TO CONFIRM THAT THE STRUCTURAL PORTION IS IN 3. INSTALL ALL WALL REINFORCEMENT CONTINUOUSLY, WITH HOOKS OR CORNER BARS AT ALL a) SHEAR WALL HOLD DOWN STUDS 2. HOLLOW LOAD BEARING UNITS TO CSA A165.1, NORMAL WEIGHT, 15MPa UNITS (H/15/A/M), PROVIDE 4 BAR DIAMETERS MINIMUM CLEARANCE BETWEEN PARALLEL BARS.
GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS. WSB FIELD REVIEWS ARE NOT WALL JUNCTIONS. EXTEND HOOKS TO FAR FACE OF WALL. LOCATE CORNER BARS ON 5. SCHEDULE THE POUR FOR AN EARLY MORNING START SO THAT POURING IS COMPLETED b) BUILT UP COLUMNS BASED ON NET AREA. HOLLOW CLAY UNITS TO CSA A82.2. MORTAR TO CSA A179,TYPE S.
SUPERVISION OF THE WORK AND THE CONTRACTOR IS RESPONSIBLE FOR SUPERVISING THE WORK OUTSIDE FACE OR CENTER OF WALL. BEFORE NOON. 5. WHEN TWO CURTAINS OF REINFORCEMENT ARE PROVIDED, THE CURTAIN NEAREST THE NOZZLE
5. NAIL SHEATHING TO FRAMING MEMBERS WITH 2 1/2" NAILS @ 6" O/C ON ALL PANEL 3. MASONRY GROUT: DESIGN STRENGTH 20 MPa (3000 psi) (12.5 MPa BASED ON CYLINDER SHALL HAVE A MINIMUM SPACING EQUAL TO 12 BAR DIAMETERS AND THE REMAINING CURTAIN
AND DELIVERING THE WORK IN CONFORMITY WITH THE CONTRACT DOCUMENTS. 4. AT ENDS OF ALL WALLS, INSTALL 2-15M VERTICAL LAPPED 2'-0" UNLESS OTHERWISE 6. FOR SLABS ON GRADE, DAMPEN THE SUBGRADE THE DAY BEFORE THE POUR. STRENGTH), WEIGHT 150 pcf, CEMENT TYPE GU, AIR 1-4%, SLUMP 200-250mm,
EDGES AND 12" O/C INTERMEDIATE BEARING MEMBERS. BLOCK ALL EDGES OF FLOOR SHALL HAVE A MINIMUM SPACING OF 6 BAR DIAMETERS.
NOTED ON WALL SCHEDULE. 7. POLY BENEATH THE SLAB IS SOMETIMES BENEFICIAL IN HOT WEATHER POURS. IT SHOULD BE SHEATHING UNLESS T+G JOINT IS PROVIDED. GLUE FLOOR SHEATHING TO JOISTS UNO. 10mm AGGREGATE.
FIELD REVIEW 6. LAP SPLICED REINFORCEMENT SHALL HAVE 2" MINIMUM CLEARANCE BETWEEN BARS. THE
5. PROVIDE MINIMUM 2-15M BARS AROUND ALL OPENINGS LARGER THAN 18" EXTENDING 2'-0" PERFORATED WITH DRAIN HOLES AT 12" CENTERS UNLESS REQUIRED AS A VAPOUR BARRIER. 6. NAIL "2x6" DECKING WITH 1-3" FACE NAIL AND 1-3" TOE NAIL AT EACH SUPPORT. REINFORCEMENT ENGINEER MAY, AT THEIR DISCRETION, PERMIT CONTACT LAP SPLICES WHEN NECESSARY FOR THE
7. WSB FIELD REVIEWS ARE PERIODIC AND ARE TO CONFIRM THAT THE STRUCTURAL PORTION IS PAST CORNERS. PROVIDE 1-15M03.11 DIAGONAL AT EACH CORNER OF ALL OPENINGS. 8. ERECT WIND BREAKS TO PREVENT EXCESSIVE AND RAPID MOISTURE LOSS. SUPPORT OF THE REINFORCING MATS PROVIDED IT CAN BE DEMONSTRATED BY MEANS OF
BUILT IN GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR IS 7. PROVIDE 16 ga. METAL FRAMING ANGLES EACH SIDE OF JOISTS FRAMING INTO FLUSH BEAMS 4. NEW DEFORMED BARS TO CSA G30.18, GRADE 400.
6. DO NOT STRIP FORMING UNTIL CONC. IS MINIMUM 12 MPa (1750 psi). DO NOT BACKFILL BEHIND LAP SPLICE AS FOLLOWS: PRE-CONSTRUCTION TESTING THAT ADEQUATE ENCASEMENT OF THE BARS AT THE SPLICE CAN
RESPONSIBLE FOR OVERALL QUALITY AND CONSTRUCTION IN ACCORDANCE WITH THE 9. PLACE CONCRETE DIRECTLY FROM TRUCK CHUTE WHERE POSSIBLE. (SIMPSON A35 OR EQUAL). PRESSURE BLOCKING ACCEPTABLE ON JOIST SPANS LESS THAN 10'-0". BE ACHIEVED. CONTACT SPLICES OF TWO BARS WILL NOT BE PERMITTED AT ALL IF THE SUM OF
CONTRACT DRAWINGS. WALLS UNTIL CONCRETE IS MINIMUM 25 MPa (3600 psi) AND WALL IS ADEQUATELY BRACED. BAR SIZE 10M 15M 20M 25M
10. ENSURE THAT THERE ARE SUFFICIENT PLACERS AND FINISHERS AVAILABLE ON SITE. 8. UNLESS AS NOTED OTHERWISE ON PLANS, SUPPORT ALL BEAMS/HEADERS/GIRDER LAP SPLICE 18" 24" 36" 48" THE TWO BAR DIAMETERS EXCEEDS 2 3/8" .
NOTIFY WSB IN ADVANCE FOR FIELD REVIEWS AS FOLLOWS: 11. USE AN EVAPORATION RETARDANT SUCH AS "CONFILM" BY MASTER BUILDERS. DO NOT TRUSS (G.T.) ON SOLID STUDS CARRIED DOWN TO FOUNDATIONS AS NOTED BELOW: 7. ON BELOW GRADE PERIMETER WALLS, SHOTCRETE COVER OVER THE REINFORCING STEEL MAT
5. LADDER TYPE JOINT REINFORCEMENT TO CSA G30.5, 9 ga. (0.150") GALVANIZED, CONTACT NEAR THE EXCAVATION WALL MAY IN SOME CASES VARY DUE TO IMPRECISE EXCAVATION
CONCRETE REINFORCEMENT
MASONRY REINFORCEMENT
BEFORE EACH POUR
BEFORE EACH GROUT POUR
1 DAY (24 HRS.)
1 DAY (24 HRS.) SHEAR WALL NOTES ATTEMPT TO PLACE FLATWORK ON SUNNY DAYS WHERE PREDICTED TEMPERATURES
EXCEED + 3O DEGREES CELSIUS.
BEAM/HEADER/(G.T.) NUMBER OF STUDS WELDED, MINIMUM LAP 6". GEOMETRY. REINFORCEMENT MUST BE ADEQUATELY SUPPORTED AND BE FULLY ENCASED IN
PILING BEFORE DRIVING FIRST PILE 2 DAYS 1. ALL REINFORCEMENT TO CONFORM TO CSA G30.18 GRADE 400W WELDABLE. 2-2x 2 STUDS 6. LINTEL REQUIREMENTS: 2-15M CONTINUOUS REINF. EXTEND MIN. 2'-0" BEYOND EDGE OF OPENING. SHOTCRETE. INSUFFICIENT SHOTCRETE COVER OVER REINFORCEMENT IS NOT PERMITTED.
WOOD FRAMING BEFORE COVERING UP 3 DAYS CURING 3-2x 3 STUDS SPAN LINTEL DEPTH
MOCK-UP AND NOZZLEMAN CERTIFICATION
STRUCTURAL STEEL BEFORE COVERING UP 3 DAYS 2. PROVIDE DOWELS IN FOOTINGS TO MATCH ARRANGEMENT AND NUMBER OF WALL AND ZONE 4-2x 3 STUDS UP TO 5'-0" 8"
REINFORCEMENT IN THE FIRST LIFT OF WALLS. START DOWELS AT THE BOTTOM OF THE FOOTING. 12. APPLY SURFACE SEALERS AS SOON AS POSSIBLE AFTER THE FINAL TROWEL. 3 1/2" SCL 3 STUDS 5'-0" to 8'-0" 16"
STEEL DECKING BEFORE COVERING UP 3 DAYS 8. REFER TO MOCK-UP DRAWING BY TESTING FIRM FOR SIZE AND REINFORCING REQUIRED.
LIGHT GAUGE STEEL STUDS BEFORE COVERING UP 3 DAYS 3. HORIZONTAL WALL REINFORCEMENT TO BE CONTINUOUS (NO SPLICES) UNLESS NOTED 13. WET CURE CONCRETE FOR AT LEAST 3 DAYS. USE CONTINUOUS SPRINKLING OR FLOODING. 5 1/4" SCL 4 STUDS EACH NOZZLEMAN MUST BE PROJECT CERTIFIED.
OTHERWISE ON DRAWINGS. SEE TYPICAL WALL REINFORCEMENT DETAILS FOR END, CORNER DO NOT CURE UNDER POLY SHEETING OR WITH WET BURLAP. 7" SCL 5 STUDS 7. UNLESS OTHERWISE NOTED ON DRAWINGS, PROVIDE KNOCK-OUT TYPE BOND BEAMS
AT ALL FLOOR AND ROOF LINES AND PARAPETS AND AT A MAX. OF 8'-0" O/C. 9. EACH NOZZLEMAN ALLOWED TO UNDERGO PROJECT CERTIFICATION SHOULD ALREADY BE AN ACI
PROJ. LOCATED OUTSIDE OF METRO VANCOUVER 3 DAYS FOR ALL ITEMS LISTED ABOVE AND INTERSECTION DETAILS. GIRDER TRUSS 4 STUDS CERTIFIED NOZZLEMAN. IF NOT, THEY NEED TO PROVIDE EVIDENCE THAT THEY HAVE A MINIMUM
SEISMIC TENSION SPLICE (HORIZONTAL WALL REINFORCING - SPLICE PERMITTED ONLY WHERE REINF. WITH 2-15M, CONTINUOUS AROUND CORNERS. OF 100 HOURS PRACTICAL NOZZELING EXPERIENCE ON SIMILAR PROJECTS, WITH THIS PREVIOUS
PROJ. LOCATED OUTSIDE OF B.C. 5 DAYS FOR ALL ITEMS LISTED ABOVE
ADVANCE NOTICE MUST BE RECEIVED BEFORE 12:00 PM.
INDICATED ON DRAWINGS)
BAR SIZE 10M 15M 20M
COLD WEATHER PROTECTION REQUIREMENTS 9. TREAT ALL WOOD IN CONTACT WITH CONCRETE OR GROUND WITH GREEN CUPRINOL OR
EQUAL PRESERVATIVE.
8. UNLESS OTHERWISE NOTED ON DRAWINGS, PROVIDE MINIMUM 1-15M VERTICAL BAR
FULL HEIGHT IN GROUTED CORE AT ENDS OF WALLS, CORNERS AND WALL
WORK BEING ACCEPTED BY THE RESPECTIVE OWNERS.
NOTICE RECEIVED AFTER 12:00 PM MAY NOT BE PROCESSED UNTIL THE FOLLOWING DAY. SPLICE LENGTH 2'-6" 3'-0" 3'-6" FOR CONCRETE 10. EXCEPT AT SHEAR WALLS. FASTEN EXTERIOR STUD WALLS TO CONCRETE WITH 1/2" DIA. INTERSECTIONS, EACH SIDE OF DOOR OR WINDOW OPENINGS AND 4'-0"
MAXIMUM O/C. PROVIDE DOWELS TO MATCH AT FOUNDATION LEVEL.
10. EACH NOZZLEMAN MUST BE PROJECT CERTIFIED BY SHOOTING AN ACCEPTABLE SHOTCRETE
MOCK-UP PANEL. THE PANEL WILL REPRESENT REINFORCEMENT LAY-OUT AND SHOOTING
4. WALL VERTICAL AND ZONE REINFORCEMENT AND DOWELS TO HAVE SEISMIC TENSION SPLICES. 1. ALL CONCRETE SHALL BE PLACED, FINISHED, PROTECTED AND CURED IN ACCORDANCE WITH ANCHOR BOLTS @ 4'-0" 0/C AND INTERIOR WALLS WITH 3/8" HEAD DIAMETER x 3" LONG GEOMETRY TO BE ENCOUNTERED ON THE PROJECT.
DESIGN ZONE REINFORCEMENT TO BE OFFSET AT SPLICES. DO NOT CRANK BARS. ADJUST TIES OVER CSA A23.1 SECTION 7.4. DRIVE PINS (0.170" MIN SHANK DIAMETER) OR EQUAL AT 16" O/C. TIE DOWELS IN PLACE BEFORE POURING CONCRETE.
11.AFTER FORM REMOVAL, THE MATERIALS TESTING AGENCY WILL VISUALLY EVALUATE THE MOCK-UP
8. ALL NEW STRUCTURAL WORK HAS BEEN DESIGNED IN ACCORDANCE WITH BCBC 2018. LENGTH OF SPLICE TO ENCLOSE ALL BARS. SEE ZONE SCHEDULE FOR SPLICE LOCATIONS. 2. COLD WEATHER REQUIREMENTS ARE IN EFFECT WHEN THE FORECASTED OR ACTUAL AIR 9. INSTALL HORIZONTAL JOINT REINFORCEMENT AT 16" O/C. PANELS FOR SURFACE FLAWS. AFTER VISUAL EVALUATION, CORES ARE TO BE EXTRACTED FROM
SEISMIC TENSION SPLICE (VERTICAL ONLY) 11. SOLID BLOCK AT ENDS OF JOISTS AT ALL SUPPORTS EXCEPT WHERE CONTINUOUS RIM
TEMPERATURES FALL BELOW 5°C. BOARD IS PROVIDED. LOCATIONS CONTAINING INTERSECTING BARS AS SHOWN ON THE MOCK-UP DRAWING.
9. DESIGN CRITERIA: BAR SIZE 15M 20M 25M 30M CONSTRUCTION AND WORKMANSHIP 12. IF SHOTCRETING PROCEDURES OR CONDITIONS CHANGE, SUCH AS HEAVIER REINFORCED WALLS
IMPORTANCE: NORMAL SPLICE LENGTH 2'-1" 2'-7" 4'-1" 4'-10" 3. DO NOT PLACE CONCRETE AGAINST FROZEN GROUND, CONCRETE, MASONRY OR INTO 12. NAIL BUILT-UP BEAMS OR HEADERS TOGETHER WITH 2 ROWS OF 3" NAILS @ 12" O/C.
FORMWORK THAT IS AT OR BELOW 0°C. 10. BUILD MASONRY TRUE-TO-LINE, PLUMB, SQUARE AND LEVEL WITH VERTICAL ARE REQUIRED SUBSEQUENT TO INITIAL MOCK-UP, OR ELEMENTS OTHER THAN ORIGINALLY
FLOOR: SEE PLANS ROOF: SEE PLANS 5. AT TOP OF SHEAR WALLS, HOOK WALL VERTICAL REINFORCEMENT TO TOP OF SLAB. JOINT IN PROPER ALIGNMENT. CONFORM TO CSA A371. PROPOSED ARE TO BE SHOTCRETED, SUBSEQUENT TEST PANELS/ELEMENTS WILL BE REQUIRED.
4. PROVIDE PROTECTION AND SUPPLEMENTARY HEAT AS REQUIRED TO ALLOW ADEQUATE 13. UNLESS OTHERWISE NOTED ON PLAN DRAWINGS, MINIMUM SHEATHING
CLIMATIC DATA REQUIREMENTS ARE AS FOLLOWS:
6. IN WALLS WITH REINFORCEMENT IN EACH FACE, PLACE VERTICAL REINFORCEMENT OUTSIDE OF CURING OF CONCRETE IN ACCORDANCE WITH CSA A23.1 SECTION 7.4. 11. MAXIMUM JOINT WIDTH 3/8". POINT AND COMPACT JOINTS WITH ROUND BAR TOOL. CONSTRUCTION PRACTICES
SNOW: Ss = 50.2 psf Sr = 4.2 psf THE HORIZONTAL REINFORCEMENT.
WIND: 1:50 = 9.2 psf EXPOSURE = OPEN 5. USE HOT WATER AND HEATED AGGREGATES AS REQUIRED IN CONCRETE MIX WHEN AIR FLOOR SHEATHING: 12. CUT MASONRY UNITS WITH MASONRY SAW. BROKEN UNITS NOT ACCEPTABLE. 13. ALL WORK TO BE IN CONFORMANCE WITH ACI 506.
RAIN: 24 hr. = 4.4" TEMPERATURE IS BELOW 5°C. JOISTS AT 24" o/c MIN. 3/4" T+G PLY OR 23/32" T+G EDGEGOLD OSB 13. PLACE MASONRY UNITS IN RUNNING BOND UNLESS STATED OTHERWISE ON THE 14. BEFORE SCHEDULING ANY SHOTCRETE WORK, THE SHOTCRETE CONTRACTOR IS TO SUBMIT
SEISMIC: Sa(0.2) = 0.768 Sa(0.5) = 0.673 Sa(1.0) = 0.385
Sa(2.0) = 0.235 Sa(5.0) = 0.076 Sa(10.0) = 0.027 REINFORCEMENT 6. MINIMUM CONCRETE TEMPERATURES AT TIME OF PLACING.
JOISTS AT 19.2" o/c OR LESS MIN. 5/8" T+G PLY OR 19/32" T+G EDGEGOLD OSB
NOTE: SQUARE EDGE PLY/OSB MAY BE USED WITH CONCRETE TOPPING
DRAWINGS. USE FACE SHELL BEDDING EXCEPT FIRST COURSES AND CELLS TO
BE GROUTED WHERE FULL BED MORTARING IS TO BE USED.
PROCEDURES DESCRIBING WORK PRACTICES, TROUBLESHOOTING METHODOLOGY, AND
PROCEDURES TO IDENTIFY AND REPAIR ANY DEFICIENT SHOTCRETE.
PGA = 0.335 PGV = 0.500 Rd = 1.5 Ro = 1.3 CONCRETE 1. NEW DEFORMED BARS TO CSA G30.18 GRADE 400. WELDED WIRE FABRIC TO CSA G30.5. MIN. CONC. DIM.(THICKNESS) MIN.
ROOF SHEATHING: 14. HEAT MATERIALS AND PROTECT WORK IN ACCORDANCE WITH CSA A371 WHEN 15. BEFORE APPLYING SHOTCRETE, THE TESTING AGENCY SHALL APPROVE THE PREPARATION OF
SITE CLASS = D Rd = 3.0 Ro = 1.7 WOOD 2. PLACE REINFORCEMENT TO CSA A23.1. LESS THAN 36" 10°C FLAT ROOFS MIN. 5/8" T+G PLY OR 19/32" T+G OSB TEMPERATURE BELOW 5 DEGREES C. AVOID EXCESSIVE MOISTURE LOSS FROM THE SHOTCRETE WORK (I.E. SUBSTRATE CLEAN, REBAR SHOOTABLE, CURING AND PROTECTION
GREATER THAN 36" 5°C SLOPING ROOFS MIN. 1/2" PLY OR 7/16" OSB MORTAR AT TEMPERATURES HIGHER THAN 27 DEGREES C. DO NOT WET PROCEDURES PREPARED).
10. WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED AS PER SECTION 4.1.5.8. A. REINFORCEMENT SHALL BE ACCURATELY POSITIONED, MAINTAIN ALL NEWLY PLACED CONCRETE TEMPERATURE AT 10°C OR HIGHER FOR CONCRETE MASONRY BEFORE OR DURING CONSTRUCTION.
SECURED, AND SUPPORTED, USING BAR SUPPORTS, SIDE FORM SPACERS, 7. 72 HOURS OR UNTIL CONCRETE HAS ATTAINED 40% OF THE SPECIFIED STRENGTH. TIME 16. ALL SURFACES TO RECEIVE SHOTCRETE MUST BE BROUGHT TO AN ACCEPTABLE CONDITION AT
WALL SHEATHING: THE TIME SHOTCRETE IS APPLIED (I.E. WHERE BOND IS INTENDED, THOSE SUBSTRATES NEED TO
HANDRAILS AND GUARDS AND INTERNAL SPACERS, TO ENSURE PROPER CONCRETE COVER AND SPACING WITHIN
ALLOWABLE TOLERANCES BEFORE AND DURING PLACING OF CONCRETE.
CAN BE REDUCED TO A MINIMUM OF 36 HOURS IF CONCRETE HAS ATTAINED 40% OF THE
SPECIFIED STRENGTH. IF AFTER 72 HOURS CONCRETE STRENGTH HAS NOT REACHED 7
MIN. 3/8" PLY OR 7/16" OSB
MIN. 1/2" PLY OR 7/16" OSB AT VERTICALLY APPLIED SIDING OR STUCCO.
15. FILL ALL BOND BEAMS, REINFORCED CORES, CORES AT ANCHOR BOLTS OR
EMBEDDED HARDWARE WITH MASONRY GROUT. PROVIDE CLEANOUTS AT THE BE FREE OF BOND-INHIBITING MATERIALS, INCLUDING LAITANCE AND HARDENED REBOUND FROM
PREVIOUS SHOOTS, AND IN A SATURATED-SURFACE-DRY (SSD) CONDITION, OR FRESHLY PLACED
1. DESIGN ALL HANDRAILS AND GUARDS TO RESIST LOADS AS SPECIFIED IN SECTION 3.4.6.5 BOTTOM OF CORE TO BE GROUTED. MAXIMUM LIFT IN ONE POUR IS 8'-0".
B. SUPPORT SLAB AND WALL REINFORCEMENT ON SUITABLE CHAIRS OR SUPPORTS AT MPA MAINTAIN TEMP AT OR ABOVE 10°C UNTIL CONCRETE STRENGTH REACHES 7 MPA. SHOTCRETE NOT YET HAVING ATTAINED FINAL SET). USE OF A SUITABLE PRESSURE WASHER
AND 4.1.5.14 OF THE B.C. BUILDING CODE 2018. 16. PROVIDE VERTICAL CONTROL JOINTS AT MAXIMUM 50'-0" SPACING, OR AS SHOWN
2. PROVIDE SHOP DRAWINGS AND LETTERS OF ASSURANCE SEALED BY A B.C. PROFESSIONAL
SPACING TO ADEQUATELY SUPPORT LOADS FROM REINFORCEMENT, CONCRETE CREW,
AND CONCRETING PRESSURES BUT AT A MAXIMUM OF 4'-0" ON CENTER.
8. WHERE SUPPLEMENTARY HEAT IS PROVIDED, USE APPROVED CONCRETE HEATERS WITH
EXHAUST VENTED AWAY FROM THE SURFACE OF THE CONCRETE.
STRUCTURAL WOOD I JOISTS ON THE DRAWINGS. DISCONTINUE BOND BEAM REINFORCEMENT AT CONTROL
JOINT EXCEPT AT ROOF OR FLOOR DECK LEVELS. OFFSET CONTROL JOINTS
IS MANDATORY.
17. ALL REINFORCEMENT, CONDUITS AND OTHER ELEMENTS TO BE ENCASED IN SHOTCRETE MUST
ENGINEER. INCLUDE MEMBER SIZES, SPACING AND CONNECTIONS TO STRUCTURE. ALSO 1. DESIGN AND FABRICATE TO BCBC AND CSA 086 FOR DIMENSIONS AND LOADINGS SHOWN ON BE TIED FIRMLY IN PLACE TO PREVENT EXCESSIVE VIBRATION DURING SHOOTING.
INCLUDE ALL DETAILS FOR REINFORCING OF SUPPORTING STRUCTURAL ELEMENTS TO C. SIDE FORM SPACERS SHALL BE USED FOR ALL WALL AND COLUMNS TO SECURE VERTICAL 9. WHERE ACCELERATORS ARE REQUIRED, USE A NON-CHLORIDE TYPE. 2'-0" FROM A BEARING PLATE OR EDGE OF OPENING.
THE DRAWINGS. 18. FRESH (PLASTIC) OVERSPRAY ON REINFORCEMENT AND SHOTCRETE SURFACES DOES NOT NEED
RESIST GUARD FORCES. REINFORCEMENT AGAINST DISPLACEMENT AND MAINTAIN THE SPECIFIED COVER. 10. ALTERNATE MIX DESIGNS MAY BE SUBMITTED TO ENGINEER FOR REVIEW. 17. PROVIDE ADEQUATE BRACING FOR MASONRY WALLS UNTIL FULLY
2. FOR RESIDENTIAL/COMMERCIAL BUILDINGS, DESIGN JOISTS FOR A MAXIMUM LIVE LOAD CONNECTED TO THE STRUCTURE AS DETAILED. TO BE REMOVED IF IT WILL BE ENCASED IN REGULAR SHOTCRETE. HOWEVER, ANY OVERSPRAY
D. INTERNAL SPACERS SHALL BE USED TO MAINTAIN THE SPECIFIED DISTANCE BETWEEN 11. FOR AIR TEMPERATURES BELOW -3°C, REVIEW PROPOSED PROCEDURES WITH ENGINEER. DEFLECTION OF L/480 AND SPAN LENGTH TO MEET NBCC VIBRATION CRITERIA. FOR OTHER WHICH IS SUBSTANTIALLY OR FULLY DESICCATED, OR HAS AGED BEYOND INITIAL SET, MUST BE
FOUNDATIONS LAYERS OF VERTICAL REINFORCEMENT, IF NO OTHER TIES EXIST.
TEMPERATURE 5°C to 0°C 0°C to -3°C BELOW -3°C
USES, DESIGN FOR A MAXIMUM LIVE LOAD DEFLECTION OF L/360.
3. FOR MULTI STOREY BUILDINGS PROVIDE WEB STIFFENERS OR SOLID BLOCKING TO TO TRANSFER
REMOVED FROM ANY SURFACE TO WHICH SHOTCRETE IS REQUIRED TO BOND.
19. REMOVE AND REPAIR SAGS OR SLOUGHS, SEGREGATION, HONEYCOMBING, SAND POCKETS OR
1. PREPARE FOUNDATION SOILS IN ACCORDANCE WITH THE GEOTECHNICAL CONSULTANTS 3. PROVIDE CLEAR CONCRETE COVER FOR REINFORCEMENT AS FOLLOWS (UNLESS NOTED FOUNDATIONS OTHER OBVIOUS DEFECTS.
COVER WITH POLY COVER WITH COVER AND PROVIDE
REPORT BY: GEOSOLVE CONSULTANTS LTD, REPORT #4S-114-02, NOVEMBER 30, 2020
COMPLY WITH REQUIREMENTS FOR STRUCTURAL BACKFILL, PAVING AND SLAB SUB-BASE.
OTHERWISE ON DRAWINGS):
SURFACE POURED AGAINST GROUND 3"
RAISED ON 1.5"
SLEEPERS
INSULATED BLANKETS HEAT
LOADS AT BEARING LOCATIONS. INDICATE ON SHOP DRAWINGS.
4. USE SINGLE 1 1/4" LSL RIM JOIST AT ALL PERIMETER AND DOUBLE PARTY WALL LOCATIONS,
MASONRY VENEER 20. AT ALL TIMES, HAVE A BLOW-PIPE OPERATOR ON STANDBY NEAR THE NOZZLEMAN. USE THE
PROVIDE 1'-6" MINIMUM COVER FOR FROST PROTECTION. FORMED SURFACES EXPOSED TO USE DOUBLE RIM JOIST WHERE JOISTS RUN PARALLEL TO WALL. OUTSIDE FACE OF RIM JOIST 1. PLAIN AND REINFORCED MASONRY TO CONFORM TO THE FOLLOWING: BLOWPIPE TO REMOVE ACCUMULATIONS OF REBOUND AND OTHER INFERIOR MATERIAL. ADJUST
GROUND OR WEATHER. 2" SLAB ON GRADE COVER WITH COVER WITH DOUBLE COVER AND PROVIDE TO LINE UP WITH OUTSIDE FACE OF STUD. CAN3-S304 MASONRY DESIGN OF BUILDINGS AIR VOLUME AND VELOCITY TO THE MINIMUM REQUIRED FOR THE WORK SO THAT PROPERLY
2. DESIGN BEARING PRESSURES: STRIP FOOTINGS 5220 psf (ULS) 3470 psf (SLS) INSULATED BLANKETS LAYER OF INSULATED HEAT CAN3-A371 MASONRY CONSTRUCTION FOR BUILDINGS PLACED SHOTCRETE WILL NOT BE DISTURBED MORE THAN UNAVOIDABLE. NOTE THAT THE
PAD FOOTINGS 5220 psf (ULS) 3470 psf (SLS) BEAMS 2" TO MAIN STEEL 5. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE APPROVAL PRIOR TO FABRICATION.
COLUMNS 2" TO MAIN STEEL MIN. R4 BLANKETS MIN. R6 CAN3-A370 CONNECTORS FOR MASONRY PROPER OPERATION OF THE BLOW PIPE IS A SKILL REQUIRING EXPERIENCE.
SHOW ALL DIMENSIONS, DESIGN LOADS, CAMBER, COMPONENT MATERIAL GRADES, CONNECTOR 21. ORGANISE SITE WORK SO THAT FRESHLY PLACED SHOTCRETE IS NOT DISTURBED. IN PARTICULAR,
3. AFTER EXCAVATION BUT BEFORE BACKFILLING, ENSURE THAT THE GEOTECHNICAL WALLS 1" SUSPENDED SLABS HOARD BELOW AND HOARD BELOW AND HOARD AND HEAT DETAILS AND ERECTION REQUIREMENTS. 2. TIES ARE TO BE FERO "PAC-TIE" OR "RAP-TIE" UNLESS OTHERWISE NOTED.
ENGINEER INSPECTS THE BEARING SOILS AND CONFIRMS THE LOAD CARRYING CAPACITY. SLABS 1" COVER WITH COVER WITH DOUBLE BELOW, COVER WITH TIES AND FASTENERS ARE TO BE HOT DIPPED GALVANIZED FOR MASONRY NOT MORE DO NOT INSTALL REINFORCEMENT IMMEDIATELY ABOVE OR BESIDE THE WORK AREA, AND DO
PARKING SLABS 1 3/4" TO TOP STEEL INSULATED BLANKETS LAYER OF INSULATED INSULATED BLANKETS 6. ALTERNATE PRODUCTS FOR RESIDENTIAL MUST MEET ALL THE PERFORMANCE CRITERIA OF THE THAN 13m (42'-6") ABOVE GRADE AND STAINLESS STEEL FOR MASONRY MORE THEN NOT CONDUCT ANY WORK WHICH WILL TRANSMIT EXCESSIVE VIBRATIONS OR MECHANICAL
4. FOOTING ELEVATIONS IF SHOWN ARE NOT FINAL AND MAY VARY ACCORDING TO SITE SHOCK TO THE FRESHLY INSTALLED SHOTCRETE.
CONDITIONS. EXTEND ALL FOOTINGS TO A BEARING LAYER APPROVED BY THE 1 1/4" TO BOT. STEEL MIN. R4 BLANKETS MIN. R6 FRAMING SYSTEM INDICATED ON THE STRUCTURAL DRAWINGS. ALTERNATE SYSTEMS MUST MEET 13m (42'-6") ABOVE GRADE.
GEOTECHNICAL ENGINEER. 4. PROVIDE CLEAR CONCRETE COVER FOR FIRE RATING OVER PRINCIPAL REINFORCEMENT. TILT-UP PANELS OR EXCEED THE FOLLOWING: STRENGTH - MOMENT AND SHEAR CAPACITY, DEFLECTION, VIBRATION 22. UNLESS SPECIFICALLY DESIGNED DIFFERENTLY, SLOPE HORIZONTAL CONSTRUCTION JOINTS AT
COVER WITH COVER WITH DOUBLE COVER AND PROVIDE 3. AS A MINIMUM, SPACE TIES AS FOLLOWS: AN ANGLE OF 30±15 DEGREES DOWN TOWARDS THE NOZZLE.
5. VARY FOOTING ELEVATIONS WHERE REQUIRED IN ACCORDANCE WITH "TYPICAL STEPPED INSULATED BLANKETS LAYER OF INSULATED HEAT AND I-VALUE. FOR ALTERNATE PRODUCTS, SPACING OF JOISTS MAY NEED TO BE REDUCED TO TYP AT 16" HORIZONTAL AND AT 24" VERTICAL.
2 HR. 3 HR. 4 HR. 23. REBOUND AND POORLY COMPACTED SHOTCRETE MUST BE REMOVED FROM ALL CONSTRUCTION
FOOTING" DETAILS SHOWN ON STRUCTURAL DRAWINGS. MIN. R4 BLANKETS MIN. R6 MATCH FLOOR PERFORMANCE. ALTERNATE PRODUCTS ARE TO BE SEALED BY A PROFESSIONAL AROUND OPENINGS AT 12" HORIZONTAL AND AT 16" VERTICAL.
COLUMNS + SHEAR WALLS 2" 2" 2 1/2" ENGINEER. NOT MORE THAN 12" FROM EDGE OF OPENINGS. JOINTS WHILE THE SHOTCRETE IS STILL PLASTIC.
6. FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMMODATE MECHANICAL OR ELECTRICAL WALLS AND COLUMNS PLYWOOD OR INSULATED FORMS, INSULATED FORMS,
SLABS 1" 1 1/4" 1 1/2" INSULATED FORMS, COVER AND PROTECT COVER AND HEAT LOCATE ROW OF TIES MAX. 12" ABOVE BEARING LEVEL AND 8" FROM TOP OF WALL. 24. SHOTCRETE FINISHERS TO CUT OUT ALL FLAWS THEY ENCOUNTER AND PROVIDE A READILY
SERVICES. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR ELEVATIONS. DO NOT SHOOTABLE GEOMETRY FOR ANY SUCH REPAIR LOCATIONS.
UNDERMINE FOOTINGS BY EXCAVATING FOR SERVICES, PITS, ETC. BEAMS 2" 2" 2" COVER AND PROTECT FROM WIND MIN. R6 AS REQUIRED 4. RETAIN A SPECIALTY ENGINEER REGISTERED IN B.C. TO DESIGN THE BRICK TIE SYSTEM
7. CENTER FOOTINGS UNDER COLUMNS OR WALLS UNLESS NOTED OTHERWISE ON DRAWINGS.
WALLS (EXPOSED BOTH SIDES) 2" 2" 2 1/2"
MASONRY
FROM WIND MIN. R4
COVER WITH COVER AND PROVIDE COVER AND PROVIDE
GLUE-LAMINATED TIMBER AND AND PROVIDE LETTERS OF ASSURANCE FOR DESIGN AND FIELD REVIEW. CURING
8. TIE ALL DOWELS AND ANCHOR BOLTS IN PLACE BEFORE POURING CONCRETE. USE
TEMPLATES TO ENSURE CORRECT PLACEMENT.
5. SPLICE REINFORCEMENT AS FOLLOWS (UNLESS NOTED OTHERWISE ON DRAWINGS OR
PROVIDED IN TABLE "SPLICES FOR REINFORCEMENT"): INSULATED BLANKETS
MIN. R4
HEAT AS REQUIRED HEAT AS REQUIRED STRUCTURAL COMPOSITE LUMBER (SCL) 25. MAINTAIN TEMPERATURE OF SHOTCRETE AT A MINIMUM OF 5 DEGREES AND
APPLY SURFACE SEALERS AS SOON AS POSSIBLE.
BAR SIZE 10M 15M 20M 25M 30M WELDED WIRE FABRIC 1. THIS SPECIFICATION INCLUDES GLUE-LAMINATED BEAMS AND STRUCTURAL SEE ARCH. FOR SEE ARCH. FOR 26. WET CURE SHOTCRETE FOR A MINIMUM OF 7 DAYS AFTER APPLICATION OF SHOTCRETE WITH
9. PROVIDE CONCRETE GROUND SEAL UNDER FOOTINGS AS REQUIRED BY GEOTECHNICAL LAP SPLICE 18" 24" 30" 48" 56" 12" COMPOSITE LUMBER: PSL = PARALLEL STRAND LUMBER INSULATION AND INSULATION AND EITHER CONTINUOUS SPRINKLING OR FOG SPRAY.
CONDITIONS. INCREASE LAP 20% FOR BAR SPACING LESS THAN 6". LVL = LAMINATED VENEER LUMBER MEMBRANE MEMBRANE
10. SEE ARCHITECT'S DRAWINGS FOR GROUND ELEVATIONS AND DRAINAGE SLOPES. LSL = LAMINATED STRAND LUMBER TESTING
11. PROTECT BEARING SURFACES FROM FREEZING BEFORE AND AFTER FOOTINGS ARE POURED.
6. PROVIDE MINIMUM 2-15M BARS AROUND ALL OPENINGS LARGER THAN 18" AT EACH SIDE OF OPENING,
EXTEND 2'-0" PAST CORNER. PROVIDE 1-15M04.0 DIAGONAL AT EACH CORNER OF ALL OPENINGS. SUSPENDED CONCRETE SLAB 2. MANUFACTURE GLUE-LAMINATED MEMBERS TO CSA O122 BY MANUFACTURER 27. PRODUCE ONE SHOTCRETE TEST PANEL FOR EVERY 1200 CUBIC FEET OF SHOTCRETE PLACED,
1. ALL CONCRETE WORK IN ACCORDANCE WITH CONCRETE NOTES. QUALIFIED TO CSA 0177. OR FOR EACH DAY OF SHOTCRETING, WHATEVER RESULTS IN MORE PANELS. CURE THE TEST
12. CONFORM TO CSA A23.1 FOR CONCRETE PLACED UNDER WATER. 7. PROVIDE CORNER BARS TO MATCH HORIZONTAL WALL REINFORCEMENT. PANELS SIMILAR TO THE IN-PLACE SHOTCRETE. EXTRACT CORES NOT EARLIER THAN 3 DAYS
2. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT (BOTTOM) AS FOLLOWS: 3. PROVIDE THE FOLLOWING GRADES UNLESS OTHERWISE SPECIFIED ON THE FACE MOUNT TIES c/w
8. DESIGNATION OF REINFORCEMENT: DRAWINGS: AFTER PANEL PRODUCTION. TEST SETS OF MINIMUM 3 CORES ( 2 3/4" MINIMUM DIAMETER) FOR
SLAB THICKNESS TEMPERATURE 2- 1/4"DIA. x 1 1/4" EACH AGE OF ACCEPTANCE TESTING.
CONCRETE A. BARS SHOWN
SLABS OR IN NEAR FACE OF WALL.
IN TOP OF BEAMS AND (INCHES)
5"
REINFORCEMENT
10M @ 16"
GLULAM BEAMS: STRESS GRADES AS FOLLOWS:
HILTI METAL HIT ANCHORS
28. PROVIDE FULL-TIME MONITORING OF THE SHOTCRETE PLACEMENT BY QUALIFIED TESTING AGENCY.
1. PROVIDE CONCRETE AND PERFORM WORK TO CSA A23.1. BARS SHOWN IN BOTTOM OF BEAMS AND 24f-E SIMPLE SPANS 29. NDT TESTING IS REQUIRED ON ALL WALLS THICKER THAN 12", ALL FULL HEIGHT COLUMNS,
SLABS OR IN FAR FACE OF WALL. 6" 10M @ 13" 24f-EX CONTINUOUS SPANS
2. MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS INDICATED BELOW. ALL CONCRETE NORMAL 6 1/2" 10M @ 12" AND COMPRESSIVE ZONES OF SEISMIC ELEMENTS.
B. STRAIGHT BARS: 6-10M15.0 MEANS 6-10M BARS, 15'-0" LONG. APPEARANCE GRADE: QUALITY
WEIGHT, 150 pcf , TYPE GU CEMENT, TYPE F or CI FLY ASH. USE 20mm AGGREGATE FOR ALL BENT BARS: 13-A15M06.3 MEANS 13-15M BARS, 6'-3" LONG 7" 10M @ 11" or 15M @ 20" CONC / BLOCK WALL
CONCRETE UNLESS NOTED OTHERWISE. SUBMIT PROPOSED MIX DESIGN TO THE ENGINEER HOOKED ONE END 180 DEGREES 7 1/2" 15M @ 20" SEE PLAN
FOR APPROVAL: 3-C15M13.1 MEANS 3-15M BARS 13'-1" LONG 8" 15M @ 20" GLULAM COLUMNS:16c STRESS GRADE "PAC-TIE" "RAP-TIE"
STRENGTH AIR SLUMP EXPOSURE HOOKED ONE END 90 DEGREES 8 1/2" 15M @ 18" APPEARANCE GRADE: QUALITY
LOCATIONS MPa (psi) % ± 20 mm CLASS 9" 15M @ 17"
9. PROVIDE MINIMUM 4000 lbs. EXTRA REINFORCEMENT TO BE USED AS DIRECTED BY ENGINEER. 10" 15M @ 16" STRUCTURAL COMPOSITE LUMBER:
STRUCTURAL SHOTCRETE 35 (5075) 6 50+ / -20 C1 14 mm AGGR. 11" 15M @ 14" PSL LVL LSL
FOOTINGS 25 (3600) 1-4 80 - 12" 15M @ 13"
MODULUS OF ELASTICITY: 2,200,000 psi 1,900,000 psi 1,550,000 psi EXTERIOR SEE ARCH. FOR EXTERIOR SEE ARCH. FOR
RET. WALL + FTGS. 25 (3600) 4-7 80 F2 FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL TO ABOVE. 5,360 psi 4,805 psi 4,295 psi
80 SPECIFIED BENDING STRESS: SHEATHING INSULATION AND SHEATHING INSULATION AND
INT'R S.O.G. GENERAL 25 (3600) -
INT'R S.O.G. PARKING 25 (3600)
1-4
4-7 80 C4 EMBEDMENT FOR REINFORCEMENT 3. PROVIDE MINIMUM 2-15M CONTINUOUS LAPPED 2'-0" AT EDGE OF SLAB,
AROUND ALL OPENINGS GREATER THAN 18" AND 2'-0" PAST CORNERS.
SPECIFIED SHEAR STRESS:
SPECIFIED BEARING STRESS:
540 psi
1,365 psi
530 psi
1,365 psi
745 psi
1,455 psi
MEMBRANE
16ga BACKER PLATE
MEMBRANE
EXT'R SLAB ON GRADE 32 (4640) 5-8 80 C2 WHERE EMBEDMENT IS DIMENSIONED ON THE DRAWINGS, SUCH DIMENSION SHALL APPLY. PROVIDE 1-15M03.11 DIAGONAL AT ALL CORNERS. UNLESS FASTENED
SUSP'D SLAB GENERAL 30 (4350) 1-4 80 - USE TENSION AND COMPRESSION EMBEDMENTS AT LOCATIONS INDICATED ON THE DRAWINGS. 4. CAMBER BEAMS FOR FULL DEAD LOAD DEFLECTION OR A MINIMUM OF L/360. DIRECTLY TO PLYWOOD
USE TENSION EMBEDMENT WHERE NO EMBEDMENT TYPE IS INDICATED ON THE DRAWINGS. 4. DO NOT CUT SLAB REINFORCEMENT AT PLUMBING OR OTHER OPENINGS UNLESS
SUSP'D PARKING SLAB 35 (5075) 5-8 80 C1 SPECIFICALLY NOTED. DEFLECT REINFORCEMENT PAST EDGE OF OPENINGS. 5. NAIL SCL BEAM TOGETHER WITH 2 ROWS OF 3 1/2" NAILS @ 12" O/C. USE 3 ROWS FACE MOUNT TIES c/w
INT'R COLUMNS + WALLS 25 (3600) 1-4 80 - SEE PLANS LENGTHS: mm (inches) FOR 14" BEAMS AND DEEPER.
EXT'R COLUMNS + WALLS 5. SUPPORT SLAB BOTTOM REINFORCEMENT ON SLAB BOLSTERS OR 10M CARRY BARS
25 (3600) 4-7 80 F2 TO MAINTAIN CLEAR COVER AS SPECIFIED. 6. SUPPORT BEAMS ON MINIMUM 12 ga. (0.105") STEEL HANGERS OR BRACKETS FOR LOADS AS STEEL STUDS (GALV.): 2 2023-03-17 ISSUED FOR TENDER
WOOD DECK TOPPING 20 (2900) 1-4 80 - 10 mm AGGR. COMPRESSION EMBEDMENT TENSION EMBEDMENT SPECIFIED ON DWG'S. MINIMUM LOAD CAPACITY FOR SCL BEAM HANGERS: 2-#8 TEK SCREWS
STEEL DECK TOPPING 6. SUPPORT SLAB TOP REINFORCEMENT ON HIGH CHAIRS OR 15M CARRY BARS 1 2022-09-02 ISSUED FOR BUILDING PERMIT
25 (3600) 1-4 80 - WHERE REQUIRED. SECURELY TIE ALL BARS AND CHAIRS TOGETHER. 15M BEAM WIDTH: 1 3/4" 3 1/2" 5 1/4" WOOD STUDS:
CONCRETE STRENGTH (MPa) CONCRETE STRENGTH (MPa) No DATE DESCRIPTION
BARS USED AS SUPPORT BARS TO BE CONSIDERED AS ACCESSORIES. LOAD CAPACITY: 2,000 lbs 3,500 lbs 4,500 lbs 2-#6 x 2" DECK SCREWS
3. DO NOT USE ADMIXTURES OTHER THAN AIR ENTRAINMENT, STANDARD WATER REDUCERS, 30 7. PROVIDE A MINIMUM CAMBER OF SPAN/500 FOR SLABS, BEAMS AND GIRDERS 7. PROTECT MEMBERS FROM THE WEATHER AND MOISTURE PRIOR TO AND DURING AND WASHERS
BAR AND
OR SUPER PLASTICIZERS WITHOUT PRIOR APPROVAL OF THE ENGINEER. SIZE PROVIDE A MINIMUM CAMBER OF SPAN/250 AT CANTILEVERS LONGER THAN 5'-0" U.N.O. INSTALLATION.
20 25 OVER 20 25 30 35 40 45 WHERE SPAN IS GREATER THAN 10'-0" UNLESS INDICATED ON PLAN. WOOD OR STEEL STUDS
4. WHERE AREAS OF HEAVY REINFORCEMENT, OR CAST IN ITEMS SUCH AS DUCTS OR STRUCTURAL 8. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE APPROVAL PRIOR TO "PAC-TIE" SEE PLAN "RAP-TIE"
STEEL EMBEDS, MAKE PLACING DIFFICULT, OR FOR PROPER FINISHING AND CONSOLIDATION, THE USE 10M 240 220 200 364 325 300 300 300 300 8. CONSTRUCTION JOINTS NOT DETAILED ON THE DRAWINGS TO BE APPROVED BY FABRICATION. SHOW ALL MATERIAL SPECIFICATIONS, SIZES AND CONNECTIONS.
(10") (9") (8") (14") (13") (12") (12") (12") (12") THE ENGINEER PRIOR TO CONSTRUCTION.
OF A SUPERPLASTICIZER ADMIXTURE MAY BE NECESSARY. THE CONTRACTOR SHOULD REVIEW THE
340 310 280 515 461 421 389 364 343 GLULAM CONNECTIONS
PLACING METHODS WITH THE CONCRETE SUPPLIER AND PLACER TO DETERMINE WHERE A 15M
(14") (12") (11") (20") (18") (17") (15") (14") (14")
CONDUITS, PIPES AND SLEEVES 9. TYPICAL CONNECTIONS FOR GLULAM BEAMS ARE INDICATED ON THE STRUCTURAL DRAWINGS. DRAWING INDEX
SUPERPLASTICIZER WILL BE REQUIRED TO ELIMINATE VOIDS, HONEYCOMBING ISSUES AND TO 9. PLACE CONDUIT, PIPES AND SLEEVES NEAR CENTER OF SLAB OR BEAM
420 375 345 628 562 513 475 444 419 MODIFICATION OF THESE MAY BE REQUIRED TO SUIT VARIOUS BEAM SIZES AND CONDITIONS. WEILER SMITH BOWERS
PROVIDE THE REQUIRED FINISH. 20M BETWEEN LAYERS OF REINFORCEMENT: SUBMIT SHOP DRAWINGS FOR ALL CONNECTION DETAILS. INCLUDED IN
(17") (15") (14") (25") (22") (20") (19") (17") (16") CONSULTING STRUCTURAL ENGINEERS
5. FOR CLASS C4 EXPOSURE, THE REQUIREMENT FOR AIR ENTRAINMENT IS WAIVED WHERE A STEEL MINIMUM SPACING: 3 DIAMETERS 10. FABRICATION AND SUPPLY OF ALL MATERIALS AND PLATES FOR CONNECTION OF GLULAM SHEET SHEET NAME ISSUE
TROWELLED FINISH IS REQUIRED. 25M 540 485 445 1014 907 828 767 717 676 MAXIMUM 2 LAYERS MAY CROSS AT ONE LOCATION
(21") (19") (17") (40") (36") (33") (30") (28") (27") MEMBERS TO BE BY GLULAM SUPPLIER, UNLESS NOTED OTHERWISE ON DRAWINGS. S1 SPECIFICATIONS Y 118-3855 HENNING DR.
MAXIMUM SIZE: 1/4 CONCRETE SLAB THICKNESS OR MINIMUM
6. REJECT ALL CONCRETE WHEN TIME BETWEEN BATCHING AND PLACING EXCEEDS 2 HRS. TOPPING THICKNESS S2A LEVEL P2 PLAN - WEST Y BURNABY B.C. TEL: (604) 294-3753
30M 640 575 525 1203 1076 983 910 851 802
7.
8.
DO NOT ADD WATER TO THE CONCRETE ON SITE UNLESS AUTHORIZED BY THE ENGINEER.
CONSOLIDATE ALL CONCRETE USING MECHANICAL VIBRATORS.
(25")
765
(23")
685
(21")
630
(47")
1437
(42")
1285
(39")
1173
(36")
1086
(34")
1016
(32")
958
10. MAXIMUM CROSS SECTIONAL AREA OF CONDUITS, PIPES, SLEEVES:
BEAMS, SLABS: 4% OF AREA
MID-RISE WOOD FRAME NOTES S2B
S3A
LEVEL P2 PLAN - EAST
LEVEL P1 / BLDG 4 LEVEL 1 - WEST
Y
Y
CANADA V5C 6N3
E-MAIL
FAX: (604) 294-3754
wsb@wsb-eng.com
35M COLUMNS: NOT PERMITTED UNLESS APPROVED BY ENGINEER 1. SHRINKAGE RATED MATERIALS
9. SAWCUT CONTROL JOINTS FOR SLABS ON GRADE AS SOON AS POSSIBLE AT (30") (27") (25") (57") (51") (46") (43") (40") (38") S3B LEVEL P1 / BLDG 4 LEVEL 1 - EAST Y
a. TYPE 1 - MOISTURE CONTENT (MC) - NO LIMIT: SEAL
MAXIMUM 20'-0" SPACING OR AT LOCATIONS SHOWN ON DRAWINGS. 11. ADD REINFORCEMENT OR RELOCATE CONDUIT, ETC. AT POINTS OF CONGESTION i. NO LIMITON MOISTURE CONTENT. S4A LEVEL 1 / BLDG 4 LEVEL 2 - WEST Y
10. INSTALL CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS OR AS DIRECTED BY THE ENGINEER. AS DIRECTED BY ENGINEER. ii. SAWN LUMBER OR WOOD FRAMING MATERIAL PREPARED IN A MANUFACTURING
11. PROTECT CONCRETE FROM ADVERSE WEATHER CONDITIONS IN ACCORDANCE WITH CSA A23.1
SPLICES FOR REINFORCEMENT PROCESS THAT DOES NOT PROVIDE FOR MOISTURE CONTROL ON THE DELIVERED
WOOD PRODUCT ONLY.
S4B
S5
LEVEL 1 / BLDG 4 LEVEL 2 - EAST
BUILDING 4 LEVEL 3 SLAB PLAN
Y
Y
OR AS DETERMINED BY THE ENGINEER. WHERE SPLICES ARE DIMENSIONED ON THE DRAWINGS, SUCH DIMENSIONS SHALL APPLY.
12. CONSTRUCT FORMWORK IN ACCORDANCE WITH WCB REGULATIONS AND CSA S269.3.
USE TENSION AND COMPRESSION SPLICES AT LOCATIONS INDICATED ON THE DRAWINGS.
USE TENSION SPLICE WHERE NO SPLICE TYPE IS INDICATED ON THE DRAWINGS.
STRUCTURAL STEEL b. TYPE 2 - MC ≥ 19%:
i. KILN DRIED SAWN LUMBER - 19% MAXIMUM MOISTURE CONTENT AT TIMEOF DELIVERY
S6
S7
BUILDING 3 LEVEL 3 SLAB PLAN
PHASE 2 CANOPY PLANS
Y
Y
FORMWORK DESIGN IS THE RESPONSIBILITY OF THE CONTRACTOR. 1. FABRICATE AND ERECT STRUCTURAL STEEL TO CSA S16. TO THE PROJECT SITE.
LENGTHS: mm. (inches) ii. SAWN LUMBER OR WOOD FRAMING MATERIAL PREPARED IN A MANUFACTURING S8 PHASE 2 CANOPY FRAMING PLANS Y
CONCRETE TESTING 2. PROVIDE STRUCTURAL STEEL TO CSA G40.21 WITH THE FOLLOWING GRADES: PROCESS INCLUDING PLYWOOD, OSB, LVL, PARALLAM, TIMBERSTRAND, I-JOIST AND S9 PHASE 2 CANOPY DETAILS Y
13. TEST CONCRETE IN ACCORDANCE WITH CSA A23.2. TENSION SPLICE (CLASS B) WIDE FLANGE BEAMS AND COLUMNS 50W SIMILAR PRODUCTS THAT PROVIDE FOR MOISTURE CONTROL ON THE S11 BUILDING 3 LEVEL 2 FRAMING PLAN Y
CHANNELS AND ANGLES 44W DELIVERED WOOD PRODUCT ONLY.
14. PROVIDE CONCRETE FOR AND CO-OPERATE IN THE PREPARATION OF TEST CONCRETE STRENGTH (MPa) S12 BUILDING 3 LEVEL 3 FRAMING PLAN Y
CYLINDERS. TAKE THREE CYLINDERS FOR EVERY 75 CU METERS OR LESS OF HSS SECTIONS (CLASS C) 50W c. TYPE 3 - MC ≤ 12%:
CONCRETE PLACED. MINIMUM ONE TEST OF THREE CYLINDERS FOR EACH POUR. BAR COMP. STRUCTURAL BARS AND PLATES 44W i. KILN DRIED SAWN LUMBER - 12% MAXIMUM MOISTURE CONTENT AT TIME S13 BUILDING 3 LEVEL 4 FRAMING PLAN Y
SIZE SPLICE 20 25 30 35 40 45 MISCELLANEOUS STEEL 36W or 44W OF DELIVERY TO THE PROJECT SITE. S14 BUILDING 3 LEVEL 5 FRAMING PLAN Y
15. PROVIDE FULL TIME TESTING FOR POST-TENSIONED CONCRETE AND SUSPENDED ii. WOOD FRAMING MATERIALS PREPARED IN A MANUFACTURING PROCESS
PARKING SLABS IN ACCORDANCE WITH CSA A23.1. 10M 330 473 423 390 390 390 390 PIPE COLUMNS ASTM A53 GR.B S15 BUILDING 3 LEVEL 6 FRAMING PLAN Y
(19") (17") ERECTION BOLTS - MIN 3/4" DIA. ASTM A325 INCLUDING PLYWOOD, OSB, LVL, PARALLAM, TIMBERSTRAND, I-JOIST
(13") (15") (15") (15") (15") AND SIMILAR PRODUCTS THAT PROVIDE FOR MOISTURE CONTROL ON S16 BUILDING 3 ROOF FRAMING PLAN Y
15M 470 670 599 ANCHOR BOLTS (UNO) 36W OR ASTM F1554 THE DELIVERED WOOD PRODUCT NOT EXCEEDING 12%
547 506 474 446 S21 BUILDING 4 LEVEL 3 FRAMING PLAN Y
(19") (26") (24") (22") (20") (19") (18") GALVANIZING G164 iii. ENDS OF MEMBERS ARE RECOMMENDED TO BE COATED OR OTHERWISE S22 BUILIDNG 4 LEVEL 4 FRAMING PLAN Y
FORMING AND STRIPPING 20M 570
(23")
816
(32")
730
(29")
666
(26")
617
(24")
577
(23")
544
(21")
3. DESIGN OF CONNECTIONS BY STEEL FABRICATOR UNLESS DETAILED ON THE DRAWINGS. USE
MIN. 2 BOLTS PER CONNECTION AND DESIGN FOR BEARING CONNECTIONS WITH THREADS
PROTECTED FROM MOISTURE ABSORPTION DURING STORAGE, HANDLING
AND INSTALLATION UNTIL PROTECTED FROM THE ENVIRONMENT BY
S23 BUILDING 4 LEVEL 5 FRAMING PLAN Y
EGBC PERMIT TO PRACTICE # 1000460
1. DESIGN FORMWORK TO WCB REGULATIONS AND CSA S269.3 BY B.C. INCLUDED IN SHEAR PLANE. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM S24 BUILDING 4 LEVEL 6 FRAMING PLAN Y
PROFESSIONAL ENGINEER INCLUDING ALL REQUIREMENTS FOR RESHORING.. 1319 1179 WATER TIGHT CONSTRUCTION.
25M 740 1077 997 932 879 END SHEAR CONNECTIONS FOR 60% OF THE TOTAL UNIFORMLY DISTRIBUTED FACTORED LOAD
DO NOT POUR CONCRETE UNTIL FORMWORK INSPECTED AND CERTIFIED BY (29") (52") (46") iv. IT IS RECOMMENDED THAT WOOD BEAMS AND COLUMNS BE WRAPPED S25 BUILDING 4 ROOF FRAMING PLAN Y PROJECT
(42") (39") (37") (35") FOR THE GIVEN SPAN, AS GIVEN IN THE CISC HANDBOOK OF STEEL CONSTRUCTION.
THE FORMWORK ENGINEER. FOR WEATHER PROTECTION DURING STORAGE, HANDLING AND S31 TYPICAL CONCRETE DETAILS Y
2. MINIMUM CONCRETE STRENGTH FOR STRIPPING AS DETERMINED BY FIELD
30M 870
(34")
1564
(62")
1399
(55")
1277
(50")
1183
(47")
1106
(44")
1043
(41")
4. TIGHTEN ALL BOLTS WITH IMPACT WRENCH. INSTALLATION UNTIL PROTECTED FROM THE ENVIRONMENT BY WATER
TIGHT CONSTRUCTION. S32 TYPICAL CONCRETE DETAILS Y HAYER TOWN CENTRE
5. PROVIDE CONTINUOUS 35 MPa NON-SHRINK GROUT BED BENEATH BASE PLATES AND OTHER S33 TYPICAL CONCRETE DETAILS Y
CURED CYLINDERS OR OTHER METHODS APPROVED BY THE ENGINEER:
WALLS + COLUMNS: 12 MPa (1750 psi)
35M 1050
(41")
1868
(74")
1671
(66")
1525
(60")
1412
(56")
1321
(52")
1245
(49")
CONNECTIONS BEARING ONTO CONCRETE.
6. FRAME OPENINGS IN STEEL DECK GREATER THAN 18" WITH L 3 1/2 x 3 1/2 x 1/4 MINIMUM.
2. VERTICAL STUDS TO BE MINIMUM TYPE 2 MATERIAL FOR ALL LEVELS.
3. THE BOTTOM FOUR WOOD FRAMED FLOORS, WITH THE EXCEPTION OF STUDS, TO BE S34 TYPICAL CONCRETE DETAILS Y PHASE 2
SLABS, BEAMS: 17 MPa (2500 psi) CONSTRUCTED OF TYPE 3 SHRINKAGE RATED MATERIALS. THE UPPER TWO FLOORS S35 TYPICAL CONCRETE DETAILS Y
7. SUPPLY ALL EMBEDDED METAL CONNECTORS SHOWN ON DRAWINGS. AND ROOF MAY BE CONSTRUCTED OF TYPE 2 OR BETTER SHRINKAGE RATED MATERIALS.
3. SUBMIT RESHORING DRAWINGS FOR REVIEW FOR IMPACT ON STRUCTURE BEFORE STRIPPING. NOTES: MULTIPLY ABOVE VALUES BY: 1.5 EPOXY COATED BARS S36 SECTIONS AND DETAILS Y
DO NOT REMOVE RESHORES UNTIL FULL CONCRETE DESIGN STRENGTH IS ATTAINED. 8. PAINT STEEL SURFACES INTENDED FOR HEATED INTERIOR AREAS WITH ONE COAT OF PRIMER 4. WHERE SHRINKAGE RATED ELEMENTS TYPE 2 OR 3 ARE USED, PRODUCT MANUFACTURERS
1.3 TOP REINF. TO CISC/CPMA 1-73A. USE ONE COAT OF EXTERIOR APPROVED PRIMER FOR ALL STEEL TO PROVIDE PRODUCTION CERTIFICATED AND/OR SITE VERIFICATION OF MOISTURE S37 TYPICAL WOOD FRAME DETAILS Y 7635 - 200 STREET
WSB REVIEW IS NOT FOR DESIGN OF FORMWORK, SHORING, OR RESHORES, BUT FOR IMPACT 1.7 EPOXY TOP REINF.
OF LAYOUT ON THE STRUCTURE ONLY. SURFACES EXPOSED DIRECTLY TO WEATHER AND FOR STEEL IN UNHEATED BUT COVERED CONTENT AT THE TIME THE MATERIALS ARE DELIVERED TO THE PROJECT SITE. S38 TYPICAL WOOD FRAME DETAILS Y LANGLEY, BC
AREAS SUCH AS CANOPIES. PRIMERS MAY BE EXCLUDED ONLY WHERE SPRAYED FIRE MATERIALS ARE FURTHER REQUIRED TO BE INSPECTED BY THE MATERIALS CONSULTANT
4. RESHORES TO REMAIN IN PLACE IF CONSTRUCTION LOADS EXCEED FLOOR/ROOF
DESIGN LOADS OR DEFLECTION CRITERIA.
DRILLED EXPANSION AND ADHESIVE ANCHORS PROOFING IS SPECIFIED OR SPECIFICALLY APPROVED BY THE OWNER AND THE ENGINEER. OR THE BUILDING ENVELOPE CONSULTANT AT THE TIME OF DELIVERY.
5. SHRINKAGE DUE TO MOISTURE CHANGES, CREEP DEFLECTION, COMPRESSION
S39
S40
WOOD FRAME SHEAR WALL SCHEDULE - BLDG 3
WOOD FRAME SHEAR WALL SCHEDULE - BLDG 4
Y
Y
DRAWING

5. CAMBER SPECIFIED ON THE STRUCTURAL DRAWINGS IS THE CAMBER REQUIRED PRIOR TO

1. FIELD DRILLED EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT 1, UNLESS NOTED OTHERWISE
ON DRAWINGS. INSTALLATION TO CONFORM TO MANUFACTURER'S REQUIREMENTS.
9. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE APPROVAL PRIOR TO FABRICATION.
SHOW ALL DETAILS, INCLUDING FIELD WELDS, AND MATERIAL SPECIFICATIONS. PERPENDICULAR TO GRAIN ETC.
a. POTENTIAL SHORTENING DUE TO SHRINKAGE PLUS OTHER FACTORS PER FLOOR LEVEL
S41 TYPICAL STEEL DETAILS Y SPECIFICATIONS
FORMWORK REMOVAL. TO MEET THE CAMBER SPECIFIED ON THE STRUCTURAL DRAWINGS SHOP DRAWINGS TO BE SEALED BY A B.C. PROFESSIONAL ENGINEER FOR DESIGN OF CONNECTIONS. ESTIMATED TO BE 1/2" PER FLOOR.
2. ADHESIVE FOR FIELD DRILLED ANCHOR RODS INTO CONCRETE SHALL BE HILTI HIT-HY 200.
ADDITIONAL CAMBER OF FORMWORK MAY BE REQUIRED. b. OVERALL BUILDING POTENTIAL SHORTENING DUE TO SHRINKAGE PLUS OTHER FACTORS
ADHESIVE FOR FIELD DRILLED ANCHOR RODS INTO CONCRETE BLOCK SHALL BE HILTI HIT-HY 270. WELDING ESTIMATED TO BE 3".
APPLICABLE CSA REFERS TO
ADHESIVE FOR FIELD DRILLED REINFORCING BARS INTO CONCRETE SHALL BE HILTI HIT-RE 500V3. STANDARDS AND CODES: DRAWING NUMBER
6. THE NUMBER OF LEVELS OF RESHORES REQUIRED WILL DEPEND ON BOTH STRENGTH 10. WELD TO CSA W59 BY FABRICATORS QUALIFIED TO CSA W47.1. 6. SHRINKAGED COMPENSATORS TO BE INCORPORATED FOR ALL FLOOR LEVELS AS PART
AND DEFLECTION REQUIREMENTS. 3. INSTALL DRILLED IN ANCHOR RODS, REINFORCEMENT BARS, AND ADHESIVES IN ACCORDANCE OF THE SHEAR WALL ANCHOR SYSTEM, AND SHOULD PROVIDE A MINIMUM 1/2" TRAVEL A 23.1 - 14 IE: S7
WITH THE MANUFACTURER'S INSTRUCTIONS. OBTAIN TRAINING AND CERTIFICATION FOR INSTALLERS 11. WELD REINFORCEMENT STEEL TO CSA W186. USE WELDABLE REINFORCEMENT TO CSA A 23.2 - 14 7 09
G30.18 GRADE 400W. PER FLOOR. DRAWN DESIGNED
7. DESIGN LOADS ARE INDICATED ON THE STRUCTURAL DRAWINGS AND CAN BE USED FOR BY HILTI PRIOR TO INSTALLATION. A 23.3 - 14
CHECKING STRENGTH REQUIREMENTS. UNLESS NOTED OTHERWISE, LIVE LOAD REDUCTION 12. MINIMUM SIZE OF FIELD WELDS, 1/16" LESS THAN THE THICKNESS OF MATERIAL BUT NOT 7. SHEAR WALL ANCHOR SYSTEM IS LIMITED TO CONTINUOUS VERTICAL ROD HOLDOWN SYSTEMS CA TM / KV
4. HOLES DRILLED IN CONCRETE SHALL BE THE SIZE AND DEPTH SPECIFIED BY THE AS PROVIDED BY AUTOTIGHT, EARTHBOUND OR SIMPSON STRONGTIE. OTHER SYSTEMS MAY A 23.4 - 09 REFERS TO
AS PER SECTION 4.1.5.8 OF THE BUILDING CODE HAS BEEN USED. LESS THAN 1/4".
MANUFACTURER FOR EACH SPECIFIC ANCHOR. ALL HOLES SHALL BE CLEANED TO THE BE CONSIDERED UPON REVIEW OF THE STRUCTURAL ENGINEER, AND SHOWING EQUIVALENCY S 16 - 14 SECTION NUMBER
13. FIELD WELD ALL EMBEDDED METAL CONNECTORS AS SHOWN ON DRAWINGS. DATE CHECKED
8. DEFLECTION DUE TO CONSTRUCTION LOADING IS TO BE LIMITED TO L/360 U.N.O. MANUFACTURERS SPECIFICATIONS PRIOR TO ANCHOR INSTALLATION. TO ONE OF THE THREE SYSTEMS PERVIOUSLY MENTIONED. HOLDOWN STRAPS ARE S 136 - 12 IE: 709 JUL. 2022
PERMITTED FOR USE AT THE ROOF LEVEL ONLY. DB
5. FILL ALL ABANDONED HOLES WITH 30 MPa NON-SHRINK GROUT. 14. TOUCH UP ALL FIELD WELDS WITH PRIMER AFTER SLAG HAS BEEN REMOVED. S 304 - 14
9. SHORT TERM CREEP AND NUMBER OF THE LEVELS OF RESHORING MUST BE CONSIDERED IN 8. ALL SHEARWALLS AND LOADBEARING WALLS TO BE CONSTRUCTED OF D.FIR #2 OR BETTER S 413 - 14
DEFLECTION CALCULATIONS. FOR SOME SLABS IT MAY BE NECESSARY TO RELEASE
ALL LEVELS OF RESHORING AND REPORT PRIOR TO APPLYING CONSTRUCTION LOADS.
6. TESTING OF ANCHORS MAY BE REQUIRED AS DIRECTED BY THE ENGINEER OF RECORD. STUD AND PLATE MATERIAL, MEETING THE REQUIREMENTS OF SHRINKAGE RATED MATERIALS
NOTED ABOVE.
O 86 - 14 SECTION MARKERS PROJECT NUMBER- DRAWING NUMBER

9. I-JOIST FLANGES TO BE SCL MATERIAL HAVING A SPECIFIC GRAVITY EQUIVALENT TO D.FIR.

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:47:47 PM
20-172 S1
 23 22 21 20 19 18 17 ZONE SCHEDULE

MATCHLINE
19'-10" 21'-4" 26'-10" 7'-4" 54'-4" 39'-6"
TYPE REINFORCING
6-25M VERT. +
Footings = 24,886csf
Z1
PROPERTY LINE
3312 10M TIES @ 6" (12" WALL)
OR 10M @ 5" (10" WALL)
6" TYP.
Strip Footings = 5,897csf
Z2
8-25M VERT. +
10M TIES @ 6" Pad Footings = 8,642csf

10"
L = 25 ft L = 50 ft L = 54 ft L = 40 ft L = 18 ft
A WA = 249 sf WA = 558 sf
EL
.6
A = 563 sfWA = 641 sf
WA = 381 sf EL
WA = 441 sf WA = 197 sf
7
Z3
8-30M VERT. +
10M TIES @ 6" Core Footings = 10,347csf
4.6
6 .6
5.2 5.2 12-30M VERT. +
.6 Z4
7 EL 10M TIES @ 6"
Vertical = 26,570csf
13'-3"

SF2
12-30M VERT. +
Z5 10M TIES @ 8"
EL. 64.66
6" 1'-3 1/2" 18'-0" 9'-8 1/2" 16'-11" 4'-0 1/2"
Z6
6-20M VERT. + CIP = 15,538csf
B 10M TIES @ 6" (12" WALL & THICKER)

F3
Z7
OR 10M @ 5" (10" WALL)

10-25M VERT. +
Shotcrete = 7,094sf
10'-11"

F5 F5 F5 F5 10M TIES @ 5"

F5
Columns = 3,938csf

1
1'-0"
8-15M VERT. +
A = 196 sf

PC
A = 144 sf A = 144 sf A = 144 sf A = 144 sf A = 144 sf Z8 OR
WA = 127 sf 10M TIES @ 5" (10" WALL)

2'-0"

1'-6"
WA = 86 sf WA = 78 sf WA = 86 sf WA = 91 sf

1'-3"
WA = 76 sf WA = 90 sf WA = 159 sf
C WA = 112 sf WA = 112 sf WA = 112 sf WA = 112 sf WA = 112 sf OR @ 6" (12" WALL & THICKER)
3'-0" 36"Ø SUMP
Slab on Grade = 42,013
7'-6 1/2"

4
13

PC

PC

PC

PC
8
EL. 64.66 4-15M VERT. +

PC
SEE MECH.

PC
A = 263 sf TYP. Z9 10M TIES @ 4"
WA = 170 sf
Q3 = 14,006
4
PC
8-20M VERT. +
Z10 OR
WA = 102 sf 10M TIES @ 5" (10" WALL)
EL. 65.07
3'-0"
60"Ø SUMP OR @ 6" (12" WALL & THICKER)
Q4 = 14,719
7'-0"

SEE MECH. 1/8"x1"DP. SAWCUT OR ZIP STRIP CB

24'-0"

TYP. CONTROL JOINTS

F9 SLOPE DN AT COLUMN AND @12'-0" MAX. E/W.

EL. 64.40
CB
1'-4"
7'-5" 7'-0" 20'-8 1/2" 5'-11" 6'-11 1/2" 19'-8"
PAD FOOTING SCHEDULE - PHASE 2 Q5 = 13,288
6'-0" 1'-4"
WA = 1,216 sf

(ULS = 5220 PSF SLS = 3470 PSF)

F3
TYPE L W D REINFORCING (BOT. UNO)
L = 95 ft

F6 F6 F6 F6 F6

1'-0"
F5
F1 16'-0" 16'-0" 40" 20- 25M15.6 E/W

1
D

PC
A = 121 sf A = 121 sf A = 121 sf A = 121 sf A = 121 sf
11,696 sf
F2 15'-0" 15'-0" 38" 18- 25M14.6 E/W
1'-4" A = 196 sf WA = 77 sf A = 144 sf WA = 59 sf WA = 59 sf WA = 65 sf WA = 69 sf
WA = 102 sf WA = 87 sf F3 14'-0" 14'-0" 34" 15- 25M13.6 E/W

1'-0"
WA = 88 sf WA = 88 sf WA = 88 sf WA = 88 sf WA = 88 sf
1'-6"

WA = 158 sf WA = 112 sf

1
2

1'-6"

PC

PC

PC
PC
F4 13'-0" 13'-0" 30" 14- 25M12.6 E/W

4
PC

PC
F5 12'-0" 12'-0" 28" 19- 20M11.6 E/W
F2
F6 11'-0" 11'-0" 24" 17- 20M10.6 E/W
F7 10'-0" 10'-0" 20" 15- 20M09.6 E/W
19'-0"

F8 17'-0" 17'-0" 44" 24- 25M16.6 E/W

A = 225 sf F9 22'-0" 12'-0" 30" 25M@10" E/W T+B
WA = 102 sf 3'-0" 7'-5" 4'-0"
WA = 190 sf F10 18'-0" 18'-0" 48" 20- 30M17.6 E/W
4
PC
7'-4"

F7 F7 F7 F7
4'-0"

STRIP FOOTING SCHEDULE - PHASE 2

PC

PC

PC

1
A = 100 sf A = 100 sf A = 100 sf A = 100 sf

PC
1

1
E WA = 69 sf 16" WA = 69 sf WA = 69 sf WA = 59 sf
WA = 67 sf .6
5.2
7 WA = 59 sf
WA = 67 sf
WA = 65 sf
WA = 67 sf .6
5.2
7 WA = 69 sf
WA = 67 sf (ULS = 5220 PSF SLS = 3470 PSF)

1
EL EL

PC

PC

PC
Z2 Z2
3314 TYPE W D REINFORCING (BOT. UNO)
36" SF1 2'-0" 12" 2- 15M CONT. BOT. + 15M @ 16" DWLS ALT. HOOK
PROPERTY LINE

EL. 64.66 8" 36" DP. FTG. R/W SF2 3'-0" 12" 3- 15M CONT. BOT. + 15M @ 12" DWLS ALT. HOOK
WA = 1,734 sf36" 25M@10" E/W T+B
A = 1,250 sf SF3 4'-0" 12" 4- 15M CONT. BOT. + 15M03.6 @ 16" TRANSV. BOT. + DWLS TO
19'-0"

12" 12" MATCH WALL VERT.

UP WA = 445 sf SF4 5'-0" 14" 6- 15M CONT. BOT. + 15M04.6 @ 12" TRANSV. BOT. + DWLS TO
Z2 Z2
MATCH WALL VERTS
6

F6 F6 F6 F6 SF5 6'-0" 16" 5- 20M CONT. BOT. + 20M05.6 @ 14" TRANSV. BOT. + DWLS TO
.6

16"

4
64

1'-0"
PC
MATCH WALL VERTS.
1'-0"

F3

1
1

PC

2
PC
.
EL

PC
WA = 92 sf A = 121 sf A = 121 sf A = 121 sf A = 121 sf SF6 8'-0" 18" 8- 20M CONT. BOT. + 20M07.6 @ 10" TRANSV. BOT. + DWLS TO
WA = 69 sf EL WA = 69 sf WA = 59 sf WA = 59 sf WA = 65 sf WA = 69 sf
1'-9 1/2"

MATCH WALL VERTS.

F WA = 88 sf WA = 88 sf WA = 88 sf WA = 88 sf

1
.6
3'-0"

A = 196 sf

PC
SF7 3'-0" 12" 3- 15M CONT. BOT. + 15M @ 12" DWLS H1E (L-SHAPED)

PC

PC
1'-6"

4.6
WA = 102 sf 6 SF8 3'-6" 14" 3- 20M CONT. BOT. + 20M @ 8" DWLS H1E (L-SHAPED)
WA = 159 sf
4

CB
PC

SF9 4'-0" 16" 4- 20M CONT. BOT. + 25M @ 10" DWLS H1E (L-SHAPED) UNO ON
EL WALL SECTION
. 64
. 66 SF10 10'-0" 22" 7- 25M CONT. BOT. + 25M09.6 @ 12" TRANSV. + DWLS TO
48"Ø ELEV. SUMP MATCH WALL VERT.
12" 4" CONCRETE SLAB ON GRADE
TYP.

A = 569 sf
3'-0"

SEE MECH. (UNREINFORCED)

13,288 sf
24'-0"

EL. 65.07
WA = 385 sf 5'-0" 23'-0" ON COMPACTED GRANULAR MATERIAL.
CB
SEE GEOTECH REPORT FOR SUB-BASE.
36"Ø SUMP
SEE MECH. PARKING COLUMNS - PHASE 2 P2 WALL SCHEDULE
1'-4" 12'-8" 19'-9" 2'-0" 10'-10 1/2" 15'-11" UNO ON PLAN / SECTION
f'c = 30 MPa
TYP.
3'-0"

SIZE REINFORCING
SF7 7'-10" TYPE SIZE REINFORCING
F4 F5
5'-0"

15M @ 12" VEF.

1'-6"

F7 8-20M VERT. + 8"

A = 36"
221 sf PC1 12" x 24" + 15M @ 8" HEF.

2
2
PC

PC
10M TIES @ 12"
4

PC

PC
PC
PC

PC

G
4

1
F3 WA = 215 sf A = 169 sf A = 100 sf A = 144 sf A = 169 sf A = 144 sf 15M @ 12" VEF.
WA = 90 sf WA = 69 sf WA = 91 sf WA = 65 sf WA = 65 sf WA = 86 sf WA = 65 sf 8-25M VERT. + 10"
5'-11"

WA = 67 sf WA = 112 sf WA = 112 sf
1'-0"
+ 15M @ 10" HEF.

1'-6"
PC2

1'-0"
WA = 130 sf WA = 130 sf 12" x 24"
1'-0"
1'-6"

2 10M TIES @ 12"

VARIES 65.1
A = 196 sf EL . F5 15M @ 8" VEF.
SLOPE

WA = 92 sf A = 223 sf 72" DP. FTG. R/W 10-25M VERT. + 12"

SSU

F4
8'-0"

PC3 12" x 30" + 20M @ 8 HEF.

2:1

WA = 159 sf 30M@10" E/W T+B 10M TIES @ 12"

4

DN
PC

WA = 360 sf
19'-0"

12"

36" DP. FTG. R/W

SLOPE DN

20M @ 10" VEF.

WA = 1,863 sf 25M@10" E/W T+B PC4 12" x 36"
12-25M VERT. + 16"
+ 20M @ 6" HEF.
14'-4" 10M TIES @ 12"
VARIES F1
Z1
12"

F4 12-30M VERT. +
Z5 7 F6 PC5 12" x 36" 2 2023-03-17 ISSUED FOR TENDER
.27

13
65 5.2 72" 10M TIES @ 12"
.6
16

16

PC

4
. L WA = 2,201 sf 1 2022-09-02 ISSUED FOR BUILDING PERMIT

PC

12"

6"
EL
PC

PC

2
C

PC
A = 169 sf A = 121 sf A = 256 sf Z2 Z2 14-30M VERT. +
H
B

No DATE DESCRIPTION
WA = 88 sf WA = 88 sf WA = 69 sf 5WA
.27 = 115 sf WA = 92 sf PC6 12" x 42" 10M TIES @ 12"
16" WA = 130 sf WA = 88 sf EL
. 6 WA = 213 sf
2
PC

36" EL. 65.27

1'-4"
WA = 2,987 sf Z2 12-25M VERT. +
8"

PC7 16" x 36" 10M TIES @ 12"

SLOPE

A = 23 sf .27 NOTE: 2.5" COVER TO VERTS FOR

A = 916 sf 65

UP
DN

WA = 26 .
8" sf F4 EL 12"= 1,474 sf 12" 8" 4hr FIRE RATING

38'-0"
A
19'-8"

Z5
6 WA = 364 sf
12"

5.4
8"

.6 WA = 921 sf 10-20M VERT. + WEILER SMITH BOWERS

WA = 1,580 sf

F1
8

EL PC8 12" x 30"

PC

10M TIES @ 12"

A = 169 sf F4 CONSULTING STRUCTURAL ENGINEERS
L = 100 ft

Z1 F5
WA = 130 sf 36"
1'-11"

12-25M VERT. +

5
6'-1 1/4"

1'-11"
2'-2"

118-3855 HENNING DR.

16

8"

3
PC
F6 PC9 16" x 36"
2

PC
1'-8"

12"
PC

PC

10M TIES @ 12"

5'-6"

Z2 BURNABY B.C. TEL: (604) 294-3753

A = 169 sf A = 255 sf
A = 144 sf
11,595 sf
Z2
WA = 88 sf WA = 69 sf WA = 92 sf WA = 80 sf CANADA V5C 6N3 FAX: (604) 294-3754
A = 121 sf WA = 130 sf WA = 213 sf 10-20M VERT. +
J WA = 112 sf E-MAIL wsb@wsb-eng.com
8"

6 PC10 16" x 24"

PC
5.7 10M TIES @ 12"

1'-11"
.6 A = 29 sfWA = 88 sf

8
EL

10'-11"
14'-10" SEAL
3315 WA = 346 sf 6-20M VERT. +

9'-0"
PC11 18" Ø 10M TIES @ 12"
5'-0"

48"Ø SUMP OIL INTERCEPTOR

WA = 2,556 sf 17'-10" 21'-0"
RAMP UP TO P1

5
5.4 A = 74 sf 10" SF5 SEE MECH. SEE MECH. 16-20M VERT. +
16" L.6 SF5 3'-0" PC12 10" x SEE PLAN 10M TIES @ 10"
E
WA = 64 sf .27
SF10 . 65 TYP. 36"Ø SUMP
24'-0"

VARIES EL A = 778"sf 3614 SEE MECH. 16-25M VERT. +

EL. 65.07 EL. 65.07 PC13 12" x 48"
TYP.

38'-10"
3'-0"

WA = 605 sf CB CB 11'-11" 14'-8 1/2"

10M TIES @ 12"
SF10
0 8- 20M VERT. +
72" PC14
"

6.2 24" Ø
10

10M TIES @ 12"

L.6 F8 F2
12" E A = 170 sf
VARIES

SF6 25'-3 1/8"

3'-0" 16-30M VERT. +
WA = 99 sf PC15 12" x 48"
10"

TYP. 10M TIES @ 12"

12"

WA = 1,555 sf
6

5
4"

A = 370 sf A = 520 sf
PC

PC
Z2 Z2 A = 225 sf
K WA = 163 sf PH2 WA = 227 sf WA = 69 sf A = 288 sf
WA = 103 sf WA==190
92 sf PC16 16" x 30"
10-25M VERT. +
WA sf 10M TIES @ 12"
1'-1"

WA = 2,642 sf
1

WA = 249 sf
PC

38'-0"

10"
3311 A = 1,366 sf NOTE: 2.5" COVER TO VERTS FOR
EGBC PERMIT TO PRACTICE # 1000460
4hr FIRE RATING
WA =EL.887
64.68sf
PH2 * STAR DENOTES TIES @6" o/c PROJECT
.80 3311
66
SF2
EL
.
8" 16" 16" HAYER TOWN CENTRE
22'-8"

A = 28 sf
A = 55 sf PHASE 2
"
10

3301
UP

72" DP. FTG. R/W

WA 5 = 45 sf SF1 WA = 32 sf 30M@10" E/W T+B PHASE 2 LEVEL P2 PLAN
5.4 Z2 LEGEND 3/32" = 1'-0"
SF9 .6 SF9 Z2 SF9
EL EL. 65.27
VOID EL. TOF TOP OF FOOTING ELEVATION
27 27 7635 - 200 STREET
65. 65. 6 5.2 • REFER TO ARCH DWGS. FOR ADITIONAL DIMENSIONS AND DETAILS FOR:
LANGLEY, BC
EL . EL . 7
1'-0"

SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS AND SLAB EDGES.

16"

Z2
12"

A = 422 sf A = 183 sf TOC TOP OF CONCRETE ELEVATION

STRUCTURAL DWGS. INDICATE RELATIVE SLAB OUTLINE ONLY.
DRAWING
WA = 292 sf WA = 149 sf
L L = 143 ft Z10 L = 45 ft
F PAD FOOTING
• FOOTINGS SYMMETRICAL AROUND WALL OR COLUMN. U.N.O.
PHASE 2
WA = 1,686 sf WA = 526 sf SF STRIP FOOTING
24'-0" 12'-0"
RD ROOF DRAIN
• DOWELS TO MATCH COLUMN AND WALL REINFORCING U.N.O.
LEVEL P2 PLAN
3316 3308
PROPERTY LINE
P PEDESTAL
• SF1 TYPICAL STRIP FTG. U.N.O.
WEST
• FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMODATE MECHANICAL OR
ELECTRICAL SERVICES. SEE MECHANICAL AND ELECTRICAL DRAWINGS DRAWN DESIGNED
FLOOR SLOPE (DOWN) CA TM / KV
FOR ELEVATIONS. SEE: FOOTING ADJACENT TO UNDERGROUND SERVICES DETAIL.
-6" FLOOR ELEVATION BELOW NOMINAL DATE CHECKED
• TOP OF FOOTING ELEVATION MIN. 1'-0" BELOW SLAB ON GRADE JUL. 2022
TYPICAL INTERIOR FTG. 1'-0" BELOW SLAB UNO DB
CB CATCH BASIN
PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:47:53 PM
20-172 S2A
 16 15 14 13
Footings = 19,570csf ZONE SCHEDULE

PHASE 2
PHASE 1
MATCHLINE
23'-1" 22'-0" 79'-2" Strip Footings = 2,618csf TYPE REINFORCING
6-25M VERT. +
Z1

PROPERTY LINE
Pad Footings = 12,458csf 10M TIES @ 6" (12" WALL)
OR 10M @ 5" (10" WALL)
6" TYP.

Core Footings = 4,494csf Z2

8-25M VERT. +
10M TIES @ 6"
3312
L = 22 ft 8-30M VERT. +

WA = 48 sf
Z3 10M TIES @ 6"
A A = 241
WA 71 sfsf

L = 4 ft
WA = 53 sf A = 4 sf
Vertical = 12,539csf

10"
7 L = 54 ft L = 76 ft L = 21 ft Z4
12-30M VERT. +
5.2 10" 10M TIES @ 6"
.6 WA = 9 sf WA = 601 sf A = 461 sf WA = 730 sf WA = 197 sf
EL

CIP = 4,946csf
13'-3"

EL WA = 313 sf 9 EL. 6 12-30M VERT. +

.6 .1 6. 38m Z5
6.
19 . 66 10M TIES @ 8"
EL
6-20M VERT. +

B
15'-11" 2'-2" 2'-10" 6'-9" 19'-10 1/2"
SF2
26'-7 1/2" 6'-0 1/2"
Shotcrete = 4,530csf Z6 10M TIES @ 6" (12" WALL & THICKER)
OR 10M @ 5" (10" WALL)

F3 F2 F2 F2 Columns = 3,063csf Z7
10-25M VERT. +
10M TIES @ 5"
10'-11"

F5 F5 F4
8-15M VERT. +
Z8 OR

3
10M TIES @ 5" (10" WALL)

PC
A = =144 A = 196 sf A = 225 sf A = 225 sf A = 225 sf
74 sf A = 144 sf A = =169
84 sf OR @ 6" (12" WALL & THICKER)
C WA sf
WA = 112 sf
WA = 63 sf
WA = 112 sf
WA sf
WA = 130 sf
WA = 69 sf
WA = 159 sf
WA = 79 sf
WA = 190 sf
WA = 79 sf
WA = 190 sf
WA = 79 sf
WA = 190 sf Slab on Grade = 26,351 4-15M VERT. +
1'-0"

1'-6"
1'-3"

1'-6"
8

1'-3"

4
Z9
PC

PC

PC

PC

PC

PC

PC
10M TIES @ 4"
F3 Q1 = 12,701sf Z10 8-20M VERT. + OR
10M TIES @ 5" (10" WALL)

42" DP. FTG.

R/W 30M@10" E/W BOT. 1/8"x1"DP. SAWCUT OR ZIP STRIP
Q2 = 13,650sf OR @ 6" (12" WALL & THICKER)
24'-0"

13'-0" 33'-0" CB EL. 65.96

+ 25M@10" E/W TOP CONTROL JOINTS
AT COLUMN AND @12'-0" MAX. E/W.
PAD FOOTING SCHEDULE - PHASE 2
26'-7 1/2" 3 1/2" 5'-3 1/2" 26'-7 1/2" 2'-8 1/2"
(ULS = 5220 PSF SLS = 3470 PSF)
TYPE L W D REINFORCING (BOT. UNO)

8'-0"
F4 F3 F1 16'-0" 16'-0" 40" 20- 25M15.6 E/W
F6 F5 F3
2'-0"

1'-6"
1'-3"

1'-3"
8"
F2 15'-0" 15'-0" 38" 18- 25M14.6 E/W

3
PC
1

D WA =181894
ft sf
PC

Z10 Z10 F3 14'-0" 14'-0" 34" 15- 25M13.6 E/W

A = 144 sf A = 169 sf A = 196 sf
2,750 sf WA==112
WA 73 sfsf A = 196 sf
WA = 105 sf 1'-0" WA = 59 sf

13,650 sf
WA==130
WA 69 sfsf WA = 78 sf
WA = 159 sf
F4 13'-0" 13'-0" 30" 14- 25M12.6 E/W

1
F5 12'-0" 12'-0" 28" 19- 20M11.6 E/W
WA = 159 sf UP

PC

3
3

4
PC
PC

PC
F6 11'-0" 11'-0" 24" 17- 20M10.6 E/W
13

8" 8" F5
PC

F7 10'-0" 10'-0" 20" 15- 20M09.6 E/W

42" 42" F8 17'-0" 17'-0" 44" 24- 25M16.6 E/W

8"
A = 1,562 sf
19'-0"

18 ft
F9 22'-0" 12'-0" 30" 25M@10" E/W T+B
WAZ10= 560 sf Z10 F10 18'-0" 18'-0" 48" 20- 30M17.6 E/W
Z10
SLOPE DN
EL. 66.19 * F5

1'-3"
F6 F6
STRIP FOOTING SCHEDULE - PHASE 2

3
F7 F7 *

PC
6"

8"

1
PC

PC
1

A = 121 sf A = 100 sf A = 144 sf A = 121 sf (ULS = 5220 PSF SLS = 3470 PSF)
PC

E .6
5.2
7 WA = 63 sf
WA = 88 sf
WA = 63 sf
WA = 67 sf
WA = 59 sf EL
.6
WA = 59 sf
WA = 112 sf
WA = 65 sf
WA = 88 sf TYPE W D REINFORCING (BOT. UNO)

1
1

PC

PC
PC

PC

PC

E 6.
7'-0"

19 F7 SF1 2'-0" 12" 2- 15M CONT. BOT. + 15M @ 16" DWLS ALT. HOOK
4'-7" 17'-0"
SF2 3'-0" 12" 3- 15M CONT. BOT. + 15M @ 12" DWLS ALT. HOOK
SF3 4'-0" 12" 4- 15M CONT. BOT. + 15M03.6 @ 16" TRANSV. BOT. + DWLS TO
5'-1 5/8" 18'-0 7/8" MATCH WALL VERT.
19'-0"

SF4 5'-0" 14" 6- 15M CONT. BOT. + 15M04.6 @ 12" TRANSV. BOT. + DWLS TO
MATCH WALL VERTS
F3 F2
F4 F4 SF5 6'-0" 16" 5- 20M CONT. BOT. + 20M05.6 @ 14" TRANSV. BOT. + DWLS TO
F6 F6 F7 F7 MATCH WALL VERTS.

3
PC
SF6 8'-0" 18" 8- 20M CONT. BOT. + 20M07.6 @ 10" TRANSV. BOT. + DWLS TO
A = 196 sf
2

A = 169 sf A = 225 sf MATCH WALL VERTS.

PC

A = 121 sf A = 100 sf A = 100 sf WA = 69 sf WA = 98 sf A ==175

WA 69 sf
sf WA = 87 sf
WA = 63 sf WA = 63 sf WA = 59 sf WA = 159 sf
F WA = 88 sf WA = 67 sf WA = 67 sf WA = 130 sf WA = 132 sf WA = 190 sf SF7 3'-0" 12" 3- 15M CONT. BOT. + 15M @ 12" DWLS H1E (L-SHAPED)

2'-0"

1'-6"
13
2

SF8 3'-6" 14" 3- 20M CONT. BOT. + 20M @ 8" DWLS H1E (L-SHAPED)
1'-3"

4
1'-3"
3

3
PC

PC

PC

PC
PC

PC
1'-0"

PC
F5 SF9 4'-0" 16" 4- 20M CONT. BOT. + 25M @ 10" DWLS H1E (L-SHAPED) UNO ON
WALL SECTION
9'-2 1/2" SF10 10'-0" 22" 7- 25M CONT. BOT. + 25M09.6 @ 12" TRANSV. + DWLS TO
MATCH WALL VERT.
4" CONCRETE SLAB ON GRADE
(UNREINFORCED)
24'-0"

EL. 65.96
ON COMPACTED GRANULAR MATERIAL. CB
SEE GEOTECH REPORT FOR SUB-BASE.
PARKING COLUMNS - PHASE 2 P2 WALL SCHEDULE
3'-10 1/2" 6" 26'-7 1/2" 28'-7" UNO ON PLAN / SECTION
f'c = 30 MPa
SF8 SIZE REINFORCING
TYPE SIZE REINFORCING
F2 8m
F3 F3 F3 F3 6.3 15M @ 12" VEF.
EL. 6 .6 8-20M VERT. + 8"
EL
1'-6"

+ 15M @ 8" HEF.

1'-6"
1'-3"

6.19 PC1 12" x 24"

10"
A =L 91 sf ft
= 21 10M TIES @ 12"
7

7
PC

PC

G A = 225 sf A = 196 sf A = 196 sf A = 196 sf A = 196 sf WA

WA= =69225
sf sf 8-25M VERT. + 10"
15M @ 12" VEF.

WA ==158
WA 71 sfsf WA = 72 sf
WA = 94 sf WA = 94 sf WA = 81 sf PC2 12" x 24" + 15M @ 10" HEF.
WA = 159 sf 10M TIES @ 12"
WA = 190 sf WA = 159 sf WA = 159 sf
3

3
PC

PC

4
15M @ 8" VEF.
PC 10-25M VERT. + 12"
PC3 12" x 30" 10M TIES @ 12"
+ 20M @ 8 HEF.
3304
19'-0"

20M @ 10" VEF.

12-25M VERT. + 16"
PC4 12" x 36" 10M TIES @ 12"
+ 20M @ 6" HEF.

F3 12-30M VERT. + 2 2023-03-17 ISSUED FOR TENDER

PC5 12" x 36"
8'-0"

F6 F6 10M TIES @ 12"

1 2022-09-02 ISSUED FOR BUILDING PERMIT
16

16

EL. 6
6.19
PC

PC

6.19 No DATE DESCRIPTION

PC

EL. 6
8"

Z2 A = 196 sf A = 121 sf A = 121 sf Z10 Z10 WA 24

= 3,052
ft sf Z10 PC6
14-30M VERT. +
1

H WA = 83 sf
WA = 159 sf
WA = 83 sf
WA = 88 sf
WA = 61 sf
WA = 88 sf
12" x 42" 10M TIES @ 12"
36" DP. FTG. R/W
7'-0" 7'-0"
EL. 66.19

36" Z10 25M@10" E/W T+B 12-25M VERT. +

PROPERTY LINE
36" PC7 16" x 36" 10M TIES @ 12"
8"

SLOPE DN NOTE: 2.5" COVER TO VERTS FOR

UP

4hr FIRE RATING

19 ft

A = 541 sf A = 353 sf A = 435

8" sf
19'-8"

10-20M VERT. + WEILER SMITH BOWERS

F8
WA
8" = 304 sf WA
12" =8"453 sf WA = 286 sf PC8 12" x 30" 10M TIES @ 12" CONSULTING STRUCTURAL ENGINEERS
F3 36"
F5 2:1
12-25M VERT. + 118-3855 HENNING DR.
SSU
1'-11"

16

PC9
2'-2"

16" x 36"
7

8"

BURNABY B.C. TEL: (604) 294-3753

2'-2"
PC

PC

10M TIES @ 12"

PC

A = 289 sf A = 144 sf A = 196 sf

12,701 sf Z10 3305 CANADA V5C 6N3 FAX: (604) 294-3754
8"

J
Z2

2,411 sf WA = 94 sf
WA = 249 sf WA = 83 sf
WA = 112 sf
WA = 81 sf
WA = 158 sf
Z10

Z10
A = 10"
352 sf
WA = 887 sf
L = 84 ft PC10 16" x 24"
10-20M VERT. +
10M TIES @ 12"

6-20M VERT. +
E-MAIL

SEAL
wsb@wsb-eng.com
8'-0"

WA = 245 sf PC11 18" Ø 10M TIES @ 12"

SF9 16-20M VERT. +

PC12 10" x SEE PLAN 10M TIES @ 10"
TYP.
3'-0"

48"Ø ELEV. SUMP

SEE MECH.
24'-0"

16-25M VERT. +
EL. 65.96 PC13 12" x 48" 10M TIES @ 12"
5'-1" 1'-2 1/2" 3'-7" 26'-7 1/2" CB 22'-4"
8- 20M VERT. +
PC14 24" Ø 10M TIES @ 12"
F2 F10
F1 F2 F2 F3 16-30M VERT. +
PC15 12" x 48" 10M TIES @ 12"
15
5

PC
PC

PC

PC

PC

K A = 256 sf
WA = 87 sf
A = 225 sf
WA = 87 sf
A = 225 sf
WA = 81 sf
A = 196 sf
WA = 81 sf A = 324 sf PC16 16" x 30"
10-25M VERT. +
10M TIES @ 12"
WA = 213 sf WA = 190 sf WA = 190 sf WA = 159 sf WA = 102 sf NOTE: 2.5" COVER TO VERTS FOR
10"

WA = 288 sf EGBC PERMIT TO PRACTICE # 1000460

1'-4"

4hr FIRE RATING

PROJECT
* STAR DENOTES TIES @6" o/c
HAYER TOWN CENTRE
PHASE 2
22'-8"

LEGEND
PHASE 2 LEVEL P2 PLAN 3/32" = 1'-0"
SF9
TOF TOP OF FOOTING ELEVATION 7635 - 200 STREET
• REFER TO ARCH DWGS. FOR ADITIONAL DIMENSIONS AND DETAILS FOR:
SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS AND SLAB EDGES. LANGLEY, BC
. 19 EL. 6 TOC TOP OF CONCRETE ELEVATION
A = 594 sf EL. 66 6.19 STRUCTURAL DWGS. INDICATE RELATIVE SLAB OUTLINE ONLY.
12"

DRAWING
F PAD FOOTING
WA = 356 sf PHASE 2
L L = 102 ft L = 50 ft SF STRIP FOOTING
• FOOTINGS SYMMETRICAL AROUND WALL OR COLUMN. U.N.O.

WA = 1,074 sf WA = 527 sf
RD ROOF DRAIN
• DOWELS TO MATCH COLUMN AND WALL REINFORCING U.N.O.
LEVEL P2 PLAN
PROPERTY LINE
3308
P PEDESTAL
• SF1 TYPICAL STRIP FTG. U.N.O.
EAST
• FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMODATE MECHANICAL OR
ELECTRICAL SERVICES. SEE MECHANICAL AND ELECTRICAL DRAWINGS DRAWN DESIGNED
FLOOR SLOPE (DOWN) CA TM / KV
FOR ELEVATIONS. SEE: FOOTING ADJACENT TO UNDERGROUND SERVICES DETAIL.
-6" FLOOR ELEVATION BELOW NOMINAL DATE CHECKED
• TOP OF FOOTING ELEVATION MIN. 1'-0" BELOW SLAB ON GRADE JUL. 2022
TYPICAL INTERIOR FTG. 1'-0" BELOW SLAB UNO DB
CB CATCH BASIN
PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:47:58 PM
20-172 S2B
 SLAB BAND SCHEDULE - PHASE 2 SEE DETAILS 3110 3111

TOP REINFORCING BOTTOM REINFORCING

23 22 21 20 19 18 17 IN ADDITION TO: ALTERNATE U.N.O.

MATCHLINE
BANDS LESS THAN 48" WIDE 2-20M CONT. BEND TO SUIT AT SLOPED SOFFITS.
BANDS 48" WIDE OR GREATER 4-20M CONT.
STAGGER ALL TOP BAR 2'-0" U.N.O.
19'-10" 21'-4" 26'-10" 7'-4" 54'-4" 39'-6"

T1 6-C20M07.4 T20 10-30M13.1 B1 6-25M29.6 + 4-25M18.0 CTR'D B20 8-25M21.4

PROPERTY LINE
T2 10-30M15.5 T21 12-25M13.11 B2 10-25M29.6 B21 12-35M24.7

EL. 67.43m EL. 68.10m EL. 68.10m T3 8-25M11.9 T22 8-25M08.5 B3 6-25M21.4 B22 10-25M26.3
WA = 156.12 sf
A T4 10-25M15.9 T23 10-35M15.9 B4 10-25M21.4 B23 10-25M13.1

T5 8-25M15.5 T24 14-35M16.4 B5 10-35M29.6 B24 9-35M32.6 + 8-35M24.7

13'-3"

20M15.9@8"
SLOPE DN T6 B6 B25

STAG. 1'-6"
10" 12-35M15.9 14-35M21.4 8-35M32.6 + 7-35M24.7

20M21.4+ 20M21.4+
EL. 67.43m
T7 8-30M11.9 B7 10-30M21.4 B26 6-25M x FULL LENGTH
B 20M15.9@8" ALT. FD
15M16.4@10"
FD FD 20M15.9
@10" ALT.
FD

15M18.0@8"
STAG. 1'-6"
STAG. 1'-6" T8
Beam Side/Slab Edge = 7,412csfB8
10-25M11.9 6-25M29.6 B27 10-30M27.6
10'-11"

T9 12-30M15.9 B9 20-35M29.6 B28 8-25M13.11

T1 T11 T9 T6 T10 T10 T10 T10
Beam Side = 5,248csf

4'-0"
C20M09.10@8"
15M09.10@14"

8'-0"
8S1 10S1 8S1 S1 S3 S1 14S1 14S1 14S1 14S1 14S1 14S1 14S1 14S1
15M11.9@14"

26"
WA = 305.33 sf 26" 24"
WA = 236.86 sf T10 14-30M15.9 B10 14-35M32.0 B29 10-25M11.9
C15M09.10+

C20M13.11+

C Slab Edge = 320csf

STAG. 1'-6"

4'-0"

8S5
B4 B15 B14 B13 B12 B12 B12
T11 10-25M12.6 B11 10-25M23.0 B30 12-35M29.6

STAG. 1'-6"
9'-9"
15M11.9@10"
Floating Forms = 1,844csf
@10"

4'-0" 4'-0"

B28

VARIES
20M

15M15.5
STEP 4'-6" 2'-6" 2'-6" STAG. 1'-6" 20M18.0@8"
9" 9'-9"
T6 STEP 10'-0" T12 12-30M16.4 B12 6-30M29.6 + 3-30M18.0 CTR'D B31 15-30M36.0

10"sf
30"± 22" 8" STAG. 1'-6"

= 9.16 sf
8"

@8"

12
8"±

S5
10"
S5
8" WAT = 111.2 sf 22"

PC
B5= 12.49
24" T13 10-35M16.4 B13 10-30M29.6 B32 6-25M24.7 + 3-25M15.5 CTR'D
15M17.0@8"

@16"
B9

B5
24'-0"

10" = 14.32 sf22"

15M
57" WA T STAG.
5'-0"

WA = 60.69 sf WA = 65.25 sf WA = 53.64 sf EL. 68.20m

Suspended Slab = 39,972sf
15M13.1

15M12.6
T 10"
T14 B14 B33

STAG.

STAG.
10" 10-30M11.9 10-30M31.0 12-25M29.0

@16"

@12"
P sf

B10

WA
4'-8" x 4'-8" MECH. SHAFT

S5 sf
WA
T1 8" 8"
11

S4

S5
WA = 25.82
C

TO SUIT
Q3 = 13,289sf

10"
TO SUIT

WA = 11.64
18"WA = WA
40 sf= 26.84 sf C15M10.5@10" 20M18.0@10" T15 10-35M11.9 B15 6-25M23.0 + 3-25M14.9 CTR'D B34 22-35M30.0
B7 T TO SUIT 11 1/2" STAG. 1'-6"
7'-7"

8" T16 10-25M13.1 B16 6-25M23.0 + 3-25M18.0 B35 12-30M23.0

Q4 = 13,538sf
STEP

T16 T16 TO SUIT T10 T9 T9 T9

4'-0"
10
32"±

1
PC
PC
D 10S1 T17

8'-0"
10S1 8-25M13.1 B17 18-35M32.6 B36 8-25M24.7

11,845 sf
T S1 10S1 10S1 10S1 10S1 10S1 10S1
20" WA = 86.51 sf 20" WA = 365.79
24" sf
TO SUIT
Q5 = 13,145sf

4'-0"
EL. 67.67m
5'-4"

TO SUIT

WA = 20 sf B19 B20 B21 B1 B1 B1 B1 T18 12-35M16.4 B18 12-30M24.7 B37 12-30M35.6

20M@8"

WA = 9.67 sf
15M13.11@14" 2-20M EA. SIDE
WA = 4.99 sf 2'-2 1/2"
12

STAG. 1'-6"

1'-0"
C15M10.5+ T19 12-25M15.9 B19 8-25M29.6 B38 8-20M08.5
PC
19'-0"

C15M15.5@10"
VARIES 18"
C15M15.5@10" 15M11.9@16"
Vertical = csf
10
PC

WA = 209.97 sf 15M11.9@16" STAG.

5'-10"
T9

WA
8" =T 27.47 sf

B11C1
STAG. 15M11.9@14" 8"
EL. 68.47m 8"

P
STAG. 1'-6"
PARKING COLUMNS - PHASE 2 STIRRUPS SLAB BAND
15M11.9@14"
STAG. 1'-6"
C15M11.9
@14" 2'-6" 2'-6" 2 1/2"
15M12.6@14"
STAG. 1'-6"
15M11.9@14"
STAG. 1'-6" CIP = csf
f'c = 30 MPa
TYPE REINFORCING
SEE PLAN

2'-6" 2'-6"
T17 T17 T2 T4 T4 T4

12S5
22"
Shotcrete
TYPE SIZE
= 2,113csf
REINFORCING

5'-0"
10S5 3'-0"
E B8 S1
10S1
WA = 397.67 sf
10S5 10S5
B8
10S5 10S5
B8
10S5 10S5
B8 5'-0" MAX
TYP UNO

7.5"
PC

16"
Z2 B3 Z2 B8 PC1 12" x 24"
8-20M VERT. + S1 15M @ 8" (6)
12

1
B11 10M TIES @ 12"
Columns = csf

SLAB BAND
15M15.9@12"

PC

SEE PLAN
T
STAG. 1'-6"

S2 15M @ 6" (8)

PROPERTY LINE

T
5'-6"

8-25M VERT. +

5'-4 1/2"
15M11.9@16"
B2

DN PC2 12" x 24"

24" 8"
12" EL. 68.66 12" 18" 3'-6" 15M@16" STAG. 10M TIES @ 12" 5'-0"
19'-0"

S5

8" 15M11.9@16" 12-30M27.6 STAG. 2'-0" 8" S3 15M @ 6" (6)

TOWA
SUIT= 41.57 sf EL
11.5"

STAG. 10-25M VERT. +

UP C15M@14" .6 PC3
16"

6.5"± 8 .5 12" x 30" 10M TIES @ 12"

Z2 Z2 20M18.0@10"
0 STAG. 1'-6" S4 15M @ 8" (8)
16-25M23.0
12-25M VERT. +
T1 T1 T9 T9 T9 PC4 12" x 36" 5'-0"

4'-0"
10M TIES @ 12"
S1 S5 15M @ 12" (6)
@14" ALT.

8S1 10S1 14S1

15M16.4+

8'-0"
12S1 14S1 12S1 12S1 12S1 12S1 12S1
15M13.1

WA =20"58.99 sf WA = SSU
129.78 sf WA = 354.7
24" sf
10

12-30M VERT. +
F
WA = 81.14 sf

PC5 12" x 36" NOTE:

4'-0"
PC

12S3
39" CRANK TO SUIT 10M TIES @ 12"
WA = 35.89 sf

1
T9

B27 B14TO SUIT B29 B1 B1 B1 B1

PC
PLACE 1st. STIRRUP 1/2 SPACE FROM SUPPORT.
15M15.9@12" C15M15.9 14-30M VERT. + SEE PLAN FOR EXTENTS OR NUMBER OF SETS
STAG. 1'-6" @8" 20M32.0@10" T FD FD FD FD
PC6 12" x 42" 10M TIES @ 12"

3'-8 1/2"
WA = 162.81 sf

4'-0" 4'-0" STAG. 2'-0" 3'-0" 3'-0"

11'-5 1/2"
C15M18.0 15M17.0@14" 15M17.0@8" 12-25M VERT. +
ZONE SCHEDULE
B10

STAG. 1'-6"
8'-0"

SLOPE DN
@12" STAG. STAG. PC7 16" x 36" 10M TIES @ 12"
WA = 64.22 sf
15M11.9

1'-7" VARIES

13,144.23 sf
24'-0"

PC

9" NOTE: 2.5" COVER TO VERTS FOR

S1

20" 9" 9" 15M@8"

WA = 22"
52 sf TYPE REINFORCING
@14"
12

15M@14"
4hr FIRE RATING
3'-10"

T 15M11.9@14" 1'-1 1/2" 19'-1 1/4" 9'-11 1/2" 7'-4 1/2"

10'-3 1/2"
9"
B13

4'-7 7/8" EL. 68.95 6-25M VERT. +

STAG. 1'-6" 10-20M VERT. +
5'-4"

WA = 2 sf 15M@14" 15M11.9@14" 15M11.9@14" 15M11.9@14" 15M10.5@14" PC8 12" x 30" Z1 10M TIES @ 6" (12" WALL)

12'-3 1/2"
WA = 163.42 sf 10M TIES @ 12"
2'-7 1/2"
PC

22'-3 1/2" STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" STAG. OR 10M @ 5" (10" WALL)
1

15M18.0@12" 20M18.0@10" 6" TYP.

2'-0" 12-25M VERT. +
66" 9" STAG. 1'-6" STAG. 1'-6" PC9 16" x 36"

UP
10M TIES @ 12" 8-25M VERT. +
Z2
15M@14"

10M TIES @ 6"

WA = 41.04 sf

T16 T6 T6 T4 T9 T6 T9
WA = 11.99 sf

4'-0"
9
6"

PC

10-20M VERT. +
G WA = 200.55 sf S5 S1 S1 S1 10S1 S1 PC10 16" x 24"

8'-0"
1
15M@16"

10M TIES @ 12" 8-30M VERT. +

PC

WA = 137.28
SSU sf WA = 152.04 sf
14S2 T TO SUIT
T WA = 384.38
26" sf Z3 10M TIES @ 6"

4'-0"
10S1

30"
57" 6-20M VERT. +
H2E

SSU 30" B19 B4 B30 B11 B11 B13 B13 PC11 18" Ø
2

10M TIES @ 12"

PC

12-30M VERT. +
T9
8"

8" 2'-2 1/2" Z4

8'-5"

C15M18.0 10" 10M TIES @ 6"

@10" 2'-3" 2-20M 22" 22" 22" 16-20M VERT. +
10S1

S5

S5

S5
B7
2'-6" 2'-6" 2'-6" 2'-6" 15M10.5@14" 2'-6" 2'-6" 22" PC12
10-C25M09.10

10" x SEE PLAN

19'-0"

BOT. 15M@16" 18" 15M10.5@14" 15M10.5@14" 10M TIES @ 10" 12-30M VERT. +
EXTRA TOP

T Z5
S5

B7

B7

B7

B7
B11

WA = 46.04 sf STAG. WA =T 42.46 sf STAG. WA = 34.97 sf STAG. 9" WA =T 35.0112"

sfWA =T 35.09 sf WA = 34.97 sf

S5
10M TIES @ 8"

1
8"

8" 9"

PC
9" 9"
A = 8.46 sf
1

9" 2'-6" T 16-25M VERT. +

PC
PC

2'-6" 2'-6"

PC
EL. 69.62m 3'-0" 3'-0" 2'-6" PC13 12" x 48"
C20M11.9 C15M 6-20M VERT. +

3'-6"
10M TIES @ 12"

1
WA = 274.09
Z1 sf T 22" 3 2023-03-17 ISSUED FOR TENDER
1

22"

PC
A = 4.32 sf Z6
12"

@10" @14"
5'-2"

10M TIES @ 6" (12" WALL & THICKER)

PC

WA = 2.54 sf
Z5 WA = 3,706 csf

1
2 2023-02-01 RE-ISSUED FOR BUILDING PERMIT
WA WA = 2 sfsf OR 10M @ 5" (10" WALL)

10"
= 173.48 EL. 68.66 T6 T21 T6 36" WA = 43.28
T6 sf T22 T22 T23 Z6 8- 20M VERT. +

4'-0"
PROVIDE T 28" PC14
20M19.8@10"

24" Ø
VARIES

36" 10M TIES @ 12" 1 2022-09-02 ISSUED FOR BUILDING PERMIT

8" 4-25M BLL 11.5" S1
STAG. 1'-6"

STEP

10-25M VERT. +

8'-0"
H No DATE DESCRIPTION
B2

WA==191.82
3,347 csf Z7
12

16"
WA = 20.22 sf WA sf 28" S2 WA = 415.41 S1
sf
5.5"

6-25M H2E 10M TIES @ 5"

WA = 36.27 sf
PC

Z10 T Z10
4'-0"
TO SUIT 16-30M VERT. +
11" A = 23.54
16" sf TO SUIT 8" Z2 Z2 S1 PC15 12" x 48" 10M TIES @ 12"
15M04.11 B38 B13 B35 B35 B30 B29 12"
8-15M VERT. +
@14" WA = 548.17 sf C15M09.10 Z8 OR
STAG. 1-6"

15M11.9@12" C20M06.6 10M TIES @ 5" (10" WALL)

12"

10-25M VERT. +
SSU 12S1
STAG. 1'-6" 11 1/2"
15M@16" @14" PC16 16" x 30"
15M11.9

@10"
2'-0"

STAG. 1'-6" 18" EL. 68.80 CRANK TO 10M TIES @ 12" OR @ 6" (12" WALL & THICKER)

8"
WA = 109.76 sf EL. 68.95 8" 3'-0" 3'-0" 3-C20M07.4
10" 15M@8" SUIT 15M10.5@16" NOTE: 2.5" COVER TO VERTS FOR
B11

B18
15M04.11@14"
@8"
10S1

S1

4-15M VERT. +
19'-8"

WA
T = 24.95 sf WA = 26.7 sf STAG. 4hr FIRE RATING Z9
12"

STAG. 1'-6" 15M@10" 8" CONC. WALL 4 HR 6'-9 3/8" 6-25M10.5 12" 10M TIES @ 4"
WEILER SMITH BOWERS
T4

Z5 Z1
2

STAR DENOTES TIES @6" o/c

@14" ALT.

WA = 16.32 sf

A = 8.46 sf R/W 15M@12" V. CTR'D + 20M@10" H. CTR'D *

PC

15M11.9@14" 8-25M18.0 15M@12" V. CTR'D

15M16.4+

EL. 68.95 8"

5'-0"
15M13.1

DN
UP
8"W. x 24" DP. T 7'-10" 18" STAG. 1'-6" STAG. 2'-0" + 15M@8" H. CTR'D CONSULTING STRUCTURAL ENGINEERS
R/W 2-20M BOT. WA = 274.08 sf Z10 8-20M VERT. + OR
8" T T19 10M TIES @ 5" (10" WALL)
T1 T20 T16 T20 T9 T5 T1 P1 WALL SCHEDULE 118-3855 HENNING DR.
6'-10"

4'-0"

+ 2-20M TOP 12"

3

3
15M@8"

PC

PC

Z2 OR @ 6" (12" WALL & THICKER)

8
2'-3"

1
8" 22" T BURNABY B.C. TEL: (604) 294-3753

PC
+ 2-15M@12" H.
PC
S1 S1 Z6

11,613.83 sf
Z2
8'-0"
8"

T UNO ON PLAN / SECTION

B28

1'-11"

22" + 10M@12" TIES WA = 141.66 sf 22" WAS1= 141.97 30"

sf S4 20"
WA = 126.53 sf
CANADA V5C 6N3 FAX: (604) 294-3754
PC

J
4'-0"

E-MAIL wsb@wsb-eng.com
SIZE REINFORCING

1
24"
12

VARIES

B35

PC
12" T B28 B15 B34 B1 B29
STEP

35"± 2-20M BOT. 15M @ 12" V. CTR'D SEAL

WA = 23.56 sf
59"

4'-0" 4'-0" 8"

1'-11"
WA = 32 sf
5'-2"

2'-3" + 15M @ 10" H. CTR'D

WA = 4,571 csf 15M18.0@12" C15M10.5
T1

C20M
WA = 118 sf T

TYP.
STAG. 1'-6" @12"

1'-0"
8" BLOCK WALL FULLY GROUTED

8-25M12.6
09.10 20M19.8@8" T 4 HR FIREWALL 15M @ 12" VEF.
10"
WA = 8 sf

0 @10" 5-25M10.5 + 15M @ 10" HEF.

50 STAG. 1'-6"
WA
70. = 50.05 sf
12" 1.1 SEE ARCH. 9"
10"

. 7 Z6 EL. 68.95 8-25M19.8 15M18.0@12"

. 12" L
EL STEP E 12" SLOPE DN

15M11.9@16"
STAG. 2'-0" FD STAG. 1'-6" 15M @ 10" VEF.
24'-0"

SLOPE 20M@12" 15MxL.V. 12"

DN BLL 8" CONC. WALL 4 HR 6-25M11.9 BOT. @12" + 20M @ 10" HEF.
3508 UP 12-35M24.7 15M17.0
EL. 68.95 R/W 15M@12" V. CTR'D + 3614
15M@12"

STAG.
3'-6" 2'-0" 7'-0" 2'-0" @14" 20M @ 10" VEF.
20M@10" H. CTR'D STAG. 16"
15M06.6@12" + 20M @ 8" HEF.
Z10 T Z10
12"

C15M10.5 15M18.0 C15M11.9 15M18.0@10"

BUL

STAG. 1'-6"
EL. 68.95 @10" @10" @10" STAG. 1'-6"
12" 3511 STAG. 1'-6"
T12 T4
4'-0" 4'-0"

WA = 2,125 csfS4
4

4
S1
PC PHASE 2

PC
10" WALL
K 8S1
8'-0"

Z6 R/W 15M@12" VEF.

20" T1 WA = 413.43 sf 28" 20" 6S1 8S1
+ 15M@8" HEF. T Z10 LEGEND LEVEL P1 / BLDG 4 LEVEL 1
VARIES

Z2 Z2 3/32" = 1'-0"
B17 B1
12"

10" CONC. 4 HR FIRE WALL TOC TOP OF CONCRETE ELEVATION EGBC PERMIT TO PRACTICE # 1000460
4-25M19.8

12"
5'-0"

R/W 15M@8" E/W + E/F 12" 15M@8" SSU SLOPE SOFFIT UP • REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:
2" CLR CONCRETE TO E/W BOT. 4'-0" SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK. PROJECT
EL 9"
8-C30M13.11

VERT @ EA. SIDE . 68 TUL TOP UPPER LAYER STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY
.8 0 m 8 .4 9
m .80 8-25M25.6 HAYER TOWN CENTRE
15M06.6@12"

6 m TLL TOP LOWER LAYER

20M@7"

"

EL. 6 EL. 6
10

STAG. 1'-6"

RAMP DN TO P2 16"
22'-8"

12"
8" FULLY GROUTED BUL BOTTOM UPPER LAYER DESIGN LOADS:
12" 4 HR FIREWALL 9" 16"
9" 9" BLL BOTTOM LOWER LAYER
PHASE 2
UP

SEE ARCH. EL. 68.80 T • INTERIOR PARKING + RAMP

Z2 T SLAB BAND TOP REINFORCING
C20M23.0@10" 15M19.8+ Z2 15M 15M19.8+ D.L. = SELF WEIGHT + 5 PSF
@14"
15M

ALT. HOOK 15M14.9 @8" 15M14.9 B SLAB BAND BOTTOM REINFORCING L.L. = 50 PSF
VOID 2-20M19.8 + POINT LOADS FROM ABOVE 7635 - 200 STREET
0 C20M26.3@7" @12" ALT. @12" ALT.
1.1 EXTRA TOP REINFORCING LANGLEY, BC
16"

.7 ALT. HOOK
EL • EXTERIOR PARKING / LOADING
BOTTOM REINFORCING DRAWING
D.L. = SELF WEIGHT + 50 PSF
L L = 135.76 ft Z10 L = 33.66 ft L.L. = 250 PSF
PHASE 2
12"

15M04.11@12" DENOTES: C15M03.11@16" TYP. UNO

12"

EL. 68.80m
WA = 1,692.54 sf STAG. 1'-6" WA = 419.6 sf C15M04.11@12" (10" SLAB & THICKER) • COMMERCIAL AREAS
D.L. = SELF WEIGHT + 15 PSF LEVEL P1/BLDG 4 LEVEL 1
36" SLABBAND OR SLAB THICKNESS
PROPERTY LINE L.L. = 100 PSF
+ POINT LOADS FROM ABOVE WEST
S DENOTES: LOCATION OF STIRRUPS DRAWN DESIGNED
• EXITS / COMMON AREAS AND STORAGE
CA TM / KV
D.L. = SELF WEIGHT + 5 PSF
INDICATES STEP IN SLAB OR SLABBAND L.L. = 100 PSF
DATE CHECKED
CONFIRM ALL STEPS WITH ARCHITECT'S JUL. 2022 DB
DRAWINGS. • LANDSCAPING
D.L. = SELF WEIGHT + 20 PSF PROJECT NUMBER- DRAWING NUMBER
COLUMN OR WALL TRANSFER L.L. = 340 PSF (2'-6" OF SOIL + GRAVEL MAX)
T

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:47:59 PM
20-172 S3A
 SLAB BAND SCHEDULE - PHASE 2 SEE DETAILS 3110 3111

TOP REINFORCING BOTTOM REINFORCING

IN ADDITION TO: ALTERNATE U.N.O.
16 15 14 13

PHASE 2
PHASE 1
BANDS LESS THAN 48" WIDE 2-20M CONT. BEND TO SUIT AT SLOPED SOFFITS.

MATCHLINE
BANDS 48" WIDE OR GREATER 4-20M CONT.
STAGGER ALL TOP BAR 2'-0" U.N.O.
23'-1" 22'-0" 79'-2"

T1 6-C20M07.4 T20 10-30M13.1 B1 6-25M29.6 + 4-25M18.0 CTR'D B20 8-25M21.4

PROPERTY LINE
T2 10-30M15.5 T21 12-25M13.11 B2 10-25M29.6 B21 12-35M24.7

T3 8-25M11.9 T22 8-25M08.5 B3 6-25M21.4 B22 10-25M26.3

WA = 3.61 sf
5'-0" 5'-0"
WA = 18.57 sf
A T4 10-25M15.9 T23 10-35M15.9 B4 10-25M21.4 B23 10-25M13.1
2'-1" 2'-11" 15M12.6@14"
STAG. 1'-6"
2'-10" 2'-2"
WA = 126.31 sf
Beam Side/Slab T5
Edge = 4,410csfT24 8-25M15.5 14-35M16.4 B5 10-35M29.6 B24 9-35M32.6 + 8-35M24.7

Beam Side = 3,967csf

13'-3"

T1

T1
T6 12-35M15.9 B6 14-35M21.4 B25 8-35M32.6 + 7-35M24.7
10" 20M@10" 10" 10" 20M@10"
Slab Edge = 150csf
10"
18" 20M@10" 18"

STEP
15M12.6@14" T7 8-30M11.9 B7 10-30M21.4 B26 6-25M x FULL LENGTH

10"
B4

B3
20M21.4+
WA = 26.43 sf WA = 33.04 sf

5"±
S5
T STAG. 1'-6" T
B 20M15.9
@10" ALT.
WA = 72.78 sf
WA = 2,997.32 sf
Floating Forms T8=300csf 10-25M11.9 B8 6-25M29.6 B27 10-30M27.6

TO SUIT

TO SUIT
15M09.0+
WA = 15"
4,137 csf EL. 69.23 15M@12" V. CTR'D EL. 69.23
C15M08.5 ± 15"±
Z6
10'-11"

@14" Z6 + 15M@8" H. CTR'D

T9 12-30M15.9 B9 20-35M29.6 B28 8-25M13.11

T2 TUL
T9 T8 TLL T8 TLL T2 T2 T2 T2 T2

4'-0"

8
1

PC
Z6
Suspended Slab = 28,157sf

PC

PC

PC
T10 B10 B29

T6 TUL
TO SUIT 14-30M15.9 14-35M32.0 10-25M11.9

8'-0"
24" 14S1 12S1 14S2 10S1 24" 10S1 10S1 10S1 10S1 10S1 10S1 10S1
WA = 153.82 sf WA
S1 = 68.59 sf WA = 80.43 sf WA sf
WA = 342.19 = 69 sf WA = 80.43 sf
C S1

4'-0"
B12 B4 Z6 B1 B7 B1 B1 B1 B1 T11 10-25M12.6 B11 10-25M23.0 B30 12-35M29.6

20M18.0@8"
FD
20M19.8@10" 20M19.8@10"
Q1 = 13,427sf T12 12-30M16.4 B12 6-30M29.6 + 3-30M18.0 CTR'D B31 15-30M36.0

Q2 = 14,730sf T13
TO SUIT

STAG. 1'-6" STAG. 1'-6" STAG. 1'-6"

10-35M16.4 B13 10-30M29.6 B32 6-25M24.7 + 3-25M15.5 CTR'D

S1
S5

12" FLAT SLAB TYP. UNO ON PLAN

15M17.0@8" 15M17.0@14" 15M17.0@14"
T (SLOPE TOP & SOFFIT)
24'-0"

STAG. 15M09.0+ STAG. STAG.

WA22" WA 24" 9"

STAG. 1'-6"
= 49.8 sf = 57.47 sf R/W 15M@12" E/W BOT. +
B2

T14 10-30M11.9 B14 10-30M31.0 B33 12-25M29.0

B5
C15M08.5 EXTRAS AS SHOWN

15M12.6
10" 9" 15M@12" V. CTR'D 15M04.11@14" 3-20M
@14" T 5'-0"
EL. 69.23 + 15M@8" H. CTR'D STAG. 1-6"

@14"
24" FD T15 10-35M11.9 B15 6-25M23.0 + 3-25M14.9 CTR'D B34 22-35M30.0
15M18.0@10" 15M18.0@12" 15M18.0@12" C15M11.9@12" 15M18.0@12"
STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" MP1-01 4'-0"
10-20M
Vertical = 24,099csf

3-20M
T16 10-25M13.1 B16 6-25M23.0 + 3-25M18.0 B35 12-30M23.0

3-20M
16.4

10-20M
T9 T9 TLL T15 TLL T14 T7 28" T18
CIP = 19,133 csf

4'-0" 4'-0"
S4 S1

8
T17

PC
B17 B36
T4 TUL

T6 TUL

8-25M13.1 18-35M32.6 8-25M24.7

18.0
D 10S1 12S1 12S1 10S1 8S1 18S2 8S1 8S1 B3 Z8

8'-0"
1,692.42 sf 24" WA = 164.27 sf TO SUIT
24"
T1
WA = 285.69 sf
T1 T Z8 WA
28" = 69 sf WA = 80.02 sf

18-20M18.0
S3

Z10

14,730.78 sf

1
Z10 B24
Shotcrete = 3,051csf
T18 B18 B37

PC
UP 12-35M16.4 12-30M24.7 12-30M35.6

2
B12 B22 B6 B23

SR
WA = 3,925 csf
15M12.6@14"
EL. 69.23 T19 12-25M15.9 B19 8-25M29.6 B38 8-20M08.5
FD STAG. 1'-6" DN 15M12.6@14" 16-20M16.4
Columns = 1,915csf

STAG. 1-6"
19'-0"

Z10 Z10 15M@16" 18" STAG. 1'-6"

15M04.11
15M11.9@16" 15M11.9@16" 15M11.9@16" MP1-01
57.09 sf TO SUIT B3

8"
S5

STAG. STAG. STAG. 18"

15M09.0+ WA 18"
= 27.47 sf WA = 38.45 sf WA = 27.5 sf

B20
@14"

S1
B3

8" C15M08.5 8" 20" 8" Z10 8" 8" 15M11.9 3-20M

3-20M
15M11.9@14" @14" 15M11.9@10" 15M11.9@14" @14"
PARKING COLUMNS - PHASE 2 STIRRUPS SLAB BAND

T3 TUL
8"

3-20M
20" 15M 10-15M10.5
STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" STAG. 1'-6"

10-20M
@16" SEE PLAN
T13 TUL

STAG. 1'-6" f'c = 30 MPa

18.0
T3 TUL

1
T3 TLL
2'-6" 2'-6"

T2 T4 TLL Z6 T3 T3 28" T18 TYPE REINFORCING

PC
1
TO SUIT 6S1 24" Z8 28"

PC
5'-0"

T
E 10S5 10S5
22"
10S1
WA = 136.6 10S1
10"sf
16S1 6S1
WA = 94.64 sf 10S1 WA = 185.54
S4 sf WA
S1 = 69 sf WA = 68.59 sf TYPE SIZE REINFORCING
5'-0" MAX
3'-0"

6-20M
B19 B22 B4 B26 28" B26 TYP UNO
1
PC 8-20M VERT. + S1

18.0
15M @ 8" (6)
Z6 EL. 69.23 15M10.5 B25 16-15M10.5 PC1 12" x 24" 10M TIES @ 12"
L = 232.00 ft

SLAB BAND
SEE PLAN
S1
@14" 5'-0" Z8 18" MP1-02 MP1-02 STAG. 1'-6"
B3 =

Z8 5'-0"
15M11.9@16" 15M@10" 15M11.9@14" STAG. 1'-6" 8-25M VERT. + S2 15M @ 6" (8)
TO SUITWA

B20
B20
STAG. 18" 18" 18" STAG. Z8 EL. 69.23 8" Z8 PC2 12" x 24" 10M TIES @ 12"
15M09.0+ WA = 27.47 sf WA = 27.47 sf 5'-0"
8" WA = 27.47 sf 15M@14" WA 18"= 27.59 sf
15M12.6@14"
19'-0"

15M18.0@24"

15M18.0@24"
18"
8" 8"
B3
S5

C15M08.5 STAG. 1'-6" T T 3-20M

S3 15M @ 6" (6)
@14" 10-25M VERT. +
20M18.0@10" 15M18.0@12" 15M18.0@12" 12-20M PC3 12" x 30"

3-20M
T 10M TIES @ 12"
16.4

CTR'D

CTR'D
STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" S4 15M @ 8" (8)

TYP.
3'-0"
12-20M
T9 T9 TLL T7 TLL T3 T3 T24 12-25M VERT. +
PC4
4'-0"

12" x 36"

SR
5'-0"
T5 TUL

TWA = 1,282 csf 10M TIES @ 12"

2

1
FD

18.0
T5 TUL

PC

PC

2
14S1 14S1 12S1 12S1 6S1 16S1 6S1 6S1 S4 S1 S5 15M @ 12" (6)
8'-0"

24" WA = 164.41 sf TO SUIT WA = 86.57 sf 24"WA = 68.6 sf WA = 192.18 sf Z8 WA = 65.57 sf WA = 80.43 sf

F

20-20M18.0
Z8 Z8 28" 12-30M VERT. +
4'-0"

Z6 PC5 12" x 36" NOTE:

3
3'-0" 10M TIES @ 12"

PC
B12 B22 B7 B28 B20 B24 PLACE 1st. STIRRUP 1/2 SPACE FROM SUPPORT.

3-20M
TYP.
15M09.10 4'-0" 15M09.10@14" 14-30M VERT. + SEE PLAN FOR EXTENTS OR NUMBER OF SETS
@14" STAG. 1'-6" 15M12.6@14" 16-20M16.4 PC6 12" x 42" 10M TIES @ 12"
4'-0" 5'-0"
MP1-03 MP1-03
S5

STAG. 8" 9" STAG. 1'-6"

S5
15M@12"

1'-6" Z6
18" 12" 18"
15M17.0@12" 15M17.0@14"
12-25M VERT. +
ZONE SCHEDULE P1 WALL SCHEDULE
B8

B8

PC7 16" x 36" 10M TIES @ 12"

10-25M x L.V.
15M@16"

2-20M BLL

EQ SPACED
STAG. STAG.
24'-0"

15M12.6@14"
B8

UNO ON PLAN / SECTION

B8

NOTE: 2.5" COVER TO VERTS FOR

22"

EA. SIDE 9"

9" WAsf= 53.64 sf
WA = 36.56 sfWA = 36.65 WA = 53.64 sf STAG. 1'-6" FD 4hr FIRE RATING TYPE REINFORCING
15M09.0+
EL. 69.23m
3-20M SIZE REINFORCING
C15M@12" 22" 6-25M VERT. +

3'-0"
C15M08.5@14" 10-20M VERT. +
xL.V. 2-15M PC8 12" x 30" Z1 15M @ 12" V. CTR'D
TO SUIT

Z6 10M TIES @ 12" 10M TIES @ 6" (12" WALL)

22'-6 3/8" WA = 339.85
E/S sf 9" 15M21.4@24"
OR 10M @ 5" (10" WALL)
8"
+ 15M @ 10" H. CTR'D
15M18.0@12" EXTRA
4'-6" 12" 12" FD STAG. 1'-6" 12-25M VERT. + 6" TYP.
UP

PC9 16" x 36" 10M TIES @ 12" 8-25M VERT. + 15M @ 12" VEF.

10"
10"
T9 T6 WA = 2,692 csf T19 T5 T5 T4 Z2 10M TIES @ 6" + 15M @ 10" HEF.
4'-0"
T5 TUL

PC
PC

PC

G 10-20M VERT. +
8"

TLL
3'-1 3/8"

8S1 PC10
8'-0"

16" x 24" 15M @ 10" VEF.

8
S1 S4 6S1 8S1 8S1 8S1 10S1 T1 10M TIES @ 12"
WA = 78.68 sf WA = 166.03 sf WA =sf215.18 sf
WA = 69.01 12"
14

WA = 80.43 sf 20" WA = 80.44 sf 8S1 L = 21.41 ft Z3

8-30M VERT. + + 20M @ 10" HEF.
PC

4'-0"

26" 30" Z9 10M TIES @ 6"

WA = 68.6
T sf TO SUIT T
B13 B31 B32 B1 B32 WA = 252.87 sf 6-20M VERT. +

20M12.6@12"
PC11 18" Ø 10M TIES @ 12" 16"
20M @ 10" VEF.

STAG. 1'-6"
C20M@10" 12-30M VERT. +
S5

20M18.0@10" 5'-0" Z4 + 20M @ 8" HEF.

xL.V. 4'-0" 10M TIES @ 6"
B7

STAG. 1'-6"
WA = 68.6 sf

2'-6" 22" 2'-6" TO SUIT PC12

16-20M VERT. +
19'-0"

15M10.5 15M10.5@16" 10" x SEE PLAN 10M TIES @ 10"

18" T 12-30M VERT. +
WA =T 32.47 sf @14" 9" WA = 22.48 sf STAG.
1

Z5
4'-6"

FD C15M08.5
B3

2-C20M07.4
PC

9" 8" 10M TIES @ 8"

STAG. 5'-0" 15M09.0+ +15M H2E @12" 16-25M VERT. + 3 2023-03-17 ISSUED FOR TENDER
19'-1 1/4" C15M08.5@14" 15M11.9@14" 15M11.9@12" C15M08.5 15M11.9@14" PC13 12" x 48" 10M TIES @ 12" 6-20M VERT. + 2 2023-02-01 RE-ISSUED FOR BUILDING PERMIT
STGA. 1'-6" STGA. 1'-6" @14" STGA. 1'-6" EL. 69.23m Z6 10M TIES @ 6" (12" WALL & THICKER) 1 2022-09-02 ISSUED FOR BUILDING PERMIT
T23 Z6 30" T6 T4 8- 20M VERT. + OR 10M @ 5" (10" WALL) LEGEND
4'-0"

28" TO SUIT PC14

3'-0" 3'-0"

3'-0" 3'-0"
Z6 T5
1

T5 T5 T1 24" Ø
8"

T B36 No DATE DESCRIPTION

PC

Z9 10M TIES @ 12"

WA = 728.13 sf TOC TOP OF CONCRETE ELEVATION
8'-0"

H WA =TWA = 14.13
92.39 sf sf WA =L 162.31
= 47.43
S4 sfft WA = 66.63 sf 20" WA = 209.54 sf 20"
Z7
10-25M VERT. +
10M TIES @ 5" SSU SLOPE SOFFIT UP
4'-0"

S1 4'-0" B32 B19 Z10 Z10 B19 16-30M VERT. +

TO SUIT B37 Z10 EL. 69.23 PC15 12" x 48" 10M TIES @ 12" TUL TOP UPPER LAYER
B37 Z10
WA = 15M@14"
3,042 csf Z8 8-15M VERT. + TLL TOP LOWER LAYER

PROPERTY LINE
EL. 69.23m EL. 69.23m 15M04.11@4" OR
2-C20M07.4

4'-0" 8" 10-25M VERT. + 10M TIES @ 5" (10" WALL)

6'-8 1/2"

15M04.11@14" STAG. 1'-6" 15M10.5@16"

PC16 16" x 30" 10M TIES @ 12" OR @ 6" (12" WALL & THICKER)
BUL BOTTOM UPPER LAYER
15M10.5@14" STAG.
STAG. 1'-6" 8" 4-C20M07.4 8" STAG. NOTE: 2.5" COVER TO VERTS FOR BLL BOTTOM LOWER LAYER
19'-8"

15M11.9@16" 4-15M VERT. + WEILER SMITH BOWERS

4-C20M07.4

4hr FIRE RATING

15M@12" V. CTR'D STAG. 1'-6" Z9 10M TIES @ 4" T SLAB BAND TOP REINFORCING
4'-0 1/2" 8-25M14.9 CONSULTING STRUCTURAL ENGINEERS
DN
UP

* STAR DENOTES TIES @6" o/c

2'-8"

4'-0" + 15M@8" H. CTR'D B SLAB BAND BOTTOM REINFORCING

STAG. 2'-0"
8-20M VERT. + 118-3855 HENNING DR.
S1 Z10 OR TOP REINFORCING
PC

T4 T4 T5 T1 T1 NO ELECT. CONDUITS 10M TIES @ 5" (10" WALL) BURNABY B.C. TEL: (604) 294-3753
4
4'-0"
1

PC

Z10
PC

13,426.55 sf
13

Z10 IF STUD RAILS TYP OR @ 6" (12" WALL & THICKER) BOTTOM REINFORCING CANADA V5C 6N3 FAX: (604) 294-3754

1,674.72 sf
Z6 WA = 114.73
10S1 sf 8S1 6S1
8'-0"

T WA
WA =
6S1 91.86
= 328.04sfsf
20" 10S1 6S1 20" Z10 10S1 20" E-MAIL wsb@wsb-eng.com
WA = 68.6 sf
J WA = 997.38 sf
STUDRAIL
4'-0"

'L'
DENOTES: C15M03.11@16" TYP. UNO
1

24"
L = 84.44 ft
PC

B1 B1 B32 B19 B33 STUDRAIL SEE SCHEDULE C15M04.11@12" (10" SLAB & THICKER) SEAL

'L'
SEE SCHEDULE
15M18.0@12" C15M12.6 C15M10.5 15M18.0@12" 36" SLABBAND OR SLAB THICKNESS
STAG. 1'-6" @12" @12" STAG. 1'-6"
15M@12" V. CTR'D
+ 15M@8" H. CTR'D S DENOTES: LOCATION OF STIRRUPS
SLOPE DN 5-25M09.0 8-30M15.9 10"
9" 8-25M15.5 STAG. 1'-6" 'L' CONC. COLUMN 'L'
24'-0"

15M17.0@14" CONC. COLUMN

BELOW INDICATES STEP IN SLAB OR SLABBAND
STAG. BELOW
FD 6-25M09.11 15M12.6@8" CONFIRM ALL STEPS WITH ARCHITECT'S
STAG. 2'-0" FD STAG. 1'-6" DRAWINGS.

15M18.0@10"
STAG. 1'-6" STUD RAIL STUD RAIL T COLUMN OR WALL TRANSFER
A B
T4 PHASE 2
13

T4 T4 T4 T4 T4 T1
4'-0"
2
4

PC
PC
8
PC

10S1
PC

PC

PC

K 8S1 8S1 8S1 10S1 8S1 8S1 8S1 8S1 8S1

SEE SHEET S4A FOR MAT LAYOUT AND REINFORCING CALLUPS LEVEL P1 / BLDG 4 LEVEL 1
8'-0"

8S1
WA = 84.74 sf WA = 73.54 sf WA
WA= =294.21
73.54 sf
sf 20" WA = 63.09 sf 3/32" = 1'-0"
WA = 104.9 sf
4'-0"

B1 B1 B1 B1 B1 B16 EGBC PERMIT TO PRACTICE # 1000460

• REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:
15M10.5@12" BUL STUD RAIL SCHEDULE - LEVEL P1 SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK.
STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY
PROJECT

2-15M10.5 BUL 2-15M21.4

'dh' 'dh' HAYER TOWN CENTRE
8" BLOCK WALL DESIGN LOADS:
2-15M21.4 EXTRA
PHASE 2
22'-8"

FULLY GROUTED
EXTRA
'th'

3-15M21.4 BLL 4 HR FIREWALL W/ 9" • INTERIOR PARKING + RAMP

3 HR FIRE SHUTTER EL. 69.23
EXTRA EA. SIDE 'd' D.L. = SELF WEIGHT + 5 PSF
AT OPENING 'd'

'H'

'H'
15M19.8+ L.L. = 50 PSF
15M14.9 + POINT LOADS FROM ABOVE 7635 - 200 STREET
LANGLEY, BC
'tr'

@12" ALT.
• EXTERIOR PARKING / LOADING
DRAWING
D.L. = SELF WEIGHT + 50 PSF
1.25"

1.25"
L L = 112.34 ft L = 40.00 ft
SLAB SOFFIT 'br'
'Se' 'S' 'S' 'S' 'Se' SLAB SOFFIT
L.L. = 250 PSF
PHASE 2
12"

15M19.8+ • COMMERCIAL AREAS

15M14.9
EL. 69.23m
WA = 1,326.9 sf EL. 69.23m
WA = 472.46 sf EL. 69.23m 'L'
D.L. = SELF WEIGHT + 15 PSF LEVEL P1/BLDG 4 LEVEL 1
@12" ALT.
PROPERTY LINE
'L'
No. OF STUDS
PER RAIL
'S' 'Se' 'tr' 'br'
'd'
(DIA.)
'H'
'dh'
(DIA.)
'th' RAIL LAYOUT
L.L. = 100 PSF
+ POINT LOADS FROM ABOVE EAST
SR1 31.5" 6 4.5" 4.5" 0.25" 1.25" 0.5" 9.0" 1.58" 0.28" 10 RAILS PER COLUMN SEE A • EXITS / COMMON AREAS AND STORAGE DRAWN DESIGNED
CA TM / KV
D.L. = SELF WEIGHT + 5 PSF
SR2 40.0" 9 4.0" 4.0" 0.25" 1.25" 0.5" 9.0" 1.58" 0.28" 10 RAILS PER COLUMN SEE A L.L. = 100 PSF
DATE CHECKED
JUL. 2022 DB
SR3 36.0" 7 4.5" 4.5" 0.25" 1.25" 0.5" 9.0" 1.58" 0.28" 12 RAILS PER COLUMN SEE B • LANDSCAPING
D.L. = SELF WEIGHT + 20 PSF PROJECT NUMBER- DRAWING NUMBER
L.L. = 340 PSF (2'-6" OF SOIL + GRAVEL MAX)

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:00 PM
20-172 S3B
 NO ELECT. CONDUITS MAX 2 ADDITIONAL MAX 2 ADDITIONAL
COLUMN BELOW IF STUD RAILS TYP 6" DIA HOLES - 24"
24"
6" DIA HOLES - 24" STUD RAIL SCHEDULE - BLDG 4 LEVEL 2 SLAB BAND SCHEDULE - PHASE 2 SEE DETAILS 3110 3111
FROM COLUMN FACE FROM COLUMN FACE
STUD RAILS ARE ACCEPTABLE 'dh' 'dh'
24" ARE ACCEPTABLE SLAB EDGE TOP REINFORCING BOTTOM REINFORCING
SEE PLAN 8" 6"
6" IN ADDITION TO: ALTERNATE U.N.O.
1" 6"

8"

'th'
BANDS LESS THAN 48" WIDE 2- 20M CONT. BEND TO SUIT AT SLOPED SOFFITS.

24"

24"
6"
MIN MIN 'L' STUDRAIL STUDRAIL

6"

'L'
'L' BANDS 48" WIDE OR GREATER 4- 20M CONT.
SEE SCHEDULE STUDRAIL SEE SCHEDULE SLAB EDGE 'd' 'd' STAGGER 2'-0" U.N.O.

'H'

'H'
SEE SCHEDULE

8" 6"
T1 B1 B31

6"
6-C20M07.4 6-20M12.6 8-25M21.4

'tr'
CLR
3" DIA OR SMALLER 6" 8"

2"
HOLE THRU SLAB ADDITIONAL 6"
AT COL 6" DIA MAX T2 12-30M15.5 B2 8-25M21.4 B32 8-25M x FULL LENGTH

1"
1"
HOLE ACCEPTABLE SLAB SOFFIT 'Se' 'S' 'S' 'S' 'Se'
2"
'br' SLAB SOFFIT T3 14-30M15.5 B3 10-25M21.4 B33 26-35M31.0
3" DIA HOLES 4" DIA HOLES 6" DIA HOLES CLR STUDRAIL 'L'
CONC. COLUMN
CONC. COLUMN 'L' T4 12-30M16.4 B4 20-30M30.0 B34 6-25M x FULL LENGTH

'L'

'L'
2 HOLES MAX PER COLUMN 2 HOLES MAX 1 HOLE MAX PER COLUMN BELOW SEE SCHEDULE
2"

'L'
BELOW CONC. COLUMN No. OF STUDS 'd' 'dh'
BOTH HOLES AT ONE LOCATION BELOW
'L' CLR CONC. COLUMN
'L'
PER RAIL
'S' 'Se' 'tr' 'br'
(DIA.)
'H'
(DIA.)
'th' RAIL LAYOUT T5 10-25M15.5 B5 14-30M30.0 B35 12-30M x FULL LENGTH
NOTES: BELOW
NO HOLES ALLOWED AT COLUMNS WITH 8" OR 10" WIDTHS. SR1 60.50" 10 5.50" 5.50" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 10 RAILS PER COLUMN SEE A T6 10-30M15.5 B6 10-30M21.4 B36 14-35M36.0
ALTERNATE HOLE SIZES / LOCATIONS TO BE COORDINATED WITH STRUCTURAL. STUD RAIL STUD RAIL STUD RAIL STUD RAIL T7 10-25M16.4 B7 6-25M28.0 + 5-25M18.0 CTR'D B37 6-25M26.3 + 3-25M16.4 CTR'D
COORDINATE ALL HOLES WITH MECHANICAL. A B C D SR2 53.75" 9 5.375" 5.375" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 8 RAILS PER COLUMN SEE B
T8 8-25M11.9 B8 6-25M24.7 + 5-25M19.8 B38 10-30M24.7
HOLES / SLEEVES THRU SLAB AT COLUMNS SR3 49.00" 6 7.00" 7.00" 0.250" 1.25" 0.500" 14" 1.58" 0.28" 8 RAILS PER COLUMN SEE C
T9 12-25M13.11 B9 6-30M24.7 + 5-30M19.8 B39 10-25M24.9
SR4 91.88" 14 6.125" 6.125" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 6 RAILS PER COLUMN SEE D
T10 12-25M16.4 B10 6-25M24.7 + 3-25M19.8 B40 12-30M24.9

T11 6-25M15.5 B11 8-25M26.3 B41 12-25M24.9

TYPICAL TOP STEEL FLAT PLATE MAT LAYOUT REBAR CALLUPS • REINFORCING BARS TO BE 20M U.N.O. OTHER REINFORCING AS NOTED T12 8-25M15.5 B12 6-25M28.0 + 5-25M21.4 B42 8-30M29.6 + 7-30M23.0

9-20M07.4 @ 16"
T13 10-35M16.4 B13 6-25M26.3 + 3-25M23.0 B43 10-30M x FULL LENGTH
DENOTES MAT TYPE NUMBER OF BARS REINF SPACING
23 22 21 20 19 SEE DWG FOR MAT SIZE
MAT LOCATION BAR LENGTH T14 14-30M16.4 B14 6-30M28.0 + 3-30M18.0 CTR'D B44 14-35M29.6
BAR SIZE
2'-0" ( LEVEL 3 ) ( 7'-4" )

1-C20M13.11
STAGGER T15 12-25M15.5 B15 6-25M28.0 + 3-25M18.0 CTR'D B45 20-35M44.6

STAGGER
MAT OUTLINE BAR LENGTH BARS SIZE

2'-0"
( 11'-10" ) NUMBER OF
912 T16 16-35M16.4 B16 10-25M28.0 B46 22-35M x FULL LENGTH

3-C25M

3-C25M
BARS

3-25M
8-C25M24.7 TYP. 4-C20M 2-C20M

18.0
2-C20M 4-C20M UNO. T17 12-30M14.9 B17 8-25M18.0
23.0 13.11
13.1 13.11 M3-01
1-C20M09.10 4-20M11.10 T18 10-30M16.4 B18 6-25M32.0 + 3-25M18.0 CTR'D

3'-0"
6-C20M

1/3
BAR LENGTH

14- 20M12.6
6-C20M 16" 6-C20M BARS SIZE
( 12'-6" ) T19 8-25M12.6 B19 14-30M26.3

23.0
13.1 21.4 NUMBER
6-C20M

SEE DWG FOR MAT SIZE

BARS SIZE OF BARS T20 10-35M15.5 B20 24-35M34.6
12-C20M

16-C20M23.0
3-C20M23.0
24.7

3'-0"

24" 2- 20M21.4

EXTRA TOP BARS

BASIC TOP BARS

3-C25M NUMBER OF BARS
3-C25M 3'-0" 24.7
T21 10-30M13.11 B21 10-25M x FULL LENGTH
BAR LENGTH

5-C25M
8-25M18.0
10-C20M13.1 8-C20M 3-C25M

18-25M
5-25M 3'-0" T22 B22

1/3
(21'-4") 10-25M13.11 12-35M29.6
13.11

18.0
3-C25M

2
SR
5-25M T23 14-30M19.8 B23 6-25M24.9 + 3-25M21.4
D EXAMPLE 1 EXAMPLE 2

3-C20M
T24 12-30M13.11 B24 10-25M23.0

3'-0"
912 M2-02

21.4
OPP. 20M21.4
3'-0"

TYP. @24" T25 8-25M13.11 B25 16-35M28.0

16-C25M 9-C20M21.4

1/3
UNO. 8-C20M23.0
3-C25M

2-20M H2E BAR PLACING ORDER U.N.O.

24.7
5-25M

T26 12-35M15.5 B26 10-30M28.0

6-C20M21.4
19'-0"

5-25M 4-20M23.0 T27 6-25M06.6 B27 10-25M19.8

SR

20M24.7@24" 3

6-C20M
T28 B28
20M19.8@24"

3-C25M 8-25M10.5 6-25M24.7 + 5-25M15.9 CTR'D

07.10
10-C20M
24" EXTRA TOP BARS 4
10-30M
T29 6-25M13.11 B29 12-30M26.3

07.10
27.0 20M18.0 1/3 1/3 1/3

3-C25M
CTR'D
3-25M

20M21.4@12"
3-C25M

2-C30M 14-30M 2-C30M @24"

4-25M T30 14-35M16.4 B30 20-30M24.7

3-C25M
STAG. 2'-0"
E 18.0 M2-01 18.0 27.0 11.9
14-25M16.4 BASIC TOP BARS 1
4-25M
16-C20M

CRANK TO SUIT 3-25M

16.4

L1 WALL SCHEDULE
12-C20M

MAT LAYOUT AT SUPPORTS STIRRUPS SLAB BAND

091.0

6-C20M
SEE PLAN
091.0

4-25M16.4 NOTES: UNO ON PLAN / SECTION

09.10
CRANK TO SUIT 2-25M

CLR
8-C20M
TYPE REINFORCING
4-C25M

CRANK

DN

1"
16" ALONG A) CONCENTRATE EXTRA TOP BARS IN MIDDLE 1/3 OF MAT. 3 4 SIZE REINFORCING

09.10
2-20M 3'-0"
15.9

EDGE
19'-0"

16"
16" 5-25M EA. SIDE 5'-0" MAX
1-C20M TYP UNO 15M @ 12" VEF.
SR

6-20M B) INDICATES LOCATION AND MINIMUM NUMBER OF HIGH CHAIRS TO BE USED PER MAT. S1 15M @ 8" (6) 10"
UP 11.9 + 15M @ 10" HEF.
3

LARGER MATS MAY REQUIRE MORE CHAIRS. CHAIRS ARE TO BE OF ADEQUATE

SLAB BAND
23.0 U/S SLAB

SEE PLAN
6-25M STRENGTH TO MAINTAIN PROPER LOCATION OF MAT DURING POUR.

CLR
18.0 15M @ 12" VEF.

1"
2 1 12"
S2
4-25M
3-C25M

20M18.0@24" 15M @ 12" (6) + 15M @ 10" HEF.

5-25M

16.4

2-C25M15.9
CTR'D 2-C30M CRANK TO 6-20M 5'-0" MAX
11.9 15M @ 10" VEF.
F 2-C30M S3 16"
2

SUIT 19.8
SR

10.5 15M @ 6" (8) + 15M @ 10" HEF.

8-25M16.4 24"

C20MxL.V.
3-C25M 20M24.7
12" W. x 36" DP. MIN. BEAM U/S BEAM EL. = 71.60m S4 15M @ 4" (8)

MATCH LINE
@12"
5-C25M

2-20M R/W 2-25M CONT. TOP (SPLICE @ MID-DEPTH)

@8"
20M19.8

M2-03 16" FLAT SLAB H2E + EXTRA AS SHOWN ON PLAN

CTR'D

EL. 74.20m S5
@24"

OPP. 3602 + 2-25M CONT. BOT. (SPLICE @ MID-SUPPORT) 15M @ 6" (6)
R/W 20M@12" E/W BOT.
M2-01 9'-0" + EXTRAS AS SHOWN ON PLAN
LEVEL 1 COLUMN SCHEDULE - PH 2
24'-0"

+ EXTRAS AS SHOWN
4

+ + 2-15M @12" H. + 10M@12" TIES

SR

20M19.8@24" 20M24.7@12" 12-20M 4-C20M S6 f'c = 30 MPa

5-25M 19.8 18.0 15M @ 12" (10)
CTR'D CTR'D
6'-0"

5-25M TYPE SIZE REINFORCING

10-30M18.0
3'-0" 12" W. x 36" DP. MIN BEAM U/S BEAM EL. = 73.20m
R/W 2-25M CONT. TOP (SPLICE @ MID-DEPTH) 18 17 S7 8-20M VERT. +
5-C25M

39'-6" 15M @ 8" (4)

16-30M18.0

+ 2-25M CONT. BOT. (SPLICE @ MID-DEPTH) C1 12" x 24"

10-30M18.0

16" 10M TIES @ 12"

+ 2-15M @ 12" H.
3-25M

EXTRA BOT.
24" 16"
3-C25M

06.6 TUL

+ 10M@12" TIES

10'-10"
8" 15M@16"

2-25M20.0
4-C20M

S8 15M @ 8" (8) 8-25M VERT. +

3-C25M

10-25M 18'-1" 3'-4" 18'-3" C2 12" x 24"

1

15M@14" H2E C15MxL.V.@14"

SR

3-25M 10M TIES @ 12"

G
C20MxL.V.

18.0 + 2-15M H2E +2-C15MxL.V.

11,396.87 sf + ALONG EDGE 3602 8-C25M C15M07.10+ ALONG EDGE NOTE:

10-25M

16-25M

9-25M VERT. +
EA. SIDE SIM. 13.11 C15M10.5@10" EA. SIDE PLACE 1st. STIRRUP 1/2 SPACE FROM SUPPORT. C2A 12" x 24"
@8"

10M TIES @ 12"

18.0

18.0

20M23.0

6-C20M 12"x24" DP.

2

SEE PLAN FOR EXTENTS OR NUMBER OF SETS

SR

3'-0"

15.5 R/W 2-25M T+B 15M@16"

@24"

15M@14" C15MxL.V. 10-20M VERT. +

16-30M18.0 +2-15M@MID-SPAN C3 16" x 24"
3-C25M

7-C20M06.6 PROVIDE H2E @14" 10M TIES @ 12"

9'-0" +10M@12" TIES T
19'-0"

3-C25M 8" 8"

C1
3-25M

13-C20M09.10 16-25M
3-25M
12-C20M 10-C25M15.5
15M@16" 22"
1-25M18.0
EXTRA TOP
C15M12.6
@14" ZONE SCHEDULE C4 10" x 48"
12-20M VERT. +
2-C20M 13.11 TUL

15.5 10M TIES @ 10"

18.0 TYPE REINFORCING
2-15M 20" 28" 20"

8"
8-C20M09.10
STEP

M2-01 12" 8" 8" 16" 8" 3506 6-25M VERT. + 14-20M VERT. +
20M21.4
6'-0"

4'-9"

4-20M44.0 8" 16" 8" 15M@16" C5

8"
Z6 28" Z1 10" x SEE PLAN 10M TIES @ 10" 2 2023-03-17 ISSUED FOR TENDER
10M TIES @ 6" (12" WALL)

C1
3505 @3" o/c T
@12"

STAG. 1'-6"

6-25M18.0 1 2022-09-02 ISSUED FOR BUILDING PERMIT

SR

OR 10M @ 5" (10" WALL)

12"
5-25M
4

7'-0"

15-20M VERT. +
H
15M06.6

No DATE DESCRIPTION
8"

14S1
6" TYP. C5A

4'-6"
EL. 72.75 T 30" T 15M04.11@14" 10" x SEE PLAN

C1
4-C25M13.11 20M18.0@24"

4'-6"
10M TIES @ 10"
C1

S1
@12"

8-25M VERT. +

2'-2"
T Z10 STAG. 1'-6" Z2

15M12.6@10"

15M12.6@10"
CTR'D 12" 16" Z10
15M@8"

S1
15M@8"
3507 8" 10M TIES @ 6"
B45 3506

STAG. 1'-6"

STAG. 1'-6"
16-20M VERT. +

8-C25M18.0
M2-03 C15M
12" C6 10" x SEE PLAN

B34
BUL MECH. C15MxL.V. C15M09.10 10M TIES @ 10"
BLL

13.11 15M 15M 15M

SSU
8"

B34
8-30M VERT. +
3'-6"

OPENINGS @8" @14" @14" @12" @16" @16"

B32

3-25M H2E Z3
3-C25M

15M@16" 20" 20" 10M TIES @ 6" 8-20M VERT. +

5-25M

2-C20M13.11 TLL
@10"

8-C25M C7
20"

20" Ø
15M

15M
19'-8"

20M23.0@12" 15M12.6@14" 8" 12" 8" 10M TIES @ 12"

14-35M26.3 @16" 13.11
STAG. 1'-6"

T 12-30M VERT. +
STAG. 1'-6" Z4 WEILER SMITH BOWERS
2

15'-6" 3'-1"
15M04.11

STAG. 2'-0" 8"

SR

18'-0" 10M TIES @ 6"

CONSULTING STRUCTURAL ENGINEERS

UP
12" TLL 10'-6" 12-20M VERT. +
C8
@14"

4'-9" 24" x 24"

12-30M VERT. + 10M TIES @ 12"
T25 TUL

DN
12-20M13.1

M2-02 4-C20M 4-20M T23 TLL T3 T1 Z5

T22 TUL

T25 TUL
118-3855 HENNING DR.

4'-0"
15M@12"

4-C20M13.11 12" 10M TIES @ 8"

6-20M

15.9 13.1 8" BURNABY B.C. TEL: (604) 294-3753

S1
13.1

28" 28"

8'-0"
3-C25M 28" 6-20M VERT. + 5'-0" CANADA V5C 6N3 FAX: (604) 294-3754
S1
B34
33.5"

J Z6

4'-0"
10M TIES @ 6" (12" WALL & THICKER) 19-20M VERT. + E-MAIL wsb@wsb-eng.com
T27 Z10
12S5

12S5

12S3

12"

10"
1'-6"
C1

C1

C1
B44 B20 C9

24"
6-C20M 6-20M B21 B21 B34 OR 10M @ 5" (10" WALL) 10M TIES @ 10"
6-C20M13.11 M2-01 15.9 13.1 8"
B21 B36 Z10 12" SEAL
Z6 15M18.0@12" T T 15M18.0@12" T
15M 15M18.0 T C15M10.5 15M18.0 10-25M VERT. +
STAG. 1'-6" STAG. 1'-6" Z7 10M TIES @ 5"

1'-0"
16" @12" @12" @12" @12" 10-20M VERT. +
T8

VOID 8" C10

S7

15M 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 24" Ø

15M12.6@14"

15M12.6@14"

15M12.6@14"

15M12.6@14"
STAG. 1'-6" STAG. 1'-6"
S1

UNDER 2-25M16.4 10M TIES @ 12"

EL. 74.20m T @12" Z6 8-15M VERT. +
STAG. 1'-6"

STAG. 1'-6"

STAG. 1'-6"

STAG. 1'-6"
8,270.37 sf
8" x 30" DP. HEADER 8" EXTRA Z8 OR
10-C20M09.10

15M18.0@12"

20M@12"
6-C20M09.10

10M TIES @ 5" (10" WALL)

B32

R/W 4-20M BOT. (2 LAYERS) 16" Z6 8" 22" 8" 20" 20" 8" 20" 8-25M VERT. +
STAG. 1'-6"

+ 2-20M TOP + 2-15M@12" H. 3508 Z8 OR @ 6" (12" WALL & THICKER)

24'-0"

B21

B32

B32

B32
10M TIES @ 12"
STEP

STEP

10" 6" C11

10"

12-20M12.6 8" 3614 EL. 72.75 16" x 24"

6'-0"

+ 10M@12" TIES 3-20M 15M04.11 14"

12"

15"

STEP 4-15M VERT. + NOTE: 2.5" COVER TO VERTS FOR

STAG. 1'-6"
15M@10"

Z8 3509 @12" 15M 15M 15M@16" 15M@16" 15M@12" Z9

Z8 10M TIES @ 4" 4hr FIRE RATING
STAG. 1'-6" T @16" @16"
10" C15M11.9@8"
33.5"

15M@10" 25'-3" 11-20M VERT. +

18"

15M18.0@8" 15M18.0@8"
Z10 8-20M VERT. + OR
C12 12" x 30" 10M TIES @ 12"
12" 9" 15.5" STAG. 1'-6" STAG. 1'-6" 10M TIES @ 5" (10" WALL)
3511 STEP OR @ 6" (12" WALL & THICKER)
T24 TUL

15M@12" T29 T29 T7 T7 * STAR DENOTES TIES @ 6" o/c

4'-0"
12"
4"

2
BUL 30" T B34
C1

C
Z10 Z8
K "
8'-0"

-6 8S1 10S1 10S1 S1 LEGEND

T21

Z6 4' 15M12.6@12" S1
3'-8"

24"
3

4'-0"

T 30"
C

12" STAG. 1'-6" 10"

B2 T1 Z10 T1 B27 B7 B26 TOC TOP OF CONCRETE ELEVATION
C15MxL.V.
@12" EL. 72.36 EL. 72.90m
SSU SLOPE SOFFIT UP LEVEL 1 / BLDG 4 LEVEL 2 EGBC PERMIT TO PRACTICE # 1000460
B38

TUL TOP UPPER LAYER F'c = 30MPa PROJECT

15 TA

18"
3/32" = 1'-0"
15M04.11@14"

UNO ON PLAN
M G.
S

S8

15M@12"

TLL TOP LOWER LAYER

HAYER TOWN CENTRE

15M19.8@14"
09 1

5'-10 1/8"
.0 '-6

STAG. 1'-6"
STAG. 1'-6"
@10"
15M@10"

B46

BUL BOTTOM UPPER LAYER

@ "

T • REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:

15M
22'-8"

T 8-C25M19.8 16" 16" 12" 6"

12

BLL

BLL BOTTOM LOWER LAYER SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK. PHASE 2
"

B43

36" 9" TLL STEP

BLL

DN

8" STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY

UP
18"

33.5" 8" 22" 9" 9" 9" T

15M@16"

15M@14" SLAB BAND TOP REINFORCING

15M@12" Z6 15M@12"
BUL 8" B SLAB BAND BOTTOM REINFORCING
@16"

DESIGN LOADS: 7635 - 200 STREET

15M
STEP

12" " TOP REINFORCING

4 '-6 8" 10" LANGLEY, BC
Z6
T1

T1

T1

BOTTOM REINFORCING • BUILDING 4 / CRU • BUILDING 3 / CRU

T1
T T
D.L. = SELF WEIGHT + 15 PSF D.L. = SELF WEIGHT + 15 PSF DRAWING
L * T Z8 Z8 DENOTES: C15M03.11@16" TYP. UNO L.L. = 100 PSF L.L. = 100 PSF
PHASE 2
12"

6"
1

6
1

15M04.11@14"
C IM.
6"

T 15M18.0@8"
C

2A
C

C
C
5A

+ POINT LOAD FROM LEVEL ABOVE + POINT LOAD FROM LEVEL ABOVE
1

C15M09.0@14"
6

C15M06.6@12" FOR 12" AND 16" SLABS

S

6'-0" 3'-0" 3'-0" 5'-6"

C

C15MxL.V. STAG. 1'-6" STAG. 1'-6" 15M04.11@14" 15M04.11@14"

10" @12" 4'-0" 4'-0"
3'-0" 7'-1 1/8" 5'-1 7/8" STAG. 1'-6" STAG. 1'-6"
10'-10 3/8"
36" SLABBAND OR SLAB THICKNESS • BUILDING 4 / RESIDENTIAL • BUILDING 3 / RESIDENTIAL LEVEL 1 / BLDG 4 LEVEL 2
913
5'-10"
TYP. 8"W. HEADER BELOW (4HR FFR)
SEE ARCH FOR DEPTH S DENOTES: LOCATION OF STIRRUPS
D.L. = SELF WEIGHT + 175 PSF
L.L. = 182 PSF (250 PSF @ COMMON AREAS)
D.L. = SELF WEIGHT + 210 PSF
L.L. = 206 PSF
WEST
UNO.
R/W 2-20M23.0 BOT. (2" CLR ALL 3 SIDES) DRAWN DESIGNED
+ 15M@8" E/W CTR'D INDICATES STEP IN SLAB OR SLABBAND • LANDSCAPING CA TM / KV
CONFIRM ALL STEPS WITH ARCHITECT'S D.L. = SELF WEIGHT + 20 PSF
DRAWINGS. L.L. = 340 PSF (MAX 2'-6" OF SOIL + GRAVEL) DATE CHECKED
JUL. 2022 DB
T COLUMN OR WALL TRANSFER
PROJECT NUMBER- DRAWING NUMBER
INDICATES ATS HOLD DOWN
SEE SCHEDULE AND DETAILS

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:02 PM
20-172 S4A
 SLAB BAND SCHEDULE - PHASE 2 SEE DETAILS 3110 3111

TOP REINFORCING BOTTOM REINFORCING

IN ADDITION TO: ALTERNATE U.N.O.
16 15 14 13

PHASE 2
PHASE 1
BANDS LESS THAN 48" WIDE 2- 20M CONT. BEND TO SUIT AT SLOPED SOFFITS.

MATCHLINE
BANDS 48" WIDE OR GREATER 4- 20M CONT.
STAGGER 2'-0" U.N.O.
23'-1" 22'-0" 79'-2"
T1 6-C20M07.4 B1 6-20M12.6 B31 8-25M21.4

T2 12-30M15.5 B2 8-25M21.4 B32 8-25M x FULL LENGTH

T3 14-30M15.5 B3 10-25M21.4 B33 26-35M31.0

T4 12-30M16.4 B4 20-30M30.0 B34 6-25M x FULL LENGTH

T5 10-25M15.5 B5 14-30M30.0 B35 12-30M x FULL LENGTH

A T6 10-30M15.5 B6 10-30M21.4 B36 14-35M36.0
C15M04.11
@12" TLL C15M07.10+ C15M07.10+
T7 10-25M16.4 B7 6-25M28.0 + 5-25M18.0 CTR'D B37 6-25M26.3 + 3-25M16.4 CTR'D
15M12.6@14"
15M09.0@14" TO SUIT TO SUIT 15M09.0@14"
13'-3"

STAG. 1'-6" 15M@12" T8 B8 B38

ALONG EDGE @ EA. SIDE

15M@12" 3603 8-25M11.9 6-25M24.7 + 5-25M19.8 10-30M24.7
15M12.6@14" H2E H2E 15M12.6@14"
2'-6" 2'-6" 2'-6" 2'-6" T9 12-25M13.11 B9 6-30M24.7 + 5-30M19.8 B39 10-25M24.9
STAG. 1'-6" 2'-6" 2'-6" STAG. 1'-6" 8" 15M

C15M13.1@12" TUL
18" 8" 18"
15M@14" 15M 15M@14" 8" 15M 15M 15M@14" 15M @14"
T10 12-25M16.4 B10 6-25M24.7 + 3-25M19.8 B40 12-30M24.9
@8" @8" @8" @8"
B + 2-C15M13.1

T1
T11 B11 B41

B1

T1
8" 6-25M15.5 8-25M26.3 12-25M24.9

B1
C15M04.11

T1
18"
@12"

8S1

8S1

8S1
B1
8" TO SUIT 8" 8" TO SUIT T12 8-25M15.5 B12 6-25M28.0 + 5-25M21.4 B42 8-30M29.6 + 7-30M23.0
TO SUIT TO SUIT
10'-11"

@16"
TO SUIT 9"
15M T13 10-35M16.4 B13 6-25M26.3 + 3-25M23.0 B43 10-30M x FULL LENGTH
T9 T10 T14 T14 T14
1 1/2"

4'-0"
CLR

8"
8S1
10" W. x 36" DP. MIN. STEP T14 14-30M16.4 B14 6-30M28.0 + 3-30M18.0 CTR'D B44 14-35M29.6

8'-0"
8S1 S1 8S1 12S1 12S1 S1 12S1 12S1 S1 12S1 TO SUIT 12S1
R/W 4-25M13.11 BOT. 22" TO SUIT 26"
C 24"

4'-0"
(2 LAYERS) T15 12-25M15.5 B15 6-25M28.0 + 3-25M18.0 CTR'D B45 20-35M44.6
1'-0"
+ 2-20M13.11 TOP B9 B32 B7 B7 B7 B43
+ 2-15M13.11@12" H.
1'-0" T16 16-35M16.4 B16 10-25M28.0 B46 22-35M x FULL LENGTH
+ 15M@10" TIES C20M16.4 20M18.0@8" C20M14.9 20M18.0@10" C20M14.9 20M18.0@10" C20M16.4
@8" STAG. 1'-6" STAG. 1'-6" STAG. 1'-6" T17 12-30M14.9 B17 8-25M18.0

1'-0"
@8" @10" @8"
16"
20M18.0@5" 16"
20M18.0@5" T18 10-30M16.4 B18 6-25M32.0 + 3-25M18.0 CTR'D
SSU

STAG. 1'-6" 1'-0"

C15M07.4

9"
STAG. 1'-6"
24'-0"

20M16.4@10" 20M T19 8-25M12.6 B19 14-30M26.3

STAG. 1'-6"

SSU
@12"

3603

15M04.11
STAG. @8"

5'-6"
9" 20M13.11@10" 16" 3'-0" 20M16.4@8" T20 10-35M15.5 B20 24-35M34.6

@14"
STAG. 1'-6" 8" STAG.
13.5" 20M@8" C20M11.9+ 20M18.0@10" T21 10-30M13.11 B21 10-25M x FULL LENGTH
9" 9"
C20M14.9@8" C20MxL.V. STAG. 1'-6"
@10" T22 10-25M13.11 B22 12-35M29.6

T1 T26 T11 T11 T8 T10 T14 T23 14-30M19.8 B23 6-25M24.9 + 3-25M21.4

4'-0" 4'-0"
TO SUIT TO SUIT 22" TO SUIT
15M@12"

B34
D

8'-0"
8S1 14S1 14S1 8S1 8S1 12S1 14S1 14S1 T24 12-30M13.11 B24 10-25M23.0
BOT.

22" T1 T1 12S1
22" UP 22" 24" T25 8-25M13.11 B25 16-35M28.0

8"
B9 B29 3-20M
B21 B32 B9 B35

STAG. 1'-6"
15M04.11@14" C20M11.9+ T26 12-35M15.5 B26 10-30M28.0

20M06.6
13,216.87 sf
STAG. 1'-6" DN 16" C20M14.9@8"
T27 B27
19'-0"

TO SUIT 6-25M06.6 10-25M19.8

@12"
15M11.9@16" 15M11.9@16"
STAG. 1'-6"

STAG. STAG.
15M04.11

15M@16" T28
8" 8" 8"
20M
8" 5 1/2" 8" 20M18.0@6" 8-25M10.5 B28 6-25M24.7 + 5-25M15.9 CTR'D
20M06.6@ 12" @12" STAG. 1'-6"
@14"

15M11.9@14" C15M12.6@14" STAG. 1'-6" 15M11.9@14" T29 6-25M13.11 B29 12-30M26.3

STAG. 1'-6" STAG. 1'-6"
T30 14-35M16.4 B30 20-30M24.7

2'-6" 2'-6"
T1 T16 T12 T25 20" T25 20" T5 TO SUIT T6
S1 12S1 S1 12S1 20"
E 20" 12S1 12S1 20" 10S1
B32
10S1
L1 WALL SCHEDULE
B10 B37 20" B32 B34 B14 B21
ZONE SCHEDULE STIRRUPS SLAB BAND
SEE PLAN
8" x 36" HEADER UNO ON PLAN / SECTION
TO SUIT
R/W 4-20M07.4 BOT.
18"
TYPE REINFORCING TYPE REINFORCING SIZE REINFORCING

B3

B3
8"
S1
(2 LAYERS) 15M11.9@14" 15M 15M11.9@16" 15M11.9@16" 15M11.9@14" 6-25M VERT. + 3'-0"
STAG. 1'-6"

STAG. 1'-6"

STAG. 1'-6"
+ 2-20M07.4 TOP STAG. @12" STAG. STAG. STAG. Z1 5'-0" MAX 15M @ 12" VEF.
15M04.11

15M04.11
C15M13.11 10M TIES @ 6" (12" WALL) TYP UNO
19'-0"

18" 3'-0" 3'-0"

12" W. x 36" DP. MIN. BEAM U/S BEAM EL. = 71.60m

8" 10"

15M13.1
+ 2-15M07.4@12" @14" OR 10M @ 5" (10" WALL) S1 15M @ 8" (6) + 15M @ 10" HEF.
9" 9" 8" 8"
9"

SLAB BAND
+ 10M@8" TIES
@14"

@14"

@14"
+ 2-25M CONT. BOT. (SPLICE @ MID-SUPPORT)

6'-0"

SEE PLAN
R/W 2-25M CONT. TOP (SPLICE @ MID-DEPTH)

4'-0" 6" TYP.

8-25M VERT. + 15M @ 12" VEF.
12"
Z2 10M TIES @ 6" S2 15M @ 12" (6) + 15M @ 10" HEF.

8S1
T1 T13 T25 T25 T7 T14
4'-0"

TO SUIT 24"
T10 TO SUIT SSU 5'-0" MAX 15M @ 10" VEF.
8S1 14S1 14S1 14S1 S2 S2 S1 14S1 S3 16"
+ + 2-15M @12" H. + 10M@12" TIES

24" 24" S1 12S1 8-30M VERT. + 15M @ 6" (8) + 15M @ 10" HEF.
Z3
F 10M TIES @ 6"
10S1
4'-0"

28"
+ EXTRAS AS SHOWN ON PLAN

10" W. x 36" DP. MIN. B32

+ EXTRA AS SHOWN ON PLAN

R/W 2-25M18.0 T+B B8 B7 B32 B32 B7 B35

12-30M VERT. + S4 15M @ 4" (8)
+ 2-15M18.0 @12" H.
20M18.0@8" 20M19.8@6" Z4 10M TIES @ 6"
+ 15M@10" TIES
STAG. 1'-6" STAG. 1'-6"

15M19.8@14"
TO SUIT 15M13.1@14" 12-30M VERT. + S5
STAG. 2'-0"
STAG. 1'-6" Z5 10M TIES @ 8"
15M @ 6" (6)
LEVEL 1 COLUMN SCHEDULE - PH 2
B5
STAG. 1'-6"

C15M09.0+

EL. 73.20

S1
15M04.11

3512 5 1/2" 6-20M VERT. +

B4
15M11.9
24'-0"

S6 f'c = 30 MPa
15M@8"

Z6 10M TIES @ 6" (12" WALL & THICKER) 15M @ 12" (10)
@14"

@14"

9" 9" 3'-0" 3'-0" 8" 22" 2'-0" 8" TO SUIT 9" 12"
3'-0"
BOT.

OR 10M @ 5" (10" WALL) TYPE SIZE REINFORCING

20M16.4 20M16.4 20M16.4@10"
@10" STAG. 20M@7" 10-25M VERT. + S7 8-20M VERT. +
@10" Z7 15M @ 8" (4)
C15MxL.V.@8" 22" STAG. 2'-0" 1'-0" CRANK TO SUIT 10M TIES @ 5" C1 12" x 24" 10M TIES @ 12"
8'-0" STAG. WHERE APPLICABLE
20M18.0@8"
DN

STAG. 1'-6" 8-15M VERT. + S8 15M @ 8" (8) 8-25M VERT. +

Z8 OR C2 12" x 24"
10S1

C15MxL.V.@14" 10M TIES @ 5" (10" WALL) 10M TIES @ 12"

T17 T2 T2 T20
4'-0"

22" 24"
C15M13.1

OR @ 6" (12" WALL & THICKER)

G SIM. PROVIDE NOTE:
DN

8'-0"

8S1 8S1 10S1 10S1 TO SUIT TO SUIT 14S1 8S1 9-25M VERT. +
3602 1-25M21.4 26" S1 PLACE 1st. STIRRUP 1/2 SPACE FROM SUPPORT. C2A 12" x 24"
@14"

8" T1 4-15M VERT. + 10M TIES @ 12"

4'-0"

EXTRA BOT. 22" 8-20M12.6 Z9 10M TIES @ 4" SEE PLAN FOR EXTENTS OR NUMBER OF SETS
PC10 3'-0" 3'-0"
B43 B28 B26 B39 B42 STAG. 1'-6"
15M@16" 10-20M VERT. +
C3 16" x 24"
C15M09.0

C15MxL.V C15M09.10+ 15M13.1@14" 8"x16" DP. 8-20M VERT. + 10M TIES @ 12"
@14" 15M11.9@14" STAG. 1'-6" Z10 10M TIES @ 5" (10" WALL)
OR
10'-4 1/8" 4'-11 7/8" 7" 2-15M10.5 T+B
@14"
19'-0"

8-C25M13.11 + 10M@12" TIES OR @ 6" (12" WALL & THICKER) 12-20M VERT. +
C4
B6

18" 8" 15M11.9 8" TO SUIT 8" 18" 8" TO SUIT 8" 10" x 48"
18"

10M TIES @ 10"

1

T 15M11.9@16" 15M11.9@16"
B6
C

@16" STAG. 2'-6" 3'-6" STAG.

STAG. 3'-0" 3'-0" C15M
6'-0"

22" 6'-6" 14-20M VERT. +

8" 24" 16" 15M11.9@10" 07.10 15M11.9@10" C5 10" x SEE PLAN 10M TIES @ 10" 2 2023-03-17 ISSUED FOR TENDER
15M 6" FD 3506 18" STAG. 1'-6" @10" STAG. 1'-6" 1 2022-09-02 ISSUED FOR BUILDING PERMIT
@16" 6"
C1

2'-6" 2'-6"

T25 T12 15-20M VERT. + No DATE DESCRIPTION

8S1

20" T12 S1 T27 B34 T29 TO SUIT T1

24" C5A 10" x SEE PLAN
5'-0"

12S1 12S1 12S1 14S1 14S1

H 10M TIES @ 10"
8"
16S1

8"

20S1 26"
12"

T 20" TO SUIT B22

4'-6"

B13 B10 B15 B32

14S1

3506 16-20M VERT. +

15M04.11 C6 10" x SEE PLAN
B19

20M 10M TIES @ 10"

15M@16"

8" 3-C20M
T @14"
4'-4"

15M@16" @12" 07.4 20M@10"

16"
B12

STAG. 1'-6"
C15M

15M@12"
09.10
@14"

12

6" 15M11.9@16" 8-20M VERT. +

3-C20M07.4

C7
C

STAG. 20" Ø
30"

8" 8" 8" 15M04.11@14" 10M TIES @ 12"

15M@12" 8" 10"
19'-8"

STAG. 1'-6" WEILER SMITH BOWERS

UP

TO SUIT
DN

24" 15'-11" 28" 22" C15M13.1 3-C20M 3-C20M CONSULTING STRUCTURAL ENGINEERS
12-20M VERT. +
@14" 07.4 07.4 10-C25M18.0 C8 24" x 24" 10M TIES @ 12"
8S1

8" 118-3855 HENNING DR.

T16 T7 T4
C15M07.4@14"

BURNABY B.C. TEL: (604) 294-3753

4'-0"

T TO SUIT
2

Z10 T TO SUIT 32" CANADA V5C 6N3 FAX: (604) 294-3754

C

Z7
T5 TLL

34" 5'-0"
2'-4"

11,355.85 sf
10S1 10S1 10S1
8'-0"

T27 T27
C15M10.5+

28" 28.5" 24" 19-20M VERT. + E-MAIL wsb@wsb-eng.com

10"
S1 T18 Z8 S1 Z8 T13 C9

24"
J S1 TO SUIT
4'-0"

S1 TO SUIT 10M TIES @ 10"

B20 T B21 B21 10" WALL SEAL
B16 B28 B44 12"
R/W 15M@8" VEF
23S3
16S1

15M18.0@12" T + 20M@8" HEF

20M18.0@10" 15M18.0@8" C15M12.6 15M18.0 15M18.0@8" 10-20M VERT. +
STAG. 1'-6"
STAG. 1'-6" C10 24" Ø 10M TIES @ 12"
TO SUIT

8" STAG. 1'-6" @8" @8" STAG. 1'-6"

6"

5'-8"

EL. 72.75 C15M09.10 22" C15M13.1

1

STAG. 1'-6" 20M18.0@8"

C

@14"
TO SUIT

@14" Z7 8-25M VERT. +

B18

15M16.4@8" 15M16.4@14"

2,655.85 sf 8" STAG. 1'-6"

10M TIES @ 12"

PROVIDE Fc' = 35 MPa

STAG. 5 1/2" STAG. C20M11.9+ 30"
EL. 72.90 10" WALL C11 16" x 24"
24'-0"

C15M16.4
B33

6-C25M13.11 9" TO SUIT C15M13.11+ R/W 15M@12" VEF. 8" 20M13.11@8" NOTE: 2.5" COVER TO VERTS FOR
4-25M15.5 @8"
14" +6-25M12.6 TUL 5'-5" 28'-1 1/8" 15M09.10@8" + 15M@8" HEF. 21'-9" 17'-1 7/8" 6'-9" 4hr FIRE RATING
15M STEP STAG. 2'-0" TUL
12" WALL C15M x L.V.+
@12" C15M19.8@8" EL. 73.20 11-20M VERT. +
14-C30M15.5+
R/W 15M@8" VEF. 15M H2E@12" C12 12" x 30" 10M TIES @ 12"
15M18.0@8" + 20M@8" HEF. 15M18.0@8" 4-30M21.4
STAG. 1'-6"
14-30M10.5 TLL STAG. 1'-6" 4'-0" EXTRA TOP LEGEND
* STAR DENOTES TIES @ 6" o/c
TOC TOP OF CONCRETE ELEVATION
8S1

2'-11"
S1

T4 T7 T4 T30 T1
4'-3"

1'-0"
8'-0"

TO SUIT SSU SLOPE SOFFIT UP

2
C

30"
K S1 T T
TUL TOP UPPER LAYER
12

2'-8"

T 32"
C

C2
3'-9"
10S1

32"
4'-0"

T TLL TOP LOWER LAYER

LEVEL 1 / BLDG 4 LEVEL 2 EGBC PERMIT TO PRACTICE # 1000460
A
3

B26 B26 B7 B26 B25 B24

C

C
1

T BUL BOTTOM UPPER LAYER

C

5'-4" F'c = 30MPa PROJECT

EL. 72.90m 16"
15M13.1@14"

BLL BOTTOM LOWER LAYER

9"

SSU

B40

3/32" = 1'-0"
@14"

28" 7" 20M18.0@7" 8" 8" UNO ON PLAN

@10"

HAYER TOWN CENTRE

TO SUIT

18"
15M

STAG. 1'-6"
20M

T
C15M10.5+

STAG. 1'-6" T
STAG. 2'-0"

SLAB BAND TOP REINFORCING

3'-8"

15M@16"

TO SUIT
S8

15M H2E

• REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:

15M13.1@14"

22" 10'-0"
15M13.1@14"
STAG. 1'-6"
15M19.8@14"

15M26.3

B
Z6 4'-0" 4'-0" 22" SLAB BAND BOTTOM REINFORCING SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK. PHASE 2
STAG. 1'-6"
22'-8"

B41
STAG. 1'-6"

@14"
S1

B40 S1

@12"

24"
B39

B30

T
SSU

SSU

STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY

S1

T
10"

B23

TOP REINFORCING
B40 10

Z7
S7

Z6 34"
C

9" 10" 9" T

8'-0" BOTTOM REINFORCING
2-20M13.1

12S1

10" 15M@12" 15M@12"

8"

T
12"

T 24" DESIGN LOADS: 7635 - 200 STREET

EXTRA

20M19.8+ CRANK CRANK

8"

28" 22"
7

T 16-30M CONT. TOP DENOTES: C15M03.11@16" TYP. UNO LANGLEY, BC

C

20M14.9 TO SUIT TO SUIT T

C2
8'-5"

T C15M06.6@12" FOR 12" AND 16" SLABS • BUILDING 4 / CRU • BUILDING 3 / CRU
@10" ALT.
A T1

T1
10"

T1

T1

T1

DRAWING
T1

T1

T1

D.L. = SELF WEIGHT + 15 PSF D.L. = SELF WEIGHT + 15 PSF

36" SLABBAND OR SLAB THICKNESS
L Z8 Z6 Z6 Z7 Z6
L.L. = 100 PSF
+ POINT LOAD FROM LEVEL ABOVE
L.L. = 100 PSF
+ POINT LOAD FROM LEVEL ABOVE PHASE 2
4'-0"
3'-6"

3'-0" 3'-0" S DENOTES: LOCATION OF STIRRUPS

LEVEL 1 / BLDG 4 LEVEL 2
C15M09.0@14"

15M@14" 3'-0" 3'-0" 4'-0" 8'-0" 8" 16.5" 8"

6'-0" 6'-0" C15M13.1 21'-8" 7'-3" • BUILDING 4 / RESIDENTIAL • BUILDING 3 / RESIDENTIAL
C15M09.0@8" C15M07.10 2-20M24.7 28.5" @12" INDICATES STEP IN SLAB OR SLABBAND D.L. = SELF WEIGHT + 175 PSF D.L. = SELF WEIGHT + 210 PSF EAST
UNDER WALL

@10" BOT. CONFIRM ALL STEPS WITH ARCHITECT'S L.L. = 182 PSF (250 PSF @ COMMON AREAS) L.L. = 206 PSF
10" WALL R/W 9-30M24.7 TOP DRAWINGS.
2-20M14.9

15M@8" VEF +24-35M24.7 BOT. DRAWN DESIGNED

T COLUMN OR WALL TRANSFER • LANDSCAPING CA TM / KV
+ 20M@8" HEF PROVIDE Fc' = 35 MPa D.L. = SELF WEIGHT + 20 PSF
INDICATES ATS HOLD DOWN L.L. = 340 PSF (MAX 2'-6" OF SOIL + GRAVEL) DATE CHECKED
SEE SCHEDULE AND DETAILS JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:14 PM
20-172 S4B
 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M 4.N
C20M18.0@12"
+ C20M18.0
ALONG EDGE

4.5

2-C25M09.0
C20M18.0@12"

2-C20M
4-C25M

3-25M
+ C20M18.0 3'-0"

5-C20M
3'-0"

18.0

3-C25M
3-25M
ALONG EDGE C20M09.10

09.10
3-C20M
4-C25M 4-C25M 3'-0"

3-C25M
16" @12"
3'-0" 3'-0"

11.9
3-C25M 5-C25M
16" 18.0 35.0
4.7

2-20M
4-C25M
4-C25M

24.7
STEP
5-C25M 4-C20M 2-20M 2-20M 4-C20M

10-20M
8-C25M

3'-0"

6-20M
4-25M

13.11
11.9 H2E H2E 09.10

8-20M13.1
23.0

3-C20M05.10
26.3

24.7
8"
24"

3-C25M
STEP
5-C25M

SR

4-25M

C20M12.6
13.11
24" 7-C20M 7-20M 8-C20M 38.0

1
8"
11.9 H2E 09.10

@12"
3'-0"
3-C25M

1
1

SR
SR

4-25M
6-C20M05.10

4-25M
16-20M13.11

4-25M

4-20M
4.8

24.7
14-20M13.1
SR
4-25M 4-25M 4-25M 2

20M18.0@24"
7-C20M07.4
4.9

2-25M42.0

3-C25M
EA. SIDE
2-20M

4-C20M07.4
@3" o/c
5-C25M 7-C25M 12.6

20M18.0@24"

EXTRA
3-C25M 9-C25M 18.0 23.0 4-C25M 2-C20M STEEL CANOPIES BELOW -
21.4 26.3 09.0 SEE S7

EXTRA
M3-03

26-25M13.11
4-20M12.6
M3-03 OPP.

3-C25M
4-25M
2-25M40.0

8-25M
4-C25M

13.11
20M19.8@24"

14-20M13.1
@3" o/c 10-20M 4-20M 2-C20M 2-C20M 4-20M
EA. SIDE 14.9 14.9 16.4 16.4 14.9

4-25M
4-25M
4-C25M

10-20M13.1
4-25M
+2-C20M21.4 ALONG

EXTRA
C20M21.4@12" TUL

TYP.
3'-0"
4-20M14.9

1
SR
12-20M23.0
8-20M23.0
C20M21.4@12" TLL
4.10

20M08.5@12"

20M08.5@12"
20M@12" H2E TLL +2-C20M21.4 ABOVE

5-25M CONT.
EDGES

STAG. 1'-6"

STAG. 1'-6"
+2-20M H2E ABOVE WALL + 2-C20M21.4 3'-0"
EDGE 3'-0" @ EDGE 8-C25M35.0 8-C25M38.0
TYP. 8-C20M07.4
20M09.0@6"

@3" o/c
12-20M14.9 7-20M 6-C20M 7-20M
4.11 STAG. 2'-0"
14.9 16.4 14.9 14-C20M
07.4
M3-01 M3-01 M3-01
20M24.7
4.12
2-25M 4-20M14.9
16" FLAT SLAB 3-25M 4-25M @12"
EL. 77.33m EA. SIDE

3-C25M
16" 16" CTR'D
R/W 20M@12" E/W BOT.

20M26.3@24"
3-25M 3-25M 4-25M 3-25M 2-25M32.0 2-25M 2-25M32.0
16" FLAT SLAB + EXTRAS AS SHOWN @3" o/c
@3" o/c
R/W 20M@12" E/W BOT. 24"

EDGE @ EA. SIDE

EXTRA
4-25M 4-C25M
+ EXTRAS AS SHOWN 16"
3'-0"

2-20M ALONG
8-20M 8-20M14.9 8-20M 8-25M16.4
EL. 77.33m

14-25M17.0
14.9 14.9

20M@12"+
3511 4-C25M 16"

ABOVE COL.
20M21.4@24"

3-C20M07.4
4-C25M
4-25M
24-20M14.9

8-25M17.0
8"

4-25M

4-25M

4-25M
20M23.0@24"

3-25M42.0 STEP

@8" o/c
+2-C20M13.11 ALONG

3'-0"

4-C25M
24" 3614
C20M13.11@12" TUL

10-25M13.1 18-25M18.0

EXTRA
@3" o/c

1
4-C25M

SR

SR
10-25M18.0
EXTRA

SR
2

10-20M31.0

14-20M31.0
3
SR

3'-2" 3'-0"

STEP
TYP. 14-25M16.4

24"
4.13
EDGE

4-25M44.0
8"

3'-0"
@3" o/c

3'-0"

3'-0"

3'-0"
16-25M13.1 M3-01
M3-02 M3-02 4-C25M

4-C25M
16" 4-C25M

20M06.6

STEP
24" 4-C25M

STAG.
3-C25M

@12"
24"
3'-0"

20M18.0@24" 20M18.0@24"

8"
1'-6"
4-C25M 16" 16"

12"
EXTRA EXTRA
24"
STEP

4-C25M 3-C25M
4-C25M
4.14
8"

16" 16"
6-C20M09.10 6-C20M09.10 6-C20M09.10 8-C20M09.10

6-20M
6-20M31.0
6-C20M
10-C20M 6-C20M 16" 3'-0" C25M36.0@8" TUL

14.9
4-C20M

4-20M31.0
16"
8-20M

07.10 09.10

15.9
4-25M44.0
+ 2-C25M36.0 ALONG EDGE
18.0

16" 16" 12-C20M09.10

15.9
@3" o/c
4-C20M 10-C20M 18-C20M 12-C20M 4-C20M 12-C20M C25M21.4@8" TLL
+ 2-C25M21.4 ALONG EDGE
2

07.10 07.10 07.10 07.10 07.10 09.10 M3-04

SR

SR

M3-04
4.15

6-C20M12.6
4-20M
6-C20M12.6
6-C20M12.6

26-C20M09.10
4-C20M12.6
4-C20M12.6

14.9
4-25M H2E
6-20M18.0
4-C25M

4-C25M

STEEL CANOPIES BELOW - ALONG EDGE 10-C20M14.9@12" TLL

TUL
SEE S7 912 TYP. 3'-6" SPLICE + 2-C20M14.9
UNO. ALONG EDGE

2 2023-03-17 ISSUED FOR TENDER

1 2022-09-02 ISSUED FOR BUILDING PERMIT
No DATE DESCRIPTION

NO ELECT. CONDUITS MAX 2 ADDITIONAL 24" MAX 2 ADDITIONAL

COLUMN BELOW IF STUD RAILS TYP 6" DIA HOLES - 24" 6" DIA HOLES - 24"
FROM COLUMN FACE FROM COLUMN FACE
STUD RAIL SCHEDULE - BLDG 4 LEVEL 3 STUD RAILS
SEE PLAN 8" 6"
24" ARE ACCEPTABLE ARE ACCEPTABLE
'dh' 6" WEILER SMITH BOWERS
'dh' 1" 6"

8"
CONSULTING STRUCTURAL ENGINEERS

24"

24"
6"
MIN MIN

6"
'th'

118-3855 HENNING DR.

8" 6"
BURNABY B.C. TEL: (604) 294-3753
'd' 'd'

6"
CANADA V5C 6N3 FAX: (604) 294-3754
'H'

'H'

3" DIA OR SMALLER 6" 8"

6" E-MAIL wsb@wsb-eng.com
HOLE THRU SLAB ADDITIONAL
'tr'

AT COL 6" DIA MAX

REBAR CALLUPS • REINFORCING BARS TO BE 20M U.N.O. OTHER REINFORCING AS NOTED
TYPICAL TOP STEEL FLAT PLATE MAT LAYOUT HOLE ACCEPTABLE SEAL
1"

6" DIA HOLES

9-20M07.4 @ 16"

3" DIA HOLES 4" DIA HOLES

1"

SLAB SOFFIT 'Se' 'S' 'S' 'S' 'Se' SLAB SOFFIT

'br' DENOTES MAT TYPE NUMBER OF BARS REINF SPACING
SEE DWG FOR MAT SIZE 2 HOLES MAX PER COLUMN 2 HOLES MAX 1 HOLE MAX PER COLUMN
'L' MAT LOCATION BAR SIZE BAR LENGTH
2'-0" BOTH HOLES AT ONE LOCATION
( LEVEL 3 ) ( 7'-4" )
No. OF STUDS 'd' 'dh' STAGGER NOTES:

STAGGER
'L' 'S' 'Se' 'tr' 'br' 'H' 'th' RAIL LAYOUT MAT OUTLINE BAR LENGTH BARS SIZE
PER RAIL (DIA.) (DIA.) NO HOLES ALLOWED AT COLUMNS WITH 8" OR 10" WIDTHS.

2'-0"
( 11'-10" ) NUMBER OF
BARS ALTERNATE HOLE SIZES / LOCATIONS TO BE COORDINATED WITH STRUCTURAL.
SR1 50" 7 6.250" 6.250" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 8 RAILS PER COLUMN SEE A COORDINATE ALL HOLES WITH MECHANICAL.
M3-01
SR2 52" 7 6.500" 6.500" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 4 RAILS PER COLUMN SEE B
4-20M11.10 HOLES / SLEEVES THRU SLAB AT COLUMNS
3'-0"

BAR LENGTH

1/3
14- 20M12.6

BARS SIZE
SR3 56.38" 10 5.125" 5.125" 0.375" 2.0" 0.75" 14" 2.37" 0.42" 8 RAILS PER COLUMN SEE A
( 12'-6" )
NUMBER
SEE DWG FOR MAT SIZE
SR4 49.0" 6 7.00" 7.00" 0.37" 2.0" 0.75" 14" 2.37" 0.42" 6 RAILS PER COLUMN SEE C BARS SIZE OF BARS
2- 20M21.4 LEGEND

EXTRA TOP BARS

BASIC TOP BARS

NUMBER OF BARS
TOC TOP OF CONCRETE ELEVATION EGBC PERMIT TO PRACTICE # 1000460
BAR LENGTH

1/3
(21'-4") SSU SLOPE SOFFIT UP
PROJECT
TUL TOP UPPER LAYER
EXAMPLE 1 EXAMPLE 2 TLL TOP LOWER LAYER HAYER TOWN CENTRE
BUL BOTTOM UPPER LAYER
L STUD RAIL
SYSTEM
BLL BOTTOM LOWER LAYER PHASE 2
BUILDING 4 LEVEL 3 SLAB PLAN

1/3
BAR PLACING ORDER U.N.O. TOP REINFORCING 1/8" = 1'-0"
SLAB OUTLINE SLAB OUTLINE BOTTOM REINFORCING 7635 - 200 STREET
• REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:
3 SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK. LANGLEY, BC
DENOTES: C20M06.6@12" TYP. UNO STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY
DRAWING
4 EXTRA TOP BARS
1/3 1/3 1/3
36" SLABBAND OR SLAB THICKNESS PHASE 2
DESIGN LOADS:
L L 1 BASIC TOP BARS S
BUILDING 4 LEVEL 3
DENOTES: LOCATION OF STIRRUPS
COLUMN BELOW COLUMN BELOW
MAT LAYOUT AT SUPPORTS
• RESIDENTIAL SLAB PLAN
'L'

SEE PLAN SEE PLAN D.L. = SELF WEIGHT + 150 PSF

COLUMN BELOW 2
INDICATES STEP IN SLAB OR SLABBAND L.L. = 155 PSF
SEE PLAN NOTES: CONFIRM ALL STEPS WITH ARCHITECT'S
DRAWN DESIGNED
CA TM / KV
CLR
1"

3 4 DRAWINGS.
A) CONCENTRATE EXTRA TOP BARS IN MIDDLE 1/3 OF MAT.
DATE CHECKED
INDICATES ATS HOLD DOWN JUL. 2022
B) INDICATES LOCATION AND MINIMUM NUMBER OF HIGH CHAIRS TO BE USED PER MAT. DB
SEE SCHEDULE AND DETAILS
STUD RAIL DETAIL STUD RAIL DETAIL STUD RAIL DETAIL U/S SLAB LARGER MATS MAY REQUIRE MORE CHAIRS. CHAIRS ARE TO BE OF ADEQUATE
A B C STRENGTH TO MAINTAIN PROPER LOCATION OF MAT DURING POUR. PROJECT NUMBER- DRAWING NUMBER
CLR
1"

2 1

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:17 PM
20-172 S5
 3.D 3.F 3.G 3.H 3.K

21'-0" 10'-0" 6'-0" 26'-0"

3-C20M
11.0
16" FLAT SLAB
12-C25M26.3 R/W 20M@12" E/W BOT.
+ EXTRAS AS SHOWN ON PLAN

R/W 5-25M30.0 BOT. (2 LAYERS)

12" W. x 57" DP. EDGE BEAM
8-25M18.0
3.11

6-C20M
8-20M11.9

13.1

18-C20M13.1

+ 2-15M30.0@12" H.
12-C20M11.0

8-C20M11.0

3-C25M

+ 2-25M30.0 TOP
+ 15M@12" TIES
911

10-20M14.9

16-20M14.9

H2E
20M21.4@12"
EXTRA 8-25M11.9
@10"
5-C25M
12-20M11.9 26.3

6-C20M

24'-6"
EL. 78.93m

20M23.0@18"
13.1
14-25M18.0 STEEL CANOPY
4-C25M 4-C25M BELOW
SEE S7

EXTRA
6-C25M

C20M08.5
M3-01 M3-02 M3-03 8" CONC. UPSTAND

@12"
AT PERIMETER

6-20M15.9
SEE ARCH.
5-C20M11.0 3-25M32.0
8-C20M11.0
@3" o/c

4-C25M
3'-0"
4-C20M13.1

3.12

TYP.
3'-0"
10-C20M11.0

6-C20M18.0

SR
6" CONC.
9-C20M

1
10-20M15.9

CURB SEE DET.

13.1

SEE ARCH.

8'-6"

2'-0"
6-20M

20M08.5@12"
14-C20M11.0
15.9

3'-0" 3117
10-C20M11.0

STAG. 2'-0"
15-C20M11.0 TYP.

4-C25M
4-25M
4-C20M18.0

3.13 SIM.
3-25M20.0 C20M11.0
M3-04 M3-05 M3-06 M3-01

4-C25M
3612 @3" o/c @12"
M3-07 M3-02
4-C25M 4-C25M 2-C25M 3-C25M

16'-0"
4-C25M

4-C25M
12-25M18.0
3610 M3-03 2-C25M
3610

SR
2
M3-06 M3-05 M3-04
12-25M18.0

18-25M18.0

3.14 20M19.8@24" C20M11.0 C20M11.0

911 CTR'D EXTRA @12" @12"

4-C25M
3610

STEEL CANOPY
16-25M18.0 BELOW
12'-0" 20'-0" 6'-0" 20'-0" SEE S7 10'-0"

M3-07

3.C 3.E 3.G 3.H 3.J 3.L

BLDG 3 LEVEL 3 MAT LAYOUTS
601

NO ELECT. CONDUITS MAX 2 ADDITIONAL 24" MAX 2 ADDITIONAL

COLUMN BELOW IF STUD RAILS TYP 6" DIA HOLES - 24" 6" DIA HOLES - 24"
FROM COLUMN FACE FROM COLUMN FACE
STUD RAILS ARE ACCEPTABLE ARE ACCEPTABLE
24"
SEE PLAN 8" 6"
6"
1" 6"

8"

24"

24"
6"
MIN MIN

6"
8" 6"

6"
3" DIA OR SMALLER 6" 8"
HOLE THRU SLAB ADDITIONAL 6" 2 2023-03-17 ISSUED FOR TENDER
AT COL 6" DIA MAX 1 2022-09-02 ISSUED FOR BUILDING PERMIT
HOLE ACCEPTABLE No DATE DESCRIPTION
3" DIA HOLES 4" DIA HOLES 6" DIA HOLES
2 HOLES MAX PER COLUMN 2 HOLES MAX 1 HOLE MAX PER COLUMN
BOTH HOLES AT ONE LOCATION
NOTES:
NO HOLES ALLOWED AT COLUMNS WITH 8" OR 10" WIDTHS.
ALTERNATE HOLE SIZES / LOCATIONS TO BE COORDINATED WITH STRUCTURAL.
COORDINATE ALL HOLES WITH MECHANICAL. WEILER SMITH BOWERS
CONSULTING STRUCTURAL ENGINEERS
STUDRAIL SCHEDULE - LEVEL 3 BLDG 3 HOLES / SLEEVES THRU SLAB AT COLUMNS 118-3855 HENNING DR.
'dh' 'dh' BURNABY B.C. TEL: (604) 294-3753
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com
'th'

'd' 'd'
REBAR CALLUPS • REINFORCING BARS TO BE 20M U.N.O. OTHER REINFORCING AS NOTED
TYPICAL TOP STEEL FLAT PLATE MAT LAYOUT SEAL
'H'

'H'

9-20M07.4 @ 16"

DENOTES MAT TYPE NUMBER OF BARS REINF SPACING

'tr'

SEE DWG FOR MAT SIZE

MAT LOCATION BAR SIZE BAR LENGTH
( LEVEL 3 ) ( 7'-4" ) 2'-0"
1"
1"

STAGGER

STAGGER
SLAB SOFFIT 'Se' 'S' 'S' 'S' 'Se' SLAB SOFFIT MAT OUTLINE BARS SIZE
'br' BAR LENGTH

2'-0"
( 11'-10" ) NUMBER OF
'L' BARS

No. OF STUDS 'd' 'dh'

'L'
PER RAIL
'S' 'Se' 'tr' 'br'
(DIA.)
'H'
(DIA.)
'th' RAIL LAYOUT M3-01
4-20M11.10
SR1 56.38" 10 5.125" 5.125" 0.375" 2.00" 0.750" 14" 2.37" 0.42" 8 RAILS PER COLUMN SEE A
3'-0"

BAR LENGTH

1/3
14- 20M12.6

BARS SIZE
( 12'-6" )
SR2 27.25" 6.875" 7.000" 0.375" 2.00" 0.750" 14" 2.37" 0.42 4 RAILS PER COLUMN SEE B NUMBER
SEE DWG FOR MAT SIZE
3
BARS SIZE OF BARS
2- 20M21.4

EXTRA TOP BARS

BASIC TOP BARS

NUMBER OF BARS
BAR LENGTH EGBC PERMIT TO PRACTICE # 1000460

1/3
(21'-4") PROJECT

'L' STUDRAIL
SLAB EDGE
EXAMPLE 1 EXAMPLE 2 HAYER TOWN CENTRE
SEE SCHEDULE 'L' LEGEND PHASE 2
TOC TOP OF CONCRETE ELEVATION

1/3
BAR PLACING ORDER U.N.O. SSU SLOPE SOFFIT UP
TUL TOP UPPER LAYER BUILDING 3 LEVEL 3 SLAB PLAN 1/8" = 1'-0" 7635 - 200 STREET
4 TLL TOP LOWER LAYER LANGLEY, BC
• REFER TO ARCH. DWGS. FOR ADDITIONAL DIMENSIONS AND DETAILS FOR:
BUL BOTTOM UPPER LAYER DRAWING
SLOPES, T.O.S. ELEVATIONS, CONCRETE CURBS, SLAB EDGES AND BRICK.
'L'

CONC. COLUMN
'L'

STUDRAIL 3 EXTRA TOP BARS BLL BOTTOM LOWER LAYER STRUCT. DWGS INDICATE RELATIVE SLAB OUTLINE ONLY
BELOW
SEE SCHEDULE
1/3 1/3 1/3
PHASE 2
TOP REINFORCING
CONC. COLUMN
BASIC TOP BARS BOTTOM REINFORCING
BUILDING 3 LEVEL 3
BELOW 2 DESIGN LOADS:
A
STUD RAIL
B
STUD RAIL
MAT LAYOUT AT SUPPORTS
SLAB PLAN
1 DENOTES: C20M06.6@12" TYP. UNO • RESIDENTIAL
NOTES: D.L. = SELF WEIGHT + 150 PSF DRAWN DESIGNED
CA TM / KV
CLR
1"

4 3 36" SLABBAND OR SLAB THICKNESS L.L. = 155 PSF

A) CONCENTRATE EXTRA TOP BARS IN MIDDLE 1/3 OF MAT.
DATE CHECKED
B) INDICATES LOCATION AND MINIMUM NUMBER OF HIGH CHAIRS TO BE USED PER MAT. JUL. 2022 DB
INDICATES ATS HOLD DOWN
U/S SLAB LARGER MATS MAY REQUIRE MORE CHAIRS. CHAIRS ARE TO BE OF ADEQUATE SEE SCHEDULE AND DETAILS
STRENGTH TO MAINTAIN PROPER LOCATION OF MAT DURING POUR. PROJECT NUMBER- DRAWING NUMBER
CLR
1"

1 2

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:20 PM
20-172 S6
 23 22 21 20 19

801

BLDG 4 - LEVEL 1

SEE S3A FOR SLAB PLAN

BLDG 4 - LEVEL 1 CANOPY PLAN

1/16" = 1'-0"

22 21 20 19 18 17 16 15 14 13

802

1 2023-03-17 ISSUED FOR TENDER

No DATE DESCRIPTION
H
803

WEILER SMITH BOWERS

CONSULTING STRUCTURAL ENGINEERS
J 118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com

BLDG 4 - LEVEL 2 BLDG 3 - LEVEL 2 SEAL

BLDG 4 - LEVEL 2

L
EGBC PERMIT TO PRACTICE # 1000460
PROJECT

HAYER TOWN CENTRE

SEE S4A + S4B FOR SLAB PLANS PHASE 2

7635 - 200 STREET

BLDG 3 + 4 - LEVEL 2 CANOPY PLAN LANGLEY, BC

1/16" = 1'-0" PHASE 2 CANOPY PLANS 1/16" = 1'-0"

DRAWING

PHASE 2
DESIGN LOADS: CANOPY PLANS
• CANOPIES
D.L. = 20 PSF
S.L. = 45 PSF + SNOW DRIFT DRAWN DESIGNED
CA TM / KV
L.L. = 100 PSF
(FOR ACCESIBLE CANOPY)
DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:22 PM
20-172 S7
 23 22 21 20 19

HSS 3x2x0.188 LLV. HSS 6x4x0.188 CONT.

CONT.
HSS 6x4x0.250 OUTRIGGERS
C 901
@ 5'-0" o/c MAX

9'-7 1/2"
HSS 2x2x0.188
CONT.
14 13
HSS 8x6x0.250 HSS 8x6x0.250

3
HS

31

31
HS
12
LLV. LLV.

0.

0.
PC

S
6x

6x

6x
6x
6x

6x

6x
6x
0.

SS

SS
0.
31
11

31
H

H
3
PC

3
3 1/2" 3'-3 1/2" 2'-10 1/2" 2'-6 1/2" 9'-1 1/2"

BASE A
10

1
PC

PC
12

HS
PC

2'-8 1/2"

S
6x
8'-1"
6'-4"

6x
904

0.
31
913 SIM.

3
STEEL OUTRIGGERS

HS

68.47 HSS 6x4x0.250 LLV.

S

10
HSS 10x6x0.250
6x

PC

OUTRIGGERS

HSS 6x4x0.188 LLV. CONT.

6x
0.
@ 3'-6" MAX

HSS 10x6x0.375 LLV.

31
3
LLV.

901
3
31
0.

W/ RETURN
UP
E
x 6x

68.60
12 S 6

3'-6"

GIRT
PC HS

3
K

3
C

C
C4x4.5 CONT.

907

1
C
EMBED

DN

2A
68.66

HSS 3x2x0.188 LLV.

UP
HS

903

HSS 2x2x0.188
S
6x

6'-5" OPP.
9'-4"
6x

902 HSS 2x2x0.188

0.
31

10
CONT.
3

CONT.

CONT.
HSS 10x6x0.500

3
31
10

903

0.
F
PC

6x
6x
913

2A
SS

7
C
HSS 6x4x0.250 LLV.

C
H
HSS 10x6x0.375 LLV. GIRT OUTRIGGERS
LLV.

2'-3"
3

L
31
0.

BLDG 4 - LEVEL 1
6x
6x
SS

904
H

HSS 6x4x0.188 LLV. CONT.

68.95 W/ RETURN HSS 3x2x0.188 LLV.
901 CONT.
11'-4"

907
12
PC

9
PC
HSS 6x4x0.250 OUTRIGGERS

G 3.C 3.E 3XX 3.G 3.H 3.J 3.L

WF2 WF2 ELEV WF2 WF2 WF2 WF2
2
PC

3 1/2"
@ 5'-0" o/c MAX

HSS 2x2x0.188

BLDG 3 - LEVEL 2 CANOPY FRAMING PLAN

803
PC
12
CONT.

1'-2"

4
.9
68

H
HS

69.62
S
6x
6x
0.
31

901
3
HSS 3x2x0.188 LLV.

HSS 10x6x0.500
HSS 6x4x0.188

68.95
2
PC

22 21 20 19 18 17 16
CONT.

LLV.
CONT.

68.95
31
0.
6x

2.6%
6x

J
SS
H

12
C
1'-4"

68

906
.9

HSS 6x4x0.250 LLV.

5

68.95 OPP.
1 2023-03-17 ISSUED FOR TENDER
12

OUTRIGGERS
PC

HSS 10x6x0.500
No DATE DESCRIPTION

2
C

LLV.
BLDG 4 - LEVEL 1 CANOPY FRAMING PLAN

HSS 2x2x0.188
J

1
801

C
905
WEILER SMITH BOWERS

HSS 6x4x0.188 CONT.

CONT.
CONSULTING STRUCTURAL ENGINEERS

HSS 3x2x0.188 LLV.

118-3855 HENNING DR.

1
BURNABY B.C. TEL: (604) 294-3753

C
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com

HSS 10x6x0.500
HSS 3x2x0.188 LLV.

CONT.
901 SEAL

908
HSS 6x4x0.188

LLV.
EMBED
CONT.

HSS 2x2x0.188 CONT.

906
3
31
CONT.

2
0.

C
HSS 6x4x0.250 LLV.

K
6x
6x
SS

C1
C
OUTRIGGERS

2
HSS 10x6x0.375
LLV
901 1'-6 1/2"

1'-6" 4'-0" 3'-8" 1'-8" 18'-11 1/8" 15'-0 7/8" 11'-1 3/4" 2'-8" 9'-6 3/8" 5'-9 5/8" 6'-2" 12'-3 3/8"

909 909
EGBC PERMIT TO PRACTICE # 1000460
13

HSS 8x6x0.250 LLV. OPP. 908 907

HS
3
HSS 2x2x0.188
.3

31
MAX
2'-0"

13

3
HS

HS

HS

HS
903
x0

31

31

31

31

31
907

S
PROJECT

0.
CONT.
.3

S
x6

6x
0.

0.

0.

0.

0.

6x
H 1 x0

SIM.
6x

6x

6x

6x
C S6

6x

6x

6x

6x

6x

6x
HAYER TOWN CENTRE

6x
C IM.
C x6

6x

6x

6x

6x
12"
6x

6x

6x

6x

6x
5A

0.
*
S

S
6

HSS 10x6x0.500 HSS 10x6x0.250 HSS 10x6x0.375 HSS 10x6x0.250 HSS 10x6x0.250

2A

SS
1'-8 1/4"

HSS 12x6x0.500 HSS 10x6x0.375

C
0.

0.

0.

0.

31
H
1
SS

SS

SS

SS

SS

SS

6
1
C
31

31

31

31
C

H
LLV. LLV. LLV. LLV. LLV.

3
LLV LLV
H

H
PHASE 2
3

3
L
3 3/4"

3 3/4"
C1

HSS 6x4x0.375 901

CORNER +
3/8" FILLET HSS 6x4x0.250 LLV. 7635 - 200 STREET
WELD TO OUTRIGGERS HSS 6x4x0.188 C4x4.5 CONT. LANGLEY, BC
2'-0" HSS 3x2x0.188 LLV. HSS 6x4x0.250 LLV. STEEL OUTRIGGERS 907
HSS COL. CONT. OUTRIGGERS CONT. @ 3'-6" MAX
MAX 901 902 DRAWING
HSS 6x4x0.188
CONT. PHASE 2
CANOPY FRAMING PLANS

BLDG 4 - LEVEL 2 CANOPY FRAMING PLAN DRAWN DESIGNED

802 CA TM / KV

DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:24 PM
20-172 S8
 GL GL

SE
E
6" WIDE CONT.

SC
BENT PLATE GUTTER

H
ED
C LE
HSS 3x2x0.188 CONT. LLV.

2A
U
3/8" EMBED PLATE
1 1/2" METAL DECKING C/W 4- 5/8" Ø NELSON STUDS x 8" LG.
(20GA) - ZONE 5 3" 6" 3" 1 1/2" 5" 1 1/2" SPACED AS SHOWN
MIN. 2- C20M WELDABLE REBARS TOP
5/16 Z6 -
OUTRIGGER C4x4.5 CONT. C/W 2" WIDE x 3" LONG x 1" THK. SEE PLAN
ALUMINUM GLASS BY OTHERS BACKING BARS
5/16 TYP.

1 1/2"
2"
1 1/2" 3" 1 1/2"
HSS 2x2x0.188 2- C20M WELDABLE

3 1/2" MIN.
REBARS C/W BACKING BARS
HSS 10x6 MIN. (1" THK. x 3" LONG x 2" WIDE)

3" LG.
HSS GIRT 1/2" GAP
SEE PLAN

5"
1/2" OFFSET

1 1/2"

1'-0"
SEE PLAN

8"
1/2" GAP

1 1/2"
6"
SEE ARCH.

1/2" OFFSET
5"

8"
4" MIN.
3 SIDES

1/2"
1/4

2"
5/16 -

1 1/2"
1/2" OFFSET

HSS 6x4x0.250 - 1/2" OFFSET

HSS 6x4x0.188 STEEL OUTRIGGER @ 3'-6" o/c 2- 5/8" Ø NELSON STUDS
3"

@ 5'-0" o/c MAX

1" OFFSET
HSS 6x4x0.188

3"
CONT. LLV. x 10" LG. BOT.
HSS 10x6x0.375 LLV. CONT.
C3x3.5 CONT.

VARIES
1/2" THK. x 8" HIGH x 9" LG. PLATE 3 SIDES GIRT
C3x3.5 CONT. 1/2" 5/16
C/W 4- 3/4" Ø A307 ERECTION BOLTS
SPACED AS SHOWN 1'-4" x 1'-0" x 3/8" THK. EMBED PLATE
(OVERLAY 6" WITH THE STEEL OUTRIGGERS) C/W 2- C20M WELDABLE REBARS TOP TYP.
+ 2- 5/8" Ø NELSON STUDS x 10" LG. BOT. 5/16 OUTRIGGERS
TYP. SPACED AS SHOWN
5/16
HSS 6x4x0.250 LLV. OUTRIGGER

HSS GIRT TO CONCRETE COLUMN

PHASE 2 CANOPY DETAIL - TYPE 1 PHASE 2 CANOPY DETAIL - TYPE 2 CONNECTION DETAIL HSS TO CONCRETE WALL CONNECTION
901 902 903 904

HSS 10x6x0.500 - SEE PLAN

HSS 10x6x0.500 - SEE PLAN

TYP. -
5/16 1/2" OFFSET
TYP.
3" 6" 3" 5/16
1/2" OFFSET
1"
2"

DOUBLE EMBED PLATE 3/8" THK. EMBED PLATE 3" 6" 3" 8 1/2"
3"

3/8" THK. C/W C/W 4- C20M WELDABLE REBARS ARCH TO

10"

2"
4- 20M WELDABLE REBARS C/W 1" THK. x 3" LG. x 2" WIDE BACKING PLATES CONFIRM
2"

SPACED AS SHOWN 2" 6" 2"

3"
C/W 1" THK. x 3" LG. x 2" WIDE BACKING PLATES - 1 1/2" 3"
12"

SPACED AS SHOWN

1 1/2"
2"
1/2" OFFSET
1/2" OFFSET FULL

12"
LENGTH 1/4

1'-0"

8"

5"
8"
C
SE 1
2"

2"
E
SC

1 1/2"
HE 1"

2"
DU

2"
- LE WALL / COL.
MIN. 5/16 SEE PLAN
1/2" THK. FIN PLATE

LE
U
HSS 10x6x0.500 - SEE PLAN

ED
H .
SC L
E CO
3/8" DOUBLE EMBED

SE 12
C/W 4- 5/8" Ø NELSON STUDS

C
SPACED AS SHOWN

FIN PLATE TO CONCRETE WALL / COL.

HSS TO CONCRETE COLUMN CONNECTION HSS TO CONCRETE COLUMN CONNECTION CONNECTION
905 906 907

12"
SEE PLAN

Z6 - SEE PLAN MIN.

5/16
HSS 8x6 HEADER
3/8" DOUBLE EMBED 3/8" THK. EMBED PLATE
C/W 4- 5/8" Ø NELSON STUDS C/W 4- C20M WELDABLE REBARS 10" WALL
SPACED AS SHOWN C/W 1" THK. x 3" LG. x 2" WIDE BACKING PLATES 10"
10"
SPACED AS SHOWN TYP.
2" 6" 2" 3" 4" 3" 5/16
3" 2" 6" 2"
2"

EMBED
EMBED

TYP.
GIRT +

HSS +
5/16
2"

2"
HSS GIRT - SEE PLAN
1/2" OFFSET
5"
1'-0"

2 2023-03-17 ISSUED FOR TENDER

1'-0"
8"

CL

8"
3/8" DOUBLE EMBED
CL

HSS COL. - SEE PLAN

C/W 4- 5/8" Ø NELSON STUDS 1 2022-09-02 ISSUED FOR BUILDING PERMIT
5"

SPACED AS SHOWN No DATE DESCRIPTION

2"

2"
-
M. E
2"
1/2" OFFSET

L SI UL
D V.
CO E S N -
A SCH 20M TIE OW HSS 8x6x0.250 GIRT 1"
2"

5
C E 3- 0" SH
S E W 1 @1 A S MIN.
-
10"
R/ 10M ED 5/16
+ AC
SP
1/2" THK. FIN PLATE
1/2" THK. FIN PLATE WEILER SMITH BOWERS
SEE DET. CONSULTING STRUCTURAL ENGINEERS
907
118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com
HSS TO CONCRETE WALL CONNECTION HSS TO CONCRETE WALL CONNECTION HSS GIRT TO HSS COL.
908 909 910 EGBC PERMIT TO PRACTICE #1000460

SEAL

CL COL. / FTG. L COL.

C CL COL.
1/4" CAP PL 1/4" CAP PL
L2 SLAB
L3 SLAB
2" DEFLECTION

3" 7" 2"

2" DEFLECTION

SEE PLAN

3/8" EMBED PLATE 10" WALL / COL.

2" 5 1/2" 5 1/2" 2" C/W 4- 3/4" Ø HEADED STUDS
16"

SPACED AS SHOWN SEE PLAN

3/8" EMBED PLATE
2"

8"

1/2" TYP.
GAP

1" GAP
8"

C/W 4- 3/4" Ø HEADED STUDS CL PLATE

GAP

UNO.
SPACED AS SHOWN CL PLATE
3" 3"

2" 3" 3" 2"

1 1/2"
2" 3" 3" 2"

CL COL.
1 1/2" CL COL.
3"

1 1/2" 1" 2 1/2" 1 1/2"

1 1/2" 1" 2 1/2" 1 1/2"

CL COL. = CL PLATE
8" x 8" x 3/8" THK. BP
12"
2"

7"

1 1/2" 3" 8" x 8" x 3/8" THK. BP

1 1/2"
3 SIDES TYP. C/W 4- 5/8" Ø x 6" LG.

1 1/2"
1/4 PROJECT
C/W 4- 5/8" Ø x 6" LG.
3"

1/4 NELSON STUDS

1/4 - NELSON STUDS
HAYER TOWN CENTRE
2"

- BENT PLATE 10" x 3" x 1/4" x 0'-5" LG SPACED AS SHOWN

2 1/2" 2 1/2" SPACED AS SHOWN

CL PLATE
BENT PLATE 10" x 3" x 1/4" x 0'-5" LG
2 1/2" 2 1/2" - C/W SLOTTED HOLE 3" 7" 2"

1" 2 1/2"
EA.SIDE C/W SLOTTED HOLES +
PHASE 2

2 1/2" 2 1/2"
FOR 3/4" Ø WELDED THREADED BOLT

1 1/2" CL COL.
1-3/4" DIA A307 THRU BOLTS TYP.
12" TYP. 1/4
1/4
HSS 6x6 (SEE PLAN) SLAB EDGE
HSS 6x6 (SEE PLAN) HSS 6x6 - HSS 6x6 -
C/W 2- 3/4" Ø WELDED 7635 - 200 STREET
C/W 1- 3/4" Ø A307 SEE PLAN SEE PLAN
THREADED BOLTS LANGLEY, BC
THRU BOLT

1 1/2"
1 1/2"
SLAB EDGE DRAWING
SLAB EDGE
PHASE 2
CORNER CONDITION
CANOPY DETAILS
EDGE CONDITION

DRAWN DESIGNED
CA TM / KV
EMBED AT SLAB SOFFIT EMBED AT SLAB SOFFIT COLUMN BASE PLATE DETAIL - LEVEL 1 COLUMN BASE PLATE DETAIL - LEVEL 1 DATE CHECKED
EDGE CONDITION BLDG 3 CORNER CONDITION BLDG 4 EDGE CONDITION CORNER CONDITION JUL. 2022 DB
911 912 913 914 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:27 PM
20-172 S9
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

B5 B5 B5 B5

P1

P1

P1

P1

P1

P1
J4 J4

P1

P1

P1

P1
BASE B BASE B BASE B BASE B
575.0sf 575.0sf 575.0sf 575.0sf

3.1

B1

B1
B6(D)

B6(D)

B6(D)

B6(D)
BASE O1 BASE O
934 SQ. FT. B1(D) B1(D) 932 SQ. FT.

B5(D)

B5(D)
B3 B3 B3 B3

B3

B3
J1 J1
J4

J4
B4 B4

B6(D)

B6(D)
3.2

SW2
SW1

SW1
STUD WALL SCHEDULE DIAPHRAGM NAILING

B6(D)

B6(D)

B6(D)

B6(D)
B6(D) B6(D)

SW1

SW1
FIRE WALL INTERIOR BEARING WALL (4)
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

J1

J1
(@MASONRY
J2 J2 WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL

B6(D)

B6(D)

B6(D)

B6(D)
J2

J1

J2

J1
WITH 2 1/2"x0.148" DIA. NAILS

J1

J2

J1

J2
MARK CRIPPLES
(UNO) @4" o/c UNO ON PLAN
W1 W2 W3 W4 W5 W6 (TYP.) W7
B6(D)

B6(D)
LEVEL
2x4 BLOCKING

B6(D)

B6(D)

B6(D)

B6(D)
ON FLAT
ROOF
B3 B3

3.3 B3 CONT. SW5 B3 CONT. SW4 B3 CONT. SW5 B3 CONT.

6TH
B3
B3

B9
J1 J1

B9
J5 2x4 @16" 2x4 @16"
B3 5TH

B3
B3

B3

B3
B3
B3 CONT. SW4 3-2x6
B6(D) B6(D) B6(D) B6(D) B6(D) B6(D) B6(D) 3.4 4TH
2x4 @12"

BASE E
877sf
BASE H
852 sf
UP
SW4
J1 J1 2x4 @12" 2-2x4 @16" 2-2x4

B3

B1
J1 3RD

SW6
J4
DN
B3 CONT. 2ND
3.5

SW4
B4 2x4 @16" 2x6 @16" 2x4 @16"
SW4
2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4

B3 CONT.
1ST
B6(D)
NOTES:
J2
J2 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
SEE SCHEDULE

B3 CONT.
B6(D) 2x4 OR 2x6 SEE SCHEDULE
B3 CONT. B6(D) B6(D)

P1
B3
(2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
P1

B6(D)

B5
J1 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B3
J1 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%

SW3
B3

FOR ALL LEVELS - SEE NOTE ON S1.

B5

J4

P1
J4

B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

SW2
3.6 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.

BASE E
877sf
3.7
P1
BASE C

SW2 J1
662sf

SW3
J2
B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE

B3 CONT.
B6(D)
B6(D) B3 CONT. NOTE: B1 TYPICAL BEAM U.N.O. NOTE: NOTE:
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O.
P1

J2 SEE NOTES ON S1 FOR MINIMUM

J1 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

J5
B5

B3 CONT.
B3

SW4 MARK SIZE MARK SIZE AND SPACING MARK SIZE

B3 CONT. B6(D) B6(D)

P1
B9
3.8 B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
P1

SW4

B5
B3
J4

J1 J2 11 7/8" TJI 230 @16"

B2 P2
B3

J1 3- 2 x 10 3- 2x6

J4
B5

SW4

P1
3.9 J3
B3 CONT.

B6(D) B3 3 1/2" x 11 7/8" TS 11 7/8" TJI 360 @16" P3 4- 2x6

B3 CONT.

BASE F1
733 sf
B3 CONT.
P1

J1 J9 J1
B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.
J2
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL

B6(D) B6(D) STEEL COLUMN

BASE C
662sf

SW4

SW4 3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"

P1

B6
3.10
B3 CONT.

J2 J3 J2
J1 B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE
B5

B3

B6(D)
J4

7" x 9 1/2" PL
SC1 HSS 5x5x0.250 3/4" THK.
J4 B8 J8 2- 2 x 10 @16"
B3 CONT.

B3 B6(D)

P1
B1 B6(D)
B6(D) B6(D)
P1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

B5
2 2023-03-17 ISSUED FOR TENDER
B3

J1
1 2022-09-02 ISSUED FOR BUILDING PERMIT
J4
J2 J3 B3 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION
HANGER SCHEDULE
B3 CONT.

B3 CONT.

DN
B4

UP
B6(D)
J1
B4
560sf
BASE A

TYPE REINFORCING
3.11 B3
H1 HGUS 5.50/12
WEILER SMITH BOWERS
H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com

SEAL
LEGEND: LEVEL 2 FRAMING PLAN 3/32" = 1'-0"
B = BEAM
1st FLOOR WALL PLAN
PL = PARALLAM 1st FLOOR HOLD DOWN LOCATIONS
TS = TIMBERSTRAND REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
3.12 (D) = DROP BEAM
NON-LOAD BEARING PARTITIONS.
ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
= POINT LOAD FROM ABOVE ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
= INDICATES JOIST SPAN PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

3.13 = INDICATES BEAM REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.

= INDICATES HANGER

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 2 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:35 PM
20-172 S11
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

B5 B5 B5 B5

P1

P1

P1

P1

P1

P1
J4 J4

P1

P1

P1

P1
BASE B BASE B BASE B BASE B
575.0sf 575.0sf 575.0sf 575.0sf

3.1

B1

B1
B6(D)

B6(D)

B6(D)

B6(D)
BASE O2 BASE O
970 SQ. FT. B1(D) B1(D) 932 SQ. FT.

B5(D)

B5(D)
B3 B3 B3 B3

B3

B3
J1 J1
J4

J4
B4 B4

B6(D)

B6(D)
3.2

SW2
SW1

SW1
STUD WALL SCHEDULE DIAPHRAGM NAILING

B6(D)

B6(D)

B6(D)

B6(D)
B6(D) B6(D)

SW1

SW1
FIRE WALL INTERIOR BEARING WALL (4)
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

J1

J1
(@MASONRY
J2 J2 WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL

B6(D)

B6(D)

B6(D)

B6(D)
J2

J1

J2

J1
WITH 2 1/2"x0.148" DIA. NAILS

J1

J2

J1

J2
MARK CRIPPLES
(UNO) @4" o/c UNO ON PLAN
W1 W2 W3 W4 W5 W6 (TYP.) W7
B6(D)

B6(D)
LEVEL
2x4 BLOCKING

B6(D)

B6(D)

B6(D)

B6(D)
ON FLAT
ROOF
B3 B3

3.3 B3 CONT. SW5 B3 CONT. SW4 B3 CONT. SW5 B3 CONT.

6TH

B9
J1 J1

B9
J5 2x4 @16" 2x4 @16"
5TH

B3
B3
B3 CONT. SW4 3-2x6
B1(D) B1(D) B1(D) B1(D) B1(D) 3.4 4TH
2x4 @12"

BASE E
BASE H
SW4

877sf
852 sf
UP
B1(D) B1(D) J1 J1 2x4 @12" 2-2x4 @16" 2-2x4

B3

B1
J1 3RD

SW6
J4
DN
B3 CONT. 2ND
3.5

SW4
B4 2x4 @16" 2x6 @16" 2x4 @16"
SW4
2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4

B3 CONT.
1ST
B6(D)
NOTES:
J2
J2 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
SEE SCHEDULE

B3 CONT.
B6(D) 2x4 OR 2x6 SEE SCHEDULE
B3 CONT. B6(D) B6(D)

P1
B3
P1

(2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
B6(D)

B5
J1 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B3
B5

J1 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%

SW3
B3

FOR ALL LEVELS - SEE NOTE ON S1.

J4

P1
J4

B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

3.6
P1

SW2

BASE E
(5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
3.7

877sf
BASE C

SW2 J1
662sf

SW3
J2
B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE

B3 CONT.
B6(D)
NOTE:
P1

B6(D) B3 CONT. NOTE: B1 TYPICAL BEAM U.N.O. NOTE:

J2 ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
J1 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

J5

B3 CONT.
B3
B5

MARK SIZE MARK SIZE AND SPACING MARK SIZE

SW4 B6(D)

P1
B3 CONT. B6(D)
P1

B9
3.8 SW4
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6

B5
J4

B3
J1 J2 11 7/8" TJI 230 @16"
B2 P2
B3
B5

J1 3- 2 x 10 3- 2x6

J4
SW4

P1
3.9 J3
B3 CONT.

B6(D) B3 3 1/2" x 11 7/8" TS 11 7/8" TJI 360 @16" P3 4- 2x6

P1

B3 CONT.

BASE F
811 sf
B3 CONT.

J1
B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.
J2
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL

B6(D) STEEL COLUMN

BASE C

SW4

SW4 3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"

P1
662sf

B6
3.10
B3 CONT.

J2 J3 J2
J1 B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE
B3

B6(D)
J4

SC1 HSS 5x5x0.250 3/4" THK.

B5

J4 B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"

B3 CONT.

B3 B6(D)

P1
B1
B6(D) B6(D)
P1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

2 2023-03-17 ISSUED FOR TENDER
J1
1 2022-09-02 ISSUED FOR BUILDING PERMIT

B5
J4
J2 J3 B3 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION
HANGER SCHEDULE
B3 CONT.

B3
B3 CONT.

DN UP
J1
BASE A

TYPE REINFORCING
P1
560sf

3.11
H1 HGUS 5.50/12
U
R

WEILER SMITH BOWERS

TH

H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS

118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com

SEAL
LEGEND:
B = BEAM LEVEL 3 FRAMING PLAN 3/32" = 1'-0"
PL = PARALLAM
2nd FLOOR WALL PLAN
TS = TIMBERSTRAND 2nd FLOOR HOLD DOWN LOCATIONS
3.12 REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
U

(D) = DROP BEAM

R

R
TH

TH

NON-LOAD BEARING PARTITIONS.

U

OPEN TO BELOW
U

= POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
R
R

TH
TH

ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY

= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.
3.13 = INDICATES BEAM
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
= INDICATES HANGER
U

DESIGN LOADS
R

= INDICATES LOCATION OF BRICK VENEER

TH

= INDICATES LOAD BEARING

ROOF: EGBC PERMIT TO PRACTICE # 1000460
D.L. = 15 psf
U

WALLS OVER. PROVIDE SOLID PROJECT

R

L.L. = 45 psf
TH

TH

BLOCKING BETWEEN JOIST.

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 3 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:42 PM
20-172 S12
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

B5 B5 B5 B5

P1

P1

P1

P1

P1

P1
J4 J4

P1

P1

P1

P1
BASE B BASE B BASE B BASE B
575.0sf 575.0sf 575.0sf 575.0sf

3.1

B1

B1
B6(D)

B6(D)

B6(D)

B6(D)
BASE O2 BASE O
970 SQ. FT. B1(D) B1(D) 932 SQ. FT.

B5(D)

B5(D)
B3 B3 B3 B3

B3

B3
J1 J1
J4

J4
B4 B4

B6(D)

B6(D)
3.2

SW2
SW1

SW1
STUD WALL SCHEDULE DIAPHRAGM NAILING

B6(D)

B6(D)

B6(D)

B6(D)
B6(D) B6(D)

SW1

SW1
FIRE WALL INTERIOR BEARING WALL (4)
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

J1

J1
(@MASONRY
J2 J2 WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL

B6(D)

B6(D)

B6(D)

B6(D)
J2

J1

J2

J1
WITH 2 1/2"x0.148" DIA. NAILS

J1

J2

J1

J2
MARK CRIPPLES
(UNO) @4" o/c UNO ON PLAN
W1 W2 W3 W4 W5 W6 (TYP.) W7
B6(D)

B6(D)
LEVEL
2x4 BLOCKING

B6(D)

B6(D)

B6(D)

B6(D)
ON FLAT
ROOF
B3 B3

3.3 B3 B3 CONT. SW5 B3 CONT. SW4 B3 CONT. SW5 B3 CONT.

6TH

B9
J1 J1

B9
J5 2x4 @16" 2x4 @16"
B3 5TH

B3

B3

B3
B3
B3 CONT. SW4 3-2x6
B1(D) B1(D) B6(D) B1(D) B1(D) 3.4 4TH
2x4 @12"

BASE E
BASE H
SW4

877sf
852 sf
UP
B1(D) B1(D) J1 J1 2x4 @12" 2-2x4 @16" 2-2x4

B3

B1
J1 3RD

SW6
J4
DN
B3 CONT. 2ND
3.5

SW4
B4 2x4 @16" 2x6 @16" 2x4 @16"
SW4
2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4

B3 CONT.
1ST
B6(D)
NOTES:
J2
J2 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
SEE SCHEDULE

B3 CONT.
B6(D) 2x4 OR 2x6 SEE SCHEDULE
B3 CONT. B6(D) B6(D)

P1
B3
P1

(2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
B6(D)

B5
J1 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B3
J1 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
B5

SW3
B3

FOR ALL LEVELS - SEE NOTE ON S1.

J4

P1
J4

B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

3.6
P1

SW2

BASE E
(5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
3.7

877sf
BASE C

SW2 J1
662sf

SW3
J2
B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE

B3 CONT.
B6(D)
B6(D) NOTE: B1 TYPICAL BEAM U.N.O. NOTE:
P1

B3 CONT. NOTE:
J2 ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
J1 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

B3 CONT.
J5
B3
B5

MARK SIZE MARK SIZE AND SPACING MARK SIZE

SW4 B3 CONT. B6(D) B6(D)

P1
P1

B9
3.8 SW4
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6

B5
J4

B3
J1 J2 11 7/8" TJI 230 @16"
B2 P2
B3

3- 2x6
B5

J1 3- 2 x 10

J4
SW4

P1
3.9 J3
B3 CONT.

B6(D) B3 3 1/2" x 11 7/8" TS 11 7/8" TJI 360 @16" P3 4- 2x6

P1

B3 CONT.

BASE F
811 sf
B3 CONT.

J1
B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.
J2
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL

B6(D) STEEL COLUMN

BASE C

SW4

SW4 3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"

P1
662sf

B6
3.10
B3 CONT.

J2 J3 J2
J1 B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE
B5

B3

B6(D)
J4

SC1 HSS 5x5x0.250 3/4" THK.

J4 B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"
B3 CONT.

P1
B1 B3 B6(D)
B6(D) B6(D)
P1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

2 2023-03-17 ISSUED FOR TENDER
J1

B5
1 2022-09-02 ISSUED FOR BUILDING PERMIT
J4
J2 J3 B3 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION
HANGER SCHEDULE
B3 CONT.

B3
B3 CONT.

DN UP
J1
BASE A

TYPE REINFORCING
560sf

P1

3.11
930sf
BASE N
BASE N
930sf

H1 HGUS 5.50/12

J1 J1 WEILER SMITH BOWERS

H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
118-3855 HENNING DR.
B6(D) B6(D) BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
B6(D) B6(D) B6(D) B6(D)
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com
B3

B3
B3

B3

SEAL
J2 J2 LEGEND:
B = BEAM LEVEL 4 FRAMING PLAN 3/32" = 1'-0"
PL = PARALLAM
3rd FLOOR WALL PLAN
TS = TIMBERSTRAND 3rd FLOOR HOLD DOWN LOCATIONS
B2(D) B4 B4 B2(D)
3.12
B6(D)

B6(D)

(D) = DROP BEAM REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
NON-LOAD BEARING PARTITIONS.
B5(D)

B5(D)

J1 J1 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
J1

J1

ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY

= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
J4

J4

3.13 B6(D) B6(D) = INDICATES BEAM PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
P1

= INDICATES HANGER
P1

P1

P1

B2 B2
= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS
= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 4 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:49 PM
20-172 S13
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

B5 B5 B5 B5

P1

P1

P1

P1
P1

P1
J7 J7

P1

P1

P1

P1
BASE B BASE B BASE B BASE B
575.0sf 575.0sf 575.0sf 575.0sf

3.1

2-2x8
B1

B6(D)

B6(D)

B6(D)

B6(D)
BASE O1 BASE O

1
934 SQ. FT. B1(D) B1(D) 932 SQ. FT.

SC
B5(D)

B5(D)
B3 B3 B3 B3

B3

B3
J7 J7

J8
J8

J7
J7

J7

J8
J8

J7
B4 B4 B4
B5 B4 B4 B7

B6(D)

B6(D)
B4
3.2

SW2
SW1
STUD WALL SCHEDULE DIAPHRAGM NAILING

B6(D)

B6(D)

B6(D)

B6(D)
B1(D) B1(D)

SW1
SW1

SW1
FIRE WALL INTERIOR BEARING WALL (4)
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

J7

J7
(@MASONRY
J7 J7 WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL

J8

J8

J2

J1
WITH 2 1/2"x0.148" DIA. NAILS

J1

J2

J1

J2
B6(D)

B6(D)

B6(D)

B6(D)
MARK CRIPPLES

B5
(UNO) @4" o/c UNO ON PLAN
B3 W1 W2 W3 W4 W5 W6 (TYP.) W7
B6(D)

B6(D)
LEVEL
2x4 BLOCKING

B6(D)

B6(D)

B6(D)

B6(D)
B5 ON FLAT
ROOF
B3

3.3 6TH

B2
B3 CONT. SW5 B3 CONT. SW4 B3 CONT. SW5 B3 CONT.

B9
J7 J1 J7

B9
3-2x6

3-2x6
J5

3-2x6
B6(D)
5TH 2x4 @16" 2x4 @16"

B3
B3 CONT. SW4 3-2x6
B1(D) B1(D) B1(D) B1(D) B1(D) B2(D) B2(D) 3.4 4TH
2x4 @12"

BASE E
BASE H
SW4

877sf
852 sf
UP
J1 J1 2x4 @12" 2-2x4 @16" 2-2x4

B3

B1
J1 3RD

SW6
J4
DN
B3 CONT. 2ND
3.5

SW4
B4 2x4 @16" 2x6 @16" 2x4 @16"
SW4
2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4

B3 CONT.
1ST
B6(D)
NOTES:
J2
J2 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
SEE SCHEDULE

B3 CONT.
B6(D) 2x4 OR 2x6 SEE SCHEDULE
B6(D)

P1
B3
P1

B3 CONT. (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.

B5
B6(D)
J1 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B3
J1 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%

SW3
B5

B3

FOR ALL LEVELS - SEE NOTE ON S1.

J4

P1
J4

B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

3.6
P1

SW2

BASE E
(5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
3.7

877sf
BASE C

SW2 J1
662sf

SW3
J2
B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE

B3 CONT.
B6(D)
B6(D) NOTE: B1 TYPICAL BEAM U.N.O. NOTE:
P1

B3 CONT. NOTE:
J2 ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
J1 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

J5

B3 CONT.
B5

B3

MARK SIZE MARK SIZE AND SPACING MARK SIZE

SW4 B6(D)

P1
P1

B9 B3 CONT.
3.8 B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6

B5
SW4
J4

B3
J1 J2 11 7/8" TJI 230 @16" P2
B5

B2
B3

J1 3- 2 x 10 3- 2x6

J4
SW4

P1
3.9 J3
B3 CONT.

B6(D) B3 3 1/2" x 11 7/8" TS 11 7/8" TJI 360 @16" P3 4- 2x6

P1

B3 CONT.

BASE F
811 sf
B3 CONT.

J1
B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.
J2
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL

B6(D) STEEL COLUMN

BASE C

SW4

SW4 J6 2- 2x 6 @16"
P1

3 1/2" x 9 1/2" TS
662sf

B6
3.10
B3 CONT.

J2 J3 J2
J1 B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE
B5

B3

B6(D)
J4

SC1 HSS 5x5x0.250 3/4" THK.

J4 B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"
B3 CONT.

P1
B1 B3 B6(D)
B6(D) B6(D)
P1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

2 2023-03-17 ISSUED FOR TENDER
J1
1 2022-09-02 ISSUED FOR BUILDING PERMIT
J4
J2 J3 B3 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION
B5 HANGER SCHEDULE
B3 CONT.

B3
B3 CONT.

DN UP
J1
BASE A

TYPE REINFORCING
560sf

P1

3.11
930sf
BASE N
BASE N
930sf

H1 HGUS 5.50/12

J1 J1 WEILER SMITH BOWERS

H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
118-3855 HENNING DR.
B6(D) BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
B6(D) B6(D) B6(D) B6(D)
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com
B3

B3
B3

B3

SEAL
J2 J2 LEGEND:
B = BEAM LEVEL 5 FRAMING PLAN 1/8" = 1'-0"
PL = PARALLAM 4th FLOOR WALL PLAN
TS = TIMBERSTRAND 4th FLOOR HOLD DOWN LOCATIONS
B2(D) B4 B4 B2(D)
3.12 REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
B6(D)

B6(D)

(D) = DROP BEAM NON-LOAD BEARING PARTITIONS.

B5(D)

B5(D)

J1 J1 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
J1

J1

ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY

= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
J4

J4

PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

3.13 B6(D) B6(D) = INDICATES BEAM
P1 B1

B1

REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.

= INDICATES HANGER
P1

P1

P1

B2 B2
= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS
= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 5 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:48:57 PM
20-172 S14
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

3.1

B6(D) B6(D) B6(D) BASE P

1232 sf
B1(D) B1(D)

P1
3.2 6'-0" 6'-0" STUD WALL SCHEDULE DIAPHRAGM NAILING
FIRE WALL INTERIOR BEARING WALL (4)
J1

B3 CONT.
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

SW2

B5(D) P3 B1(D)
(@MASONRY
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL

.
J1 J3 WITH 2 1/2"x0.148" DIA. NAILS

IN
2x6 MARK CRIPPLES

M
W10x33 (UNO) @4" o/c UNO ON PLAN
WALL W1 W2 W3 W4 W5 W6 (TYP.) W7
LEVEL
2x4 BLOCKING

B7
ON FLAT

6'-0"
ROOF

J4
J2 J9 J2

B1(D)
3.3 B3 CONT.
6TH

B4
B3
SW4

B1(D)
J5 2x4 @16" 2x4 @16"
5TH
B3 CONT. SW4

P1
3-2x6
3.4 4TH
2x4 @12"

BASE E
BASE H
SW4

877sf
852 sf
UP

6'-0"
J1 J1 2x4 @12" 2-2x4 @16" 2-2x4

B3

B1
J1 3RD

SW6
J4
DN
B3 CONT. 2ND
3.5

SW4
B3 2x4 @16" 2x6 @16" 2x4 @16"
SW4
2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4

B3 CONT.
1ST

6'-0"
B6(D)
NOTES:
J2
J2 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
6'-0" SEE SCHEDULE

B3 CONT.
B6(D) 2x4 OR 2x6 SEE SCHEDULE
B6(D)

P1
B3
P1

(2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
B3 CONT.
B6(D)

B5
J1 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B3
J1 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%

6'-0"
SW3
B5

B3

FOR ALL LEVELS - SEE NOTE ON S1.

J4
6'-0"

P1
B9
J4

(4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

3.6
P1

SW2

BASE E
(5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
3.7

877sf
6'-0"
BASE C

SW2 J1
662sf

SW3
6'-0"

J2
B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE

B3 CONT.
6'-0"
B6(D)
B6(D) NOTE: B1 TYPICAL BEAM U.N.O. NOTE:
P1

B3 CONT. NOTE:
J2 ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
J1 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

J5

B3 CONT.
B3

MARK SIZE AND SPACING

6'-0"
B5

MARK SIZE MARK SIZE

B6(D)

P1
SW4
P1

B9
3.8 B3 CONT.
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6

B5
SW4
J4

6'-0"

B3
J1 J2

6'-0"
B2 11 7/8" TJI 230 @16" P2
B3

3- 2 x 10 3- 2x6
B5

J1

J4
SW4

P1
3.9 J3
B3 CONT.

B6(D) B3 3 1/2" x 11 7/8" TS 11 7/8" TJI 360 @16" P3 4- 2x6

P1

B3 CONT.

BASE F
811 sf
B3 CONT.

J1

6'-0"
B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.
J2
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL
6'-0"

B6(D) STEEL COLUMN

BASE C
P1

SW4

SW4 3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"

662sf

B6
3.10
B3 CONT.

J2 J3 J2
J1 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE
6'-0"

B7
B5

B3

B6(D)
J4

SC1 HSS 5x5x0.250 3/4" THK.

J4 B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"
B3 CONT.

P1
B1 B3 B6(D)
B6(D) B6(D)
P1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

2 2023-03-17 ISSUED FOR TENDER
J1

B5
1 2022-09-02 ISSUED FOR BUILDING PERMIT
J4
J2 J3 B3 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION
HANGER SCHEDULE
B3 CONT.

B3
B3 CONT.

DN UP
J1
BASE A

TYPE REINFORCING
560sf

P1

3.11
930sf
BASE N
BASE N
930sf

H1 HGUS 5.50/12

J1 J1 WEILER SMITH BOWERS

B1(D)

B1(D)

H2 CONSULTING STRUCTURAL ENGINEERS

B3
B3

B3

B3

HGUS 7.25/12
B3

3-2x6
118-3855 HENNING DR.
B6(D) B6(D) B6(D) BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
B6(D) B6(D)
B3 NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com
B3

B3
B1(D)

B1(D)
B3
B3

SEAL
B3

LEVEL 6 FRAMING PLAN

B4

J2 J2 LEGEND:
J7

1/8" = 1'-0"
B3

B3

B = BEAM
J7
J1

J1

5th FLOOR WALL PLAN

PL = PARALLAM
5th FLOOR HOLD DOWN LOCATIONS
TS = TIMBERSTRAND REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
B2(D) B2(D)
3.12
B6(D)

B6(D)

B4 B3 B3 B4 NON-LOAD BEARING PARTITIONS.

(D) = DROP BEAM
ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
J7
J8

J7

J8
B2(D)

B2(D)

= POINT LOAD FROM ABOVE ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
J8

J8

= INDICATES JOIST SPAN

PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

3.13 B6(D) B6(D) = INDICATES BEAM REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
P1 B1

B1

= INDICATES HANGER
P1

P1

P1

B2
= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS
= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 6 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:04 PM
20-172 S15
 3.A 3.B 3.D 3.F 3.G 3.H 3.K 3.M

3.1

BASE P
1232 sf
B1(D) B1(D) B1(D)

P1
3.2 B1(D) B1(D) STUD WALL SCHEDULE DIAPHRAGM NAILING
6'-0"
FIRE WALL INTERIOR BEARING WALL (4)
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)

B1(D)
SW2
(@MASONRY
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL
CRIPPLES WITH 2 1/2"x0.148" DIA. NAILS

J7
J8 J7 MARK
(UNO) @4" o/c UNO ON PLAN
LEVEL W1 W2 W3 W4 W5 W6 (TYP.) W7
2x4 BLOCKING

B1(D)

B4
ON FLAT

6'-0"
B1(D) W8x24 ROOF

B1(D)
3.3 SW4 B1 J7
6TH

B1(D)
J7

8'-0"
5TH 2x4 @16" 2x4 @16"
B1 SW4

P1
B1
3.4 4TH
2x4 @12"

BASE E
BASE H
SW4

877sf
852 sf
J7 J7 2x4 @12" 2-2x4 @16" 2-2x4

9'-0"
J7 3RD

SW6
2x6
DN
WALL
B1 CONT. 2ND
3.5

SW4
B5 2x4 @16" 2x6 @16" 2x4 @16"
SW4
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B1(D)

B1
NOTES:
J7
J7 (1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.
SEE SCHEDULE
B1(D) 2x4 OR 2x6 SEE SCHEDULE

B1
B1 CONT. B1(D) B1(D)

P1
B1
P1

(2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.

B1
B1(D)
J7 (3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B1
B1

J7 AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%

SW3
B1

FOR ALL LEVELS - SEE NOTE ON S1.

J7

P1
J7

(4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.

3.6
P1

SW2

BASE E
(5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
3.7

877sf
BASE C

SW2 J7
662sf

SW3
6'-0"
J7
B5
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
B1(D)

B1
B1(D) NOTE: B1 TYPICAL BEAM U.N.O. NOTE:
P1

B1 CONT. NOTE:
J7 ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
J7 EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

J7
6'-0"
B1
B1

MARK SIZE MARK SIZE AND SPACING MARK SIZE

B1
B1 CONT. B1(D) B1(D)

P1
SW4
P1

3.8 B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6

B1
SW4
J7

B1
J7 J2

6'-0"
B2 11 7/8" TJI 230 @16" P2
B1

3- 2x6
B1

J7 3- 2 x 10

J7
SW4

P1
B1(D) 3.9 B3 3 1/2" x 11 7/8" TS J3 11 7/8" TJI 360 @16" P3 4- 2x6
P1

B1 CONT.

BASE F
811 sf
B1

J7

6'-0"
B1(D)

B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.

J7
J5 2 x 6 @16"
B5 5 1/4" x 9 1/2" PL

B1(D) STEEL COLUMN

BASE C
P1

SW4

SW4 3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"

662sf

B6
3.10 J7 J8 J7
B1

J7 B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE

B1

B1(D)
J7

SC1
10'-0"

HSS 5x5x0.250 3/4" THK.

B1

B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"

J7 B1

P1
B1(D)
B1(D)
P1

B1

SW3

B9 2- 2 x 6
SW3

J9 1 3/4" x 11 7/8" TS @16"

B1(D) 2 2023-03-17 ISSUED FOR TENDER
J7

B5
1 2022-09-02 ISSUED FOR BUILDING PERMIT
J7
HOIST BM

J7 J8 J10 3 1/2" x 11 7/8" TS @16" No DATE DESCRIPTION

J4 S8x18.4

HANGER SCHEDULE
B1

6'-0"
B1(D)

DN
J7
B1
BASE A

TYPE REINFORCING
560sf

P1

3.11 B1
H1 HGUS 5.50/12
J7
WEILER SMITH BOWERS
H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
B1(D) B1(D) B1
118-3855 HENNING DR.
B1(D) BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com

J7 J8 J7 SEAL
LEGEND:
B = BEAM ROOF FRAMING PLAN 3/32" = 1'-0"
PL = PARALLAM 6th FLOOR WALL PLAN
TS = TIMBERSTRAND 6th FLOOR HOLD DOWN LOCATIONS
B1(D) B1(D) B1(D)
3.12 B1(D)
1127 SQ. FT.
BASE Q
(D) = DROP BEAM
REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
NON-LOAD BEARING PARTITIONS.
= POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
J7 ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
B4(D)
P1

P1

PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

3.13 = INDICATES BEAM
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
= INDICATES HANGER

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
D.L. = 35 psf
3.14 BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 3
3/4" D.FIR. PLYWOOD OR 23/32" ROOF FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
3.A 3.B 3.C
3.C 3.E
3.E 3XX 3.G
3.I 3.H 3.J
3.J 3.L
3.L 3.M CONTINUOUS ACROSS PARTY WALLS TYP.
WF2 WF2 WF2 WF2 ELEV WF2 WF2 WF2 WF2 WF2
DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:09 PM
20-172 S16
 4.A 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M 4.N

4.1
P1

P1
P1

P1
B1

B1
B6(D) B6(D)
4.2
STUD WALL SCHEDULE DIAPHRAGM NAILING

J7
J7
B5(D)

J1 J1

B5(D)
B6(D)

B6(D)
FIRE WALL INTERIOR BEARING WALL (4)

J1
J1
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)
(@MASONRY

SW6
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
B2(D) B4 B4 B2(D) WALL
CRIPPLES WITH 2 1/2"x0.148" DIA. NAILS
MARK
(UNO) @4" o/c UNO ON PLAN
LEVEL W1 W2 W3 W4 W5 W6 (TYP.) W7
2x4 BLOCKING
ON FLAT
B6(D)

B6(D)
J2 J2 ROOF
B3 CONT.

B3 CONT.
B3

B3
6TH

B6(D) B6(D) B6(D) B6(D) 2x4 @16" 2x4 @16"

5TH
B6(D) B6(D)
2x4 @12"
4TH
J1 J1
2x4 @12" 2-2x4 @16" 2-2x4
3RD
BASE N

BASE N
SW6
930sf

930sf
SW7 SW7
P1

2ND
4.3
B3 CONT.

B9 2x4 @16" 2x6 @16" 2x4 @16"

749 sf
BASE G
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B3

B3

B1

J1 J1
J1 NOTES:
B5

J7

J4

(1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.

B6(D)
P1

B6(D) B6(D) B3
B3 CONT.

SEE SCHEDULE
SW5

2x4 OR 2x6 SEE SCHEDULE

J2 (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
J2
B3 CONT.

(3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

SW5

AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
BASE B BASE B
575.0sf 557.6sf

B6(D) CONT. B6(D)

P1
B3 FOR ALL LEVELS - SEE NOTE ON S1.
4.4 SW7 B9
B5 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.
J1 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
B3
J5

J2
J7
SW5

P1

B6(D)
B3

B6(D) B6(D) SW7

P1

B3
J1
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
J7

B5
B3
B5

NOTE: B1 TYPICAL BEAM U.N.O. NOTE: NOTE:

B3

J1
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
P1

B6(D) EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

SW7 B6(D) B6(D)
SW5

B6(D)
P1

4.5 MARK SIZE MARK SIZE AND SPACING MARK SIZE

J7

J2
J1 BASE G-c
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
B3

695 sf
B5

BASE I-c BASE D1-c BASE M

575.0sf
BASE B

800sf 824sf 811sf

4.7 B2 J2 11 7/8" TJI 230 @16" P2

P1

3- 2 x 10 3- 2x6
B6(D) B6(D) B3 J4
B6(D)
B3

J1 B1 B3 3 1/2" x 11 7/8" TS J3 11 7/8" TJI 360 @16" P3 4- 2x6

B3 CONT.

J2
B6(D)
B3 CONT.

J4 B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.

S8x18.4 W10x39 4.8
BASE B
575.0sf

SW7 J5 2 x 6 @16"
P1

B5
1
SC

4.9 5 1/4" x 9 1/2" PL

SC
1
J6

STEEL COLUMN
J7

2- 2x 6 @16"
SW4

B6 3 1/2" x 9 1/2" TS J6
J1
B3
B5

J3 J2 J10 J7 2 x 10 @16" TYPE SIZE BASE PLATE

B7 7" x 11 7/8" PL
P1

B6(D) B6(D) B3 SC1 HSS 5x5x0.250 3/4" THK.

B6(D) B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"
B3

B3 B3

J2 B9 2- 2 x 6 J9 1 3/4" x 11 7/8" TS @16"

2 2023-03-17 ISSUED FOR TENDER

SW7 W10x26 4.10 J10 3 1/2" x 11 7/8" TS @16"

1 2022-09-02 ISSUED FOR BUILDING PERMIT
BASE B
575.0sf

J2 J5 No DATE DESCRIPTION
SW7
4.11 B3 B4
HANGER SCHEDULE
4.12
B4

TYPE REINFORCING
J7
B5

H1 HGUS 5.50/12
WEILER SMITH BOWERS
H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
P1

118-3855 HENNING DR.

BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS CANADA V5C 6N3 FAX: (604) 294-3754
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com

SEAL
4.13 LEGEND:
B = BEAM LEVEL 3 FRAMING PLAN 3/32" = 1'-0"
PL = PARALLAM
2nd FLOOR WALL PLAN
TS = TIMBERSTRAND 2nd FLOOR HOLD DOWN LOCATIONS
(D) = DROP BEAM REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
NON-LOAD BEARING PARTITIONS.
4.14 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.
PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.
= INDICATES BEAM
4.15 = INDICATES HANGER
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
8'-0" 10'-0" 20'-0" 6'-0" 8'-8" 21'-4" 13'-0" 30'-8" 30'-0" 30'-0" 33'-0" 5'-0" D.L. = 35 psf
BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
4.A 4.B 4.C 4.D 4.E 4XX 4.G 4.H 4.J 4.K 4.L 4.M 4.N = INDICATES STEEL SADDLE BY
STEEL FABRICATOR
(= 100 psf @ CORRIDORS, EXITS
& COMMON AREAS)
WF1 WF4 WF4 WF4 WF4 ELEV WF4 WF4 WF4 WF4 WF4 WF4 WF4
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 4
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 3 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
CONTINUOUS ACROSS PARTY WALLS TYP.

DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:15 PM
20-172 S21
 4.A 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M3.A
4.N

4.1
P1

P1
B1(D) P1

P1
B1(D)
B6(D) B6(D)
4.2
STUD WALL SCHEDULE DIAPHRAGM NAILING

J7
J7
B5(D)

J1 J1

B5(D)
B6(D)

B6(D)
FIRE WALL INTERIOR BEARING WALL (4)

J1
J1
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)
(@MASONRY

SW6
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
B2(D) B4 B4 B2(D) WALL
CRIPPLES WITH 2 1/2"x0.148" DIA. NAILS
MARK
(UNO) @4" o/c UNO ON PLAN
LEVEL W1 W2 W3 W4 W5 W6 (TYP.) W7
2x4 BLOCKING
ON FLAT
B6(D)

B6(D)
J2 J2 ROOF
B3 CONT.

B3 CONT.
B3

B3
6TH

B6(D) B6(D) B6(D) B6(D) 2x4 @16" 2x4 @16"

5TH
B6(D) B6(D)
2x4 @12"
4TH
J1 J1
2x4 @12" 2-2x4 @16" 2-2x4
3RD
BASE N

BASE N
930sf
BASE N
SW6
930sf

930sf
SW7 SW7
P1

2ND
4.3
B3 CONT.

B9 2x4 @16" 2x6 @16" 2x4 @16"

749 sf
BASE G
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B3

B3

B1

J1 J1
J1 NOTES:
B5

J7

J4

(1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.

B6(D)
P1

B6(D) B6(D) B3
B3 CONT.

SEE SCHEDULE
SW5

2x4 OR 2x6 SEE SCHEDULE

J2 (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
J2
B3 CONT.

(3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

SW5

AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
BASE B BASE B
575.0sf 557.6sf

B6(D) CONT. B6(D)

P1
B3 FOR ALL LEVELS - SEE NOTE ON S1.
4.4 SW7 B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.
B5
J1 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
B3
J5

J2
J7
SW5

P1

B6(D)
B3

B6(D) B6(D) SW7

P1

B3
J1
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
J7
B3

B5
B5

NOTE: B1 TYPICAL BEAM U.N.O. NOTE: NOTE:

B3

J1
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
P1

B6(D) EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

SW7 B6(D) B6(D)
SW5

B6(D)
P1

4.5 MARK SIZE AND SPACING

P1

P1
B5 MARK SIZE MARK SIZE
J7

J2 B5 B5

P1

P1

P1
J7
J1 BASE G
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
B3

J7 749 sf
B5

BASE D1
575.0sf
BASE B

BASE N
B5(D)

P1
824sf

4.7

B6(D)
BASE K 930sf
B2 J2 11 7/8" TJI 230 @16" P2
P1

750 SQ. FT.

B6(D) 3- 2 x 10 3- 2x6

B6(D)
B6(D) B6(D) B3 J4 J7
B6(D) B3
B3

J1 B5 J3 11 7/8" TJI 360 @16" P3

B2(D)
P1

P1

B1 B3 3 1/2" x 11 7/8" TS 4- 2x6

B3 CONT.

J1
J2
B3 B3

B6(D)
J4 B4 5 1/4" x 11 7/8" PL J4 2 x 8 @12" P4 5 1/4" x 11 1/4" PSL COL.

B6(D)
S8x18.4
4.8

B6(D)
B6(D) B6(D)
BASE B

J2
J1
575.0sf

B6(D)
J6

SW7 J5 2 x 6 @16"
P1

B3 B3 B5

P1
4.9
SW4

J4 5 1/4" x 9 1/2" PL

SW1
B6(D) CONT.
B6(D)

SW1
B6(D)

B1 B1(D)
STEEL COLUMN
J7

B6(D)
3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"
B6

J1
SW1

J2

J1
B4
B3

B6(D)

B6(D)
B5

J3 J2

B6(D)
B3 TYPE SIZE BASE PLATE
B7 7" x 11 7/8" PL J7 2 x 10 @16"
P1

SC1 HSS 5x5x0.250 3/4" THK.

J2

J1

J2

J1
B3
B6(D)

B6(D) B6(D) B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"

B6(D) B3 B6(D)
J1

J1

B3
B3

B3
B3

B3 B3 B3

B3
J1

B6(D)
J1
J2 B9 2- 2 x 6 J9 1 3/4" x 11 7/8" TS @16"
2 2023-03-17 ISSUED FOR TENDER
J2 SW7 B3 CONT. B3 CONT. SW3 B3 CONT. SW3 B3 CONT. B3 CONT. B3 CONT. 4.10 J10 3 1/2" x 11 7/8" TS @16"
1 2022-09-02 ISSUED FOR BUILDING PERMIT
BASE B
575.0sf

SW7 J5 No DATE DESCRIPTION

4.11 HANGER SCHEDULE

B9

B9

B9
BASE J
BASE L 885sf SW2
B3 CONT. 932 sf SW7 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW2 B3 CONT.
4.12
J7

B6(D)
TYPE REINFORCING
J1
B5

B3

B3

B3

J2 H1 HGUS 5.50/12

B3
B3

B3

B3
B3

B3 B6(D)
WEILER SMITH BOWERS
J1

J1

J1
B6(D)
P1

B6(D)
B6(D) B6(D)

B6(D) B6(D)
J1

J2

J1

J1

J2

J1

J2

J1

J2
H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
B6(D)

B6(D)

B6(D)

B6(D) CONT.
J2 118-3855 HENNING DR.

B6(D)
B4
BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS
SW4

SW1

SW1

CANADA V5C 6N3 FAX: (604) 294-3754

B6(D)

J2

J1
B4 B3 NOT PERMITTED AT SHEARWALLS

J1
B3

B1(D)
B5(D)

SW1
E-MAIL wsb@wsb-eng.com
B3TYP.
B6(D)

B6(D)

B6(D)
B6(D)

P1
B6(D)
B6(D) SEAL
B6(D)

J1 J7 4.13 LEGEND:
B = BEAM LEVEL 4 FRAMING PLAN
B4

3/32" = 1'-0"
J2
B5(D)

B3 B3 B3
PL = PARALLAM

B2(D)
P1

3rd FLOOR WALL PLAN

B6(D)

B6(D)

B6(D)

J7 TS = TIMBERSTRAND 3rd FLOOR HOLD DOWN LOCATIONS

B2(D) B2(D) B2(D) B2(D) B5
P1

(D) = DROP BEAM REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR

P1
B5(D) NON-LOAD BEARING PARTITIONS.
847sf
BASE D J7
847sf
BASE D J7
830sf
BASE D J7
930sf
BASE N 4.14 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
= INDICATES JOIST SPAN
P1

P1

P1

P1

P1

P1 TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.

B5 B5 B5 = INDICATES BEAM PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

4.15 = INDICATES HANGER

REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
8'-0" 10'-0" 20'-0" 6'-0" 8'-8" 21'-4" 13'-0" 30'-8" 30'-0" 30'-0" 33'-0" 5'-0" D.L. = 35 psf
BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 4
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 4 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
CONTINUOUS ACROSS PARTY WALLS TYP.

DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:23 PM
20-172 S22
 4.A 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M 4.N

4.1
P1

B1(D) P1

P1

P1
B1(D)
B6(D) B6(D)
4.2
J2 J2 STUD WALL SCHEDULE DIAPHRAGM NAILING

J7
J7
B5(D)

B5(D)
B6(D)

B6(D)
FIRE WALL INTERIOR BEARING WALL (4)

J1
J1
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)
(@MASONRY

SW6
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
B2(D) B4 B4 B2(D) WALL
CRIPPLES WITH 2 1/2"x0.148" DIA. NAILS
MARK
(UNO) @4" o/c UNO ON PLAN
LEVEL W1 W2 W3 W4 W5 W6 (TYP.) W7
2x4 BLOCKING
ON FLAT
B6(D)

B6(D)
J2 J2 ROOF
B3 CONT.

B3 CONT.
B3

B3
6TH

B6(D) B6(D) B6(D) B6(D) 2x4 @16" 2x4 @16"

5TH
B6(D) B6(D)
2x4 @12"
4TH
J1 J1
2x4 @12" 2-2x4 @16" 2-2x4
3RD
BASE N

BASE N
930sf
BASE N
SW6
930sf

930sf
SW7 SW7
P1

2ND
4.3
B3 CONT.

B9 2x4 @16" 2x6 @16" 2x4 @16"

749 sf
BASE G
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B3

B3

B1

J1 J1
J1 NOTES:
B5

J7

J4

(1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.

B6(D)
P1

B6(D) B6(D) B3
B3 CONT.

SEE SCHEDULE
SW5

2x4 OR 2x6 SEE SCHEDULE

J2 (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
J2
B3 CONT.

(3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

SW5

AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
BASE B BASE B
575.0sf 557.6sf

B6(D) CONT. B6(D)

P1
B3 FOR ALL LEVELS - SEE NOTE ON S1.
4.4 SW7 B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.
B5
J1 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
B3
J5

J2
J7
SW5

P1

B6(D)
B3

B6(D) B6(D) SW7

P1

B3
J1
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
B5
J7
B3
B5

NOTE: B1 TYPICAL BEAM U.N.O. NOTE: NOTE:

B3

J1
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
P1

B6(D) EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.

SW7 B6(D) B6(D)
SW5

B6(D)
P1

4.5 MARK SIZE AND SPACING

P1

P1
B5 MARK SIZE MARK SIZE
J7

J2 B5 B5

P1

P1

P1
J7
J1 BASE G
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
B3

J7 749 sf
B5

BASE D1
575.0sf
BASE B

BASE N
824sf B5(D)
4.7

B6(D)
BASE K 930sf

P1
B2 J2 11 7/8" TJI 230 @16" P2
P1

750 SQ. FT.

B6(D) 3- 2 x 10 3- 2x6

B6(D)
B6(D) B6(D) B3 J4 J7
B6(D) B3
B3

J1 B5 J3 11 7/8" TJI 360 @16" P3

B2(D)
P1

P1

B1 B3 3 1/2" x 11 7/8" TS 4- 2x6

B3 CONT.

J1
J2
B3 B3

B6(D)
J4 J4 2 x 8 @12"
B4 5 1/4" x 11 7/8" PL P4 5 1/4" x 11 1/4" PSL COL.

B6(D)
S8x18.4
4.8

B6(D)
B6(D) B6(D)
BASE B

J2
J1
575.0sf

B6(D)
J6

SW7 J5 2 x 6 @16"
P1

B3 B3 B5
4.9
SW4

J4 5 1/4" x 9 1/2" PL

P1
SW1
B6(D) CONT.
B6(D)

SW1
B6(D)

B1 B1(D)
STEEL COLUMN
J7

B6(D)
3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"
B6

J1
SW1

J2

J1
J1

B4
B3

B6(D)

B6(D)
B5

J3 J2

B6(D)
B3 TYPE SIZE BASE PLATE
B7 7" x 11 7/8" PL J7 2 x 10 @16"
P1

SC1 HSS 5x5x0.250 3/4" THK.

J2

J1

J2

J1
B3
B6(D)

B6(D) B6(D) B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"

B6(D) B3 B6(D)
J1

J1

B3
B3

B3
B3

B3 B3 B3

B3
J1

B6(D)
J1
J2 B9 2- 2 x 6 J9 1 3/4" x 11 7/8" TS @16"
2 2023-03-17 ISSUED FOR TENDER
J2 SW7 B3 CONT. B3 CONT. SW3 B3 CONT. SW3 B3 CONT. B3 CONT. B3 CONT. 4.10 J10 3 1/2" x 11 7/8" TS @16"
1 2022-09-02 ISSUED FOR BUILDING PERMIT
BASE B
575.0sf

SW7 J5 No DATE DESCRIPTION

4.11 HANGER SCHEDULE

B9

B9

B9
BASE J
BASE L 885sf SW2
B3 CONT. 932 sf SW7 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW2 B3 CONT.
4.12
J7

B6(D)
TYPE REINFORCING
B3

J1
B3
B5

B3

B3
B3

B3

B3
J2 H1 HGUS 5.50/12

B3
B3 B6(D)
WEILER SMITH BOWERS
J1

J1

J1
B6(D)
P1

B6(D)
B6(D) B6(D)

B6(D) B6(D)
J1

J2

J1

J1

J2

J1

J2

J1

J2
CONSULTING STRUCTURAL ENGINEERS
B6(D)

H2 HGUS 7.25/12
B6(D)

B6(D)

B6(D)

B6(D) CONT.
J2 118-3855 HENNING DR.

B6(D)
B4
BURNABY B.C. TEL: (604) 294-3753
NOTE: VERTICAL MECHANICAL PENETRATIONS
SW4

SW1

SW1

CANADA V5C 6N3 FAX: (604) 294-3754

B6(D)

B6(D)

J2

J1
B4 B3 NOT PERMITTED AT SHEARWALLS

J1
B1(D)
B5(D)

SW1
E-MAIL wsb@wsb-eng.com

P1
B3
B6(D)

B6(D)

B6(D)
B6(D)

B6(D)
B6(D) SEAL
B6(D)

J1 J7 4.13 LEGEND:
B = BEAM LEVEL 5 FRAMING PLAN 1/8" = 1'-0"
B4
J2
B5(D)

B3 B3 B3
PL = PARALLAM

B2(D)
4th FLOOR WALL PLAN
P1

B6(D)

B6(D)

B6(D)

J7 TS = TIMBERSTRAND 4th FLOOR HOLD DOWN LOCATIONS

B2(D) B2(D) B2(D) B2(D) B5
P1

REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR

(D) = DROP BEAM NON-LOAD BEARING PARTITIONS.

P1
B5(D)
847sf
J7
847sf
J7
830sf
J7
930sf
BASE N 4.14 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
BASE D BASE D BASE D

= INDICATES JOIST SPAN TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.

P1

P1

P1

P1

P1

P1
PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.
B5 B5 B5 = INDICATES BEAM
4.15 = INDICATES HANGER
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
8'-0" 10'-0" 20'-0" 6'-0" 8'-8" 21'-4" 13'-0" 30'-8" 30'-0" 30'-0" 33'-0" 5'-0" D.L. = 35 psf
BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 4
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 5 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
CONTINUOUS ACROSS PARTY WALLS TYP.

DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:31 PM
20-172 S23
 4.A 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M 4.N

4.1
P1

B1(D) P1

P1

P1

6'-0"
B1(D)
4.2
STUD WALL SCHEDULE DIAPHRAGM NAILING

SW6
J7 J7

J7
J7
B2(D)

B2(D)
B6(D)

FIRE WALL INTERIOR BEARING WALL (4)

J7

B3
J7
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)
(@MASONRY
H

H
B4x2'-0" H1

B4x2'-0" H1

1
B4 B4 B4 B4 WALL AND NAIL SHEATHING EDGES

H
1

1
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER
B2(D) B2(D)

B4x2'-0"
H1 WITH 2 1/2"x0.148" DIA. NAILS
H1 MARK CRIPPLES
@4" o/c UNO ON PLAN
W1 W2 W3 W4 W5 W6 (TYP.) W7 (UNO)
LEVEL
2x4 BLOCKING
ON FLAT
J8 J2 J9 J8 ROOF

32'-0"
B3
B3

B3

B3
B3

B3
6TH
B3
B3

B3
B6(D) 2x4 @16" 2x4 @16"
2-2x6 5TH
B6(D) B6(D) B6(D) B6(D) B6(D)
2-2x6 2x4 @12"
4TH
B3

B3

B3

B3

J8 J1 J1 J8
2-2x6 2x4 @12" 2-2x4 @16" 2-2x4

B3
10'-0" 3RD
J7
SW6
BASE N

BASE N
930sf
BASE N
930sf

930sf
SW7 SW7
P1

2ND
4.3
B3 CONT.

B9 2x4 @16" 2x6 @16" 2x4 @16"

749 sf
BASE G
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B3

B3

B1

J1 J1
B5

J1 NOTES:
J7

J4

(1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.

B6(D)
P1

B6(D) B6(D) B3
SEE SCHEDULE
SW5

2x4 OR 2x6 SEE SCHEDULE

B3 CONT.

30'-0"
J2 (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
J2

(3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
BASE B BASE B
575.0sf 557.6sf

B6(D) B6(D) B6(D)

P1
B3
SW5

FOR ALL LEVELS - SEE NOTE ON S1.

4.4 SW7 B9 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.
B5
J5

6'-0" J1 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.

B3

J2
J7
P1
SW5

P1

B6(D) SW7
B6(D) B6(D)
P1

B3
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
B3 CONT.

J1
J7
B3
B5

NOTE:
B5

NOTE: B1 TYPICAL BEAM U.N.O. NOTE:

B3

J1
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
P1

20'-0"
B3
EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.
SW7 B6(D) B6(D)
SW5
P1

B6(D)
4.5 MARK SIZE AND SPACING

P1

P1
B5 MARK SIZE MARK SIZE
J7

J2 B5 B5

P1

P1

P1
J7
J1 BASE G
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
B3

J7 749 sf
B5

BASE D1
575.0sf
BASE B

BASE N
824sf B5(D)
4.7

B6(D)
BASE K 930sf

P1
B2 J2 11 7/8" TJI 230 @16" P2
P1

3- 2x6

B2
750 SQ. FT.
B6(D) 3- 2 x 10

B6(D)
B3 J4
B3 CONT.

B6(D) B6(D) J7
B6(D) B3

10'-0"
J1 B5 J3 11 7/8" TJI 360 @16" P3
P1

P1

B2(D)
B3 3 1/2" x 11 7/8" TS 4- 2x6
B3 CONT.

J1

J8
J2 B1

J8
B3 B3

B6(D)
J4 J4 2 x 8 @12"
B3 B3 B4 5 1/4" x 11 7/8" PL P4 5 1/4" x 11 1/4" PSL COL.
S8x18.4
4.8

B6(D)
B6(D) B6(D)
BASE B

J2
J1
575.0sf

B3
J6

SW7 J5 2 x 6 @16"
P1

B3 B3

B4

1
B5
4.9
SW4

J4 5 1/4" x 9 1/2" PL

P1
SW1
B6(D) CONT.
B6(D)

SW1
B6(D)

B1 B1(D)
STEEL COLUMN
J7

B6(D)
3 1/2" x 9 1/2" TS J6 2- 2x 6 @16"
B6

J1
SW1

J2

J7
J1

B4
10'-0"
B3

B6(D)

B6(D)

20'-0"
B5

J3 J2

B6(D)
B3 TYPE SIZE BASE PLATE
B7 7" x 11 7/8" PL J7 2 x 10 @16"
P1

B6(D)

1
B4x2'-0" SC1

H
HSS 5x5x0.250 3/4" THK.
J1

J2

J1

J1

J2

J1
B3
B6(D)

B6(D) B6(D) B8 7" x 9 1/2" PL J8 2- 2 x 10 @16"

B6(D) B3
B3

B3

B3 B3 B3

B3

H
1
B6(D)
J1
6'-0"

J1 J7
2- 2 x 6

B3
J2 B9 J9 1 3/4" x 11 7/8" TS @16"

B4
2 2023-03-17 ISSUED FOR TENDER
J2 SW7 B3 CONT. B3 CONT. SW3 B3 CONT. SW3 B3 CONT. B3 CONT. B3 CONT.
SW2
4.10 J10 3 1/2" x 11 7/8" TS @16"
1 2022-09-02 ISSUED FOR BUILDING PERMIT

2-2x6
BASE B
575.0sf

No DATE DESCRIPTION

6'-0"
J5

H
SW7
4.11 HANGER SCHEDULE
B9

B9

B9
BASE J
BASE L B4x2'-0"

H
885sf
B3 CONT. SW7 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW3 B3 CONT. SW2 B3

1
932 sf
4.12

B6(D)

B4
TYPE REINFORCING
J1 J7
B5

B3

B3
J7

B3

B3
B3

B3

B3
J1 J9 H1 HGUS 5.50/12

B3
B3

B3 B3

1
B4x2'-0"

H
WEILER SMITH BOWERS

J1
B6(D)
P1

B4

B3

B3

B3

H
10'-0"
B6(D) B6(D)

B6(D) B6(D)

20'-0"
B3
J1

J2

J1

J1

J2

J1

J1

J2

J1

J1

J2
CONSULTING STRUCTURAL ENGINEERS

1
H2 HGUS 7.25/12
B6(D)

B6(D)

B6(D)

B6(D) CONT.
J2 4'-0" 4'-0" 10'-0" 118-3855 HENNING DR.

B6(D)
B4
J2
BURNABY B.C. TEL: (604) 294-3753
B3 NOTE: VERTICAL MECHANICAL PENETRATIONS
SW4

SW1

SW1

4'-0" CANADA V5C 6N3 FAX: (604) 294-3754

J7
B5 B3 NOT PERMITTED AT SHEARWALLS

J1
B3

B1(D)
B5(D)

SW1
E-MAIL wsb@wsb-eng.com

P1
B6(D) B3 B3
B6(D)

B6(D)

B6(D)
B6(D)

B4

H
B3 B3 B3 SEAL
B6(D)

LEVEL 6 FRAMING PLAN

1
J2 J7 4.13 LEGEND:
B = BEAM
1/8" = 1'-0"
J2
B5(D)

B5

B3 B3 B3 5th FLOOR WALL PLAN

10'-0"
PL = PARALLAM

B2(D)
5th FLOOR HOLD DOWN LOCATIONS
P1

P1

B6(D)

B6(D)

B6(D)

J8

J8
J7 TS = TIMBERSTRAND REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
B2(D) B2(D) B2(D) B2(D) B5
NON-LOAD BEARING PARTITIONS.
(D) = DROP BEAM

P1
B5(D) ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
847sf
BASE D J7
847sf
BASE D J7
830sf
BASE D J7
930sf
BASE N 4.14 = POINT LOAD FROM ABOVE ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.

8'-0"
= INDICATES JOIST SPAN
P1

P1

P1

P1

P1
P1

PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.

B5 B5 B5 = INDICATES BEAM REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
4.15 = INDICATES HANGER

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
8'-0" 10'-0" 20'-0" 6'-0" 8'-8" 21'-4" 13'-0" 30'-8" 30'-0" 30'-0" 33'-0" 5'-0" D.L. = 35 psf
BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 4
3/4" D.FIR. PLYWOOD OR 23/32" LEVEL 6 FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
CONTINUOUS ACROSS PARTY WALLS TYP.

DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:39 PM
20-172 S24
 4.A 4.B 4.C 4.D 4.E 4.F 4.G 4.H 4.J 4.K 4.L 4.M 4.N

4.1

6'-0"
B4(D)

P1

P1
4.2
J7
STUD WALL SCHEDULE DIAPHRAGM NAILING
FIRE WALL INTERIOR BEARING WALL (4)
BASE Q
EXTERIOR CORRIDOR PARTY STAIR - BLOCK (2x4 ON FLAT)
B1(D) B1(D) B1(D) B1(D) 1127 SQ. FT. (@MASONRY
WALL WALL (1) WALL (1) WALL TYPE BM./HEADER AND NAIL SHEATHING EDGES
WALL
CRIPPLES WITH 2 1/2"x0.148" DIA. NAILS
MARK
(UNO) @4" o/c UNO ON PLAN
LEVEL W1 W2 W3 W4 W5 W6 (TYP.) W7
2x4 BLOCKING
ON FLAT
J8 J7 ROOF

32'-0"
6TH

5TH 2x4 @16" 2x4 @16"

B1(D) B1(D) B1(D) B1
2x4 @12"
4TH
J7
12'-0"

2x4 @12" 2-2x4 @16" 2-2x4

3RD

BASE N
930sf
SW7 B1(D) SW7
P1

B1 2ND
4.3
B1(D)

2x4 @16" 2x6 @16" 2x4 @16"

749 sf
BASE G
1ST 2x6 @16" STAGGER STAGGER 2x4 @16" STAGGER 2-2x4 @16" 2-2x4 @12" 3-2x4
B2

B1

J7 J7
NOTES:
J7

B1(D) B1(D)

(1) - STUD SPACING AT STAGGERED WALL IS FOR EACH FACE.

B1(D)
P1

B1(D) B1(D) B1
SEE SCHEDULE
SW5

2x4 OR 2x6 SEE SCHEDULE

30'-0"
J7 (2) - FINGER JOINTED STUDS NOT PERMITTED AT SHEARWALL HOLD DOWN LOCATIONS.
J7

(3) - PLATES TO BE D.FIR #2 FOR ALL LEVELS. STUDS TO BE SPF. #2 OR BETTER

B1(D)

AT ALL LEVELS EXCEPT AT SHEARWALLS (SEE SW SCHEDULE). MOISTURE CONTENT < 19%
BASE B BASE B
575.0sf 557.6sf

B1(D) CONT. B1(D)

P1
B1 FOR ALL LEVELS - SEE NOTE ON S1.
SW5

4.4 SW7 B2 (4) - INTERIOR BEARING WALLS 2x6 @ 16" ALTERNATIVE ALL LEVELS.
10'-0" J7 (5) - LVL OR TS MATERIAL MAY BE SUBSTITUTED FOR D.FIR PLATES.
B1
J5

J7 10'-0"
J7
SW5

P1
B1(D)

B1(D) SW7
B1(D) B1(D)
P1

B1
J7
BEAM SCHEDULE JOIST SCHEDULE POST SCHEDULE
J7
B1

B2

NOTE: B1 TYPICAL BEAM U.N.O. NOTE:

B2

NOTE:
B1(D)

J7
ALL BEAMS ARE FLUSH U.N.O. J1 TYPICAL JOIST U.N.O. SEE NOTES ON S1 FOR MINIMUM
P1

20'-0"
EXCEPT EXTERIOR BEAMS U.N.O. COLUMN REQUIREMENTS.
B1(D)

SW7 B1 B1(D) B1(D)

SW5
P1

B1(D)
4.5 MARK SIZE AND SPACING
J7

P1

P1
B2 MARK SIZE MARK SIZE
J7 B2 B2

P1

P1

P1
J7
B1(D)

J7 BASE G
B1 2- 2 x 10 J1 11 7/8" TJI 230 @24" P1 6x6
J7 749 sf
BASE D1
B2

575.0sf
BASE B

824sf

4.7

B1(D)
BASE K
B2 J2 11 7/8" TJI 230 @16" P2 3- 2x6
P1

750 SQ. FT.

B1(D) 3- 2 x 10

B1(D)
B1(D)

B1(D) B1(D) B1
B1(D) B1(D)

10'-0"
J7 B2 J3 11 7/8" TJI 360 @16" P3
P1

P1

B3 3 1/2" x 11 7/8" TS 4- 2x6

J7
B1(D)

J7
B1(D) B1(D)

B1(D)
J7 J4 2 x 8 @12"
B4 5 1/4" x 11 7/8" PL P4 5 1/4" x 11 1/4" PSL COL.
W8x28

1127 SQ. FT.

4.8

B1(D)
B1(D) B1(D)

BASE Q
BASE B

J7
J7
575.0sf

J7

SW7 J5 2 x 6 @16"
B1(D)
P1

B1 B1 B5
4.9
SW4

5 1/4" x 9 1/2" PL

SW1
B1(D)

B1(D) CONT.
SW1
B1(D)

4'-0" 4'-0"
2- 2x 6 @16" STEEL COLUMN
J5

J6

B1(D)
B6 3 1/2" x 9 1/2" TS
B1(D)

SW1

J7 J8
B1(D)
J7

B1(D)

20'-0"
B2

B7 7" x 11 7/8" PL J7 2 x 10 @16" TYPE SIZE BASE PLATE

P1

P1
B1 SC1 HSS 5x5x0.250 3/4" THK.
J7

J7

J7

J7

J7

J7
B1 CONT.

B1(D) B1
B1(D) 7" x 9 1/2" PL J8
10'-0"
B8 2- 2 x 10 @16"
B1(D)

B1(D)

B2
B2

B2

B1

B2
J7 12'-0"

B9 2- 2 x 6 J9

B1(D)
1 3/4" x 11 7/8" TS @16"

J7
2 2023-03-17 ISSUED FOR TENDER
J7

SW7 B1(D) B1(D) SW3 B1(D) B1(D) SW3 B1(D) B1(D) 4.10 1 2022-09-02 ISSUED FOR BUILDING PERMIT

B1(D)
J10

B4(D)
3 1/2" x 11 7/8" TS @16"
BASE B

B1
575.0sf

No DATE DESCRIPTION

6'-0"
SW7 J7
HANGER SCHEDULE

B1
4.11 B1(D)
BASE L
932 sf SW7 B1(D)
BASE J
885sf
SW3 B1(D) SW3 B1(D) SW3 B1(D)
4.12

J7
B1(D)
B1(D)
TYPE REINFORCING
B2(D)

B1
J7

J7
B1

B1
B2

B2

B2
10'-0"

H1 HGUS 5.50/12

B1

P1
B1

J7

J8
B1(D)
WEILER SMITH BOWERS
J7

J7
P1

B1(D) B1(D)

B1(D) B1(D)

20'-0"
J7

J7

J7

J7

J7

J7

J7

J7

J7

J7
B1(D) H2 HGUS 7.25/12 CONSULTING STRUCTURAL ENGINEERS
B1(D)

B1(D)

B1(D)
B1(D)

B1(D) CONT.
B1 118-3855 HENNING DR.

SW1

B1(D)
BURNABY B.C. TEL: (604) 294-3753
4'-0" 4'-0" NOTE: VERTICAL MECHANICAL PENETRATIONS
SW4

SW1

SW1

J7
CANADA V5C 6N3 FAX: (604) 294-3754
B1(D)

B1(D)
NOT PERMITTED AT SHEARWALLS E-MAIL wsb@wsb-eng.com
B1(D)
B1(D)

B1(D)

B1(D)
B1(D)

J8 SEAL
B1(D)

B1(D)
J7 4.13 LEGEND:
B = BEAM ROOF FRAMING PLAN 3/32" = 1'-0"
B1(D) B1(D) B1(D)

10'-0"
PL = PARALLAM 6th FLOOR WALL PLAN
P1

P1

B1(D)
B1(D)

B1(D)

TS = TIMBERSTRAND 6th FLOOR HOLD DOWN LOCATIONS

B1(D) B1(D) B1(D) B1(D) B1 CONT. REFER TO ARCH. DWGS. FOR DIMENSIONS AND INTERIOR
(D) = DROP BEAM NON-LOAD BEARING PARTITIONS.
847sf
BASE D J7
847sf
BASE D J7
830sf
BASE D J7
4.14 = POINT LOAD FROM ABOVE ONLY WALLS SHADED ARE TO BE USED AS BEARING WALLS.
ANY CHANGES TO THIS (INCLUDING CHANGES AS REQUIRED BY
TRUSS DESIGNER) TO BE CONFIRMED WITH W.S.B. ENG.

8'-0"
= INDICATES JOIST SPAN
P1

P1

P1

P1

P1

P1
B1 B1 B1 PROVIDE MINIMUM 2 STUDS UNDER ALL BEAMS U.N.O.
= INDICATES BEAM
REFER TO ARCH. DWG. FOR ADDITIONAL DIMENSIONS AND DETAILS.
4.15 = INDICATES HANGER

= INDICATES LOCATION OF BRICK VENEER DESIGN LOADS

= INDICATES LOAD BEARING
ROOF: EGBC PERMIT TO PRACTICE # 1000460
WALLS OVER. PROVIDE SOLID D.L. = 15 psf
PROJECT
BLOCKING BETWEEN JOIST. L.L. = 45 psf

= SHADED WALL INDICATES

FLOORS: HAYER TOWN CENTRE
8'-0" 10'-0" 20'-0" 6'-0" 8'-8" 21'-4" 13'-0" 30'-8" 30'-0" 30'-0" 33'-0" 5'-0" D.L. = 35 psf
BEARING WALL (INCLUDES 1 1/2" CONC. TOPPING)
L.L. = 40 psf
PHASE 2
= INDICATES STEEL SADDLE BY (= 100 psf @ CORRIDORS, EXITS
STEEL FABRICATOR
& COMMON AREAS)
INDICATES ATS HOLD DOWN BALCONIES: 7635 - 200 STREET
= LANGLEY, BC
SEE SCHEDULE AND DETAILS D.L. = 15 psf
L.L. = 100 psf
DRAWING

FLOOR SHEATHING :
BUILDING 4
3/4" D.FIR. PLYWOOD OR 23/32" ROOF FRAMING PLAN
EDGE GOLD OSB GLUED + NAILED
CONTINUOUS ACROSS PARTY WALLS TYP.

DRAWN DESIGNED
ROOF SHEATHING: CA TM / KV
FLAT ROOFS - 5/8" PLY OR 19/32" OSB
SLOPED ROOFS- 1/2" PLY OR 15/32" OSB DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:47 PM
20-172 S25
 EXTERIOR FACE 6" PVC WATERSTOP
OF WALL 15M03.0 @ 18" 2"x2" TAPERED KEY FOR SLABS UP TO 5 1/2"
TOP STEEL THRU JOINT 2"x3" TAPERED KEY FOR SLABS UP TO 7 1/2"
ON PARKING SLABS 2"x4" TAPERED KEY FOR SLABS UP TO 9 1/2"
NOTE: FOR SLAB GREATER THAN 10"
PLAN

CLR
USE KEY 1/3 OF SLAB DEPTH

2"
• DO NOT LOCATE SERVICES UNDER PAD FTG'S.
• LOCATION OF SERVICES ENTERING BUILDING
TO BE REVIEWED BY WSB PRIOR TO INSTALLATION. • SEE PLAN FOR LOCATION
• DISCONTINUE ALL HORIZONTAL BARS AT JOINTS

4" FOR PERIMETER

PARKING WALLS
2-15M CONT.

TO DRIVE AISLE.
WALL EXPANSION JOINT REINF. CONTINUOUS THRU JOINT

COLUMNS AND
DASHED LINE DENOTES

2'-0" FOR ALL

2'-0" MAX.
SEE PLAN

CONCRETE SEALANT

ANY WALLS
STEP

ADJACENT
EXTERIOR FACE 6" PVC WATERSTOP
THRU SLABS
SEALANT TYP. OF WALL
'D'

1 1/4"
INTERRUPT SLAB KEY AT BEAM/BAND

5 EQ. SP.
1 1/4"

1 1/4"
SLOPE SLOPE SLOPE
LOWER FTG PLAN BEAM/BAND REINF. CONT THRU
LOWER FTG. AS REQUIRED JOINT
AS REQUIRED
CONTRACTOR TO

. .
• CONTINUE ALL HORIZONTAL BARS AT JOINTS
COORDINATE WITH
CIVIL, ELECT, MECH. 2'-0" 2'-0" 2'-0" WALL CONSTRUCTION JOINT
MIN'

DWG'S
'D

.
2 1 3/4" V-NOTCH EA. SIDE NOTE:

. .
* MAX SLOPE 2 EXTERIOR FACE CAULK JOINT + DAMP PROOF • LOCATE JOINTS AS
1 OF WALL AS PER ARCH SPECS INDICATED ON PLANS
* MAX SLOPE
2 NOTES: 1 1/2" • CONTRACTOR TO SUBMIT
* MAX SLOPE 2 SHEAR KEYS ALTERNATE LOCATIONS
* UNLESS OTHERWISE APPROVED • SEALENT TO MEET REQUIRMENTS OF CSA-S413 PLAN START 2" FROM
BY GEOTECHNICAL CONSULTANT * UNLESS OTHERWISE APPROVED FOR REVIEW
BY GEOTECHNICAL CONSULTANT • SUBMIT PRODUCT DATA TO WSB FOR REVIEW. EA. FACE OF BEAM
• MAX. JOINT SPACING 50'-0"
• DISCONTINUE ALTERNATE HORIZONTAL
THRU BEAMS AND BANDS
BARS AT JOINTS (EXCEPT AT SHEAR WALLS)

WALL CONTROL JOINT

FOOTING ADJACENT TO PARKING GARAGE, CONSTRUCTION JOINTS THRU

STEPPED FOOTING ADJACENT FOOTING UNDERGROUND SERVICES SEALANT PROTECTION FOR WALLS WALL JOINT DETAILS SLABS, SLAB BANDS, BEAMS
3101 3102 3103 3104 3105 3106

STAGGERED OR ALTERNATING HOOK AT END

'3D' SEE PLAN BARS AS PER SCHEDULE SUPPORT
2 1/2" MIN.

TOP BARS HOOKED TO

COMP. SPLICE
4- 20M CONT. TOP BARS BACK OF SLAB BAND
LAP 1'-6" AT MID SPAN 1'-6" 1'-0"
HIGH CHAIRS H1E AT END SUPPORTS 4-20M CONT ADD 10M @ 16" OVER
4-20M

UNO
@ 3'-6" TYP. SEE DET. 1110 LAP 1'-0" WITH TEMP REINF
10M @ 16" '3D' WHEN TOP OF PIPES ABOVE
SLAB REINF. SLAB SOFFIT
1-10M CONT 1-10M CONT
'2D'

1'-0"

'H'
1"
UNO
SLAB BAND/BEAM
MIN

SEE PLAN
REINF.
4"

11" 4"

'D'
ADD 15M BAR AT 6"

'A'
ALT BARS STAG OR ALT ALT BARS
TYP MIN STIRRUP WHEN (START AT CENTRE BARS AS PER SCHEDULE MIN

MIN
1" SIDEWALK 4"
NO SCHEDULED OF SUPPORT) (ALT BARS CENTRED IN SPAN) 3-15M CONT

4"
1'-0" TYP 15M SUPPORT
TYP TOP BAR MIN
NOTE:

1/2 SPACE TO
BARS @ 3'-6"
7" MAX

EMBEDMENT 1'-0"
3/4" CHAMFER UNO (OR STIRRUPS)
• D = O/D PIPE

FIRST TIE
SEE PLAN UNO
PIPES PARALLEL TO SLAB SPAN
TYP CONDUIT WITHIN SLAB ADD 2 TIES @ 3"
2"

WHERE 'A' IS LESS THAN 'H'/4

CL

IF VERT'S OFFSET END SPAN AT TYPICAL END SPAN AT

BARS ARE TO BE STAG
R

BAND /BEAM BAND OR BEAM INTERIOR SPAN FROM CENTER TO CENTER COL OR WALL 1'-0"
3108

SEE PLAN
OF COLUMN '3D' SLAB REINF
5"

10M @ 16" CONTINUOUS

1-10M CONT 1-10M CONT
10M @ 16" LONG'T NOTE: CHAMFER COLUMN DWL.
L TYPICAL SLAB BAND REINF ARRANGEMENT
SIDEWALK 10M @ 16" HORIZ • DUCTS TO BE MINIMUM 3'-0"
CORNERS
3/4" TYP AT
SIZE 3111
FROM WALLS AND COLUMNS. EXPOSED COLUMNS 15M 19"
• MINIMUM 1'-0" CLEAR BETWEEN DUCTS.

L (UNO)

BELOW SLAB
1'-0"

20M 23"

SOFFIT TO
'D'
• CENTRE DUCTS IN MIDDLE OF SLAB.

CONDUIT
L 1 1/2 x 1 1/2 x 3/16" SLOPE OR

1/2" MIN
25M 29"

TOP OF
• SEE ARCH FOR STAIR LAYOUT MAX DEPTH OF DUCT IS 2". C/W 1/2" DIA x 4" CHAMFER SEE PLAN FOR

MIN
4"

4"
STUDS @ 18" 3-15M CONT
• ALL CONC. CLASS C2 30M 34" TO SUIT ARCH SLAB REINF
8" MIN
1'-3" 1'-0" 1'-0" 10M @ 18"
35M 41" SEE MECH DWGS
MIN MAX BTWN FOR TRENCH EDGE 12"

VARIES
PIPES PERPENDICULAR TO SLAB SPAN
TO FIRST TIE
PLACE 6x6-10/10 WWM
1'-6" AT RWL

MIN DETAIL

1'-0"
OVER DUCTS
1/2 SPACE
2 1/2"

1'-0" MIN.

HOOKED DOWELS TO
MIN

MATCH COLUMN 1 NOTE:

3
UNO

VERTS U.N.O. • D = O/D PIPE

CLR
3" FTG SEE PLAN 1-15M CONT 12" DEEP CLEAN SAND OR
1'-0"

6"
T+B AT GRAVEL BASE FOR FROST
PERIMETER
2 1/2"

PROTECTION
MIN

SLAB REINF 4-15M CONT

SEE DWGS. 6" . 6"

TYPICAL SLAB BAND AND SEE MECH

TYPICAL CONDUIT ENCASEMENT
CONCRETE STAIR ON GRADE VENT DUCTS IN SLAB FOOTING COLUMN DETAIL S.O.G. TRENCH DRAIN SLAB EDGE THICKENING AT SLABS 2 2023-03-17 ISSUED FOR TENDER

3107 3109 3110 3112 3113 3114 1

No
2022-09-02 ISSUED FOR BUILDING PERMIT
DATE DESCRIPTION

SEE PLAN

COMP. SPLICE
2- 15M CONT. 3 1/2" MIN. 5 1/2" MIN. SLOPE 1 TO 6
1'-6"
PROVIDE 15M@16" SEE ARCH SEE ARCH SEE PLAN FOR WEILER SMITH BOWERS

UNO
C15M03.11@16" IF STEP IS MORE SLAB REINF. AND CONSULTING STRUCTURAL ENGINEERS
THAN 8" 1-15M CONT REINFORCING

1'-0" TO 2'-6"
1-10M CONT DIRECTION 118-3855 HENNING DR.
10M @ 12" CONT

HEIGHT
BURNABY B.C. TEL: (604) 294-3753
PLAN
SEE

CANADA V5C 6N3 FAX: (604) 294-3754

10M DWLS @ 16"
HEIGHT

10M DWLS @ 24" E-MAIL wsb@wsb-eng.com

5"
DRILL + GROUT DRILL + GROUT

5"
WITH HILTI HY-150 WITH HILTI HY-150
EGBC PERMIT TO PRACTICE #1000460

8"
THROAT TO MATCH TABLE THROAT TO MATCH TABLE
SEE HALF FLIGHT OR SEE HALF FLIGHT OR S E SS U SEE PLAN FOR
EP LOCATIONS THAT
SCISSOR STAIR DETAIL. SCISSOR STAIR DETAIL. LA SEAL
N REQUIRE SLAB
8" TYP. ADD: C15M03.11@16"
HOOK VERTS IF SHEAR REINF.
NOTE:
ARCH.

ARCH.

UNO. IF STEP IS MORE THAN 8"

A WALL HEIGHT UP TO 1'-0" B WALL HEIGHT UP TO 2'-6"
SEE
SEE

NO COLUMN ABOVE ADD 2 TIES @ 3"

FOR WALL HEIGHTS LESS THAN 2'-6"
SEE SEE 8" MIN. T VERT. BAR MAY BE DOWELED INTO SLAB IF VERTS OFFFSET
PERPENDICULAR TO SLAB SPAN USING HILTI HY-150 EPOXY
ARCH. ARCH.
REINF TO MATCH TABLE
REINF TO MATCH TABLE
SEE HALF FLIGHT OR T REINFORCING
UNO ON STRUCT.

UNO ON STRUCT.
SEE HALF FLIGHT OR
SCISSOR STAIR DETAIL.
SOIL + GRAVEL

SOIL + GRAVEL
SCISSOR STAIR DETAIL. 1-15M CONT
C15M03.11 @ 18" 10" to 12" 10M @ 12" E.F. E.W.
2'-0" MAX

2'-0" MAX
HEIGHT SEE ARCH.

HEIGHT SEE ARCH.

DRAWINGS

DRAWINGS
S.O.G. C15M03.11 @ 10"
2" 2"
>12" to 14" 10M @ 10" E.F. E.W.
2-15M CONT CLR CLR
>14" to 16" 15M @ 16" E.F. E.W.
1'-0"

CHAMFER COLUMN DWL.

1'-0"

15M @ 16" CONT L

CORNERS
STEP LESS

SIZE
THAN 8"

2-15M CONT. FOR VERT. AND HORIZ. REINF. 3/4" TYP AT

LARGER
THAN 8"

2" CLR
C15M @ 16" SEE SCHEDULE EXPOSED COLUMNS 15M 19"
STEP

TEMP REINF
2-15M CONT

L (UNO)
16" SLAB THICKENING TEMP REINF 8" 2" 20M 23" PROJECT
12" AT STAIR
CLR
ALTERNATE DETAIL
SEE PLAN 25M 29"
HAYER TOWN CENTRE
CLOSED CELL

CLOSED CELL
15 psi COMP.

15 psi COMP.

30M 34"
STYROFOAM

STYROFOAM

15M @ 18" EW
PHASE 2
STRENGTH

STRENGTH

35M 41"
CLR

CLR
2"

2"

1'-6" AT RWL

TO FIRST TIE
1'-0" 3-15M CONT C15M03.11
SEE PLAN 1'-0"
@ 18"

1/2 SPACE
1'-0" MIN.
TYP. HOOKED DOWELS TO 7635 - 200 STREET
MATCH COLUMN LANGLEY, BC

UNO
PARALLEL TO SLAB SPAN PARALLEL TO SLAB SPAN VERTS U.N.O.
C WALL HEIGHT OVER 2'-6" D WHERE WALLS ARE ≥ 10" THICK DRAWING

CLR
FTG SEE PLAN
TYPICAL

3"
CONCRETE DETAILS
TYPICAL SLAB AND
STRUCTURAL STAIR AT GRADE TYPICAL SLAB STEP DETAILS TYP PLANTERS AND CURBS FOOTING COLUMN DETAIL DRAWN
CA
DESIGNED
TM / KV
3115 3116 3117 3118
DATE CHECKED
JUL. 2022 DB

PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:50 PM
20-172 S31
 POCKET E.S. WALL WHERE INDICATED ON ARCH POCKET E.S. WALL WHERE INDICATED ON ARCH
8" x 6" x 3 DWG'S. 8" x 6" x 3 DWG'S.
1/2" R/W 15M @ 18" E.W. 1/2" R/W 15M @ 18" E.W.
INTO WALL INTO WALL
C10M @ 3'-0" EW
OR C10M @ 18" EW
MATCH MAIN SLAB EMBED 4" W/ HILTI RE-500
TBC ARCH

E
15M @ 10"
10M NOSING BAR TYP 0"
UP DN 1'-

15M @ 10"
10M@12" EW BOT
DN.

MI ROA
A

TH
DN 10M @ 12" CONC STAIR SEE ARCH

N4 T
10M @ 12"

"
B B
WATERPROOF MEMBRANE

A
SEE ARCH

PLAN
1'-0"

SEE
B
B SEE ARCH
B
B
__M @__

ASSUMED 3'-8"
D

SEE NOTES
10M @ 12"

A
10M @ 12" __M
1 1/2"KEY DN UP

TH E PL
1 1/2"KEY

UNO ON PLAN

SE
A
UNO ON PLAN

__ T
RO A N
D
(3 SIDES) (3 SIDES)

_"
15M @ 10"

A
15M @ 10"
A

UP DN UP MATCH MAIN SLAB

0"

A
1'-

PLAN
SEE
1'-0"
SEE PLAN FOR WALL AND SLAB REINFORCING

WATERPROOF
TYP PLAN TYP PLAN 1'-6"

SEE PLAN
B BARS

MEMBRANE
B BARS A BARS " D BARS
CONCRETE STAIR W/ MEMBRANE

SEE PLAN

T MIN
-6
1'

ARCH.)
A BARS 1'-0"
3203

(SEE

T MIN
1'-0" 0"
1'-
0" B BARS

SEE PLAN
1'-

8" MIN.
CLR
10M @ 12"

TYP
F

1"
A BARS
1-15M TOP SUPPORT
6 x 6 - 10/10 WWM 10M @ 12" BAR
2 PLACES A BARS 10M @ 12"

1"
DOWN FLIGHT

CL
POURED WITH LANDING 15M @ 8" E.F.

R
1-15M TOP SUPPORT A BARS
L AP 10M @ 12"

H
BAR
0"

1"
1 1/2" KEY "
2 '-

1" CLR
2 PLACES 15M @ 10" DOWN FLIGHT -0

CL
10M @ 12" E BARS 2'
2 1/2"

AP (3 SIDES)
MIN.

1" .

R
L
CL

15M @ 10"

CLR
1 1/2" KEY 0" D BARS NOTES:
2 '-

2"
R

A BARS

1/2"
(3 SIDES)
T

A BARS DOWN FLIGHT • ASSUMED FLIGHT WIDTH 3'-8" MAX

T
• DESIGN LIVE LOAD = 100 psf
• SEE ARCH'S DWGS. FOR LAYOUT AND DIMENSIONS

SEE PLAN
• FLOOR TO FLOOR HT. VARIES 8'-6" to 12'-2" MAX
T

6" 10M @ 12" NOTE:

8" MIN
B BARS
B BARS
10M @ 12" MAX. FLOOR BAR TYPE • PROVIDE HORIZ. WEB REINF AS NOTED ABOVE WHEN H = 30" AND GREATER.
10M @ 12" HEIGHT T • FOR TOP + BOT. BARS AND STIRRUPS SEE PLAN
B BARS A B D E F
C10M 3'-0" @ 16"
TYP (3 SIDES) 8'-10" 7-15M 3-20M 7-15M 6-15M 10M @ 12" 7"
DN. FLIGHT
OR 10M 2'-4" @ 400 B BARS AS ABOVE
WITH HILTI HIT HY 10'-0" 7-15M 3-20M 7-15M 7-15M 10M @ 10" 8"
UP FLIGHT
WATERPROOF

200
C10M 3'-0" WEB REINF. AT DEEP BEAMS
(SEE ARCH.)

1 1/2" KEY
MEMBRANE

10M @ 8" 9 1/2"

@ 16"
TYP (3
(3 SIDES) 1'-0"
12'-2" 6-20M 4-20M 6-20M 8-15M
3204
CLR
2 1/2"

2" 1'-
SIDES)
MIN.

0" FILL WITH CONC

B BARS
1 1/2" KEY
CAST IN PLACE SCISSOR STAIR AND
T

(3 SIDES) 1'-0"
UP FLIGHT
1'- 15M @ 10" LANDING
0"
UP FLIGHT
1" A BARS UNO ON 3202
T

CLR PLAN
10M @ 12"
"
1 /2

2'- 1-15M TOP SUPPORT 8" SCH 40 PIPE

A BARS
0 (8.625 O.D. x 0.322)
3

4'-0"
A BARS 6 x 6 - 10/10 WWM "L BAR

T
15M @ 10" AP FILL WITH CONC
10M @ 12" UNO ON 2 PLACES
1"

PLAN 10M @ 12"

R
2'-

CL
A BARS 0 "L

3/4"DP
1-15M TOP SUPPORT

1"
MIN. 12" DIA. BLOCKOUT

1"CLR
AP 6" SCH 40 PIPE
T

10M @ 12" BAR (6.625 O.D. x 0.280) OR CORE DRILL

2 PLACES
3/4"DP

1"CLR

8" SCH 40 PIPE

SEE ARCH.
NOTES: NOTES: (8.625 O.D. x 0.322)

SEE PLAN
- ASSUMED FLIGHT WIDTH 3'-8" MAX. • ASSUMED FLIGHT WIDTH 3'-8" MAX 10M @ 12" TO SUIT

CLR
TYP
- DESIGN LIVE LOAD = 100 psf

1"
• DESIGN LIVE LOAD = 100 psf

T MIN.
- SEE ARCH'S DWGS. FOR LAYOUT AND B BARS SEE PLAN
• SEE ARCH DWGS FOR LAYOUT AND DIMENSIONS

3'-0"
DIMENSIONS 3/4" ROUND BASE PLATE EXCAVATE 18" DIA. ±
A BARS
SEE PLAN

BAR TYPE 10M @ 12" 6- 3/4" DIA x 7" K. BOLTS FILL WITH CONC.
No. OF RISERS T BAR TYPE TO FLOOR SLAB
No. OF RISERS T
T MIN.

A B B BARS A B
A BARS

SUIT
1 TO 11 6-15M 3-20M 7" 1 TO 11 5-15M 3-20M 6"

TO
12 TO 13 7-15M 3-20M 7" 12 TO 13 6-15M 3-20M 7"

14 TO 16 8-15M 4-20M 8" 14 TO 16 7-15M 4-20M 8"

1-15M03.11 DIAG.
.
TYP.

INTERIOR STAIR CONDITION SLAB SUPPORTED BOLLARD ENCASED BOLLARD DETAIL

EXTERIOR STAIR CONDITION
3211 3212
INFILL SLAB
C15M04.11
1" TYP. 1" TYP.
CAST IN PLACE HALF FLIGHT STAIR AND 10M02.8 DWLS. @ 12" TYP. ALL AROUND
BENT UP TO ALLOW CLEARANCE
@12"
2 2023-03-17 ISSUED FOR TENDER

4" CONCRETE
L 1" x 1" x 3/16" 1 2022-09-02 ISSUED FOR BUILDING PERMIT
LANDING AT CRANE OPENINGS .

C/W 1/2" DIA x 4" No DATE DESCRIPTION

3201 STUDS @ 18"

TOPPING
SEE MECH DWGS 10M @ 18" C15M04.11
FOR TRENCH EDGE 12" 1'-6"
DETAIL @12"

2 1 /2 "
CONCRETE WALL TYP.
SEE PLAN 15M @ 12" E/W BOT. SEE PLAN

NOTE: WEILER SMITH BOWERS

12"
SEE PLAN
CONC WALL MATCH VERTS CONSULTING STRUCTURAL ENGINEERS
UNO SEE PLAN

14"
SEE PLAN SEE PLAN
118-3855 HENNING DR.
2'-6" @ 10M
3'-0" @ 15M

BURNABY B.C. TEL: (604) 294-3753

MATCH VERTS TEMPR. REINF.
SEE PLAN 1 CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com
SLAB INFILL DETAIL 2 1
2'-6" @ 10M
3'-0" @ 15M

SEE PLAN SEE PLAN

2
FOR REINF IF COLUMN ABOVE EXTENDS BEYOND 3205 4-15M CONT
1'-0" . 1'-0" EGBC PERMIT TO PRACTICE #1000460
COLUMN BELOW, ADD HOOKED DOWELS
2-20M OR TO MATCH COLUMN ABOVE VERT. REINF 14" MAINTAIN MIN. SLAB THICKNESS
BM REINF SEE MECH SEAL
(UNDER TRENCH DRAIN
TO FIRST TIE

INDICATED ON PLAN)
1/2 SPACE

2-20M U.N.O.
SPLICE
COMP

DOUBLE LAYER REINF WALL SLOPE 1 TO 6 MIN.

MAX OFFSET 3". TRENCH DRAIN ON SUSPENDED SLAB
FOR MORE THAN 3213
DOUBLE LAYER REINF WALL 3" SEE BELOW
3" 3" 3"

DWL. 2'-0" FOR 15M

CONCRETE WALL SIZE L WALL REINF
SEE DWGS. 2'-6" FOR 20M
CONC WALL SEE PLAN 3-15M
15M 19"
SPACE

SEE PLAN VERTS

FULL

ROUGH SURFACE 1/4"±

10M SPACING TO 20M 23" SEE PLANS FOR

PLAN
SEE
10M SPACING TO MATCH VERTS COLUMN SIZE + REINF

SPLICE TYP.

SPLICE TYP.
MATCH VERTS 25M 29" PROJECT
TO FIRST TIE

TENSION

TENSION
SEISMIC

SEISMIC
2'-6"

1/2 SPACE

30M 34" HAYER TOWN CENTRE

2'-6"

TO FIRST TIE
SPLICE
COMP

35M 41"
PHASE 2
1/2 SPACE

IF GREATER THAN 3" 15M OR 20M CORNER

SEE PLAN BARS TO MATCH WALL REINF.
DOWELS TO BE USED
FOR REINF
UNO
L

7635 - 200 STREET

LANGLEY, BC
SLAB REINF
EMBEDMENT

3" 3" 3"

SEE DWGS. DOUBLE CURTAIN WALL DRAWING

COMP

2-20M U.N.O. REINF.

2-20M OR DOWEL TYPICAL
SPACE

SINGLE LAYER REINF WALL

FULL

BM REINF
SINGLE LAYER REINF WALL CONCRETE DETAILS
SEE
EXTERIOR INTERIOR PLAN
NOTE: U.N.O. SEE PLAN NOTE: U.N.O. SEE PLAN HOOKED DOWELS TO
DRAWN DESIGNED
MATCH COLUMN VERT. U.N.O. CA TM / KV
SUPPORT ON BEAM REINFORCING

STARTER WALL DETAIL STARTER WALL CORNER WALL DETAIL

DATE
JUL. 2022
CHECKED
DB
ON SLAB BAND/BEAM ON SLAB DETAIL TYP COLUMN SPLICE DETAIL TYPICAL COLUMN AT TRANSFER BEAM SLAB POUR JOINTS 3214
3206 3207 3208 3209 3210 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:54 PM
20-172 S32
 SUSPENDED
SLAB REINF
NOTE: DETAILS 3303 + 3306 + 3307
SEE PLAN
PROPERTY NOT APPLICABLE IN PHASE 2
1 1/2" LINE
KEY L1
LEVEL 1 (BLDG 4)

PLAN
SEE
EXTEND VERT
5" INTO SLAB EXTEND VERT
UNO 5" INTO SLAB
10" EXTEND VERT
PROPERTY UNO PROPERTY 5" INTO SLAB
LINE LINE UNO
8" 15M @ 16" V EXT. FACE
L1
L1
DO NOT BACKFILL 15M @ 8" V INT. FACE
UNTIL SUSPENDED 1"
SLAB IS IN PLACE CLR

15M @ 10" V INT. FACE 20M @ 8" HEF EXTEND VERT

EXTEND VERT 5" INTO SLAB
2"
5" INTO SLAB UNO
CLR LEVEL 1 (BLDG 4)
15M @ 8" HEF UNO
1"

PLAN
SEE
1" 1" CLR
15M @ 16" CLR CLR
EXT. FACE
15M @ 8" V 15M@10" V. EXT. FACE
EXTEND VERT
15M @ 12" HEF. 5" INTO SLAB
UNO

4'-0"
C15M DWLS @ 12" 15M @ 8" H
2"
1'-6"

ALT HOOK
CLR
10M01.6 @ 24" DWLS 10" COLUMN BEYOND
15M @ 8" V. INT. FACE SEE SHCEUDLE

2'-0"
FOR REINF.
1'-0"
MIN

20M09.0@10"
15M10.5@10" V.
STAG. 1'-6" P1 EXTRA @ EXT. FACE
DO NOT BACKFILL

2'-6"
UNTIL SUSPENDED
FTG STAGGER 20M05.4 DWLS SLAB IS IN PLACE
SEE PLAN HORIZONTAL
BARS 2- 15M @ 12" H.
REFER TO
CLR
3"

MECH DWGS LEVEL 1 (BLDG 4)

2- 15M @ 8" H. (GRID 23)

2'-0"

PLAN
15M V. DOWELS 2- 15M @ 12" H. (GRID L)

SEE
2'-0"
20M @ 8" V EXT. FACE
TO MATCH 25M DOWELS
LAP 2'-6" @ EXT. FACE
RETAINING WALL AT RAMP P1
P1
3301 EXTEND VERT
DO NOT BACKFILL
DO NOT BACKFILL 5" INTO SLAB
UNTIL SUSPENDED
UNTIL SUSPENDED UNO
SLAB IS IN PLACE
SLAB IS IN PLACE
2'-6"

2" 20M @ 8" V. 25M @ 8" V.

CLR INT. FACE INT. FACE

2'-0" MIN.

2'-6" LAP
20M @ 10" V.

LAP

4'-0"
INT. FACE

DO NOT BACKFILL
UNTIL SUSPENDED
1'-6"

SLAB IS IN PLACE
16"
2- 15M @ 8" H.
10"
LAP TYP.
TENSION
SEISMIC

12" DO NOT BACKFILL DO NOT BACKFILL

2"
UNTIL SUSPENDED UNTIL SUSPENDED 15M @ 12" V.
CLR 15M @ 8" V INT. FACE
SLAB IS IN PLACE SLAB IS IN PLACE EXT. FACE
1" 15M @ 15" V.
12" 15M @ 16" V.
1" CLR EXT. FACE
1" EXT. FACE
CLR CLR 16"

10'-0"
10'-0"
10"
15M @ 12" HEF.
15M @ 8" V
UNO

1" 1" 1"

15M @ 8" V. INT. FACE
5"

15M @ 8" H CLR CLR CLR

20M @ 8" HEF
7'-6"

25M @ 10" DWLS H1E

9'-6"
20M @ 8" DWLS H1E 25M @ 10" DWLS H1E

2" 10M01.6 @ 24" DWLS

SEE PLAN 2" 10M01.6 @ 24" DWLS 2" 10M01.6 @ 24" DWLS CLR

5'-6"
CLR CLR
P2
P2 P2 15M @ 8" DWLS H1E
15M @ 12" DWLS H1E

MIN.
1'-0"
MIN.

MIN.
1'-0"

1'-0"

SEE PLAN / 15M @ 12" DWLS H1E

5'-6"
2"
WALL SCHEDULE 2" 2"
CLR.
CLR. CLR.
SF9 FTG
SF8 FTG SF9 FTG
SEE PLAN

16"
SEE PLAN SEE PLAN 3"Ø WEEP 10M01.6 @ 24" DWLS 10M01.6 @ 24" DWLS 10M01.6 @ 24" DWLS
3"Ø WEEP 3"Ø WEEP 16" 2" 2" 2"
1" 1" HOLES @ 10'-0" MAX
HOLES @ 10'-0" MAX HOLES @ 10'-0" MAX CLR CLR CLR
CLR.

CLR CLR REFER TO REFER TO SEE GEOTECH

CLR.
SEE GEOTECH SEE GEOTECH
3"

LEVEL P2 LEVEL P2 LEVEL P2

CLR.

3"
MECH. DWGS. MECH. DWGS. REFER TO
3"

3'-6" 4'-0"

1'-0" TYP,

1'-0" TYP,

1'-0" TYP,
SEE PLAN / 4'-0" MECH. DWGS.

MIN.

MIN.

MIN.
1'-0"
MIN
WALL SCHEDULE
TWO LEVEL RETAINING TWO LEVEL RETAINING TWO LEVEL RETAINING 2"
CLR.
2"
CLR.
2"
CLR.
DWLS TO MATCH WALL AT 'L' FOOTING WALL AT 'L' FOOTING WALL AT 'L' FOOTING FTG FTG FTG
WALL VERTS 3304 3305 3308 3" DIA WEEP
SEE PLAN
3" DIA WEEP
SEE PLAN
3" DIA WEEP
SEE PLAN

HOLES @ 10'-0" MAX REFER TO HOLES @ 10'-0" MAX REFER TO HOLES @ 10'-0" MAX REFER TO

CLR.

CLR.

CLR.
MECH DWGS MECH DWGS MECH DWGS

3"

3"

3"
SEE GEOTECH SEE GEOTECH SEE GEOTECH
2'-6"

P2

SEE PLAN 2 2023-03-17 ISSUED FOR TENDER

1'-0"

12" THICK 16" THICK 16" THICK

MIN

1 2022-09-02 ISSUED FOR BUILDING PERMIT

No DATE DESCRIPTION
ONE LEVEL RETAINING WALL ONE LEVEL RETAINING WALL ONE LEVEL RETAINING WALL

3"
L1
FTG
3314 3315 3316

PLAN
SEE
SEE PLAN
CLR
3"

SEE PLAN /
WALL SCHEDULE WEILER SMITH BOWERS
INTERIOR BEARING WALL FOR REINFORCING CONSULTING STRUCTURAL ENGINEERS
3302 118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com

TENSION
SEISMIC
SPLICE
EGBC PERMIT TO PRACTICE #1000460
P1
SEAL
EXTEND VERT 1-15M T+B
5" INTO SLAB UNO
SEE PLAN
SLAB
REINF 2" 2"
SEE PLAN
T T 1'-0" 8"
2-15M CONT. 15M @ 10" V INT. FACE DO NOT BACKFILL
FREE DRAINING GRAVEL, 15M @ 8" V
10" OR 12" UNTIL SUSPENDED
FREE DRAINING GRAVEL 2'-0" WIDE FULL HEIGHT. SLAB IS IN PLACE
2'-0" WIDE FULL HEIGHT. SEE PLAN A STEP LESS THAN OR B STEP LESS THAN OR
1"
2-15M CONT CLR
EQUAL TO 1'-0" EQUAL TO 2'-0"
RAMP TO P1 15M @ 12" V EXT. FACE
COMPACTED BACKFILL (EL. VARIES) 10"
COMPACTED BACKFILL 1"
ACTIVE PRESSURE 40 PCF 15M @ 18" CONT SLAB REINF 1-15M CONT
COMPACTION 200 PSF ACTIVE PRESSURE 40 PCF CLR SEE PLAN
15M @ 18" CONT.
COMPACTION 200 PSF SEE WALL
SURCHARGE ( 200 x 0.4 ) 80 PSF 2" 15M @ 8" H SLAB REINF
2" REINF., SEE SCHED. SURCHARGE ( 200 x 0.4 ) 80 PSF SCHEDULE PROJECT
H T B REINF KEY CLR. SEE PLAN 8"
CLR H T B REINF KEY
HAYER TOWN CENTRE
H

DO NOT BACKFILL 1-15M CONT

FOR REINF. SEE SCHED.
H

3'-0" 8" 3'-0" C10M @ 12" - UNTIL SUSPENDED 1 1/2" x 5 1/2" 15M @ 16" H
3'-0" 8" 3'-0" 10M @ 12" -
KEY CONT 2"
3" DIA WEEP HOLE @ 8'-0" 4'-0" 8" 3'-8" C10M @ 12" -
4'-0" 8" 4'-0" 10M @ 12" -
SLAB IS IN PLACE C15M @ 18"
CLR C15M @ 12"
PHASE 2
OR CONT DRAIN BEHIND WALL
8" MIN.

5'-0" 8" 4'-4" C15M @ 15" - 3" DIA WEEP HOLE 15M @ 12" DWLS 15M @ 16" H
8" MIN.

5'-0" 8" 5'-4" 15M @ 15" 8" 1-15M CONT

2'-6"
@ 8'-0" OR CONT C15M @ 12" DWLS 2" ALT. HOOK 6" 1'-8"
15M @ 16" CONT 6'-0" 8" 4'-8" C15M @ 10" - DRAIN BEHIND WALL ALT. HOOK CLR 1-15M CONT
6'-0" 8" 6'-8" 15M @ 10" 8" 2" 7635 - 200 STREET
2'-6"

UNO
2" LANGLEY, BC

10"
7'-0" 8" 5'-0" C20M @ 11" - CLR 10M01.6 @ 24" DWLS
7'-0" 8" 8'-0" 20M @ 11" 10"

UNO
10M01.6 @ 24" DWLS CLR
CLR

8"
2"

8'-0" 10" 5'-4" C20M @ 11" 8" P2 DRAWING

8'-0" 10" 9'-0" 20M @ 11" 12"
T + 2"

TYPICAL

10"
T + 2"

9'-0" 10" 5'-10" C20M @ 9" 8"

8"
9'-0" 10" 10'-0" 20M @ 9" 14"
1'-0"
1'-0"

MIN
MIN

10'-0" 10" 6'-4" C20M @ 6" 12"

CONCRETE DETAILS

CLR
10'-0" 10" 11'-0" 20M @ 6" 16"
KEY
CLR

4"

3"
8"
3"
KEY

CLR

C15M @ 12"
3"

• H MAY BE MEASURED FROM TOP OF SLAB 15M @ 16" CONT 1'-8" MIN 15M @ 16" CONT
FOR REINF, • H MAY BE MEASURED FROM TOP OF SLAB 'SF2' FTG
WHEN CONCRETE SLAB IS PROVIDED. FTG
SEE SCHED. WHEN CONCRETE SLAB IS PROVIDED SEE PLAN UNO ON PLAN
T SEE PLAN DRAWN DESIGNED
• KEY MAY BE DELETED WHERE CONCRETE
• KEY MAY BE DELETED WHERE CONCRETE REFER TO REFER TO CLR. CA TM / KV
CLR

C STEP LESS THAN 3'-0" D STEP LESS THAN 4'-0"

3"

MAX 8" T SLAB IS PROVIDED.

3"

B SLAB IS PROVIDED MECH DWGS MECH DWGS

(ZERO AT B DATE CHECKED
PROP. LINE) JUL. 2022 DB
RETAINING WALL RETAINING WALL RAMP WALL ONE LEVEL RETAINING WALL TYP. STEPPED SLAB ON GRADE DETAILS
3309 3310 3311 3312 3313 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:54 PM
20-172 S33
 SIMPSON HDU14 - SDS 2.5 TYP.

2- 15M03.3
4- 15M
HD ANCHOR CHAIRS

1/2" FIRE TREATED

DIVIDER BM. BY
1/2" FIRE TREATED
PLYWOOD SEE ARCH. PLYWOOD SEE ARCH.

OTHERS
S8x18.4
.
2x6 LAMINATED 2x6 LAMINATED
STUDS TYPICAL BUILT-UP SHEAR WALL
STUDS TYPICAL STUD - SEE PLAN
C/W 5 1/4" PL. C/W 5 1/4" PL. 1 1/2" 1 1/2" 1 1/2" 1 1/2"
RIM BOARD TYP. RIM BOARD TYP.
HD - SEE PLAN

1 1/2"
C/W SIMPSON ABLE TYP.

4 1/4"
8 1/2" x 3/4" x7" 8 1/2" x 3/4" x7" SEE PLAN FOR 2- 15M03.3
PLATE PLATE SLAB REINF.

8 1/2"

8 1/2"
2 ROWS ASSY SK 1/4" Ø x 2 ROWS ASSY SK 1/4" Ø x 4- 15M CHAIRS
8 5/8" @ 24" o/c STAG. TYP. 8 5/8" @ 24" o/c STAG. TYP. EITHER SIDE OF HD
DOUBLE WOOD ELEVATOR SHAFT 2- 5/8" DIA. x6"

1 1/2"
N.T.S. 4- 5/8" DIA. x6" LAG SCREWS (WOOD)
LAG SCREWS (WOOD) 5/8" DIA. x6" K.BOLTS
SINGLE WOOD ELEVATOR SHAFT

15" OR 16"
5/8" DIA. x6" K.BOLTS (CONCRETE/MASONRY)

SLAB
N.T.S. (CONCRETE/MASONRY)
7" 7"

1" AIR GAP TYP.

HOIST BEAM CONNECTION DIVIDER BEAM CONNECTION

1" CLR.
2x4 WALL TYP. 1'-6" TYP.

2-ROW NAILS
@12" O/C TYP.
HOIST / DIVIDER BEAM CONNECTION HOLD DOWN IN SLAB
FLOOR SHEATHING
CONTINUOUS ACROSS 3402 3404 4 1/2" 4 1/2"
TO ELEVATOR SHAFT 1'-0"
4'-0"

5 1/4" PL. RIM SHEAR WALL - SEE

BOARD TYP. SCHEDULE
L 3 1/2 x 3 1/2 x 5" lg. PL 8x8x3/8 4- 15M
TIMBERSTRAND W/ 2-3/4" DIA BOLTS WITH 2- 5/8" DIA HEADED CHAIRS
RIMBOARD TYP. (or WELD ALL AROUND) STUDS x 6" LONG HD ANCHOR

HD ROD- SEE
S8x18.4 UNO
. SCHEDULE / PLAN

SEE PLAN FOR T.O.WALL

HEADER DEPTH AND REINFORCING 3/8" PLATE BUILT-UP SHEAR WALL HD - SEE PLAN
TJI JOISTS 5" STUD - SEE PLAN
2-5/8" DIA ROD ANCHORS C/W SIMPSON ABLE TYP. 2- 15M03.3
WITH HILTI HY-150
4'-0"

OR 2-5/8" DIA HILTI KB TZ

3" COMMON NAILS SEE PLAN /
2-ROWS @3" O/C WALL SECTIONS ALTERNATE DETAIL SEE SCHEDULE 2- 15M03.3
@ PANEL EDGES FOR WALL THICKNESS GROUT POCKET 15M@16" V.
TYP. STAG. AND REINFORCING

8" WALL - SEE PLAN

SOLID AFTER SEE PLAN 4- 15M CHAIRS

6'-0" MIN
1'-0" EITHER SIDE OF HD
BEAM IN PLACE
2-ROWS NAILS
S8x18.4 UNO 15M@18" H.
@12" O/C TYP.
TENSION
SEISMIC
SPLICE

PLAN
SEE
SEE PLAN FOR
HEADER DEPTH AND REINFORCING

3/8" PLATE ADD 2-15M V. EXTRA

5" 2-5/8" DIA ROD ANCHORS EA. SIDE OF ROD TYP.
WITH HILTI HY-150 SLAB REINF.
AT WOOD FRAME FLOOR SEE PLAN
OR 2-5/8" DIA HILTI KB TZ

L4x4x1/4 x 0'-8"

CLR.
2-1/2" DIA x 5" STUDS T.O.FTG.
1'-6"

1"
TYP. SLAB-BAND REINF.

PLAN
SEE
SEE PLAN SEE PLAN SEE PLAN
FOR FTG.
NOTE: MAX SPACING 12'-0" BETWEEN BEAMS UNO
CONFIRM WITH ELEVATOR SUPPLIER
NOTE: ATS MANUFACTURER TO PROVIDE
TO SUIT ELEVATOR DOOR

ANCHOR BOLT LOCATOR AT ROD LOCATIONS TYP.

SEE PLAN /
SEE SHOP DWG'S

WALL SECTIONS
FOR WALL THICKNESS ELEVATOR DIVIDER BEAM ATS HOLD DOWN IN SLABBAND ATS HOLD DOWN IN CONC WALL
AND REINFORCING
3403 3405 3406
10M03.11 @ 12"
PROJ 2'-6"
BEND INTO SLAB
TENSION
SEISMIC
SPLICE

2-15M CONT
8"

SEE PLAN /
WALL SECTIONS RUN SLAB OVER
FOR WALL THICKNES AT DOOR OPENING
ELEVATOR SUPPLIER

AND REINFORCING
CONFIRM WITH

4'-0" LAP

SEE PLAN
VOLCLAY
(BENTONITE)
SEE PLAN WATERSTOP 2 2023-03-17 ISSUED FOR TENDER
CLR
2"

1 2022-09-02 ISSUED FOR BUILDING PERMIT

No DATE DESCRIPTION

DISCONTINUE BOND BEAM REINF

AT EXPANSION JOINTS VERT REINF H1E SLAB
5/8" DIA HILTI HDI
36" UNO.

SEE DWG'S SEE PLAN

DROP IN ANCHOR OR
CAULK FULL HEIGHT WITH GROUT W/ HILTI HY200
1 ETHAFOAM ROD BACKING 4" MIN. EMBEDMENT.
LINTEL REINF AS PER. WEILER SMITH BOWERS
(EACH SIDE)
2 WALL ELEV'S AND
GENERAL NOTES 1" GAP TYP (UNO) CONSULTING STRUCTURAL ENGINEERS
2-15M MIN PROVIDE INFILL OR 5/8" DIA THREADED ROD
FIRE STOP AS REQ'D IN PVC SLEEVE 118-3855 HENNING DR.
" BURNABY B.C. TEL: (604) 294-3753
4'-0 SEE ARCH DWG'S SPACING TO MATCH
CLR

VERT WALL REINF CANADA V5C 6N3 FAX: (604) 294-3754

3"

SEE PLAN 2-15M CONT

E-MAIL wsb@wsb-eng.com
1'-0" 5/8" DIA. x 1'-4" SMOOTH 1 1/2" GAP BETWEEN

16" DP LINTEL

24" DP LINTEL
BOND BEAM

8" DP LINTEL

8' to 12' SPAN

MIN 1-15M VERT E.S. DOWEL IN BOND BEAM END OF THREADED ROD

5' to 8' SPAN

0' to 5' SPAN
GROUT SOLID GREASED ONE END AND TAPED END OF PVC SLEEVE EGBC PERMIT TO PRACTICE #1000460

NOTE: SEAL

SECTION THRU ELEVATOR DETAILING APPLIES UNO ON PLAN. EXPANSION JOINT MAXIMUM SPACING: 50'-0"
3401 DETAILING APPLIES IN BOTH DIRECTIONS, ONLY ONE SHOWN FOR CLARITY.
VERT REINF H1E
BLOCK WALL EXPANSION JOINT TYPICAL LINTEL SEE DWG'S

OPENING > 20" SLAB BOTTOM REINF 'A' AT OPENING 3408 3410
LINTEL REINF AS PER.
WALL ELEV'S AND
GENERAL NOTES
2-15M MIN
PLAN - OPENING INTERRUPTS REINF PLATE 8 x 1/4 x 6
SLAB
2- 3/8"Ø x 4" LONG HEADED STUDS
SEE PLAN

16" DP LINTEL

24" DP LINTEL
8" DP LINTEL

8' to 12' SPAN

5' to 8' SPAN
0' to 5' SPAN
8"
ADD 1- 15M02.6 T+B AT CORNERS LAP REINF
10M = 18"
15M = 24"
PROJECT
20M = 32"
6"
1/2 'A' BARS EA SIDE. ( ROUND UP ) CUT BOTTOM REINF 'A' AT OPENING 1" GAP TYP (UNO)
HAYER TOWN CENTRE
OPTION 1 - CUT REINF AND ADD TO EACH SIDE AS INDICATED
PROVIDE INFILL OR
FIRE STOP AS REQ'D
1/4 CAST IN C15M DOWELS
OR DRILL IN 6" AND GROUT
PHASE 2
10M DOWELS SEE ARCH. DWG'S TO MATCH VERT. REINF.

2'-0"
@ 4'-0" O/C L3x3x1/4 x 8" LG.
DRILL 4" INTO @ 4'-0" E.S. TYP (UNO) 7635 - 200 STREET
PANEL AND GROUT 2-15M CONT
2-15M CONT. LANGLEY, BC
ADD 1- 15M02.6 T+B AT CORNERS DIVERT 1/2 'A' EA SIDE BOND BEAM
DRAWING

TYPICAL

10"
1
2
CONCRETE DETAILS
FILL IN WITH SLAB TEMP REINF 1- 15M VERT
IN END CORE 1'-6"
OPTION 2 - DIVERT REINF TO EA SIDE AND ADD TEMP REINF
DRAWN DESIGNED
CA TM / KV

TYP BOTTOM REINFORCEMENT BLOCK WALL TO DATE

JUL. 2022
CHECKED
DB
DETAILING AT SLAB OPENINGS PANEL CONNECTION TOP OF BLOCK WALL RESTRAINT SLAB THICKENING UNDER BLOCK WALL
3407 3409 3411 3412 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:57 PM
20-172 S34
 2'-0" 2'-0"

20M@12" 20M@12"

STEP MORE
2'-0" 2'-0"

STEP MORE

THAN 8"
4'-0" TYP. MIN.

THAN 8"
'T' SEE PLAN + 4'-0" TYP. MIN. 'T' SEE PLAN +
SEE PLAN, BUT SEE PLAN
4- 20M CONT. SEE PLAN 4- 20M CONT.
SEE PLAN, BUT 2'-0"

STEP MORE

STEP MORE
4- 20M CONT. TOP +
MIN. 4- 20M CONT. TOP 20M@12" 2- 20M EXTRA

THAN 8"

THAN 8"
'T' SEE PLAN + 4- 20M CONT.
2'-0"

THICKNESS
'T' SEE PLAN +

SLAB BAND
SEE PLAN SEE PLAN

SEE PLAN
THICKNESS
SLAB BAND
4- 20M CONT.

SEE PLAN

THICKNESS
SLAB BAND

SEE PLAN
THICKNESS
SLAB BAND

SEE PLAN
SEE PLAN SEE PLAN

'B' REINF.
STIRRUPS - 'B' REINF. SEE PLAN
SEE PLAN SEE PLAN

STIRRUPS - 'B' REINF.

'B' REINF. SEE PLAN SEE PLAN
SEE PLAN
COLUMN / WALL
COLUMN / WALL SEE PLAN
SEE PLAN
'B' REINF. 'B' REINF.
SLAB BAND WIDTH SEE PLAN SLAB BAND WIDTH SEE PLAN

STEP PARALLEL WITH SLAB BAND SPAN STEP PARALLEL WITH SLAB BAND SPAN STEP PERPENDICULAR TO STEP PERPENDICULAR TO
WITH NO STIRRUPS WITH STIRRUPS SLAB BAND SPAN WITH NO STIRRUPS SLAB BAND SPAN WITH STIRRUPS
3501 3502 3503 3504
SEE PLAN
2- 25M23.0 TOP 6- C20M03.11 TOP
POUR STOP RISER
EL. 74.20m

SEE PLAN
15M02.6 DWLS DEPTH

16" SLAB
DRILL & EPOXY SEE
6" INTO EXISTING ARCH.
LANDING
16" 0"
LEVEL 2 (+74.20m)
2-20M TOP TYP. 4-20M TOP 2'- P

EQ
1'-6" EXTEND 2'-0" 1'-6" EXTEND 2'-0" TY
PASS OPENING PASS OPENING

1" P
TYP. TYP.

TY
CL
R
4'-9" STEP

SEE PLAN
SEE PLAN

EQ
2- 15M@12" H.
12" 3-20M BLL SEE PLAN
CONC STAIRS
15M@8" BLL
SEE ARCH FOR
SEE PLAN 15M@12" TIES PROFILE
SEE PLAN SEE PLAN SEE PLAN SEE PLAN

SEE ARCH. 5'-6" ±

SEE ARCH. 5'-6" ±

7- 15M BUL
EL. 72.75m 2-15M@12" H. 2-15M@12" H. EXTEND PASS VERTICAL
EXTEND 2'-0" EXTEND 2'-0" " POUR STOP TO
18 SPLICE W/ STAIR REINF.
PASS OPENING PASS OPENING
1 1/2"
CLR

15M @ 12" EMBED 6" REINF. +

12"

WITH HILTI HY200 SLAB THK. SEE DET. 3202

15M@12" STIRRUPS 15M@12" STIRRUPS

4- 25M23.0 BOT. PROVIDE CONT. FOLD

1 1/2"
4-20M BOT.

CLR

1"
CL
(2 LAYERS) SUPPORT UNTIL UPPER

PLAN
SEE
2-20M BOT. TYP. (2 LAYERS)

R
SLAB (EL.74.33m) EXTEND 2'-0"
REACHES FULL COMPRESSION EXTEND 2'-0"
PASS OPENING PASS OPENING
STRENGTH

STEP DEATIL HEADER ALONG GRID H & 16-18 HEADER ALONG GRID H & 16-18
3505 3506 3507
3511 CONCRETE STAIR ON SUSPENDED SLAB
EL. 77.33m 3510
(LEVEL 3)
3"

4- 25M TOP
LEVEL 3 (+77.33m)
(2 LAYERS)
8"

16"

LEVEL 3 BLDG 4
16"

4"
(EL. 77.33m)
16"

16"
SEE PLAN
15M@12"
2'-6"

15M@12" VEF. SEE PLAN

15M@12" HEF. 15M02.0 DWLS TO MATCH

3510 DRILL & EPOXY 6" INTO WALL
S35 2-20M CONT.
10" TOP LEVEL 2 BLDG 4
7" BUILT-UP SLAB
(EL. 74.20m)
R/W 15M@16" E/W BOT.
LEVEL 2 (+74.20)
C15M03.11@16" 15M@12" VEF.

16"
EL. 74.20m
BUILT -UP STAIRS
REINF. AS PER
DET.
TENSION

SEE PLAN
SEISMIC
SPLICE

3510 2 2023-03-17 ISSUED FOR TENDER

6" PONY WALL 1" 1" 15M@16" 1 2022-09-02 ISSUED FOR BUILDING PERMIT
6"

2'-6"
LEVEL 2 (+72.75) R/W 15M@12" E/W CTR'D CLR CLR No DATE DESCRIPTION
PROVIDE 15M DWLS
VOID 2-15M@12" H.
18"

TO MATCH DRILL & EPOXY 10"

5" INTO SLAB 12"

4'-9" STEP
POUR STOP VOID 1" 1"
15M@12" CLR CLR
1 3/4" WEILER SMITH BOWERS

SPLICE
KEY 6-30M TOP

2'-6"
(2 LAYERS) CONSULTING STRUCTURAL ENGINEERS
2'-6"
12"

LEVEL 2 (+71.10)
1'-6"
STEP

2-15M@16" H. 118-3855 HENNING DR.

12"

SLOPE SEE PLAN BURNABY B.C. TEL: (604) 294-3753

EL. 72.75m LEVEL 2 BLDG 4 CANADA V5C 6N3 FAX: (604) 294-3754
(LEVEL 2)
12"

(EL. 72.36m) E-MAIL wsb@wsb-eng.com

5"

10"

8"
EGBC PERMIT TO PRACTICE #1000460

12"
STEP

EL. 72.36m 15M@16" VEF.

15"

EMBEDMENT
(LEVEL 2)
SEAL

2'-6"
SEE PLAN
TENSION
SEISMIC
SPLICE

8"

49.5"±
STEP
12" 2-15M@8" H.
OPEN TO
PARKING RAMP LEVEL 1 (+68.95)
SEE PLAN PROVIDE CONT. WALL SUPPORT

SPLCIE
DN TO P2 LEVEL
11"

4- 25M BOT. UNTIL L3 SLAB SEE PLAN

2'-6"
(2 LAYERS) REACHES FULL COMPRESSION 15M@12" TIES
STRENGTH
EL. 71.10m
POUR STOP 6-30M BOT.
(2 LAYERS)

STAIR M SECTION WALL STEP DETAIL

1 1/2"

TYP.
CLR
3508 15M02.6 DWLS
DRILL & EPOXY
SEE PLAN
3509
6" INTO EXISTING
LANDING
EL. 73.00
4"

12"
" PROVIDE CONT. WALL 15M@16"
2'-0 SUPPORT UNTIL L2 SLAB (EL. 72.36m) CORNER BARS
PROJECT
POUR STOP
REACHES FULL COMPRESSION STRENGTH TYP.
HAYER TOWN CENTRE
8"

STEP
12"

59"
PHASE 2
4"

6"
SEE PLAN
15M@16"
C10M02.@12"
POUR STOP 10M@12" 7635 - 200 STREET
(2 SIDES) EL. 71.54±
10M@12" SEE PLAN LANGLEY, BC

2'-6"
LEVEL 1 BLDG 4 DRAWING
15M@8" BLL (EL. 69.62m)
TYPICAL CONCRETE

11"
15M@8" BUL
DETAILS
8" WALL 8" WALL PROVIDE CONT. SLAB / WALL 2-20M CONT.
R/W 15M@12" R/W 15M@12" SUPPORT UNTIL L2 SLAB (EL. 74.33m) BOT. DRAWN DESIGNED
E/W CTR'D E/W CTR'D REACHES FULL COMPRESSION STRENGTH CA TM / KV
SLAB BAND BEYOND
DATE CHECKED
JUL. 2022
STAIR M SECTION DB

STAIR N SECTION 3511 PROJECT NUMBER- DRAWING NUMBER

3512
H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:58 PM
20-172 S35
 C20M06.6 @ 5"
EXTRA TOP
EL 74.15m SEE PLAN

16"
STEP SEE PLAN
SEE ARCH. 6" ±

9"
24"
ALUMINUM GUARDRAIL + SSU
8" EMBED PLATE DESIGNED 1'-0"
2- 15M CONT.
CURB BY SUPPLIER
TOP

15M@12" V. CTR'D
DWLS (FULL LENGTH)
SLAB STEP SECTION
SEE ARCH.
3'-0" MAX

NO SPLICING AT SLAB LEVEL

15M@12" H. 3603
CTR'D EL. 79.57m

FD CURB SEE ARCH.

3- 25M25.0 TOP 6" 2- 25M CONT. TOP
REINF. AS PER DET. 3117 EL. 74.33m
SLOPE SLOPE MIN. 2- 20M CONT. TOP

8"
SPLICE @ MID-SPAN SEE PLAN 1'-6"
FD

16"
EL 74.15m TYP.
SLOPE SLOPE 15M@8" 'Z' BARS

8"

16"
16"

STEP SEE ARCH.

16"

23" ±
40" DP.

2'-6"

6" MIN. CLR.

15M@12" TIES SSU EL. 73.57m SEE PLAN SEE PLAN L3 LEVEL (BLDG 4)

SEE ARCH.
@ DRAINS

14"
3'-0" MIN.
3'-0" TYP. 3" 15M@12" TIES EL. = 77.33m
2- 15M@12" H. SEE PLAN 3'-0" MIN.
CLR. 2- 15M@12" H.

8"

16"
SEE PLAN
2- 15M@16" H.
CLR.
1 1/2"

24"
2- 25M CONT. BOT.
SPLICE @ SUPPORT

FERO BRACKET SYSTEM TYP. 3- 30M25.0 BOT. 12"

+ 2- 30M25.0 (2ND LAYER) 12" x 24" COL.
2- 20M EXTRA
16" x 24" COL. BEHIND 12"
BEHIND S8x18.4
8'-0" SLAB BAND HOIST BEAM

EDGE BEAM SECTION EDGE BEAM SECTION (PHASE 2) SLAB STEP SECTION
3601 3602 3604
SEE PLAN /
WALL SCHEDULE

10"
EL. = 75.15m

2'-6"
C15M04.11@12"
EL. = 75.01m

12'-6"
SEE PLAN EL. = 79.57m (L2)

5 1/2"

STEP
18"
EL. = 74.70m

16"
16"
10"
24"

12"
8"
SEE PLAN
SEE PLAN
3115 SEE PLAN
TEMPR. REINF. STAIR SEE DET.

SPLICE TYP.
15M@12" VEF ON RIGID INSULATION

TENSION
SEISMIC
TEMPR. REINF.
(30 PSI MIN.)
L1 LEVEL
15M@8" HEF EL. = 72.75m
10" WALL / BEAM C25M@5" SLAB STEP SECTION
12"

3607

8"

8"
24"

8"
8" x 16" DP

12"
HEADER
EL. = 75.15m 2-15M T+B
SEE PLAN + 10M@12" TIES
28"

15M @12" SEE PLAN

2'-6"

9"

18"
SEE PLAN EL. = 74.70m
4- 20M BOT. SEE PLAN
EL. = 74.20m (L1) SEE SCHEDULE
2 LAYERS

11'-8" CLEAR
HEADROOM
1 1/2"

7"
CLR

COL. BEYOND
12"

24"
TO SUIT 4'-0"
12" SEE PLAN
FOR REINF.
PROVIDE FULL WALL TEMPR. REINF.
SUPPORT UNTIL L2 SLAB
REACHES FULL COMPRESSION SEE PLAN

SPLICE TYP.
TENSION
SEISMIC
STRENGTH
9'-0"
P1 LEVEL
EL. = 68.88m 2 2023-03-17 ISSUED FOR TENDER
WALL / BEAM ABOVE RAMP ENTRY STEP AT SLAB BAND WITH STAIR STEP AT SLAB BAND 1 2022-09-02 ISSUED FOR BUILDING PERMIT

8"

9"
3605 3606 3608 No DATE DESCRIPTION

28"

5'-0" ELEV. PIT

8" WALL R/W
15M@12" E/W
ALUMINUM GUARDRAIL + CTR'D
8" EMBED PLATE DESIGNED
2- 15M CONT.
CURB BY SUPPLIER
TOP
C10M02.6@12"
WEILER SMITH BOWERS
AT PERIMETER TYP. CONSULTING STRUCTURAL ENGINEERS

12"
2-20M23.6 TOP 2-20M23.6 TOP 15M@12" V. CTR'D 118-3855 HENNING DR.
TOS
+ 2-20M23.6 BOT. + 2-20M23.6 BOT. DWLS (FULL LENGTH) BURNABY B.C. TEL: (604) 294-3753

SEE ARCH.
EL. = 75.67m
6"

3'-0" MAX
+ 10M@12" TIES + 10M@12" TIES NO SPLICING AT SLAB LEVEL CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com
CURB SIZE AND LOCATION 15M@12" H.
SEE ARCH. CTR'D
FOR REINF. SEE DETAIL 3601 EGBC PERMIT TO PRACTICE #1000460
1'-6"

1'-6"

15M@8"

SEE ARCH.
10M@12" 2- 25M21.0 TOP EL. = 79.37m E/W BOT.

3'-0" MAX
SEAL

ALUMINUM + 15M@16" HEF.

GLASS GUARD +

16"
CONNECTION BY OTHERS
8"

2'-6"
5'-2" ±

2- 15M CONT. TOP GSKY

WALL SYSTEM
PLAN
SEE

SEE PLAN
SEE ARCH. STAIR ON GRADE
SEE ARCH.

15M@16" VEF. P2 LEVEL

3'-0" MAX

15M@12" H. CTR'D 8" TEMPR. REINF. SEE DET.

8" CURB DWLS (FULL LENGTH) EL. 65.27m 3115
1'-6"

SEE DET. 3117 NO SPLICING

15M@12" V. CTR'D AT SLAB LEVEL
1'-6" 15M@12" TIES
DWLS (FULL LENGTH)

TYP.
1'-0"
EL. 64.88m
SEE ARCH.

NO SPLICING 15M@12" V. H1E

VARIES

12"

TENSION
SEISMIC
AT SLAB LEVEL (FULL LENGTH) 8"
8"

SPLICE
TYP.
14" NO SPLICING
AT SLAB LEVEL FERO BRACKET SYSTEM TYP. PROJECT
PLAN

PLAN
SEE

SEE

SEE PLAN 15M@12" H. H1E CTR'D

2- 15M@12" H.
HAYER TOWN CENTRE
PHASE 2
1'-6"
1'-6" 2- 15M CONT. BOT. FERO BRACKET SYSTEM TYP.
TYP.

SEE PLAN FOR

15M@12"

72" DP. FTG.

7635 - 200 STREET
2'-6"

REINF.
LANGLEY, BC

CONCRETE DOWNTURN FOR 2- 25M21.0 BOT.

DRAWING

INTAKE SECTION 8" CURB W/ GUARDRAIL 8" CURB W/ GSKY WALL SYSTEM BRICK VENEER SECTIONS AND DETAILS
3609 3610 3611 3612
U/S WALL ELEVATION 75.76m
PROVIDE CONT. WALL
SUPPORT UNTIL L2 SLAB
REACHES THE FULL DRAWN DESIGNED
COMPRESSION STRENGTH CA TM / KV

DATE CHECKED
WALL / HEADER ABOVE RAMP ENTRY SECTION THRU ELEVATOR 8 BLDG 4 JUL. 2022 DB
3613 3614 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:49:58 PM
20-172 S36
 TJI BLOCKING PANELS
( + 2 x 4 SQUASH BLOCKS
WHERE SUPPORTING MORE
1 1/2" CONC. TOPPING
1 1/2" CONC. THAN TWO FLOORS)
1 1/2" CONC. TOPPING 1 1/2" CONC. TOPPING TOPPING SQUASH BLOCKS 1 1/2" CONC. TOPPING RUN PLYWOOD
(2 x 4 OR 2 x 6 TO 1 1/4" TIMBERSTRAND THRU CORNER
PLY DECK
PLY DECK PLY DECK MATCH WALL STUDS) RIM BOARD PLY DECK
PLY. DECK A-A
EACH SIDE
1 1/4" TIMBERSTRAND 1 1/4" TIMBERSTRAND
RIM BOARD W/ INFILL RIM BOARD W/ INFILL
SHEATHING TO SUIT SHEATHING TO SUIT

TJI JOISTS
DBL. 2 x _ TJI JOISTS DBL. 2 x _ TJI JOISTS TJI JOISTS 1 1/4" TIMBERSTRAND
TJI JOISTS
TOP PLATE TOP PLATE TJI BLOCKING RIMBOARD
2 x 4 @ 16" 2 x 4 @ 16"
BLOCKING PANELS BLOCKING DBL. 2 x _
TOP PLATE
2 x 6 STUDS 2 x 6 STUDS A-A 2 x 4 OR 2 x 6
SEE PLAN 2 x 4 OR 2 x 6
SEE PLAN STUDS SEE PLAN
2 x 4 OR 2 x 6 STUDS SEE PLAN
STUDS SEE PLAN
* BLOCKING MAY BE OMITTED IF 2 PLY.
TS RIM BOARD USED.
TYPICAL INTERIOR WALL / FLOOR TYPICAL INTERIOR WALL / FLOOR
TYP. EXT. WALL / FLOOR CONN. TYP. EXT. WALL / FLOOR CONN. CONNECTION - JOISTS PERPENDICULAR CONNECTION - JOISTS PARALLEL TYP. INT. WALL / FLOOR CONN. CORNER WALL DETAIL
3701 3702 3703 3704 3705 3706
STUDS SEE PLANS 5/8" THK. PLATE
C/W 8- 5/8" DIA. x8" LG.
1 1/4" TIMBERSTRAND LAG SCREWS
1 1/4" TIMBERSTRAND 5 1/4"
RIM BOARD 5 1/4" SPACED AS SHOWN
RIM BOARD

1 1 /2 "
5 1 /4 "
PACK SOLID 1 1/2" 1 1/2" ROOF ANCHOR POST
PL. 4" x 3/16" x 1'-3" PACK SOLID
PL. 4" x 3/16" x 1'-3" WITH PLYWOOD WITH PLYWOOD SEE SHOP DWG.
@ 4'-0"
@ 4'-0" PACK SOLID w/ 13/16" x 2" VERT. OR O.S.B. OR O.S.B.
w/ 13/16" x 2" VERT. WITH PLYWOOD FOR MIN. 6" AT BOLT 1 1/4" TIMBERSTRAND FOR MIN. 6" AT BOLT
PACK SOLID SLOTTED HOLE
SLOTTED HOLE OR O.S.B. 1 1/4" TIMBERSTRAND LOCATIONS ONLY LOCATIONS ONLY
RIM BOARD

2"
WITH PLYWOOD FOR MIN. 6" AT BOLT RIM BOARD
2"

OR O.S.B. 1 1/2" CONCRETE TOPPING 1 1/2" CONCRETE

LOCATIONS ONLY 13"
FOR MIN. 6" AT BOLT 13" 2 ROWS OF BLOCKING TOPPING
LOCATIONS ONLY 1 1/4" 3" PLY. DECK 1 1/4" 3" PLY. DECK TO MATCH BOLT LOCATIONS PLY. DECK

5 1 /4 "
1 1 /2 "
3" 3"
2'-0"
2x BLOCKING

3"
1 1/4"
1 1/4"

PLY. DECK
3"

5 1/4"x9 1/2" PL TYP.

EA. SIDE OF ROOF
ANCHOR POST 5 1/4"x9 1/2" PL BLOCK x24" LG.
C/W 4- 5/8" DIA.
A325 THRU BOLTS
TJI JOISTS

TYP.
5" 20 GA. STRAPS

2"
5" SEE PLAN TJI JOISTS, SEE PLAN TJI JOISTS, SEE PLAN
@ 4'-0" O/C.
NAILED TO JOISTS 5/8"Ø BOLTS @ 4'-0" 5/8"Ø BOLTS @ 4'-0"
3/4" PLY EA. SIDE TYP. & BLOCKING @ 4" O/C. STAGGER EACH SIDE STAGGERED EACH SIDE
c/w 3"Ø x 3/16" WASHER c/w 3"Ø x 3/16" WASHER
STUDS PROVIDE TJI BLOCKING
THRU SLOTTED HOLES 2-15M CONT. THRU SLOTTED HOLES

TYP.
SEE PLANS @ 4'-0" O/C. 3" TYP.

2"
IN BOXING JOIST IN BOND BEAMS IN BOXING JOIST
(FIRST 2 JOIST SPACES) 2-15M CONT. SIMPSON MTS18 STRAP
3/4" PLY EA. SIDE TYP. IN BOND BEAMS @EA. END TYP.

2"

2"
3/4"Ø BOLT INSTALLED
2x10 BLOCKING TYP.
2"

AT TOP OF SLOT 3/4"Ø BOLT INSTALLED 2 x 4 or 2 x 6 STUDS 2 x 4 or 2 x 6 STUDS

INTO 13/16"Ø DRILL HOLE 3/4" 3/4"

2"
AT TOP OF SLOT (SEE PLANS) (SEE PLANS) ADD STUDS AS REQ'D.
IN JOIST INTO 13/16"Ø DRILL HOLE FOR STRAPS
13/16"
PL. IN JOIST
13/16"
DBL. NUT PL.
1 1/4"Ø
WASHER HAND TIGHTEN INSIDE DBL. NUT NOTE: CONNECTION MEETS THE INTENT NOTE: CONNECTION MEETS THE INTENT
1 1/4"Ø NOTE:
NUT AND TIGHTEN HAND TIGHTEN INSIDE OF BCBC ARTICLE 4.1.5.17 FOR FIREWALLS OF BCBC ARTICLE 4.1.5.17 FOR FIREWALLS
WASHER SEE ROOF ANCHOR SHOP DRAWING
2nd NUT AGAINST Ist NUT AND TIGHTEN FOR ANCHOR LOCATIONS.
2nd NUT AGAINST Ist

TYP. CONN. AT CONC. BLOCK WALL TYP. CONN. AT CONC. BLOCK WALL TYP. CONN. AT CONC. BLOCK WALL TYP. CONN. AT CONC. BLOCK WALL WINDOW WASHING ANCHOR SUPPORT
3707 3708 3709 3710 3711

2 PLY 4 PLY
LAG SCREW INSTALLATION TABLE - D.FIR WINDOW WIDTH SEE ARCH.
6" NAILS
ALTERNATE
LAG SCREW DRILL SIZE LP 3" NAILS
DIRECTIONS
ROW OF TIES

NOTE: ALTERNATE 1 1/4" 1 1/2" 2 1/4"

8" TO FIRST

DIRECTIONS 1 1/2"
THRU BOLTS MAY BE USED 1/4"Ø 1/8"Ø 2 1/2" 1 1/4" 2 1/4"
IN LIEU OF LAG SCREWS
8" BUILT-UP POST BUILT-UP POST
L 3/8"Ø 1/4"Ø 3 1/2"

8 3/4"
TYP.
TYP. SEE STRUCT
DWGS FOR 3" 3"

8 3/4"
LP TIP

TYP.
1/2"Ø 3/8"Ø 4 1/2" HEADER
1/2" LENGTH
MAX. 5/8"Ø 7/16"Ø 5 1/2"

4 3/4"
2 1/2"
1 1/4"

TYP.
2 1/4" 1 1/2" 2 1/4"

TYP.
1 1/4" 1 1/2" SOLID BLOCKING
3/4"Ø 1/2"Ø 6 1/2" VERT. STUDS BLOCKING
W/ TIMBERSTRAND
GALVANIZED 2x4 2x6 2x8 2x4 2x6 2x8 MATERIAL TO MATCH BUILT-UP
LINTEL ANGLE COLUMN
TIGHT TO BRICK
LAG SCREW INSTALLATION TABLE - SPF SEE TABLE FOR SIZE
3 PLY 5 PLY 1 1/4" 1 1/2" 2 1/4"
LAG SCREW DRILL SIZE LP
ELEVATION 6" NAILS
4" NAILS ALTERNATE
1/4"Ø 1/8"Ø 2 1/2" BUILT-UP POST BUILT-UP POST
LINTEL ANGLE ALTERNATE DIRECTIONS
WINDOW WIDTH DIRECTIONS 2 2023-03-17 ISSUED FOR TENDER
GALVANIZED 1 1/2"
3/8"Ø 3/16"Ø 3" 2 1/4"
L3 1/2 x 3 1/2 x 1/4 1 1/4" 1 2022-09-02 ISSUED FOR BUILDING PERMIT

4 1/2"
UP TO 6'-0"

TYP.
No DATE DESCRIPTION
1/2"Ø 5/16"Ø 5" 6'-0" TO 8'-0" L4 x 3 1/2 x 5/16 (LLV)
PREDRILL
8 3/4"
TYP.

(REFER TO TABLE) 8'-0" TO 10'-0" L5 x 3 1/2 x 5/16 (LLV) OPTION A OPTION B

COUNTER BORE TO 5/8"Ø 7/16"Ø 6"
10'-0" TO 11'-6" L5 x 3 1/2 x 3/8 (LLV)
MATCH SHANK DIA.
3/4"Ø 9/16"Ø 7" 11'-6" TO 13'-0" L6 x 4 x 3/8 (LLV)
NOTE:

TYP.
TYP.

1 1/4" 1 1/2" 2 1/4" 1 1/4" 1 1/2" 2 1/4"

5"
THE ABOVE ANGLE SIZES ARE THE MIN. SIZES REQUIRED. READ IN CONJUNCTION
3"

LP DENOTES STANDARD LENGTH WEILER SMITH BOWERS

TO BE USED U.N.O. ON DWGS. WITH ARCHITECT'S DRAWING AS RAIN SCREEN DETAILS MAY REQUIRE LARGER ANGLES. 2x4 2x6 2x8
2x4 2x6 2x8 CONSULTING STRUCTURAL ENGINEERS
NOTE: SIMPSON SDW SCREWS (OR SIMILAR) OF SAME LENGTH 118-3855 HENNING DR.
MAY BE USED IN LIEU OF NAILS. SAME SPACING AND BURNABY B.C. TEL: (604) 294-3753
PATTERN APPLIES CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com

LAG SCREW INSTALLATION BRICK VENEER LINTEL DETAIL BUILT-UP POST DETAILS BLOCKING BUILT-UP POSTS THRU FLOOR SEAL
3712 3713 3714 3715

SIMPSON 4'-0" MAX.

LSTA15 T+B
11 1/2"
3 1/2" ROOF SHEATHING
VARIES

ROOF JOISTS SIMPSON ST22 @ 4'-0"

ROOF SHEATHING 2 1/2" NAILS @ 4" SEE PLAN
SLOPE GUARDRAIL DETAILS TO 2x TAPERS
SEE ARCH. 2x TAPERS 2 1/2" NAILS @ 2 1/2" 3" COMMON
SEE ARCH. NAILS @ 4" O.C.
THRU SHEATHING
BLOCKING OR INTO WALL BLOCKING SIMPSON A35
CONNECTION BY GUARDRAIL BEAM OR JOIST OVER EA. END AT STRAP
TJI JOIST ENGINEERS, MIN. PENETRATION SHEARWALL RIM JOIST
2x6 CONTINUOUS
SEE PLAN OF FASTENING IS TO BE SOLID BLOCKING 3- 3" COMMON NAILS EGBC PERMIT TO PRACTICE # 1000460
2-SIMPSON EVERY 2ND SPACE SIMPSON A35 @ 16" SIMPSON A35 @ 16"
THRU RIM JOIST + BLOCKING LTP4 AT EACH STUD
PROJECT

2 SIMPSON A34 CLIPS

AT BLOCKING AND JT @ 24" HAYER TOWN CENTRE
RIM JOIST
ADD 1 3/4" LSL BLOCKING AT
GUARDRAIL CONNECTION
SIMPSON
LTP4 @ 16"
PHASE 2

2'-0" MIN.
DBL TOP PLATE DBL TOP PLATE
SIMPSON LSTA15 T+B NAIL BLOCKING AND 2- 2x6
RIM JOIST TOGETHER WITH 2x_ SHEARWALL STUDS 2x_ SHEARWALL STUDS BLOCKING
3" NAILS (2-ROES) @ 3" O.C. SEE PLANS AND SCHEDULE SEE PLANS AND SCHEDULE 7635 - 200 STREET
LANGLEY, BC
2x6 CONTINUOUS
HATCHING DENOTES HATCHING DENOTES DRAWING
3- 3" COMMON NAILS
SHEARWALL SHEARWALL AT EACH STUD
TJI JOISTS SEE PLAN SHEATHING SHEATHING TYPICAL
SLOPE PERPENDICULAR TO ROOF JOISTS
WOOD FRAME DETAILS
SIMPSON LU26
HANGER

DRAWN DESIGNED
CA TM / KV

DIAPHRAGM CONNECTION TO SHEARWALL DATE

JUL. 2022
CHECKED
DB
TYPICAL BALCONY DETAIL OR DRAG STRUTS ON FLAT ROOF JACK / TRUSS WALL
3716 3717 3718 PROJECT NUMBER- DRAWING NUMBER

H:\DB\2020\20172 Lot-B 7635-200th St Langley\REVIT\PHASE 2\CENTRAL\20172 Hayer Town Centre Lot B - Phase 2 (R21).rvt 3/17/2023 2:50:02 PM
20-172 S37
 TYPICAL RIM CONNECTOR 2 1/2" x 0.148" DIA. NAILING 3x_ STUD
MSTC40 AT SHEAR WALL 2-ROWS @ 3" O.C.

2-2x6 PLATE
5'-0"
EDGE NAIL AS PER
15 - 3" x 0.148" DIA. COMMON NAILS SHEAR WALL SCHEDULE

SPACING AS PER
2- 2x8 PLATE 2- 2x6 PLATE 2 ROWS @ 4" O/C AT SPLICE DRIVE NAILS FLUSH
23/32" OSB WITH FACE OF

SCHEDULE
2x6 DFIR DOUBLE
SHEATHING PLYWOOD
1 1/2" TOP PLATE
DO NOT OVER DRIVE
3 1/2
TIMBERSTRAND
RIM BOARDS TYP

1 1/4" or 1 3/4" 3 1/2"

TIMBERSTRAND TIMBERSTRAND SEE 3810
CORRIDOR JOISTS
RIM BOARD RIM BOARD SEE PLAN
SEE TYP. (SEE PLAN) STUDS PER
LTP5 FRAMING CLIPS SCHEDULE
SEE SHEAR WALL
CONDITION "A" CONDITION "B"
CONNECTION SCHEDULE
AT DOUBLE STUDS AT SINGLE STUD
LTP5 FRAMING CLIPS 3x_
SEE SHEAR WALL
CONNECTION SCHEDULE
STAGGER PANELS
AS SHOWN NOTE:
STAGGER SHEATHING JOINTS AT DOUBLE SIDED SHEAR WALLS.

EXTERIOR
CORRIDOR 2x4 BLOCKING
2x4 BLOCKING
ON FLAT
ON FLAT
TYPICAL SHEAR WALL PERIMETER
3807 3809
TOP PLATE SPLICE NAILING
3803 3804
PERIMETER NAILING END WALL
SEE SHEAR WALL SCHEDULE COMPRESSION
TYP. TYP. STUDS AND
ANCHOR RODS
3804 3804 SEE SHEAR WALL SCHEDULE

STAGGER PANELS TYP

AS SHOWN
DOUBLE STUDS
3804
AT PANEL JOINTS TYP.

SHEAR WALL NAILED WITH SW NAILED WITH

2 1/2"x0.148" DIA. NAILS 2 1/2" x 0.148" DIA. NAILS
SPACING PER SPACING PER
SHEAR WALL SCHEDULE SHEAR WALL
SCHEDULE

END WALL PANEL JOINT PANEL JOINT

COMPRESSION (BACK FACE) (BACK FACE)
STUDS NOT TO ALIGN NOT TO ALIGN
WITH FRONT FACE WITH FRONT FACE
AT 2 LAYER AT 2 LAYER
SHEAR WALLS SHEAR WALLS

DOUBLE STUDS AT
ALL PANEL EDGES
TYP.

TYP.

TYP.
5"

5"

5"
FOR ROD DIAMETER FOR ROD DIAMETER
EMBEDMENT AND PLATE SIZE EMBEDMENT AND PLATE SIZE
SEE SHEAR WALL SCHEDULE SEE SHEAR WALL SCHEDULE

ANCHOR BOLTS ANCHOR BOLTS NOTE: PANEL JOINTS TO BE OFFSET ON EACH SIDE OF WALL AT 2 LAYER SHEAR WALLS ANCHOR BOLTS
SEE SHEAR WALL SCHEDULE SEE SHEAR WALL SCHEDULE SEE SHEAR WALL SCHEDULE
NOTE: PANEL JOINTS TO BE OFFSET ON EACH SIDE OF WALL AT 2 LAYER SHEAR WALLS
FOR ROD DIAMETER
EMBEDMENT AND PLATE SIZE
TYPICAL CORRIDOR SHEAR WALL
SEE SHEAR WALL SCHEDULE TYPICAL PARTY WALL SHEAR WALL DETAIL SHEATHING DETAIL
3801 (2x8 PLATE WITH 2x6 STAGGERED STUD)
3802 (2x6 PLATE WITH 2x4 STAGGERED STUD)

2x8 COMPRESSION STUDS - 9" 6"

DBL 2x4 OR 2x6 SEE SHEARWALL SCHEDULE
4 1/2" 9" 4 1/2"4 1/2"
PARTY WALL SHEAR WALL 9" 4 1/2" DBL 2x4 ANCHOR ROD
2x10 D. FIR STUD 4 1/2"4 1/2"
2x8 PLATES WITH 2x6 STAG. TYP.
ON FLAT 4 1/2"4 1/2" EXTERIOR WALL ANCHOR ROD 2x12 D. FIR
STUD ON FLAT
SHEAR WALL CORRIDOR WALL CORRIDOR WALL
OSB SHEATHING
TO EXTEND TO
END OF SW

3 1/2" COMMON NAILS

4 1/2"4 1/2"
3 1/2" COMMON NAILS @ 6" O.C. TYP.

4 1/2"4 1/2"
SHEAR WALL ANCHOR ROD 2 2023-03-17 ISSUED FOR TENDER
@ 6" O.C. TYP. ANCHOR ROD SHEAR WALL SHEATHING

9"
NAIL SHEATHING TO TS 1 2022-09-02 ISSUED FOR BUILDING PERMIT

9"
EXTENDS TO END
NAIL SHEATHING TO 2x10 OF WALL PER SEAR WALL SHCEDULE No DATE DESCRIPTION

PARTY WALL
EXTERIOR UNIT
PER SEAR WALL SCHEDULE
ANCHOR ROD
LOAD BEARING WALL EXTERIOR WALL
EXTERIOR WALL
2x6 STAGGERED

PARTY WALL
2x8 COMPRESSION STUDS - 2x6 STAGGERED
STUDS TYP. SEE SHEARWALL SCHEDULE STUDS TYP.
WEILER SMITH BOWERS
2x8 COMPRESSION STUDS - CONSULTING STRUCTURAL ENGINEERS
SEE SHEARWALL SCHEDULE
118-3855 HENNING DR.
BURNABY B.C. TEL: (604) 294-3753
CANADA V5C 6N3 FAX: (604) 294-3754
E-MAIL wsb@wsb-eng.com

LOAD BEARING WALL PARTY WALL SHEAR WALL AT CORRIDOR / PARTY WALL CORRIDOR / END WALL SEAL

AT SHEAR WALL INTERSECTION EXTERIOR WALL TRANSITION SHEAR WALLS AT EXTERIOR CORNER SHEAR WALL INTERSECTION SHEAR WALL INTERSECTION
3805 3806 3807 3808 3809

HOLD DOWN STRAP

SHEARWALL - SEE SW AND SEE PLAN
3 1/2" SHEAR WALL
STUDWALL SCHEDULES LAG SCREW - SEE SCHEDULE
TIMBERSTRAND SEE PLAN SHEATHING FASTENED
RIM BOARD TO 3 1/2" TS RIM WITH LAG SCREWS - SEE SW SCHEDULE OPTION A
LAG SCREWS 2-ROWS 2 1/2"x 0.148"Ø BLOCKING EACH SIDE
SIMPSON EXTEND PARTY WALL RIM 1 1/2" LIGHTWEIGHT CONC.