2015-12-04_5408-BERS-ST

DRAWING LIST

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Drawing Title

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Seal & Permit

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Copyright © 2014 GEC Architecture

Electrical Consultant

Structural Consultant

Prime Consultant

Project Team:

Mechanical Consultant

Civil Consultant

Landscape Consultant

Consultant Other

PREL

IMIN

ARY -

NOT

FOR

CONS

TRUC

TION

#1, 6325 - 12 St SE Calgary, AB T2H 2K1Calgary Office 403.254.0544

This drawing, as an instrument of service, is the property of the Engineer andmay not be reproduced without permission and unless the reproductioncarries their name. All designs and other information shown on this drawingare for the use on the specified project only and shall not be used otherwisewithout the written permission of the Engineer.

Written dimensions shall have precedence over scaled dimensions.Contractors shall verify and be responsible for all dimensions and conditionsshown on the job and the Engineer shall be informed of any variations fromthe dimensions and conditions shown on the drawing. Shop drawings shallbe submitted to the Engineer for approval prior to preceeding with fabrication.

Note

1 : 1

12/4/2015 1:39:34 PM

C:\Users\TanND\Documents\26132-BERS-ST-

R15UR7_TanND.rvt

Banff Elementary Replacement School

COVER SHEET

26132 S0.0

Canadian Rockies Public Schools(CRPS)

By:TN

RC

GEC Architecture

ISL Engineering

MCW Hemisphere Engineering

SMP Engineering

Veritas Development Solutions

Scatliff+Miller+Muray

327 Squirrel Street, Banff, AB

S1.0 GENERAL NOTESS1.1 GENERAL NOTESS1.2 TYPICAL DETAILSS1.3 TYPICAL DETAILSS1.4 TYPICAL DETAILSS1.5 LOADING PLANS

S2.0 FOUNDATION PLANS2.1 STEEL COLUMN LAYOUTS2.2 SECOND FLOOR FRAMING PLANS2.3 ROOF FRAMING PLAN

S3.0 CONCRETE SECTIONSS3.1 FRAMING DETAILSS3.2 ROOF FRAMING DETAILS

S4.0 BRACING ELEVATIONS & DETAILSS4.1 BRACING ELEVATIONS & DETAILS

NO. ISSUED FOR DATE1 COORDINATION 2015.11.23

1. THE CONTRACTOR SHALL EXAMINE ALL CONTRACT DOCUMENTS, CHECK DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER FOR CLARIFICATION PRIOR TO COMMENCING CONSTRUCTION. DISCREPANCIES NOT REPORTED ARE THE RESPONSIBILITY OF THE CONTRACTOR. CHECK AND VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE COMMENCING WITH ANY WORK. NOTIFY THE ARCHITECT OF ANY ERRORS OR OMISSIONS.

2. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS

3. TEMPORARY SUPPORT AND TEMPORARY AND PERMANENT BRACING OF LOAD BEARING AND NON-LOAD BEARING ELEMENTS DURING CONSTRUCTION TO RESIST DEAD, LIVE AND CONSTRUCTION LOADS IS THE RESPONSIBILITY OF THE CONTRACTOR. DESIGN OF THE TEMPORARY SUPPORTS IS THE RESPONSIBILITY OF THE CONTRACTOR.

4. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED "ISSUED FOR CONSTRUCTION".

5. THE GENERAL CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD. ALLOW ADEQUATE TIME FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION OR ERECTION. SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION FOR REVIEW BY THE ENGINEER OF RECORD. SHOP DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT PROVINCE OR STATE OF JURISDICTION. THE SHOP DRAWING ENGINEER SHALL ENSURE THAT THE FABRICATION AND ERECTION OF THESE ELEMENTS ARE IN ACCORDANCE WITH THEIR DESIGN AND THAT THE DESIGN IS IN ACCORDANCE WITH ALL RELEVANT CODES AND REGULATIONS. SHOP DRAWINGS SHALL BE SUPPLIED FOR REVIEW FOR THE FOLLOWINGBUT NOT LIMITED TO:

* REINFORCING STEEL FOR CONCRETE* STRUCTURAL STEEL SHAPES AND PLATES* TIMBER* ENGINEERED WOOD PRODUCTS

6. ALL DESIGN TO CONFORM TO THE ABC 2006 AND ALL OTHER APPLICABLE CODES AND PRACTICES AND BEST PRACTICES.

7. FIELD REVIEWS : NOTIFY THE ENGINEER 48 HOURS IN ADVANCE FOR FIELD REVIEWS AND APPROVAL OF THE FOLLOWING:

* CONCRETE REINFORCEMENT BEFORE EACH CONCRETE POUR* STRUCTURAL STEEL BEFORE COVERING UP* WOOD FRAMING BEFORE COVERING UP

8. DO NOT SCALE FROM THESE DRAWINGS.

9. THE DESIGN HAS BEEN PREPARED BASED ON THE ASSUMPTION THAT THE OWNER AND/OR OPERATOR HAS A SITE SAFETY PLAN IN PLACE TO ADDRESS AND MITIGATE SAFETY HAZARDS, BOTH COMMON AND SPECIFIC TO THIS PROJECT

GENERAL

ABBREVIATIONS

AIFB ASPHALT IMPREGNATEDFIBRE BOARD

ALT. ALTERNATEARCH. ARCHITECTURALB.C.E. BOTTOM CHORD

EXTENSIONBLL BOTTOM LOWER LAYERBUL BOTTOM UPPER LAYERB.U. BUILT UPBM. BEAMBOT. BOTTOMBPO BAR PLACING ORDERBTWN BETWEENBRG. BEARINGCANT. CANTILEVERC.J. CONTROL JOINTCL. CENTER LINECLR. CLEARCOL. COLUMNCONC. CONCRETECONT. CONTINUOUSC.P. COMPLETE

PENETRATIONC/W COMPLETE WITHDET DETAILD.L. DEAD LOADD.O. DO OVER (DITTO)DP. DEEPDWG. DRAWINGDWLS DOWELSE.E. EACH ENDE.F. EACH FACEELEC. ELECTRICALEL. ELEVATIONELEV. ELEVATIONE.S. EACH SIDEE.W. EACH WAYEXIST. EXISTINGEX EXTRAEXT. EXTERIORF.D. FLOOR DRAINF.S. FAR SIDEFTG FOOTINGGALV. GALVANIZEDG.L. GRID LINEH.1.E. HOOK ONE ENDH.2.E. HOOK 2 ENDSH.D.G. HOT DIPPED GALVANIZEDHOR. HORIZONTALHORIZ. HORIZONTALI.F. INSIDE FACEINT. INTERIOR

JT. JOINTLG. LONGL.L. LIVE LOADLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLSH LONG SIDE HORIZONTALLSV LONG SIDE VERTICALL.V. LENGTH VARIESL.W. LONG WAYMAX. MAXIMUMMECH. MECHANICALMIN. MINIMUMN.I.C. NOT IN CONTRACTN.S. NEAR SIDEN.T.S. NOT TO SCALEO/C ON CENTREO.F. OUTSIDE FACEOPP. OPPOSITEOWSJ OPEN WEB STEEL JOISTPLA POINT LOAD ABOVEP/T PRESSURE TREATEDR.D. ROOF DRAINREINF. REINFORCINGR/W REINFORCED WITHS.D.L. SUPERIMPOSED DEAD

LOADSIM. SIMILARS.O.G. SLAB ON GRADESTAG. STAGGEREDSTIR. STIRRUPS.W. SHORT WAYTEMP. TEMPERATURE

REINFORCINGTHK. THICKTHRU THROUGHT.J. TIE JOISTTLL TOP LOWER LAYERT.O. TOP OFT.O.C. TOP OF CONCRETET.O.S. TOP OF STEEL/SLABTUL TOP UPPER LAYERTYP. TYPICALT & B TOP AND BOTTOMT & G TONGUE AND GROOVEU.N.O. UNLESS NOTED

OTHERWISEU/S UNDERSIDEVERT. VERTICALWT. WALL THICKNESSW.P. WORK POINT

WOOD: TO CONFORM WITH CSA/CAN 086.09 ENGINEERING DESIGN IN WOOD (LIMITSTATES DESIGN)

EWP SPECIFIED STRENGTHS AND MODULI OF ELASTICITY

1. LAMINATED VENEER LUMBER (LVL)E =1550 ksiFb =4295 psi

Fv =575 psi Fc =1455 psi (PERPENDICULAR)

Fc =3270 psi (PARALLEL)

2. LAMINATED STRAND LUMBER (LSL)

E =2000 ksiFb =4805 psiFv =530 psiFc =1365 psi (PERPENDICULAR)Fc =4005 psi (PARALLEL)

3. PARALLEL STRAND LUMBER (PSL)

E =1800 ksi COLUMNS, 2200 ksi BEAMSFb =4435 psi COLUMNS, 3245 ksi BEAMS

Fv =355 psi COLUMNS, 540 psi BEAMSFc =775 psi COLUMNS, 1365 psi BEAMS(PERPENDICULAR)Fc =3990 psi COLUMNS, 4630 psi BEAMS (PARALLEL)

DESIGN DEFLECTION LIMITS:

* ROOF FRAMING LIVE LOAD: LL=L/240PERMANENT: DL=L/360 TOTAL LOAD: TL=L/180

* FLOOR FRAMING LIVE LOAD: LL=L/360PERMANENT: DL=L/360 TOTAL LOAD: TL=L/180

* TOTAL DRIFT = H/400 * STOREY DRIFT = H/500

FRAMING GRADES AND TYPES TO BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

1. BEAMS & MULTI-PLY BEAMS, AND PLYWOOD WEB JOISTS:TJI, TIMBER STRAND (LSL), MICROLLAM AND/OR PARALLAM BYTRUS-JOIST MACMILLAN LTD. OR APPROVED EQUAL.

2. WOOD BASED SHEATHING:ORIENTED STRANDBOARD TO CAN-0473.0-93 GRADE 0-2.PLYWOOD TO CSA 0325-07

3. STRUCTURAL JOISTS & PLANKS:SPF No.1/No.2 OR BETTER.

4. STRUCTURAL LIGHT FRAMING:SPF No.1/No.2 OR BETTER.

5. WOOD POSTS & BUILT UP COLUMNS:SPF No.1/No.2 OR BETTER.

TIMBER

1. TO MEET NLGA VISUAL GRADING RULES, UNLESS NOTED OTHERWISE

SPECIES: D.Fir-LGRADE: No.1 OR BETTER

2. FINISH SIZE: 1/2" UNDERSIZE NOMINAL DIMENSIONS OF GROSS SECTION PRIOR TO SEASONING. (EG. 8x8 CALLED OUT = 7 1/2"x 7 1/2" NOMINAL)

GLULAM

1. TO MEET CAN/CSA 0122-06 REQUIREMENTS, STRUCTURLAM OR APPROVED EQUIVALENT

SPECIES: D.FIRGRADE: 20f-E FOR SINGLE SPAN BEAM

20f-EX FOR 2 OR MORE SPAN CONT. BEAMS16c-E FOR COLUMNS

CROSS LAMINATED TIMBER

1. LAMINATION STOCK FOR CLT IS TO BE SPF #1/#2 OR CSA 086

2. ADHESIVES SHALL MEET THE REQUIREMENT OF ANSI-APA PRG 320-2012.

STEEL

1. PROVIDE STRUCTURAL STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM STANDARD A 992/ A992M. THE FOLLOWING SHOULD HAVE GRADES MINIMUM OF:

* STRUCTURAL SHAPES GRADE 350W * HOLLOW STRUCTURAL SECTIONS GRADE 350W CLASS 'C' * COLUMN BASE PLATES GRADE 300W * MISCELLANEOUS PLATES GRADE 260W * PIPE SECTIONS ASTM A53, 241 MPa

WELDING

1. WELDING TO BE METAL ARC WELDING TO CSA W59 BY WELDERS APPROVED BY THE CANADIAN WELDING BUREAU TO REQUIREMENTS OF CSA W47.1. CERTIFICATE TO BE MADE AVAILABLE UPON REQUEST.2. WELD REINFORCEMENT STEEL TO CSA W186.

HARDWARE

* BOLTS: ASTM A307, A325, A325M, A490, A490M ORF182.

* THREADED ROD: ASTM A307 * LAG BOLTS: ASTM A307 * DRIFT PINS: ASTM A307 OR CSA/CAN-G40.21 300W * SCREWS: ASSY SCREWS * WASHERS: MALLEABLE CAST IRON * SPLIT RINGS: 2 1/2"Ø OR 4"Ø AS SPECIFIED * SHEAR PLATES: ASTM A47 GRADE 32510 * STEEL ROD: ASTM A449 OR ASTM A307

CUSTOM HARDWARE

1. FABRICATE TO CAN/CSA S16.012. PROVIDE STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM STANDARD A 992/A992M. THE FOLLOWING SHOULD HAVE GRADES MINIMUM OF:

STRUCTURAL SHAPES: 350WHOLLOW STRUCTURAL SECTIONS 350WCOLUMN BASE PLATES 300WMISCELLANEOUS PLATE 260WPIPE SECTIONS ASTM A53, 241W

3. HOT DIP GALVANIZE ALL HARDWARE PERMANENTLY EXPOSED TO WEATHER OR WHERE STAINING OF THE TIMBER IS A CONCERN. ALL FINISHES TO CLIENT OR ARCHITECTS SPECIFICATIONS.

CONCRETE

1. CAST-IN-PLACE CONCRETE AND CONSTITUENT MATERIAL SHALL COMPLY WITH CSA A23.1-092. PRECAST CONCRETE AND CONSTITUENT MATERIAL SHALL COMPLY WITH CSA A23.4, EXCEPT AS SPECIFIED BY THE ENGINEER.3. CONCRETE SHALL BE PROPORTIONED AND PRODUCED IN ACCORDANCE WITH CSA A23.1 OR CSA A23.4.4. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH CSA A23.1 OR CSA A23.4.5. REJECT ALL CONCRETE WHEN TIME BETWEEN BATCHING AND PLACING EXCEEDS 2 HOURS.6. DO NOT ADD WATER TO CONCRETE ON SITE UNLESS AUTHORIZED BY ENGINEER.7. CONSOLIDATE ALL CONCRETE USING MECHANICAL VIBRATORS.

CONCRETE REINFORCEMENT

1. PROVIDE REINFORCEMENT TO CSA CAN-A23.1-M90 AND CSA G30.12- M77 AS FOLLOWS:

300 MPa FOR 10M OR SMALLER400 MPa FOR 15M OR LARGER

2. PROVIDE NEW DEFORMED BARS TO CSA G30.18 GRADE 400.3. PROVIDE WELDED WIRE FABRIC TO CSA G30.5

MATERIAL SPECIFICATIONS

1. CONSTRUCT FORMWORK IN ACCORDANCE WITH WCB REGULATIONS AND CSA S269.3. FORMWORK DESIGN IS THE RESPONSIBLITY OF THE CONTRACTOR. DO NOT POUR CONCRETE UNTIL FORMWORK HAS BEEN INSPECTED AND CERTIFIED BY THE FORMWORK ENGINEER.

2. NO COLUMN OR WALL FORMS SHALL BE REMOVED BEFORE CONCRETE HAS REACHED 75% OF DESIGN STRENGTH OR 15MPa FOR ARCHITECTURAL CONCRETE.

3. NO SLAB OR BEAM FORM SHALL BE REMOVED BEFORE CONCRETE HAS REACHED 75% OF DESIGN STRENGTH.

4. THE STRENGTH OF CONCRETE IS TO BE DETERMINED BY FIELD CURED CYLINDERS.

5. ALL CONCRETE SHALL BE RESHORED AND SUPPORTED UNTIL CONCRETE REACHES DESIGN STRENGTH BUT NO LESS THAN 14 DAYS. TOP LEVEL SLABS SHALL BE RESHORED FOR 100% CONSTRUCTION LOADING PLUS 50% OF THE DEAD LOAD.

CONCRETE FORMWORK

1. CONCRETE IS SPECIFIED AS PER THE "PERFORMANCE" ALTERNATE AS OUTLINED IN TABLE 5 OF CAN/CSA-A23.1.

2. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR WORKING WITH THE CONCRETE SUPPLIER TO ENSURE THAT THE PLASTIC AND HARDENED MIX PROPERTIES MEET SITE REQUIREMENTS FOR PLACING, FINISHING, AND THE OWNERS' SPECIFIED PERFORMANCE REQUIREMENTS. THE GENERAL CONTRACTOR SHALL MEET THE DOCUMENTATION AND QUALITY CONTROL REQUIREMENTS OUTLINED UNDER THE "PERFORMANCE" ALTERNATE OF TABLE 5 OF CAN/CSA-A23.1.

3. THE SUPPLIER SHALL MEET ALL CERTIFICATION AND DOCUMENTATION REQUIREMENTS AS OUTLINED UNDER THE "PERFORMANCE" ALTERNATE OF TABLE 5 OF CAN/CSA-A23.1.

4. THE CONCRETE SUPPLIER SHALL BE CERTIFIED BY THE ALBERTA READY MIXED CONCRETE ASSOCIATION.

5. PORTLAND CEMENT SHALL BE TYPE GU UNLESS NOTED OTHERWISE.

6. CONCRETE SHALL HAVE A UNIT WEIGHT OF 23±1 kN/m³ (145±5 PCF) UNLESS NOTED OTHERWISE.

7. CONCRETE PROPERTIES: CONCRETE

CONCRETE SUPPLIERS TO ADJUST SUPPLEMENTARY CEMENTING MATERIAL (SCM) CONTENT BETWEEN ELEMENTS NOTED IN THE ABOVE TABLE TO ACHIEVE AN OVERALL ESTIMATED CEMENT REDUCTION OF 25% AS DEFINED IN SPECIFICATION 033100. THE OVERALL ESTIMATED CEMENT REDUCTION SHALL BE CALCULATED USING CONCRETE VOLUMNS OF EACH ELEMENT FOR THE PROJECT.

8. SLUMP AND AGGREGATE SIZE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND SUPPLIER TO MEET PLACEMENT, AND FINISHING REQUIREMENTS WITHOUT SEGREGATION WHILE MEETING ALL OWNER SPECIFICATIONS.

9. MAXIMUM WATER/CEMENT RATIO AND AIR CONTENT TO MEET THE REQUIREMENTS FOR THE EXPOSURE CLASS AS OUTLINED IN TABLE 2, 4 AND 20 OF CAN/CSA-A23.1.

10. CEMENT TYPE FOR EXPOSURE CLASSES S-1, S-2, AND S-3 SHALL BE AS OUTLINED IN TABLE 3 OF CAN/CSA-A23.1.

11. CHLORIDE ION PENETRABILITY FOR EXPOSURE CLASS C-1 AND C-XL SHALL MEET THE REQUIREMENTS OF TABLE 2 OF CAN/CSA-A23.1.

12. AT THE REQUEST OF THE OWNER, THE SUPPLIER WILL FURNISH TEST DATA RESULTS FOR EACH PROPOSED MIX DESIGN DEMONSTRATING THAT THEY MEET THE STRENGTH, DURABILITY, AND SHRINKAGE REQUIREMENTS SPECIFIED.

13. FOR 56 DAYS STRENGTH SPECIFICATIONS, THE SUPPLIER WILL FURNISH THE OWNER WITH ACCELERATED STRENGTH TEST DATA FOR EACH PROPOSED MIX DESIGN, OR OTHER DOCUMENTATION ACCEPTABLE TO THE OWNER, SUCH THAT THE ANTICIPATED 56 DAYS STRENGTH OF THE MIX AS PLACED ON SITE CAN BE EVALUATED WITHIN 14 DAYS OF PLACEMENT.

14. CURING OF CONCRETE TO MEET THE REQUIREMENTS FOR THE EXPOSURE CLASS AS OUTLINED IN CLAUSE 7.4.1.7 AS WELL AS TABLES 2 AND 20 OF CAN/CSA-A23.1. CURING COMPOUNDS ARE NOT PERMITTED FOR SUSPENDED PARKING SLABS OR EXPOSURE CLASS C-XL CONCRETE. PARKING SLABS AND REINFORCED SLAB ON GRADES IN PARKING AREAS ARE TO BE CURED FOR 7 DAYS.

15. ALL BOTTOM EDGES OF EXPOSED SLABS AND BEAMS, AS WELL AS EDGES OF WALLS AND COLUMNS, TO BE CHAMFERED 20 mm X 20 mm. ALL TOP EDGES OF EXPOSED SLABS, BEAMS, UPSTANDS AND STAIRS TO BE TOOLED UNLESS NOTED OTHERWISE. SEE ALSO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR OTHER FINISH REQUIREMENTS.

16. NO CALCIUM CHLORIDE IS PERMITTED, IN ANY FORM, IN ANY CONCRETE MIX WITHOUT THE EXPRESS WRITTEN CONSENT OF READ JONES CHRISTOFFERSEN LTD.

17. CURING AND PROTECTION OF CONCRETE FOR HOT, COLD OR DRY WEATHER IS TO BE AS PER CLAUSES 7.4.1.8 AND 7.4.2 OF CAN/CSA-A23.1 AS A MINIMUM. SEE ALSO "COLD WEATHER REQUIREMENTS" IN THE STRUCTURAL DRAWING.

CONCRETE NOTES

ELEMENT EXPOSURECLASS

FOUNDATION WALLSAND FOOTINGS

28 DAY COMPRESSIVESTRENGTH (MPa)

25

SLAB ON GRADE(INTERIOR)

SLAB ON GRADE(EXTERIOR)

CONCRETE TOPPING

20

32

20

COMMENTS

S-2

N

S-2

N

1. TIE ALL BARS SECURELY IN PLACE TO PREVENT DISPLACEMENT. SUPPORT SLAB REINFORCEMENT ON SUITABLE CHAIRS OR SUPPORTS AT MAXIMUM 1.2 METER CENTRES. PROVIDE CORNER BARS TO MATCH HORIZONTAL WALL REINFORCEMENT.

2. CLEAR COVER TO REINFORCEMENT (PRINCIPAL REINFORCEMENT) IS:CAST AGAINST AND PERMENANTLYEXPOSED TO EARTH: 75mmEXPOSED TO EARTH OR WEATHER:20M OR GREATER 50mm15M OR SMALLER 40mm

NOT EXPOSED TO EARTH OR WEATHER OR NOT IN CONTACT WITH THE GROUND:

SLABS AND WALLS (35M OR SMALLER) 20mmBEAMS AND COLUMNS 40mm

3. PROVIDE CLEAR CONCRETE COVER FOR FIRE RATING OVER PRINCIPAL REINFORCEMENT AS FOLLOWS. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATINGS REQUIREMENTS.

2 HR 3 HR 4 HRCOLUMNS AND SHEAR WALLS 50mm 50mm 60mmSLABS 25mm 30mm 40mmBEAMS 50mm 50mm 50mmWALLS (EXPOSED ONE SIDE) 25mm 30mm 40mmWALLS (EXPOSED BOTH SIDES) 50mm 50mm 60mm

4. UNLESS OTHERWISE NOTED, USE CLASS B TENSION SPLICE FOR ALL REINFORCING STEEL.

5. UNLESS OTHERWIDE NOTED, PROVIDE DOWELS TO MATCH VERTICAL REINFORCING WHEREVER A PILASTER, PIER OR WALL BEGINS.

7. PROVIDE MINIMUM 2 - 15M BARS AROUND ALL OPENINGS LARGER THAN 450mm AT EACH SIDE OF OPENING AND ON DIAGONALS. EXTEND 600mm PAST CORNER. PROVIDE 1 - 15M 1200mm DIAGONAL AT EACH CORNER OF ALL OPENINGS.

8. THE DESIGNATION OF REINFORCEMENT IN DRAWINGS IS AS FOLLOWS: BARS IN TOP OF BEAMS AND SLABS OR IN FAR FACE OF WALL ARE SHOWN AS A SOLID LINE:

BARS IN BOTTOM OF BEAMS AND SLABS OR IN FAR FACE OF WALL ARE SHOWN AS A DASHED LINE:

STRAIGHT BARS: 6-15M4500 MEANS 6-15M BARS, 4500 LONG BENT BARS: 13-A15M1500 MEANS 13-15M BARS, 1500 LONG, HOOKED ONE END 180 DEGREES. 3-C15M1200 MEANS 3-15M BARS, 1200 LONG, HOOKED ONE END 90 DEGREES. THE BAR LENGTHS NOTED ARE EXCLUSIVE OF THE STANDARD HOOK.

9. WALL REINFORCEMENT A. PROVIDE CONTROL JOINTS AT 12 METER MAXIMUM SPACING FOR ALL WALLS IN CONTACT WITH GRADE AND ALL EXTERIOR WALLS EXPOSED TO THE WEATHER. B. PROVIDE MINIMUM REINFORCEMENT FOR WALLS AS FOLLOWS (UNO): WALL THK. VERTICAL HORIZONAL

150 10M @ 450 10M @ 300200 15M @ 500 15M @ 500250 15M @ 500 15M @ 400300 10M @ 450EF 10M @ 350EF

FOR OTHER THICKNESSES, THE REINFORCEMENT IS TO PROPORTIONAL TO THE ABOVE C. INSTALL ALL WALL REINFORCEMENT CONTINUOUSLY WITH HOOKS OR CORNER BARS AT ALL WALL JUNCTIONS. EXTEND OOKS TO FAR FACE OF WALL. LOCATE CORNER BARS ON OUTSIDE FACE OR CENTRE OF WALL. D. AT ENDS OF ALL WALLS, INSTALL 2-15M VERTICAL LAPPED 600 UNLESS NOTED OTHERWISE ON WALL SCHEDULE. E. PROVIDE MINIMUM 2-15M BARS AROUND ALL OPENINGS LARGER THAN 450, EXTENDING 600 PAST CORNERS. PROVIDE 1-15M1200 DIAGONAL AT EACH CORNER OF ALL OPENINGS.

10. EMBEDMENT A. WHERE EMBEDMENT IS SPECIFIED ON THE DRAWINGS, SUCH DIMENSIONS SHALL APPLY. USE TENSION AND COMPRESSION EMBEDMENTS AT LOCATIONS INDICATED ON THE DRAWINGS. USE TENSION EMBEDMENT WHERE NO EMBEDMENT TYPE IS INDICATED ON THE DRAWINGS. B. EMBEDMENT LENGTHS mm OR (INCHES)

CONCRETE REINFORCEMENT NOTES

11. SPLICES A. WHERE SPLICES ARE DIMENSIONED ON THE DRAWINGS, SUCH DIMENSIONS SHALL APPLY. USE TENSION AND COMPRESSION SPLICES AT LOCATIONS INDICATED ON THE DRAWINGS. USE TENSION SPLICE WHERE NO SPLICE IS INDICATED ON THE DRAWINGS. B. LENGTH OF SPLICE: mm OR (INCHES)

NOTES: MULTIPLY ABOVE VALUES BY: 1.5 EPOXY COATED BARS 1.3 TOP REINFORCEMENT 1.7 EXPOXY TOP REINFORCEMENT

12. PROVIDE A MINIMUM OF 1000 KG EXTRA REINFORCEMENT TO BE USED AS DIRECTED BY THE ENGINEER.

10M 240(10")

220(9")

COMPRESSION EMBEDMENT TENSION EMBEDMENT

CONCRETE STRENGTH (MPa)

BARSIZE

20 25 30 ANDOVER


354(14")

20

325(13")

25

300(12")

30

300(12")

35

300(12")

40

300(12")

45

200(8")

15M 340(14")

310(12")

515(20")

461(18")

421(17")

389(15")

364(14")

343(14")

280(11")

20M 420(17")

375(15")

628(25")

562(22")

513(20")

475(19")

444(17")

419(16")

345(11")

25M 540(21")

485(19")

1014(40")

907(36")

828(33")

767(30")

717(28")

676(27")

445(17")

30M 640(25")

575(23")

1203(47")

1076(42")

983(39")

910(36")

851(34")

802(32")

525(17")

35M 765(30")

685(27")

1437(57")

1285(51")

1173(46")

1086(43")

1016(40")

958(38")

630(25")

10M 330(13")

473(19")

TENSION SPLICE (CLASS B)


BARSIZE

COMP.SPLICE

20

15M 470(19")

670(26")

20M 570(23")

816(32")

25M 740(29")

1319(52")

30M 870(34")

1564(62")

35M 1050(41")

1868(74")

423(17")

25

599(24")

730(29")

1179(46")

1399(55")

1671(66")

390(15")

30

547(22")

666(26")

1077(42")

1277(50")

1525(60")

390(15")

35

506(20")

617(24")

997(39")

1183(47")

1412(56")

390(15")

40

474(19")

577(23")

932(37")

1106(41")

1321(52")

390(15")

45

446(18")

544(21")

879(35")

1042(41")

1245(49")

1. UNLESS OTHERWISE SHOWN PROVIDE THE FOLLOWING TEMPERATURE REINFORCEMENT FOR ALL ONE-WAY SLABS.

2. LAP REINFORCEMENT 24 BAR DIAMETERS, BUT NOT LESS THAN 300mm.

3. WHERE SLAB REINFORCEMENT CONSISTS OF TOP AND BOTTOM BARS, PLACE TEMPERATUR REINFORCEMENT TOP AND BOTTOM ALTERNATIVELY.

4. Ag = GROSS AREA OF SECTION; As = AREA OF REINFORCEMENT.

TEMPERATURE REINFORCEMENT NOTES

SLABTHICKNESS

60

INTERIOR SLABSAs = 0.002 Ag

EXPOSED SLABSAs = 0.0025 Ag

AS SPECIFIED ON DRAWINGS.

80 10@400

100 10@500

120 10@425

160

10@325

140 10@350

180

10@300

200

10@275

220

15@500

240

15@450

260

15@400

280

15@375

300

15@350

20@500

150

10@400

10@400

10@325

10@250

10@275

15@500

15@450

15@400

15@350

20@500

20@450

20@425

20@400

1. WOOD FRAMING TO CONFORM TO NLGA STANDARD GRADING RULES FOR CANADIAN LUMBER AND CSA 086-09 ENGINEERING DESIGN IN WOOD (LIMIT STATES DESIGN)

2. ALL FLOOR DECKING AND SUPPORTING FLOOR MEMBERS HAVE BEEN DESIGNED AS A DIAPHRAGM. DIAPHRAGM CONNECTION REQUIREMENTS FOR THE FLOOR SHEATHING ARE: 2 1/2" LONG COMMON NAILS @ 6" O/C ALONG SUPPORTED PANEL EDGES AND AT 12" O/C ALONG INTERMEDIATE FRAMING MEMBERS, AND ARE TO BE GLUED WITH PL400 (OR EQUIV.) ADHESIVE.

3. THE ROOF SHEATHING AND SUPPORTING ROOF MEMBERS HAVE BEEN DESIGNED AS A DIAPHRAGM. DIAPHRAGM CONNECTION REQUIREMENTS FOR THE ROOF SHEATHING ARE: 2 1/2" LONG COMMON NAILS @ 6" O/C AT SUPPORTED PANEL EDGE AND AT 12" O/C ALONG INTERMEDIATE FRAMING MEMBERS.

4. THE WALL SHEATHING AND SUPPORTING MEMBERS HAVE BEEN DESIGNED AS SHEAR WALLS. SHEAR WALL CONNECTION REQUIREMENTS FOR THE WALL SHEATHING ARE: 2 1/2" LONG COMMON NAILS @ 6" O/C AT SUPPORTED PANEL EDGE AND AT 12" O/C ALONG INTERMEDIATE FRAMING MEMBERS.

5. WIRE NAILS, SPIKES AND STAPLES TO CSA 19111-1974.

6. ALL BUILT UP COLUMNS AT BEAM BEARING AND GIRDER TRUSS BEARING MUST BE CONTINUOUS FROM POINT OF BEARING THROUGH TO CONCRETE

7. BUILT UP COLUMNS MAY ONLY BE CALLED UP ON PLAN WHERE BEARING OCCURS - BUT ARE CONTINUOUS POINT OF BEARING THROUGH TO CONCRETE

8. ALL FRAMED EXTERIOR WALLS TO BE 2x6 OR 2x8 @ 16"(400mm) O/C PER ARCH. U.N.O. ON PLANS.

9. ALL FRAMED INTERIOR WALLS TO BE 2x4 OR 2x6 @ 16" (400mm) O/C PER ARCHITECTURAL U.N.O. ON PLANS.

10. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO COMMENCING WORK.

ROUGH CARPENTRY

DESIGN CODE : NBCC 2010 AND ABC 2014

ROOFIMPORTANCE CATEGORY = 0.9DEAD LOADS

TOTAL DEAD LOADS 1.00 kPaENVIRONMENTAL LOADS:

BASIC SNOW LOAD 3.40 kPa

SECOND FLOORIMPORTANCE CATEGORY = 1.15DEAD LOADS

TYPICAL 2.50 kPaPARTITIONS 1.00 kPa

LIVE LOADS CLASSROOMS 2.40 kPa MECHANICAL / ELECTRICAL / STORAGE 3.60 kPa

WASHROOMS 2.40 kPaCORRIDORS / ASSEMBLY AREAS 4.80 kPa

MAIN FLOORIMPORTANCE CATEGORY = 1.15DEAD LOADS

TYPICAL 1.50 kPaPARTITIONS 1.00 kPa

LIVE LOADS CLASSROOMS 2.40 kPa MECHANICAL / ELECTRICAL / STORAGE 3.60 kPa

WASHROOMS 2.40 kPaCORRIDORS / ASSEMBLY AREAS 4.80 kPa

WIND LOADS:IMPORTANCE CATEGORY = 0.75

HOURLY WIND PRESSURE (1/50) 0.36 kPaHOURLY WIND PRESSURE (1/10) 0.25 kPa

SEISMIC DATA: Sa(0.2) = 0.24Sa(0.5) = 0.14Sa(1.0) = 0.07Sa(2.0) = 0.04PGA = 0.12SITE CLASS: D STIFF SOIL AS PER GEOTECH REPORT

IMPORTANCE FACTOR = 1.3Fa = 1.3Fv = 1.4

SOIL CONDITIONS:

SERVICE BEARING CAPACITY 84 kPaULTIMATE BEARING CAPACITY 126 kPa

HEATED FROST DEPTH 1370mmUNHEATED FROST DEPTH 2130MM

FOUNDATION HAS BEEN DESIGNED BASED ON THE GEOTECHNICAL INVESTIGATIONFILE: 215-0622-008 BY CURTIS ENGINEERING ASSOCIATES Ltd, DATED MAY, 2015

DESIGN DATA

Checked By


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R15UR7_TanND.rvt


GENERAL NOTES

26132 S1.0


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering





1. THE FOLLOWING TIMBER SCREWS ARE ACCEPTABLE UNLESS SPECIFICALLY NOTED ON DRAWINGS:

1.1 PARTIALLY THREADED SELF-TAPPINGMANUFACTURER FASTENER TYPEGRK FASTENER RSS LTFHECO TOPIX (TAPERED SCREW HEAD

UNO)SFS INTEC SFS WFC-T (COUNTERSUNK HEAD)

SFS WFR-T (COUNTERSUNK HEAD)SFS WFD-T (HEX-HEAD - USE WITH WASHER FOR TIMBER TO TIMBER)

SWG (WURTH) ASSY 3.0 SK ASSY 3.0 KOMBI (HEX-HEAD - USE

WITH WASHER FOR TIMBER TO TIMBER)

SPAX T-STAR (COUNTERSUNK, PAN-HEAD OR HEX-HEAD AS REQ'D BELOW)

SIMPSON SDS SCREWS ARE ONLY ACCEPTABLE WHERE SPECIFICALLY INDICATED ON STRUCTURAL DRAWINGS.

1.2 FULLY THREADED SELF-TAPPINGMANUFACTURER FASTENER TYPEHECO TOPIX CCSFS INTEC SFS WT-T

SFS WR-TSFS W8

SWG (WURTH) ASSY PLUS VG (CYLINDER HEADOR COUNTERSUNK HEAD)

SPAX T-STAR

2. SCREW TYPES SPECIFIED ON STRUCTURAL DRAWINGS SUPERSEDE THE INFORMATION ABOVE UNO.

3. WHERE SELF-TAPPING TIMBER SCREWS ARE USED IN COMBINATION WITH EXPOSED STEEL PLATES, OR WHERE FLUSH FINISHED IS REQUIRED, USE SCREWS WITH TAPERED SCREW HEAD (COUNTERSUNK) UNLESS NOTED OTHERWISE. COUNTERSINK HOLE IN STEEL TO RECEIVE TAPERED SCREW HEADS. HOLE TO MATCH MANUFACTURER'S SPECIFICATION.

4. WHERE SELF-TAPPING SCREWS ARE USED IN COMBINATION WITH STEEL PLATES NOT EXPOSED TO VIEW, USE SCREWS WITH A HEX HEAD UNO.

5. METRIC CONVERSIONS:DIAMETER LENGTH8mm (5/16") 25mm = 1"10mm (3/8") ROUND UP TO NEAREST STANDARD12mm (1/2") LENGTH FOR MANUFACTURER

6. FOR PARTIALLY THREADED SCREWS, EMBED FULL THREAD INTO SECONDARY MEMBER OR AS SPECIFIED.

7. HOLES IN STEEL PLATE TO MATCH THE SCREW TYPE USED.

8. WHERE PRE-DRILLING OF SCREWS IS RECOMMENDED BY THE SCREW MANUFACTURER, HOLE DIAMETER TO BE STRICTLY AS PER MANUFACTURER'S RECOMMENDATIONS.

9. WOOD TO WOOD CONNECTIONS TO HAVE WASHER OR PAN-HEAD UNO.

10. THE FOLLOWING PRE-ENGINEERED CONCEALED CONNECTORS ARE ACCEPTABLE, UNLESS SPECIFIED ON STRUCTURAL DRAWINGS:

MANUFACTURER FASTENER TYPEHARRER SHERPAPITZL HPVKNAPP MEGANT

THE INSTALLATION OF CONNECTOR AND SCREW TYPE TO BE STRICTLY AS PER MANUFACTURER'S SPECIFICATIONS AND EUROPEAN APPROVALS.

11. ALL OTHER FASTENING SYSTEMS ARE SPECIFIED ON DRAWINGS, OR ENGINEERING BY SUPPLIER IF NOT SPECIFIED. REFER TO WOOD FRAME GENERAL NOTES WHERE APPLICABLE.

TIMBER FASTENERS

ENGINEERED WOOD PRODUCTS

1. COORDINATE AND VERIFY THE LOCATION OF ALL RTUS OR OTHER MECHANICAL EQUIPMENT WITH SUPPLIER

2. APPLY DESIGN DRIFT LOADS TO ROOF FRAMING AS REQUIRED BY GOVERNING CODE

3. ALL ENGINEERED WOOD JOIST PRODUCTS SHALL BE DESIGNED TO CONFORM TO THE VIBRATION CRITERIA OF THE NATIONAL BUILDING CODE OR LOCAL REQUIREMENTS WHERE APPLICABLE.

4. WOOD TRUSS MANUFACTURER MAY NOT DEVIATE FROM THE FRAMING PLANS UNLESS PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER HAS BEEN GIVEN. IT IS THE TRUSS MANUFACTURER'S RESPONSIBILITY TO SEEK SUCH APPROVAL PRIOR TO MANUFACTURE AND INSTALLATION OF FRAMING MEMBERS.

5. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO MANUFACTURE AND INSTALLATION TO INCLUDE THE FOLLOWING INFORMATION:

*ERECTION PLAN: SHOWING MEMBER IDENTIFICATION ANDDIMENSIONED LOCATIONS OF TRANSFER MEMBERS.*BEARING DETAILS: SHOWING BEARING LENGTH, WIDTH AND DEPTHIN CONFORMANCE WITH DESIGN CALCULATIONS*DESIGN LOADS: ALL LIVE AND DEAD LOADS SHALL BE INDICATED ONTHE LAYOUT OR MEMBER ELEVATION DRAWING.*MEMBER BRACING: SHOW CHORD AND WEB BRACING ON LAYOUTAND MEMBER ELEVATIONS, SUPPLIER AND INSTALLER OF BRACINGSHALL ALSO BE NOTED.*MEMBER DIMENSIONS: SHOW DEPTH, SPAN, BEARING, HEIGHT ANDSLOPES AT ALL CRITICAL LOCATIONS.

6. THE SUPPLIER AND JOIST/TRUSS DESIGNER IS RESPONSIBLE FOR THE FOLLOWING INFORMATION AND SHALL PROVIDE DOCUMENTATION IN THE SHOP DRAWING SUBMITTAL:

*MEMBER DESIGN: INCLUDING WEB CONFIGURATION, MEMBER SIZE,GRADE OF LUMBER, MEMBER SPLICES, AND MEMBER BRACING*MEMBER CONNECTIONS: DESIGN AND INDICATE ALL NECESSARY HARDWARE FOR PROPER INSTALLATION OF TRUSSES INCLUDING,BUT NOT LIMITED TO GIRDER PLY CONNECTIONS, TRUSS TO GIRDERCONNECTIONS, TIE-DOWNS AND FIELD SPLICES.*INTERIOR CONNECTIONS: DESIGN AND SHOW DETAIL OF WEB AND CHORD CONNECTIONS.*STRUCTURAL DESIGN OF TRUSSES: SUBMIT COMPLETE DESIGN CALCULATIONS STAMPED AND SIGNED BY A PROFESSIONALENGINEER IN THE PROJECT JURISDICTION.*PROVIDE CONTRACTOR/INSTALLER WITH ALL DATA NECESSARYFOR PROPER INSTALLATION.

1. FABRICATE AND ERECT STRUCTURAL STEEL TO CSA S16.1.

2. DESIGN OF CONNECTIONS BY STEEL FABRICATOR UNLESS DETAILED ON THE DRAWINGS. USE MIN. 2 BOLTS PER CONNECTION AND DESIGN FOR BEARING CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR PLANE.

3. ANCHOR BOLTS TO ASTM A36 OR A307 UNLESS NOTED. OTHERWISE STRUCTURAL BOLTS AND NUTS TO ASTM A325 OR A325M-89. TIGHTEN ALL BOLTS WITH AN IMPACT WRENCH.

4. PROVIDE A CONTINUOUS 35 MPa GROUT BED BENEATH BASE PLATES AND OTHER CONNECTIONS BEARING ONTO CONCRETE.

5. FRAME OPENINGS IN STEEL DECK GREATER THEN 450mm WITH L90x90x6 MINIMUM.

6. SHOP COAT STEEL SURFACES INTENDED FOR HEATED INTERIOR AREAS WITH ONE COAT OF PRIMER TO CISC/CPMA 1-73A. USE ONE COAT OF CGSB 1-GP-40 PRIMER FOR ALL STEEL SURFACES EXPOSED DIRECTLY TO THE WEATHER AND FOR STEEL IN UNHEATED BUT COVERED AREAS SUCH AS CANOPIES. PRIMERS MAY BE EXCLUDED ONLY WHERE SPRAYED FIREPROOFING IS SPECIFIED OR SPECIFICALLY APPROVED BY THE OWNER AND THE ENGINEER.

7. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE APPROVAL PRIOR TO FABRICATION. SHOW ALL DETAILS, INCLUDING FIELD WELDS, AND MATERIAL SPECIFICATIONS. SHOP DRAWINGS TO BE SEALED BY A PROFESSIONAL ENGINEER FOR DESIGN OF CONNECTIONS.

8. PROVIDE 10mm THICK BEARING STIFFENERS EACH SIDE OF WEB OR TO ONE SIDE OF CHANNEL WEB CENTERED OVER THE SUPPORT WHERE BEAM OR CHANNEL PASSES OVER THE SUPPORT.

9. OPEN WEB STEEL JOIST SEATS TO BE 65mm DEEP WITH 100mm MINIMUM BEARING UNLESS OTHERWISE NOTED.

10. MISCELLANEOUS STEEL NOT DETAILED ON THE DRAWINGS SUCH AS STAIRS, RAILINGS, AWNINGS, AND NON-STRUCTURAL ARCHITECTURAL STEEL SHALL BE DETAILED TO RESIST LOADS AND OTHER EFFECTS TO THE REQUIREMENTS OFTHE GOVERNING BUILDING CODE.

11. WELDING TO BE METAL ARC WELDING TO CSA W59-03 BY WELDERS APPROVED BY THE CANADIAN WELDING BUREAU TO THE REQUIREMENTS OF CSA W47.1.

12. WELD REINFORCEMENT STEEL TO CSA W185. USE WELDABLE REINFORCEMENT TO CSA G30.18 GRADE 400.

13. MINIMUM SIZE OF FIELD WELD, 2mm LESS THAN THE THICKNESS OF THE MATERIAL BUT NOT LESS THAN 6mm.

14. TOUCH UP ALL FIELD WELDS WITH PRIMER AFTER SLAG HAS BEEN REMOVED.

15. OPEN WEB STEEL JOIST (OWSJ) NOTES:* PROVIDE 100mm DEEP JOIST SEAT FOR JOISTS SPANNING 15m OR LESS.* PROVIDE 125mm DEEP JOIST SEAT FOR JOISTS GREATER THAN 15m OR LESS THAN 27m.* PROVIDE A MINIMUM OF 100mm BEARING U.N.O.* SELF WEIGHT OF OWSJ IS INCLUDED IN THE DEAD LOADS SPECIFIED.* T.J. INDICATES A BOTTOM CHORD EXTENSION REQUIRED TO CONNECT TO AN ADJACENT COLUMN.

16. METAL DECK TO BE 38mm PROFILE x 0.762 THK. GALVANISED BUTTON CLINCH SIDE LAPS @400 O.C. METAL DECK FASTENING IS TO BE DESIGNED AND SUPPLIED BY S.S. MANUFACTURER'S TO RESIST SHEAR FORCES AS SHOWN ON PLANS.

17. FLAME APPLIED GALVANIZING TO BE USED WHERE SHOP GALVANIZING HAS BEEN COMPROMISED.

18. STEEL COLUMNS MAY ONLY BE CALLED UP AT THE BASE OF THE COLUMN AND REFERRED TO AS 'SC' ON PLANS ABOVE.

19. CONTINUOUS COLUMNS TO BE BLOCKED AT ALL FLOOR PENETRATIONS.

STRUCTURAL STEEL

1. STEEL ROOF DECKING AND FLOOR DECKING SHALL BE AS PER PLAN. ROOF DECKING SHALL CONFORM TO CSSBI 10M; FLOOR DECKING SHALL CONFORM TO CSSBI 12M. INTERIOR DECKING SHALL HAVE A MINIMUM ZINE COATING OF ZF75 TO CSSBI 101. EXTERIOR DECKING SHALL HAVE A MINIMUM ZINC COATING OF Z275 TO THE SAME STANDARD. UNLESS NOTED OTHERWISEON THE DRAWINGS, PROVIDE 38mm DEEP (1 1/2”) ROOF DECK TYPE RD38 AND FLOOR DECK TYPE HB938 BY VICWEST OR APPROVED EQUAL. PLACE SHEETS IN MINIMUM 3 SPAN LENGTHS, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

2. UNLESS NOTED OTHERWISE, AS A MINIMUM, FASTEN DECK TO SUPPORTS AND PERIMETER ELEMENTS WITH HILTI DIRECT FASTENERS (X-EDN19 THQ12, X-ENP-19 L15, X-EDNK22 THQ12 AS APPLICABLE) @ 400mm (16”) O/C LONGITUDINAL & @ 36/4 PATTERN TRANSVERSE. SCREW SIDE LAP WITH #12x51 SCREWS @ 300mm (12”) MAXIMUM. REFER TO MANUFACTURER’S INSTALLATION REQUIREMENTS AND RECOMMENDATIONS.

3. REPAIR DAMAGE DECK COATING WITH GALVACON PAINT.

4. UNLESS NOTED OTHERWISE, REINFORCE ALL ROOF DECK OPENINGS GREATER THAN 150mm (6”) SQUARE AND LESS THAN 400mm (18”) SQUARE WITH L38x38x5 (L1 1/2"x1 1/2"x3/16”) EXTENDED AND PUDDLE WELDED TO MINIMUM TWO FLUTES ON EACH SIDE OF OPENING. FRAME LARGER OPENINGS L75x75x6 (L3”x3”x1/4”) EXTENDING TO MAIN STRUCTURAL MEMBERS OR AS SHOWN ON THE DRAWINGS.

5. UNLESS NOTED OTHERWISE, REINFORCE ALL FLOOR DECK OPENINGS GREATER THAN 150mm (6”) SQUARE AND LESS THAN 400mm (18”) SQUARE WITH 3-10M, 4-SIDES OF OPENING, EXTEND BARS 200mm (8”) MIN. PAST EDGE OF OPENING, PLUS 1-10M x 600mm (24”) AT EACH CORNER. FRAME LARGER OPENINGS WITH L100x100x6 (L4”x4”x1/4”) EXTENDING TO MAIN STRUCTURAL MEMBERS OR AS SHOWN ON DRAWING.

6. UNLESS NOTED OTHERWISE, PROVIDE L100x100x6 (L4”x4”x1/4”) FRAME UNDER ALL ROOF TOP MECHANICAL UNITS. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE THE NUMBER AND LOCATIONS OF MECHNICAL UNITS WITH THE MECHANICAL CONSULTANT.

7. UNLESS NOTED OTHERWISE, PROVIDE L75x75x6 (L3”x3”x1/4”) CONTINUOUS AT PERIMETER OF ALL STEEL DECK FLOORS AND ROOFS.

8. SHOP DRAWINGS FOR DECKING SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION AND ARE TO BE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN ALBERTA. SHOP DRAWINGS SHALL SHOW ALL DETAILS AND INDICATE ALL APPLICABLE DESIGN LOADS AND MATERIAL SPECIFICATIONS. DESIGN OF DECK TO BE VERIFIED BY FABRICATOR’S ENGINEER FOR LOADS AND SPANS SHOWN ON THE DRAWINGS. PROVIDE TEMPORARY SHORING TO COMPOSITE DECKING AS NECESSARY. ANY DECK CAPACITIES AND DETAILING DISCREPANCIES IDENTIFIED BY THE FABRICATOR’S ENGINEER SHOULD BE DISCUSSED WITH THE ENGINEER PRIOR TO SHOP DRAWING FINAL SUBMITTAL.

9. SEE REINFORCING NOTES FOR MINIMUM REINFORCING REQUIREMENTS FOR COMPOSITE CONCRETE TOPPING OVER STEEL DECK.

10. DESIGN, FABRICATE AND INSTALL STEEL DECK TO CSA s136 AND CANADIAN SHEET STEEL BUILDING INSTITUTE STANDARDS UNLESS NOTED OTHERWISE.

11. DESIGN AND DETAILING OF THE ABOVE ITEMS AND THEIR ATTACHMENTS ARE NOT THE RESPONSIBILITY OF THE ENGINEER. THEY SHALL BE DESIGNED BY THE SPECIALTY STRUCTURAL ENGINEERS, REGISTERED IN THE PROVINCE OF ALBERTA AND RETAINED BY THE CONTRACTOR, WHO WILL SEAL ALL RELATED SHOP DRAWINGS, REVIEW THE COMPONENTS AND THEIR ATTACHMENTS IN THE FIELD AND PROVIDE LETTERS OF ASSURANCE TO THE ENGINEER.

STEEL DECK

1. SECONDARY COMPONENTS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: (REFER TO ALL CONTRACT DOCUMENTS FOR SECONDARY COMPONENTS)

A. ARCHITECTURAL COMPONENTS SUCH AS GUARD AND HAND RAILS, FLAG POSTS, CANOPIES, CELINGS, ETC.B. SITE WORK ELEMENTS EXTERIOR TO THE BASE BUILDING SUCH AS LANDSCAPING COMPONENTS, LAMP STANDARDS, POOLS, SIGNS, AND CIVIL WORK.C. CLADDING, WINDOW MULLIONS, GLAZING AND STORE FRONTS.D. SKYLIGHTS AND GLASS CANOPIES.E. ATTACHMENTS AND BRACING FOR ELECTRICAL AND MECHNICAL COMPONENTS.F. GLASS BLOCK INCLUDING ATTACHMENTS.G. ELEVATORS, HOIST BEAMS AND RAIL SUPPORT MEMBERS.H. ARCHITECTURAL PRECAST AND PRECAST CLADDING.I. WINDOW WASHING EQUIPMENT AND ATTACHMENTS.J. INTERIOR AND EXTERIOR LIGHT GAUGE STEEL STUD WALLS.K. ROOFING MATERIAL.L. ARCHITECTURAL BRICK VENEER.M. PARKING SLAB MEMBRANE.N. FALL RESTRAINT ANCHORS (AND ANY ADDITIONAL REQUIRED FRAMING NOT SHOWN ON PLAN).O. SNOW GUARDS / FENCE.P. LIBRARY STACKS.

2. DESIGN AND DETAILING OF THE ABOVE ITEMS AND THEIR ATTACHMENTS ARE NOT THE RESPONSIBILITY OF THE ENGINEER. THEY SHALL BE DESIGNED BY SPECIALTY STRUCTURAL ENGINEERS, REGISTERED IN THE PROVINCE OF ALBERTA AND RETAINED BY THE CONTRACTOR, WHO WILL SEAL ALL RELATED SHOP DRAWINGS, REVIEW THE COMPONENTS AND THEIR ATTACHMENTS IN THE FIELD AND PROVIDE ALL REQUIRED SEALED LETTERS (SCHEDULE S-B & S-C) TO THE ENGINEER.3. SECONDARY COMPONENTS AND THEIR ATTACHMENTS SHALL BE DESIGNED IN ACCORDANCE WITH PART 4 OF THE ALBERTA BUILDING CODE AS IN GENERAL SECTION.4. SEALED SHOP DRAWINGS OF THE SECONDARY OR NON-STRUCTURAL COMPONENTS WHICH MAY AFFECT THE PRIMARY STRUCTURAL SYSTEM SHALL BE SUBMITTED TO THE ENGINEER ONLY FOR THE REVIEW OF THEIR EFFECT ON THE PRIMARY STRUCTURAL SYSTEM.5. SUB-CONTRACTOR OF THESE COMPONENTS IS RESPONSIBLE FOR PROTECTION OF CONNECTIONS OF DISSIMILAR METALS AGAINST GALVANIC CORROSION.6. IN ADDITION TO CONSTRUCTION TOLERANCE, SECONDARY COMPONENTS SHALL BE DETAILED FOR THE FOLLOWING BUILDING MOVEMENT AND DEFLECTION:

A. VERTICAL DEFLECTIONS OF BEAMS, SLABS AND DECKING: L/180, (25mm MIN.) DIFFERENTIAL DEFLECTIONS OF EDGE BEAMS AND EDGES OF SLABS: L/240, (16mm MIN.)B. HORIZONTAL DRIFT DURING WIND AND EARTHQUAKE BETWEEN FLOORS: DRIFT WITHOUT DAMAGE TO COMPONENTS: 0.003 x HEIGHT DRIFT WITHOUT COLLAPSE TO COMPONENTS: 0.025 x HEIGHT

NON-STRUCTURAL & SECONDARY COMPONENTS

1. ALL PANEL EDGES ARE TO BE BLOCKED.

2. SHEAR WALL MAY VARY FROM ONE FLOOR TO THE NEXT.

3. NAILING IS AT 300 O/C TO INTERMEDIATE SUPPORTS.

4. NAIL SPACING IS FOR 75 COMMON NAILS. ALTERNATE NAILS MAY REQUIRE REDUCED SPACING. STAPLES ARE NOT ACCEPTABLE FOR SHEAR WALLS.

5. INDICATES HOLD-DOWN ANCHOR LOCATION. LOCATE HOLD-DOWNS AT SHEAR WALL ENDS IF NOT INDICATED OTHERWISE. ALL HOLD- DOWNS TO BE INSTALLED W/ MIN. 3-PLY POST.

6. INDICATES SHEAR WALL LOCATION.

7. HOLD-DOWN REFERENCES ARE TO SIMPSON STRONGTIE PRODUCTS.

8. HOLD-DOWN ANCHORS ARE THREADED ROD AS SPECIFIED BY THE MANUFACTURER C/W NUT EMBEDDED IN CONCRETE UNO.

9. SW1-2 INDICATES: TYPE 1 SHEARWALL IS APPLIED TO BOTH SIDES OF THE WALL.

10. WHERE BOTH SIDES ARE SHEATHED, PANEL EDGES ARE TO BE STAGGERED.

11. WALL SHEATHING TO EXTEND TO UNDERSIDE OF FLOOR OR ROOF SHEATHING ABOVE.

WOOD SHEAR WALL NOTES

1. GLUE LAMINATED CONSTRUCTION SHALL CONFORM TO THE FOLLOWING STANDARDS:

CAN/CSA-0122-M89 (1999), STRUCTURAL GLUED-LAMINATED TIMBERCAN/CSA-0177-M89 (1999), QUALIFICATION CODE FORMANUFACTURERS OF STRUCTURAL GLUE-LAMINATED TIMBER.

2. SUBMIT SHOP DRAWINGS FOR APPROVAL.

3. SHOP DRAWINGS FOR MEMBERS TO INDICATE, STRESS GRADE, SERVICE GRADE AND APPEARANCE GRADE, SHOP APPLIED FINISHES, CAMBER, CUTS, LEDGERS, HOLES AND CONNECTION DETAILS

4. EACH ERECTION AND SHOP DRAWING SUBMISSION, FOR ITEMS DESIGNED BY FABRICATOR OR MANUFACTURER, SHALL BEAR SIGNATURE AND STAMP OF A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OF ALBERTA, CANADA.

5. MANUFACTURE STRUCTURAL GLUE-LAMINATED MEMBERS IN PLANT CERTIFIED BY THE CSA AS MEETING THE REQUIREMENTS OF CAN/CSA-0177, CLASS X.

6. SUBMIT CERTIFICATE IN ACCORDANCE WITH CAN/CSA-0177, APPENDIX B AT COMPLETION OF FABRICATION.

7. PLACE AUTHORIZATION LABELS ON GLUE-LAMINATED MEMBERS INDICATING MANUFACTURED IN CSA CERTIFIED PLANT.

8. DELIVER HANDLE STORE AND PROTECT MATERIALS OF THIS SECTION IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.

9. APPLY PROTECTIVE SEALER TO GLUE-LAMINATED UNITS BEFORE SHIPPING UNLESS SPECIFIED OTHERWISE.

10. WRAP QUALITY GRADE MEMBERS WITH A MOISTURE RESISTANT WRAPPING PRIOR TO LEAVING PLANT.

11. USE PADDED NON-MARRING SLINGS FOR HANDLING GLUE LAMINATED UNITS.

12. PROTECT CORNERS WITH WOOD BLOCKING.

13. SLIT UNDERSIDE OF MEMBRANE COVERING DURING STORAGE AT SITE. DO NOT DEFACE MEMBERS.

14. STORE GLUE-LAMINATED UNITS AND PROTECT FROM WEATHER, BLOCK OFF THE GROUND AND SEPARATE WITH STRIPPING, SO THAT AIR MAY CIRCULATE AROUND ALL FACES OF THE UNITS.

15. COVER GLUE-LAMINATED UNITS WITH OPAQUE MOISTURE RESISTANT MEMBRANE IF STORED OUTSIDE.

16. LAMINATING STOCK: DOUGLAS FIR-LARCH TO CAN/CSA-0122

17. ADHESIVE TO CAN/CSA 0112 SERIES, TO GRADE OF SERVICE REQUIRED IN ACCORDANCE WITH CAN/CSA-0122.

18. SEALER FOR GLUE-LAMINATED MEMBERS: PENETRATING TYPE, CLEAR, NON-YELLOWING LIQUID.

19. FASTENING:SPLIT RING CONNECTIONS: HOT ROLLED CARBON STEEL, SAE 1010MEETING REQUIREMENTS OF SAE HANDBOOK.SHEAR PLATE CONNECTORS:PRESSED STEEL TYPE: HOT ROLLED CARBON STEEL, SAE 1010MEETING REQUIREMENTS OF SAE HANDBOOK.MALLEABLE IRON TYPE: TO ASTM A47/A47M, GRADE 350.LAG SCREWS: AS SPECIFIED IN CSA STANDARD B34.BOLTS TO ASTM A307SIDE PLATES: TO CAN/CSA-G40.20/G40.21 OR ASTM A36.DRIFT PINS: TO ASTM A307GLUE-LAMINATED RIVETS: HOT DIP GALVANIZED TOCAN/CSA-G40.20/G40.21NAILS AND SPIKES TO CSA B111.

20. SHOP COAT PRIMER FOR STEEL CONNECTIONS: TO CAN/CGSB-1.40.

21. GALVANIZING: TO CAN/CSA-G164, HOT DIP, MIN. ZINC COATING 610g/m²

22. PRESERVATIVE: SEE ARCHITECTURAL

23. FIRE RETARDANT: SEE ARCHITECTURAL

24. FABRICATE MEMBERS TO FOLLOWING CLASSIFICATIONS: STRESS GRADE: BEAMS TO 20f-e BENDING GRADE, COLUMNS TO 16c-E COMPRESSION GRADE UNLESS NOTED OTHERWISE ON THE DRAWINGS.

SERVICE GRADE: EXTERIORAPPEARANCE GRADE: QUALITY

25. MARK LAMINATED MEMBERS FOR IDENTIFICATION DURING ERECTION. MARKS ARE NOT TO BE VISIBLE IN FINAL ASSEMBLY.

26. DO NOT APPLY SEALER TO AREAS WHICH ARE TO RECEIVE STAINED FINISH OR PRESERVATIVE TREATMENT.

27. SHOP DRAWINGS SHALL BE PREPARED FOR ALL GLULAM FRAMING UNDER THE DIRECTION OF A SPECIALTY STRUCTURAL ENGINEER. INDICATE ALL CONNECTIONS AND COMPONENTS DESIGNED BY THE FABRICATOR. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER IDENTIFYING WHAT WAS DESIGNED AND LISTING THE FINAL DRAWINGS WITH DATES AND REVISION NUMBERS. THE GLULAM FABRICATOR'S ENGINEER OR THEIR REPRESENTATIVE SHALL VISIT THE SITE TO REVIEW IN PLACE THE CONNECTIONS AND COMPONENTS TO SATISFY THEMSELVES THAT THEY COMPLY WITH THE DESIGN. SUPPLIER IS TO PROVDE A LETTER TO ISL TO INDICATE COMPLIANCE. THE SPECIALTY ENGINEER SHALL ALSO PROVIDE SEALED DOCUMENTATION FOR ALL FIELD MODIFICATIONS MADE TO THE DESIGN.

28. CONNECTIONS TO BE GALVANIZED, OR PAINTED AFTER FABRICATION, AS INDICATED.

29. PRESSURE TREAT MEMBERS WITH PRESERVATIVE AND FIRE RETARDANT IN ACCORDANCE WITH CAN/CSA-080 SERIES AFTER FABRICATION, AS NOTED IN ARCHITECTURAL.

30. PROTECT PROTECTIVE SEALER FROM DAMAGE BEFORE AND DURING ERECTION.

31. TOUCH UP DAMAGED AREAS ON SITE WITH SPECIFIED SEALER.

32. ERECT GLUE-LAMINATED MEMBERS IN ACCORDANCE WITH REVIEWED ERECTION DRAWINGS.

33. BRACE AND ANCHOR MEMBERS UNTIL PERMANENTLY SECURED BY THE STRUCTURE. MAKE ADEQUATE PROVISIONS FOR THE ERECTION STRESSES.

34. SPLICE AND JOIN ONLY AT PLACATIONS AS INDICATED ON REVIEWED ERECTION DRAWINGS.

35. DO NOT FIELD CUT OR ALTER MEMBERS WITHOUT THE ENGINEER'S. IF APPROVED, TREAT CUT ENDS WITH PRESERVATIVE.

GLUED LAMINATED CONSTRUCTION

1. SEE ARCHITECTURAL DRAWINGS FOR STONE VENEERS. UNLESS NOTED OTHERWISE STONE VENEERS SHALL BE SUPPORTED AT BOTTOM BY DIRECT BEARING ON CONCRETE SLAB OR CORBEL (IF SHOWN ON STRUCTURAL DRAWINGS) OR ON A STEEL LEDGER ANGLE. AT WINDOW AND DOOR OPENINGS PROVIDE A LOOSE ANGLE LINTEL U.N.O. AS PER THE SCHEDULE ON THE DRAWINGS.

2. CORROSION PROTECTION OF LEDGER ANGLES SHALL BE BY HOT-DIP GALVANIZING. AFTER WELDING, GRIND SMOOTH ALL WELDS. AFTER WELDING OR BOLTING THE ANGLE IN PLACE, COAT ALL NON-GALVANIZED STEEL (EXPOSED PORTION OF EMBED PLATES, WELDS AND BOLT HEADS) WITH GALVACON.

ARCHITECTURAL STONE VENEER

Checked By


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12/4/2015 1:39:36 PM


R15UR7_TanND.rvt


GENERAL NOTES

26132 S1.1


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering





S1.217 GLULAM COLUMN TO CONC. WALL

1 : 10

GLULAM COLUMN, SEE PLAN

TIMBERLINX A475 C/W 22 DIA.THREADED ROD SET INCONCRETE MIN. 200, EPOXY INPLACE W/ HILTY HY200

13mm BASE PLATELET IN 6 C/W25Ø HOLE FOR TIMBERLINX

CONCRETE COLUMNSEE PLAN

102

13mm THK. PLATE

203

203

102

SAW CUTS TO BE MAX 14'-9" O/C

1S1.2

SAWCUT CONTROL JOINT - PLAN

1 : 20

12

d/4

CONSTRUCTION JOINT IN CONC. WALL2

S1.2 1 : 20

PROVIDE 38x89 KEYWAYBETWEEN WALL POURS

TENSION LAP TYP.

STUD WALL TO CONC. WALL6S1.2 1 : 20

CONC. WALL SEE PLAN

13mm Ø SIMPSON TITEN @1200 OC. MAX. EMBEDLENGTH MIN. 100 U.N.O.

STUD WALL SEE PLAN

MIN.

600 LAP

900 MIN.

RISEx2

900 MIN.

RISEx2

600

MAX

.

600

MAX

.

600

MAX

.

MIN.

600 LAP

12

MAINTAIN SPECIFIEDFOOTING THICKNESS

FOOTING STEP5S1.2 1 : 20

REINFORCING BARS

CLE

AR C

OVE

R

CONCRETE COVER

CONDITION NOT EXPOSED(N)

EARTH ORWEATHER

F-1, F-2

CHLORIDESC-1, C-3

CAST AGAINST OR PERMANENTLYEXPOSED TO EARTH

BEAMS, GIRDERS, COLUMNS &PILES

SLABS, WALLS, JOISTS, SHELLAND FOLDED PLATES

RATIO OF COVER TO NOMINALBAR DIAMETER

RATIO OF COVER TO NOMINALAGGREGATE SIZE

- -

30 mm

20 mm

1

1.0

75 mm

40 mm

40 mm

1.5

1.5

75 mm

60 mm

60 mm

2

2

NOTE: CONCRETE COVER TO BE PROVIDED IN ACCORDANCE WITH THIS SCHEDULE

CONCRETE CLEAR COVER7S1.2 1 : 20

REINFORCING BARS

2D 2D

2D

100

MIN

.

D 100MIN.

- SPACING OF SLEEVE THROUGH FLAT SLAB AND WALL TO BE NO LESS THAN INDICATED ABOVE.- MAXIMUM SLEEVE DIAMETER OF 100mm.- MAINTAIN CLEAR DISTANCE OF 1.5x SLAB THICKNESS FROM FACE OF COLUMN.- 50mm MAXIMUM CONDUIT SIZE WITH MIN. SPACING 100mm O/C.- CONDUITS ARE NOT ALLOWED TO CROSS.- IF CONDUITS LARGER THEN 50mm IS REQUIRED, A WRITTEN PERMISSION FROM ENGINEER IS REQUIRED.

PLAN

SLEEVE / CONDUIT SPACINGTHROUGH SLAB AND / OR CONC. WALLS8

S1.2 1 : 20

SLEEVE

2-15M EACH SIDETOP & BOT.

REINF. AROUND SLEEVESWITH DIAMETER LARGER THAN 100MM9

S1.2 1 : 20

PLAN

2-15M EACH SIDETOP & BOT.

CORNER BAR INTERSECTINGGRADE BEAM/WALL3

S1.2 1 : 20

PROVIDE 38x89 KEYWAYWHERE INTERSECTINGWALL ARE NOT POUREDTOGETHER

DOWELS SAME SIZE ASMAIN HORIZ. REINF. ANDTRANSVERSE REINF.HOOKED AS SHOWN

300

MIN

.

GRADE BEAM/WALLCORNER DETAIL4

S1.2 1 : 20

LAP BAR SAMESIZE AND SPACINGAS HORIZ. REINF.FOR ALL OUTSIDEBARS

300 HOOK FORI.F. BARS TYP.

450

MIN

.

450 MIN.

EXTERIOR FACE OF WALL

CAULK JOINTS AND DAMPPROOF AS ARCH. SPEC.

PROVIDE CONTROL JOINT AS NOTEDON PLAN AND AT A MAXIMUM SPACINGOR 6000 O/C AS APPROVED BY THEENGINEER

19mm NOTCH IN WALLEA.SIDE

INTERIOR FACE OF WALL

NOTES: APPLIES TO ABOVE GRADE WALLS ONLY.BOAED FOR MIN. TO BE INTERRUPTED BY THE CONTROL JOINT TYP

10S1.2

WALL CONTROL JOINT - PLAN

1 : 20

H17

5 M

IN.

75 MIN.

(TYP.)50 CLR.

75 M

IN.

W

SLAB OR WALL

15M @ 300 O/C15M @ 200 O/C FOR300Ø HORIZ.

2-15M

100Ø

200

MAX

, 175

MIN

.15

0Ø 3

15 M

AX, 2

25 M

IN.

300Ø

520

MAX

, 475

MIN

.

ENCASEMENT SCHEDULE

PIPE Ø POSITION WIDTH HEIGHT100150300200300

HORIZONTALHORIZONTALHORIZONTALVERTICALVERTICAL

250300450350450

VARIES

350450

VARIESVARIES

PIPE ENCASEMENT DETAIL11S1.2 1 : 20

JOISTDEPTH(mm)

WEBOFFSET (mm)

500 300

500 600

ROUND (D) SQUARE (S)

OPENING (mm)

RECTANGULAR

L R

280 230 150 318

360 290 220 454

550 300 300 245 160 334

550 600 390 315 240 400

600 300 320 260 170 348

600 600 420 340 250 450

650 375 380 305 200 420

650 600 440 350 255 500

700 375 390 320 210 434

700 600 460 375 270 500

750 375 410 335 220 448

750 600 490 395 280 572

800 600 500 400 290 592

900 600 545 435 310 500

1000 600 580 465 320 550

1100 650 630 505 340 694

1200 700 690 555 380 762

REQUIRED DIMENSION OF FREE OPENING FORVARIOUS JOIST CONFIGURATION16

S1.2 1 : 20

DS

S

R

L

P P

19S1.2

TYPICAL GLULAM BEAM CANTILEVERINGOVER GLULAM COLUMN CONNECTION1 : 20

THRU BOLTS

BEARING PL.NOTE:

GLULAM CONNECTION TO BEDESIGNED AS PER DETAIL CONCEPT& PROVIDED BY GLULAM SUPPLIER.

80

804080

100

40

80

40

INTERNAL CONN. PL.BY SUPPLIER

RECESSED CONNECTORFROM MEGANT 60/100/150SERVES BY KNAPP CONNECTORSOR APPROVED EQUAL. DESIGNBY GLULAM SUPPLIER

GLULAM COLUMN

18S1.2

TYPICAL BEAM TO CONT.GLULAM COLUMN CONNECTION1 : 10

WOOD BEAM

12S1.2

TYP. ALTERNATE BEAM ONONE SIDE ONLY1 : 10

SUPPORTING BEAMSEE PLAN

100

PL. LET INTO BEAM BOT.

CONCEALED KNIFE PL.

RECESS TO TOPOF GLULAM

13S1.2

TYP. ALTERNATE BEAM, JOIST ORPURLIN TO BEAM HANGER1 : 10

NOTE:


20S1.2

WOOD BEAM TO PSL COLUMN

1 : 20

COLUMN SEE PLAN

CAP BASE ECCQ OR ASSPECIFIED TO SUITMEMBER SIZES

BEAM SEE PLAN

14S1.2

TYP. BEAM, JOIST ORPURLIN TO BEAM1 : 10

SUPPORTEDBEAMSEE PLAN

PL. xBEAM WIDTHxBEAM DEPTH

SUPPORTING BEAMSEE PLAN

100

PL. LET INTO BEAM BOT.

CONCEALEDKNIFE PLATES

RECESS TO TOPOF GLULAM

15S1.2

TYP. BEAM, JOIST ORPURLIN TO BEAM HANGER1 : 10

NOTE:


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12/4/2015 1:39:38 PM


R15UR7_TanND.rvt


TYPICAL DETAILS

26132 S1.2


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering





STEEL COLUMN TO STEEL BEAMCONNECTION DETAIL1

S1.3 1 : 20

13mm STIFFENER PL.E.S. OF WEB

COLUMN SEE PLAN

SEE

PLAN

W B

EA

M

COLUMN TO BEAMCONNECTION ASREQUIRED BYSTRUCTURALSTEEL SUPPLIER

STEEL BEAMSEE PLAN

5S1.3

TOP PLATE SPLICE1 : 20

DOUBLE TOP PLATE

12-3" NAILS IN SPLICE

1200 MIN. TOP PLATE SPLICE TYP.

6S1.3

I-JOIST ALLOWABLE HOLES1 : 20

NO FIELD CUTHOLES IN HATCHZONE

MIN. DISTANCE FROMMANUFACTURES TABLE

38mmØ HOLE MAYBE CUT ANYWHEREIN WEB OUTSIDEOF HATCHED ZONE

CLOSELY GROUPEDROUND HOLES ARE PERMITTED IFTHE GROUP PERIMETER MEETSREQUIREMENTS FOR ROUND ORSQUARE HOLES

DO NOT CUT HOLESLARGER THAN 38mm INCANTILEVER

MIN. DISTANCE FROMMANUFACTURES TABLE

152

L1 2xD1 MIN. D1152

152

L2 D22xD2 MIN.

CONFIRM WITHJOIST SUPPLIER

LVL BEAM

NOTES:

ALLOWED HOLE ZONE SUITABLE FOR LVL BEAMWITH UNIFORM LOAD ONLY.ROUND HOLES ONLY.NO HOLES IN CANTILEVERS.NO HOLES IN LVL BEAM IN PLANK ORIENTATION.MAXIMUM ROUND HOLE SIZE : 50mmØ U.N.O.

L

7S1.3

LVL ALLOWABLE FIELD MODIFICATIONBUILT-UP POST NAILING DETAILS

1 : 20

d/3

d/3

d/3

LVL ALLOWED HOLE ZONE

MIDDLE 1/3 SPAN

d

2x DIAMERTER OF THE

LVL HOLE ZONE

1.

2.3.4.

5.

LARGEST HOLE (MINIMUM)

10S1.3

BLOCKING POST THRU FLOOR1 : 20

SOLID BLOCKING

VERTICAL WOOD GRAM ORIENTATION

STEEL BEAM TO HSS COLUMNCONNECTION DETAIL2

S1.3 1 : 20

MIN. 10mm STIFFENER PL.E.S. OF WEB

CONNECTION BYSTRUCTURALSTEEL SUPPLIER

STEEL COLUMNSEE PLAN FOR SIZE

SEE

PLAN

W B

EA

M

11S1.3 1 : 20

TYPICAL LINTEL FRAMING

DO

OR W

IND

OW BEARING STUDS

SEE SCHEDULE

KING STUDS SEESCHEDULE

LINTEL SEE SCHEDULE

2-2xWT WINDOW SILL TYP.AT OPENING. USE SINGLE2xWT IF WIDTH LESSTHAN 1000

LTP4

A35 FRAMING CLIPS: PROVIDE ONETOP & BOT. @ HEADER AND @WINDOW SILLS FOR ALL OPENINGSGREATER THAN 2400 WIDE

NOTES:1. SEE LINTEL SCHEDULE FOR LINTEL SIZE, BEARING STUDS, & KING STUD SPECS2. CRIPPLE STUDS NOT SHOWN FOR CLARITY3. WT = WALL THICKNESS

BASE @ WINDOW BASE @ DOOR

4-16d

NAIL STUDS W/ 16d @400 O/C STAGGEREDTYP.

12S1.3

BUILT-UP POST NAILING DETAILS1 : 20

ALTERNATEDIRECTIONS INFIRST 2 LAYERS

2-PLY 3-PLY 4-PLY

1 1/4"

1 1/4"

1 1/2" 2 1/4"

2x4 2x6 2x8

TYPICAL FACE NAIL PATTERN

TYPICAL LAMINATION NAILING

2 1/

2" T

YP.

8 3/

4" T

YP.

1 1/2" 2 1/4"

3" NAILS@ 12" O/C

ASSEMBLY A

3-1/2" WIDE2-PLY

NOTE:ALL ROWS TO BE STAGGERED.2" MIN. EDGE DISTANCE.

13S1.3

LVL BEAM NAILING DETAILS1 : 20

3" NAILS@ 12" O/C

3" NAILS@ 12" O/C

3" NAILS@ 12" O/C

1/2"Ø THRUBOLT @ 24"O/C. ALT.

1/4"Ø x 6"SCREWS@ 24" O/C

ASSEMBLY B ASSEMBLY C

ASSEMBLY D ASSEMBLY E ASSEMBLY F

5-1/2" WIDE3-PLY

5-1/2" WIDE2-PLY

7-1/2" WIDE3-PLY

7-1/2" WIDE2-PLY

7-1/2" WIDE4-PLY

2x NAILER C/W3/16"Ø BOLTS @400 STAGGREDALTERNING SIDE OF WEB

SOLID BLOCK TO FILL ASREQUIRED, WHEN FACE NAILEDHANGERS USED

7676

3/16"Ø BOLTS @600STAGGRED ALTERNING

STEEL BEAM SEEPLAN/SCHEDULE

S1.39 STEEL BEAM NAILER

1 : 20

17S1.3

TYPICAL DIAPHRAGM NAILING TOGLULAM PURLINS AND BEAMS1 : 20

300

300

300

300

PERIMETER NAILING@ 100 STAGGERED

FIELD NAILINGASSY ECOFAST Ø8/140 LG.@ 1000 U.N.O.

1200 1200

PLYWOOD @ & NAIL REQUIREMENTS:29mm THK. T&G PLYWOOD C/W 3" NAILS (DIA 3.66mm) TYP. U.N.O.

GLULAM PURLIN

8S1.3

GLULAM ALLOWABLE HOLES1 : 20

1. ROUND HOLES MAY BE DRILLED OR CUT WITH A HOLE SAW ANYWHERE WITHIN THE SHADED AREA OF THE BEAM.2. THE HORIZONTAL DISTANCE BETWEEN ADJACENT HOLES SHALL BE MINIMUM 8 TIMES THE DIAMETER OF THE LARGER HOLE.3. THE MAXIMUM ROUND HOLE DIAMETER PERMITTED IS 50mm (2"), LARGER HOLES REQUIRE ENGINEERS APPROVAL.4. HOLES MUST BE A MINIMUM 4 DIAMETERS FROM THE TOP OR BOTTOM SURFACE AND A MINIMUM OF 8 DIAMETERS FROM THE END OF THE BEAM.5. DO NOT DRILL MORE THAN 3 ACCESS HOLES IN AN 1200mm (4'-0") LONG SECTION OF BEAM.6. THESE LIMITATIONS APPLY TO HOLES DRILLED FOR PLUMBING OR WIRING ACCESS ONLY.7. SQUARE AND RECTANGULAR HOLES WITH ROUNDED CORNERS MAY BE PERMITTED WITH ENGINEERS APPROVAL.8. THIS HOLE CHART IS VALID FOR BEAMS SUPPORTING UNIFORM LOAD ONLY. FOR BEAMS SUPPORTING CONCENTRATED LOADS AND/OR LARGER HOLES, CONTACT ENGINEER FOR APPROVAL.

SEE NOTE 2

1/3 SPAN1/3 SPAN

1/3

d1/

3 d

1/3

d

NO

TE 4

SEE

d

ENDBEARING

INTERMEDIATEBEARING

SPAN

3S1.3

GLULAM BEAM TO STEEL COLUMN1 : 20

16mm KNIFE PLATEC/W 3-16Ø THRU BOLTS

16mm BASE PLATEWELDED TO STEEL COLUMN

STEEL COLUMNSEE PLAN

16mm KNIFE PLATEC/W 3-16Ø THRU BOLTS

16mm BASE PLATEWELDED TO STEEL COLUMN


ELEVATION VIEW SIDE VIEW

14S1.3

TYP. P2 POST1 : 20

LINTEL

2-PLY B.U. POST

15S1.3

TYP. P3 POST1 : 20

LINTEL

3-PLY B.U. POST

16S1.3

TYP. P4 POST1 : 20

LINTEL

4-PLY B.U. POST

38(N

OM

.)

OWSJ

STEEL BEAMSEE PLANS

SUPPORT FASTENING914/4

NUMBER OF FASTENS PER WIDTHSHEET WIDTH

19ø PUDDLE WELDS@ 914/4 ALONGSHEET WIDTH TYP.U.N.O.

METAL DECK 38(NOM.)x0.76GALVANIZED STEEL TYP.UNLESS NOTEDOTHERWISE

DECKING THICKNESS

DECKING DEPTH

PLAN

65 MIN. BRG.

25 MIN6

6TYP.

914

BEAM &JOIST BRG.

JOIST

JOIST

CL

BEAM

OPEN WEB STEEL JOIST NON-CONC. TOPPING,BEAM OR CHANNEL BEARING ON STEEL BEAM18

S1.3 1 : 20

#10 SCREWSEACH FLUTEU.N.O.

STEEL DECK

WOOD BEAM

TYPICAL STEEL DECK TO WOODBEAM AND BLOCKING CONNECTION19

S1.3 1 : 10

NOTE: BOLTED CONNECTION BYSTRUCTURAL STEEL SUPPLIER ISAN APPROVED ALTERNATE

BY STRUCTURALSTEEL SUPPLIER

TYPICAL STEEL JOIST TO STEELBEAM CONNECTION20

S1.3 1 : 10

EXTEND BOTTOM CHORDS TOCOLUMN OR BEAM FLANGE WHEREINDICATED ON FRAMING PLANSWITH "SJ" OR "TJ" DESIGN CHORDEXTENSIONS FOR 10kN FACTOREDLOAD.

TYPICAL TIE JOIST DETAIL21

S1.3 1 : 10

STEEL BEAM TO HSS COLUMNCONNECTION DETAIL2A

S1.3 1 : 20

WELDED ANGLE OR PLATEAS REQUIRED BY SUPPLIER

BOLTED BEAM TO COLUMNCONNECTION BY THESTRUCTURAL STEEL SUPPLIER

STEEL COLUMN SEEPLAN FOR SIZE

SEE

PLAN

W B

EA

M

4S1.3

TYP. GLULAM BEAM TO STEEL COLUMN CONN.1 : 20

COUNTERSINK BOLT HEADS & NUTS SIZE,NUMBER AND ARRANGMENT OF BOLTS TOBE DESIGNED BY GLULAM SUPPLIER FORFORCES INDICATED OF PLAN

BEARING PLATE WIDTH TO SUIT GLULAM


ELEVATION VIEW

INTERNAL KNIFE PLATE CENT ON BEAM

AS REQ'D

Checked By


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Note

As indicated

12/4/2015 1:39:40 PM


R15UR7_TanND.rvt


TYPICAL DETAILS

26132 S1.3


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering





ASSY_SK_8-120/80

ASSY_SK_8-120/80

1S1.4 1 : 10

COLUMN C1

SEE GENERAL NOTES FORCOVER REQUIREMENT

TIES SEESCHEDULE

VERT. BARS SEESCHEDULE

300

2S1.4 1 :10

PEDESTAL PD1

SEE GENERAL NOTES FORCOVER REQUIREMENT

TIES SEESCHEDULE

VERT. BARS SEESCHEDULE40

0400

6S1.4

PRECAST BRICK SUPPORT1:10

STONE VEENERSEE ARCH.

CONT. L152x102x8 LLH

CONCRETE WALL

PL 12x50x TO SUIT@1000 O/C

PL 10x200x200 @1000O.C. C/W 2-12Ø NELSONSTUD x100LG.

100mm VOID FORM

NOTE:BOT. PLATE OR STUD WALLW/50mm OVERHANGINGF.O. FOUND. WALL

INSULATION TO FND. WALL

PRECAST BRICKSUPPORT

50

9S1.4

LOOSE STEEL ANGLESTONE SUPPORT1 : 10

CLEAR SPAN (mm) MIN. ANGLE SIZE ORIENTATION<1200 L89x89x6.4<1800 L127x89x6.4

<=3000 L152x89x9.5<2400 L127x89x7.9

89

NOTES:

- BRICK SUPPORTS FOR 76mm THICK STONE VENEER CLADDING

- USE ONLY WHERE LINTELS CAN BEAR ON BRICK CLADDING BESIDE BOTH VERTICAL EDGES OF THE OPENING.

7

S1.4 1:10

STUD WALLSEE PLAN

STONE VEENERSEE ARCH.

SHELF ANGLE TO STUD WALL

L89x89x6.4 STEEL SHELFANGLE C/W 2-8x120 @400PARTIALLY THREADEDSCREWSAS SY _3 .0_8-120/80

ASSY _3 .0_8-120/80

NOTE: THE STONE VENEER SHALL NOTPROJECT MORE THAN 1/3 OF ITS WIDTHFROM THE EDGE OF THE SUPPORT

TIES TO MEETBCBC BY MASON

S1.43 BASE PLATE 1

1:10

270

150

STEELCOLUMN SEEPLAN/SCHEDULE

20 THK. STEEL PLATE

135135

7575

40 TYP.

8S1.4 1:10

SHELF ANGLE TO WOOD BEAM

WOOD BEAM SEEPLAN/SCHEDULE

STONE VEENER

L89x89x6.4 STEEL SHELFANGLE C/W 2-8x120 @400PARTIALLY THREADEDSCREWS

STONE TIES PERBCBC BY MASON

S1.44 BASE PLATE 2 @CORNER

1:10

270

STEELCOLUMN SEEPLAN/SCHEDULE

20 THK. STEEL PLATE

120

150

270

150 120

40 TYP.

S1.45 BASE PLATE 3

1:10

180

270

40 TYP.

40 T

YP. STEELCOLUMN SEE

PLAN/SCHEDULE

20 THK. STEEL PLATE

STEEL BEAM TO STEEL BEAMCONNECTION DETAIL10

S1.4 1 : 20

13mm STIFFENER PL. E.S.OF WEB @ END BEAMAND SUPPORT LOCATION

STEEL BEAM SEEPLAN FOR SIZE

BOLTED BEAM TO KNIFEPLATE CONNECTION BYTHE STRUCTURAL STEELSUPPLIER

SEE

PLAN

W B

EA

M

KNIFE PLATE AS REQUIREDBY SUPPLIER

ELEV.

BOLTED BEAM TO KNIFEPLATE CONNECTION BYTHE STRUCTURAL STEELSUPPLIER

KNIFE PLATE AS REQUIREDBY SUPPLIER

13mm STIFFENER PL. E.S.OF WEB @ END BEAMAND SUPPORT LOCATION

STEEL BEAM SEEPLAN FOR SIZE

PLAN

STEEL BEAM SEE PLAN

Checked By


Drawing Title

Drawing History

Project

Scale

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Civil Consultant


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Note

As indicated

12/4/2015 1:39:42 PM


R15UR7_TanND.rvt


TYPICAL DETAILS

26132 S1.4


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering





1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

E E

FF

GG

D D

NOTE:DL = 2.5 kPa U.N.O.(INCL. 1.0kPaS.I.D.L. PARTITIONS)

2875 3900 7885 7707 7707 11196 4205 6952 7049 7000 7000

73475

2106

2000

8728

2572

700

1000

0

7

7

1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

E E

FF

GG

D D

9000

SNO

W

6.57 kPa

2.68 kPa

SNO

W

6.57 kPa

5.49 kPa

SNO

W

6.57 kPa

3.76 kPa

NOTE:DL = 3.5 kPa U.N.O.(INCL. 1.0kPaS.I.D.L. PARTITIONS)

TYP ROOF LOADSDL = 1.0 kPa U.N.O.SL = 3.4 kPa

SNOW

6.57

kPa

5.49

kPa

2875 3900 7885 7707 7707 11196 4205 6952 7049 7000 7000

73475

2106

2000

8728

2572

1070

0

SNOW

6.57

kPa

7200

2.68

kPa

3992

6573

7

7

NOTE:POINT LIVE LOAD = 5 kNAPPLIED TO ANAREA 1000x2000AT ANY LOCATION

1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

E E

FF

GG

D D

4000

SNO

W

3.70 kPa

2.68 kPa

TYP ROOF LOADSDL = 1.0 kPa U.N.O.SL = 3.4 kPa

2875 3900 7885 7707 7707 11196 4205

2106

2000

8728

2572

700

1000

0

SNOW

3.60

kPa

2.68

kPa

SNOW4.95

kPa

2.68

kPa

4000

SNOW 3.70

kPa

2.68

kPa

1950 4200

7

7

LL = 4.8 kPa

LL = 3.6 kPa

LL = 2.4 kPa

LOADING LEGEND

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

PREL

IMIN

ARY -

NOT

FOR

CONS

TRUC

TION




Note

As indicated

12/4/2015 1:39:43 PM


R15UR7_TanND.rvt


LOADING PLANS

26132 S1.5


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 200

MAIN FLOOR LOADING PLAN

1 : 200

SECOND FLOOR LOADING PLAN

1 : 200

ROOF LOADING PLAN


OFFICE123

W/C135

W/C127

STORAGE129

OFFICE128

MEETINGROOM

126

FRONTOFFICE

124

MECHANICAL133

STAFF ROOM/ WORKROOM

132

CLASSROOM108

CLASSROOM106CLASSROOM

104CLASSROOM

102

ELECTRICAL120

COMMUNICATIONSROOM

119

TEACHERPREP117

JANITORROOM

111

OPENLEARNING

LAB105

PROJECTROOM

109PROJECTROOM

107

CLASSROOM103

CLASSROOM101

VESTIBULE100

STAIR 2ST2

STAIR 1ST1

MALE W/C114

FEMALE W/C115LIFT

113

MAINVESTIBULE

122

CORRIDOR110

ENTRY121

INFIRMARY125

CORRIDOR134

IT CLOSET135A

F

UP

UP

UP

1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

EE

FF

T.O. FTG 99400 T.O. FTG 99400 T.O. FTG 99400

GG

SF2

FW1

SF1

FW1SF1

SF1

FW1

FW1

SF1

FW1

SF1

FW1

40003655

SF1

FW1

SF1 FW

1

SF1

FW1

SF1

FW1

FW1

SF1

FW1

SF1

FW1

FW1

SF1

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97070

STEP

STEP

STEP

FW1SF1 FW

1

FW1

FW1

FW1

SF1

PD1

PD1

PD1

PD1 PD1

PD1

PD1

PD1PD1

PD1

C1C1

PF5

PF8

PF8

PF8

PF8

PF8

PF10PF5

PF1

PF1

T.O. FTG 99400

T.O. FTG 99400

T.O. FTG 99400 T.O. FTG 99400

PF3

PF3

PF3 PF3 PF3

PF3

SF1

T.O. FTG 97800 T.O. FTG 97800 T.O. FTG 97800

T.O. FTG 97000

T.O. FTG 97800

PF4

PF3

T.O. FTG 97800

PF7

T.O. FTG 97000

PF3PF3

PF7

PF6 PF6PF4

PF9

SC1

PD1PD1

PD1

PF3

STEP

STEP

T.O. FTG 99400

T.O. FTG 99400

SF1

SF1

150 SLAB ON GRADER/W 10M @ 300 E.W. CENTREON 150mm DP. GRANULARCOMPACTED BASE TO98% S.P.D.D.T.O. SLAB EL. = 100.000

150 SLAB ON GRADER/W 10M @ 300 E.W. CENTREON 150mm DP. GRANULARCOMPACTED BASE TO98% S.P.D.D.T.O. SLAB EL. = 100.000

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97800

2106

2000

8728

2572

700

1000

0

2610

6

780

2980

2500

2000

468

2875 3900 7885 7707 7707 7879 3317 4205 6952 7049 7000 7000

73475

1S3.0

2S3.0

3S3.0

5S3.0

6S3.0

4S3.0

1400 3540 3460 1500

SC1

D D

PD1

PD1

PD1

PD1

SC1T.O. FTG 99400

T.O. FTG 99400T.O. FTG 99400

T.O. FTG 97800

T.O. FTG 99400

PF5 PF5 PF5

PF5

10S3.0

2S3.0

SIM.

7S3.0

PF3

T.O. FTG 97800

T.O. FTG 97800

STEP

T.O. FTG 97000

T.O. FTG 97800

T.O. FTG 97800PF3

PF2

STEP

PF3

PF2PF2PF2

PF3

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97800

SF1

T.O. FTG 97800

1475

1025

PF5

PF3PF6

T.O. FTG 97800 T.O. FTG 97800

PF6

T.O. FTG 97800

PF6 PF6

T.O. FTG 97800 T.O. FTG 97800

PF3

PF5

T.O. FTG 97800

T.O. FTG 97800

PF3

T.O. FTG 97800

PF3

T.O. FTG 97800

200

5150

PF3T.O. FTG 97800

PD1

T.O. FTG 99400

T.O. PEDESTAL 99800 TYP.

T.O. PEDESTAL 99800 TYP.

1

PF4

PF2

3400 3585 3301 3600

830 3070 580 3410 3895 3735 3972 3948 3759 1041 3710 2940

820

2700

1130

4480

870

135

825

PF6

2540

398

PF3

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97800

T.O. FTG 97470

T.O. FTG 97000

T.O. FTG 97800T.O. FTG 97800T.O. FTG 97800

T.O. FTG 97800T.O. FTG 97800

T.O. FTG 97070

SLOPE

150 RAMP SLAB ON GRADER/W 10M @ 300 E.W. CENTREON 150mm DP. GRANULARCOMPACTED BASE TO98% S.P.D.D.

1S3.0

SIM.

T.O. FTG 97800

T.O. FTG 99400

T.O. FTG 99400

SLAB DEPRESSIONFOR LIFT

3761 985

8S3.0

STEP

T.O. FTG 97400

T.O. FTG 97000

T.O. FTG 97800

7

7

325

325

FOUNDATION PLAN NOTES

1. SEE DWG. S1.0 - S1.4 FOR ADDITIONAL NOTES AND DETAILS2. COORDINATE FLOOR DRAINS AND SLOPES WITH ARCH.DWGS.3. SEE MECH. DWGS FOR FOUNDATION DRAINAGE.4. FOOTING LEVELS SHOWN ARE NOT FINAL AND MAY VARY ACCORDING TO SITE

CONDITIONS. EXTEND ALL FOOTINGS TO A BEARING LAYER APPROVED BY THEGEOTECHNICAL ENGINEER.

5. CONC. PIERS AND FOUNDATION WALL TO BE SEPARATED FROM SLAB W/ AIFB U.N.O.6. PROVIDE HOOKED DOWELS INTO FOOTINGS TO MATCH WALL AND PILASTER VERT.

REFER TO GENERAL NOTES FOR LAP LENGTHS7. CONCRETE VOLUMES ARE APPROXIMATED AND ARE NOT VERIFIED BY ISL

Checked By


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12/4/2015 1:39:53 PM


R15UR7_TanND.rvt


FOUNDATION PLAN

26132 S2.0


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 100

FOUNDATION PLAN

3D VIEW - FOUNDATION

FOUNDATION WALL SCHEDULE

TYPE DESCRIPTION VERT. REINF. HORZ. REINF. EXTRAFW1 250 THK. CONC. WALL 15M @300 O/C C.L. 15M @400 O/C C.L. 2-15M TOP

CONCRETE COLUMN SCHEDULE

TYPE SIZE REINFORCEMENT REMARKSC1 300Ø SONOTUBE 4-15M VERT. C/W 10M TIES @ 300

W/2-10M TIES @ 100 ON TOPSEE DETAIL

1/S1.4

PD1 400x400 PEDESTAL 8-15M VERT. C/W 10M TIES @ 300W/2-10M TIES @ 100 ON TOP

SEE DETAIL2/S1.4

PAD FOOTING SCHEDULE

TYPE LENGTH WIDTH DEPTH REINFORCEMENTPF1 900 900 250 3-15M E.W BTM.PF2 1200 1200 250 15M @ 300 E.W. BTM.PF3 1500 1500 250 15M @ 300 E.W. BTM.PF4 3000 1500 250 15M @ 300 E.W. BTM.PF5 2000 2000 300 15M @ 300 E.W BTM.PF6 2500 2500 350 20M @ 300 E.W. BTM.PF7 3000 3000 250 15M @ 300 E.W. BTM.PF8 3000 3000 400 20M @ 300 E.W BTM.PF9 2000 1500 250 15M @ 300 E.W BTM.PF10 5600 4000 400 20M @ 250 E.W. TOP & BTM.

STRIP FOOTING SCHEDULE

TYPE DESCRIPTION LONGITUDINAL TRANSVERSESF1 700x250 DP. 3-15M CONT. BOT. ---------------SF2 2500x300 DP. 9-20M CONT. BOT. 20M @ 250 O/C BOT.


1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

EE

FF

GG

D D

SC1

SC1

SC1 SC1

SC2

SC2

SC1

SC1

SC1

SC1SC1

SC1SC1SC1

SC1

SC1SC1

SC1

SC1

SC1

SC1

SC2

SC1

SC1

SC1

SC1SC1

SC1SC1

SC1SC1

SC1

SC1

SC1

SC1

SC1

SC1SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1SC1

SC1SC1SC1

SC1

SC1

SC1

SC1

SC1

SC2

SC2

SC2

SC1

135 1395 2950 3372 7670 7916 4746 3766 2993 135

0 4205 6952 5675 1374 3541 3459 1500 1925 3440 135

135

8240

3490

135

1352275 4676 5675 1374 3541 3459 1500 1925 3440 135

3350 2600 1794 135

135 1436 2600 3715

135 2740 130 3770135

3765

4650

5215

135

467

2000

2500

2807

819

135

374

2565

135

1435

430

2050

2106

2000

8728

2572

700

1000

0

2610

6

135

3990

135

7

7

2875 3900 7885 7707 7707 7879 3317 4205 6952 7049 7000

66475

135 3182 135

4650

3750

1465

135

135 694 2181

SC2

SC2

SC2

SC2

1. 'SC' INDICATES STEEL COLUMN CONTINUOUS THROUGH FOR PLAN, SEE LOWER LEVELS FOR COLUMNMARK (i.e 'SC1')

2. COLUMN PASSING THROUGH WOOD FLOOR SYSTEMS ARE TO BE SUPPORTED BY THE FLOORDIAPHRAGM AND ARE TO BE FULLY BLOCKED ALL AROUND U.N.O.

3. ALL BASE PLATES TO RECEIVE 25mm NON-SHRINK 40MPa GROUT TO BE A BEARING LAYER APPROVEDBY A GEOTECHNICAL ENGINEER

Checked By


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Note

As indicated

12/4/2015 1:39:55 PM


R15UR7_TanND.rvt


STEEL COLUMN LAYOUT

26132 S2.1


By:Author

Checker

GEC Architecture

ISL Engineering


SMP Engineering




1 : 100

COLUMN LOCATION PLAN

NO. ISSUED FOR DATE

STEEL COLUMN SCHEDULE

TYPE DESCRIPTION BASE PLATES ANCHORAGEE.L. U/S OF BASE

PLATE REMARKSSC1 HSS127x127x8.0 SEE DETAIL 3,4/S1.4 2-20 Ø ANCHOR BOLTS T.O. CONC. + 25mm GROUT CONN. BY SUPPLIERSC2 HSS127x127x13 SEE DETAIL 3,4/S1.4 2-20 Ø ANCHOR BOLTS T.O. CONC. + 25mm GROUT CONN. BY SUPPLIERSC3 HSS 127x127x8.0 SEE DETAIL 5/S1.4 4-16 Ø THRU. BOLTS T.O. STEEL BEAM CONN. BY SUPPLIER

STORAGE217

STAFF W/C209

PROJECTROOM

210

CLASSROOM201

CLASSROOM203

CLASSROOM202

CLASSROOM206

PROJECTROOM

204

CLASSROOM208

CLASSROOM212

MALE W/C214

FEMALE W/C215

MECHANICAL205

TEACHERPREP207

LIFT113

STAIR 1ST1

CORRIDOR200

VESTIBULE216

STAIR 2ST2

UP

UP

1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

E E

FF

GGB2 B6 B6 B3 B2

J2 @ 1200

B2B2

B6 B6 B7 B3 B6

B2

B2

B2

B2

B2

B8

B8

B2B6B6B2

B2

B2

B1

B2 B6 B6 B6 B6

J2 @ 1200

J3 @ 1200

SC SC

SC SCSC

SC

SCSC SC3

SC3

SC3

SC

SC

SC SC SC SC

SC

SC

SC SCSC

P1 P1 P1 P1 P1SC

SC

SC

SC SC

SCSC

SC

P1P1

SCSC

SC

SCSCSCSC

SCSC

SC

SC

J3 @ 1200

J3 @

120

0

B1

B2

B8B1

4B1

4B1

4

SCSC

SCSC

B14

B14

B11

-200 -200 -200 -200 -200

-100

-200 -200 -200 -200 -200

-100

-100-200

-100

-200-200-200-100

-100

-100

38x0.76 METAL DECKC/W 62 CONC. TOPPINGU/S DECK EL. = 4200U/S DECK = T.O. BEAMUNLESS NOTED +/-

-100

-200-200-200-200

-100

-100

-100

-100

OPEN TOBELOW

BRACED BAYBB01

BRACED BAYBB01

BRAC

ED B

AYBB

02

BRAC

ED B

AYBB

06

BRACED BAYBB03

BRAC

ED B

AYBB

04

BRACED BAYBB05

BRAC

ED B

AYBB

09

BRAC

ED B

AYBB

07

BRACED BAYBB08

BRACED BAYBB08

29 THK T&GPLYWOOD

B8 (LOW)

B8

SC

BRAC

ED B

AYBB

10

BRACED BAYBB05

B2

B2

SC

SC

SC SC

SC

SC

SC SC

SC

SC

SC

B14

SC

B14

SC

SC

SCSCSC

B12 B12

D D

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0

B9 B9 B9B9B9

B9 B9 B9B9B9

STAIR FRAMINGBY OTHERS

B8

2875 3900 7885 7707 7707 7879 3317 4205 6952 7049 7000 7000

73475

2610

6

2106

2000

8728

2572

700

1000

0

1S3.1

T.J.

T.J.

T.J.

T.J.

T.J.

2S3.1

11S3.1

10S3.1

13S3.1

8S3.1

B12B12

CANT. BEAMCANT. BEAM

CANT. BEAM

6S4.0

5S4.0

8S4.0

2S4.1

B14

5S3.1

7S3.1

3S3.1

4S3.1

9S3.1

6S3.1

12S3.1

J4 @ 1200

J4 @

120

0

1S4.0

2S4.0

3S4.0

4S4.0

7S4.0

1S4.1

B13

P1

SC

29 THK T&GPLYWOOD

STAIR FRAMINGBY OTHERS

SC

J5 @1200

SLO

PE D

N. 2

%

B12

29 THK T&GPLYWOOD

SC3

SC3

7

7

B2

B2-1

00B2

-100

B2

-100

-100

-100

-100

J2 @ 1200J2 @ 900

SC

B5 B4 B5

B4

SC3

SC

SC

SC

CANT.

CANT. CANT. CANT.-1

00

-100

-100

-100

-100

-100

SC STEEL COLUMN SEE PLAN BELOW

1. 'SC' INDICATES STEEL COLUMN CONTINUOUS THROUGH FOR PLAN, SEE LOWER LEVELS FOR COLUMNMARK (i.e 'SC1')

2. COLUMN PASSING THROUGH WOOD FLOOR SYSTEMS ARE TO BE SUPPORTED BY THE FLOORDIAPHRAGM AND ARE TO BE FULLY BLOCKED ALL AROUND U.N.O.

3. ALL BASE PLATES TO RECEIVE 25mm NON-SHRINK 40MPa GROUT TO BE A BEARING LAYER APPROVEDBY A GEOTECHNICAL ENGINEER

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

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Note

As indicated

12/4/2015 1:40:05 PM


R15UR7_TanND.rvt


SECOND FLOOR FRAMING PLAN

26132 S2.2


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 100

SECOND FLOOR FRAMING PLAN

BEAM SCHEDULE

TYPE DESCRIPTIONFACTORED

SHEARB1 C230X30 26 kNB2 W310X39 123 kNB3 W410X46 195 kNB4 W460X60 290 kNB5 W460x67 695 kNB6 W530X74 347 kNB7 W530X92 413 kNB8 130x304 20f-E GLULAM 31 kNB9 175x456 20f-E GLULAM 71 kNB10 175x608 20f-E GLULAM 204 kNB11 215x266 20f-E GLULAM 55 kNB12 215x418 20f-E GLULAM 86 kNB13 215x532 20f-E GLULAM 175 kNB14 265x608 20f-E GLULAM 388 kNB15 265x874 20f-E GLULAM 345 kNB16 130x152 20f-E GLULAM 11 kNB17 130x266 20f-E GLULAM 10 kN

COLUMN SCHEDULE

MARK DESCRIPTIONP1 215x228 D.Fir 16C-E GLULAMP2 130x152 D.Fir 16C-E GLULAM (SIT ON BEAM)

JOIST SCHEDULE


SHEARJ1 175x456 20f-E GLULAM 36 kNJ2 700 DP. O.W.S.J. 50 kNJ3 C230X20 15 kNJ4 80x266 20f-E GLULAM 20 kNJ5 130x266 20f-E GLULAM 22 kNJ6 80x152 20f-E GLULAM 10 kNJ7 130x152 20f-E GLULAM 10 kN

3D VIEW - SECOND LEVEL FRAMING

NO. ISSUED FOR DATE

STEEL COLUMN SCHEDULE

TYPE DESCRIPTION BASE PLATES ANCHORAGEE.L. U/S OF BASE

PLATE REMARKSSC1 HSS127x127x8.0 SEE DETAIL 3,4/S1.4 2-20 Ø ANCHOR BOLTS T.O. CONC. + 25mm GROUT CONN. BY SUPPLIERSC2 HSS127x127x13 SEE DETAIL 3,4/S1.4 2-20 Ø ANCHOR BOLTS T.O. CONC. + 25mm GROUT CONN. BY SUPPLIERSC3 HSS 127x127x8.0 SEE DETAIL 5/S1.4 4-16 Ø THRU. BOLTS T.O. STEEL BEAM CONN. BY SUPPLIER

R.D.R.D.

1

1

2

2

3

3 4

4

5

5

6

6 8

8

9

9 10

10

11

11

12

12 13

13

AA

BB

CC

E E

FF

GG

B15

B15

B15

B15

B15

B15

B15

B10

(HIG

H)

B10

(LO

W)

B10

(DR

OP)

B10

(DR

OP)

B9 B9

B9 (L

OW

)

SCSC

SCSCSCSC

SCSCSC

SC SC

SCSCSC

SC

SCSC

SC

SCSC SC SC SC

SC

SC SCSCSC

B9 (L

OW

)

SCSC

SC

D D

SC

SC

J5 @

120

0

J5 @

120

0

J5 @

120

0

J5 @

120

0

2875 3900 7885 7707 7707 7879 3317 4205 6952 7049 7000 7000

73475

2106

2000

8728

2572

700

1000

0

2610

6

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0

J1 @

120

0J1

@ 1

200

J1 @

120

0

J1 @

120

0

B9 (DROP) B9 (DROP) B9 (DROP) B9 (DROP)

BRACED BAYBB01

BRACED BAYBB01

BRAC

ED B

AYBB

02

BRAC

ED B

AYBB

06

BRAC

ED B

AYBB

04

BRACED BAYBB05

BRAC

ED B

AYBB

07

BRACED BAYBB05

B9 (DROP) B9 (DROP) B9 (DROP) B9 (DROP) B9 (DROP)

LOWER ROOFFRAMING SEEPLAN BELOW

B9 (DROP)

1S3.2

2S3.2

SC

3S3.2

4S3.2

6S4.0

5S4.0

6S3.2

5S3.2

2S4.1

J6 @1200

1S4.0

2S4.0

3S4.0

4S4.0

7S4.0

B9 B9 B9 B9 B9

B9B9B9B9B9

BRACED BAYBB03

29 THK T&GPLYWOOD

BAC

K SP

AN

2295

1S3.2

SIM.

B17

(HIG

H)

B17

(HIG

H)

P2

SLO

PE D

N. 1

.5%

SLO

PE D

N. 1

.5%

J7 @1200

J7 @1200

B16 B16 B16 B16

B16

B16

B16

B16

B16

B16

B16

B16 B16 B16 B16 B16

B16

B16

B10

(DR

OP)

B9 B10

SCSC

SC

SC

7S3.2

2303

2387

1971

8S3.2

B16

B16

B16

J7 @ 1200

J7 @ 1200

8S3.2

SIM.

7

7

P2P2

P2P2P2

P2P2

SC

CANT.

SC

CANT.

SC STEEL COLUMN SEE PLAN BELOW

Checked By


Drawing Title

Drawing History

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Client




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Project Team:


Civil Consultant


Consultant Other

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As indicated

12/4/2015 1:40:12 PM


R15UR7_TanND.rvt


ROOF FRAMING PLAN

26132 S2.3


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 100

ROOF FRAMING PLAN

BEAM SCHEDULE


SHEARB1 C230X30 26 kNB2 W310X39 123 kNB3 W410X46 195 kNB4 W460X60 290 kNB5 W460x67 695 kNB6 W530X74 347 kNB7 W530X92 413 kNB8 130x304 20f-E GLULAM 31 kNB9 175x456 20f-E GLULAM 71 kNB10 175x608 20f-E GLULAM 204 kNB11 215x266 20f-E GLULAM 55 kNB12 215x418 20f-E GLULAM 86 kNB13 215x532 20f-E GLULAM 175 kNB14 265x608 20f-E GLULAM 388 kNB15 265x874 20f-E GLULAM 345 kNB16 130x152 20f-E GLULAM 11 kNB17 130x266 20f-E GLULAM 10 kN

3D VIEW - ROOF PRIMARY FRAMING

JOIST SCHEDULE


SHEARJ1 175x456 20f-E GLULAM 36 kNJ2 700 DP. O.W.S.J. 50 kNJ3 C230X20 15 kNJ4 80x266 20f-E GLULAM 20 kNJ5 130x266 20f-E GLULAM 22 kNJ6 80x152 20f-E GLULAM 10 kNJ7 130x152 20f-E GLULAM 10 kN

COLUMN SCHEDULE

MARK DESCRIPTIONP1 215x228 D.Fir 16C-E GLULAMP2 130x152 D.Fir 16C-E GLULAM (SIT ON BEAM)


100000MAIN FLOOR

97800T.O.FOOTING

13

SLAB ON GRADESEE PLAN

2-15M TOP

CONC. WALL SEE PLANFOR SIZE & REINF.

DOWELS TO MATCHVERT. REINF.

2x4 KEYWAY

3'-0

"

1'-0"

CONC. FOOTING SEEPLAN FOR SIZE & REINF.

STUD WALL SEE ARCH.

FRO

ST P

RO

TEC

TIO

N

PRO

VID

E 13

70 m

m M

IN.

STONE VENEERSEE ARCH.

SHELF ANGLE TOSUPPORT STONEVENEER SEE 5/S1.4

100000MAIN FLOOR

97800T.O.FOOTING

C

SLAB ON GRADE SEE PLAN

BASE PLATE SEE TYP. DETAIL

HSS COLUMN SEE PLAN

CONC. WALL SEE PLAN FORSIZE & REINF.


CONC. FOOTING SEE PLANFOR SIZE & REINF.

3'-0

"

1'-0"

FRO

ST P

RO

TEC

TIO

N

PRO

VID

E 13

70 m

m M

IN.


PRECAST BRICKSUPPORT SEE 6/S1.4

2x4 KEYWAY

2-15M TOP

100000MAIN FLOOR

97800T.O.FOOTING

A B


3'-0

"

1'-0"

2-15M TOP

HSS COLUMN SEE PLAN



2x4 KEYWAY


RAMP

TIMBERLINXSEE 17/S1.2


PRECAST BRICKSUPPORT SEE 6/S1.4


FRO

ST P

RO

TEC

TIO

N

PRO

VID

E 13

70 m

m M

IN.

2-15M TOP

100000MAIN FLOOR

97800T.O.FOOTING

EF


2-15M TOP

STUD WALL SEE ARCH.



2x4 KEYWAY


PHASE 2 CONC. WALL& PILASTER

PHASE 2 MASONRY WALL

PHASE 2

3'-0

"

1'-0"

97800T.O.FOOTING

9

2-15M TOP

3'-0

"

1'-0"



2x4 KEYWAY


FRO

ST P

RO

TEC

TIO

N

PRO

VID

E 21

30 m

m M

IN.


PLANTER

2-15M TOP


SHELF ANGLE TOSUPPORT STONEVENEER SEE 5/S1.4

100000MAIN FLOOR

97800T.O.FOOTING

A

10M NOISING

10M @ 300 O/C

10M @ 200 O/C

600 MIN.SEE ARCH.

SEE

ARC

H.

150 mm RIGID INSULATION

2-15M TOP


STUD WALL SEE ARCH.



2x4 KEYWAY




100

100000MAIN FLOOR

E


25 THK. NON-SINK GROUT

BASE PLATE SEE TYP.

HSS COLUMN SEE PLAN

PEDESTAL SEE PLAN

CONC. FOOTIG SEE PLANFOR SIZE & REINF.

TIMBER COLUMNSEE PLAN

TIMBERLINX SEE 17/S1.2

CONC. COLUMN SEE PLANFOR SIZE & REINF.


FRO

ST P

RO

TEC

TIO

N

PRO

VID

E 21

30 m

m M

IN.

100000MAIN FLOOR

SEE

ARC

H.

10M @ 30010M @ 300


TYP.

400 MIN.

150 TYP.

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

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Civil Consultant


Consultant Other

PREL

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Note

1 : 20

12/4/2015 1:40:13 PM


R15UR7_TanND.rvt


CONCRETE SECTIONS

26132 S3.0


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 20S3.01

1 : 20S3.02

1 : 20S3.03

1 : 20S3.05

1 : 20S3.06

1 : 20S3.04

1 : 20S3.010

1 : 20S3.07


1 : 20S3.08

ASSY_SK_8-120/80

ASSY_SK_8-120/80

104200SECOND FLOOR

G

METAL DECK SEE PLAN

CONC. TOPPING

O.W.S.J. SEE PLAN

STEEL BEAM SEE PLAN

L102x102x6.4

104200SECOND FLOOR

CONC. TOPPING

METAL DECK SEE PLAN

O.W.S.J. SEE PLAN

STEEL BEAM SEE PLAN

L102x102x6.4

7

F

ROOF SHEATHING SEE PLAN

GLULAM BEAM SEE PLAN

PARAPET SEE ARCH.

JOIST SEE PLAN

F



KNIFE PLATE SEE TYP DETAIL

HSS COLUMN SEE PLAN

PARAPET SEE ARCH.

13


JOIST SEE PLAN


CONNECTION BY SUPPLIERS

PARAPET SEE ARCH.

A B C

JOIST SEE PLAN

BEAM SEE PLAN


BEAM SEE PLAN

PARAPET SEE ARCH.

CONNECTIONBY SUPPLIER


STUD WALLSEE ARCH.

104200SECOND FLOOR

3

METAL DECK SEE PLAN

STEEL BEAM SEE PLAN

STEEL BEAM SEE PLAN

CONC. TOPPING

O.W.S.J. SEE PLAN

JOIST SEE PLAN

6

PL. 200x150x13C/W 2-16Ø BOLTS

L102x102x6.4

104200SECOND FLOOR

2

BEAM SEE PLAN


O.W.S.J. SEE PLAN

STEEL BEAM SEE PLAN

COLUMN BEHIND SEE PLAN

CONC. TOPPING

METAL DECK SEE PLAN

PARAPET SEE ARCH.

L102x102x6.4

JOIST SEE PLAN

BEAM SEE PLAN

2-16Ø THRU BOLTSEACH SIDE

13mm THK.STEEL PLATEWELDED TO STEELCOLUMN

104200SECOND FLOOR

EF D

METAL DECK SEE PLAN

CONC. TOPPING

O.W.S.J. SEE PLAN

STEEL BEAM SEE PLAN

JOIST SEE PLAN

13Ø PLATEC/W 2-16Ø BOLTS

104200SECOND FLOOR

METAL DECK SEE PLAN

CONC. TOPPING

O.W.S.J. SEE PLAN

STEEL BEAM SEE PLAN

JOIST SEE PLAN

7

104200SECOND FLOOR

C

JOIST SEE PLAN

ROOF SHEATHINGSEE PLAN

PARAPET SEE ARCH.


BEAM SEE PLAN JOIST SEE PLAN

COLUMN BEHIND SEE PLAN

104200SECOND FLOOR

A B

C

BEAM SEE PLAN

JOIST SEE PLAN


CONC. TOPPING SEE PLAN

METAL DECK SEE PLAN

STEEL BEAM SEE PLAN


BEAM SEE PLAN

PARAPET SEE ARCH.

L102x102x6.4

2-16Ø THRU BOLTSEACH SIDE

13mm THK.STEEL PLATEWELDED TO STEELCOLUMN

104200SECOND FLOOR

C

BEAM SEE PLAN


PARAPET SEE ARCH.

JOIST SEE PLAN

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

PREL

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NOT

FOR

CONS

TRUC

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Note

1 : 20

12/4/2015 1:40:15 PM


R15UR7_TanND.rvt


FRAMING DETAILS

26132 S3.1


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 20S3.11

1 : 20S3.12

1 : 20S3.111

1 : 20S3.110

1 : 20S3.113

1 : 20S3.18

1 : 20S3.15

1 : 20S3.17

1 : 20S3.13

1 : 20S3.14

1 : 20S3.19

1 : 20S3.16


1 : 20S3.112

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

A SS Y_ V G_ CS _ 10 - 36 0

B

JOIST BEYOND


PARAPET SEE ARCH.


COLUMN SEE PLAN



JOIST SEE PLANSLOPE DN. 1.7%

2


PARAPET SEE ARCH.

JOIST SEE PLAN

STUD WALL SEE ARCH.




ASSY SCREWS TO PREVENT CHEKING

EF D

JOIST SEE PLAN




SLOPE DN. 1.7% SLOPE DN. 1.7%

1 2 3


PARAPET SEE ARCH.

JOIST SEE PLAN

STUD WALL SEE ARCH.


PARAPET SEE ARCH.





BEAM SEE PLAN


JOIST SEE PLAN

STONE VENEER SEE ARCH.

ASSY SCREWS TO PREVENT CHEKING

89



PARAPET SEE ARCH.






PARAPET SEE ARCH.COLUMN SEE PLAN

JOIST SEE PLAN

JOIST SEE PLAN



ASSY SCREWS TOPREVENT CHECKING

ASSY SCREWS TOPREVENT CHECKING

7

89







JOIST SEE PLAN

JOIST SEE PLANASSY SCREWS TOPREVENT CHEKING

7

PARAPET SEE ARCH.

BEAM SEE PLAN

B

PARAPET SEE ARCH.


BEAM SEE PLAN

JOIST SEE PLAN

BEAM SEE PLAN

CONNECTION BYSUPPLIERS

EF

PARAPET SEE ARCH.


JOIST SEE PLAN

BEAM SEE PLAN

JOIST SEE PLAN

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

PREL

IMIN

ARY -

NOT

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Note

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R15UR7_TanND.rvt


ROOF FRAMING DETAILS

26132 S3.2


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 20S3.21

1 : 20S3.22 1 : 20S3.2

3

1 : 20S3.24

1 : 20S3.26

1 : 20S3.25


1 : 20S3.27

1 : 20S3.28

100000MAIN FLOOR

104200SECOND FLOOR

3

HSS

127x

127x

8.0

HSS

127x

127x

8.0

HSS

127x

127x

8.0

HSS

127x

127x

8.0

W310X39

175x456 20f-E GLULAM

Tf = Cf = 150 kN

2370580

Tf =

Cf =

150 k

N

Tf = Cf = 150 kN Tf =

Cf =

150 k

N

W.P. W.P.

W.P. W.P.

W.P. W.P.

FOUNDATION WALLSEE PLAN

HSS64x64x6.4HSS64

x64x

6.4

HSS64x64x6.4

HSS6

4x64

x6.4

100000MAIN FLOOR

104200SECOND FLOOR

3750

HSS

127x

127x

8.0

HSS

127x

127x

8.0


HSS

127x

127x

8.0

Tf = Cf = 120 kN Tf = C

f = 12

0 kN

Tf = C

f = 12

0 kNTf = Cf = 120 kN

W.P.W.P.

W.P.W.P.

W.P.W.P.


HSS64x64x6.4

HSS64x64x6.4HSS64x6

4x6.4

HSS64x6

4x6.4

100000MAIN FLOOR

104200SECOND FLOOR

1 2

HSS

127x

127x

8.0

HSS

127x

127x

8.0


Tf = Cf = 50 kN Tf =

Cf = 50

kN

Tf = Cf = 50 kN Tf =

Cf =

50 kN

W.P.

W.P.

W.P.

W.P.

W.P.

W.P.

135 2740 130


HSS64x64x6.4

HSS64x64x6.4HSS64x6

4x6.4

HSS64

x64x

6.4

100000MAIN FLOOR

104200SECOND FLOOR

C

4781 430


HSS

127x

127x

8.0

HSS

127x

127x

8.0 H

SS12

7x12

7x8.

0

W.P.

W.P.

W.P.

W.P.

W.P.

W.P.

Tf = Cf = 100 kN Tf = Cf = 100 kN

Tf = Cf = 100 kN Tf = Cf =

100 kN

HSS64x64x6.4HSS64x64x6.4

HSS64x64x6.4


HSS64x64x6.4

100000MAIN FLOOR

104200SECOND FLOOR

3

3S4.1

4S4.1

5S4.1


Tf = Cf = 150 kN

HSS

127x

127x

8.0

HSS

127x

127x

8.0

HSS

127x

127x

8.0

HSS

127x

127x

8.0


W310X39

W.P.

W.P.W.P.

W.P.

W.P.

6S4.1

Tf =

Cf =

150

kN

Tf = Cf = 150 kN

Tf =

Cf =

150

kN

1570 2600

W.P.

HSS6

4x64

x6.4

W.P.

100000MAIN FLOOR

104200SECOND FLOOR

G

Tf =Cf = 100 kN Tf = Cf =

100 kN

Tf = Cf =

100 kN

FOUNDATION WALL SEE PLAN

HSS

127x

127x

8.0

HSS

127x

127x

8.0


W.P.

W.P.

W.P.

W.P.

7S4.1

W.P. W.P.

5215 135

Tf = Cf = 100 kN

HSS64x64x6.4 HSS64x64x6.4

HSS64x64x6.4HSS64x64x6.4

100000MAIN FLOOR

104200SECOND FLOOR

BC


Tf = Cf = 100 kN

Tf = C

f = 10

0 kN

Tf = Cf = 100 kN Tf = C

f = 10

0 kN

2055 1865 135

HSS

127x

127x

8.0

HSS

127x

127x

8.0

W.P.

W.P.

HSS64x6

4x6.4

W.P.W.P.

W.P.W.P.

HSS64x64x6.4

HSS64x64x6.4HSS64x6

4x6.4

100000MAIN FLOOR

104200SECOND FLOOR

13

Tf = C

f = 50

kN

FOUNDATION WALL SEE PLAN

HSS

127x

127x

8.0

HSS

127x

127x

8.0

W.P.

W.P.

W.P.

W.P.


Tf = Cf = 50 kN

1353440

HSS64x64x6.4

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

PREL

IMIN

ARY -

NOT

FOR

CONS

TRUC

TION




Note

1 : 50

12/4/2015 1:40:18 PM


R15UR7_TanND.rvt


BRACING ELEVATIONS & DETAILS

26132 S4.0


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 50S4.0

BRACED BAY BB011 1 : 50S4.0



BRACED BAY BB044

1 : 50S4.0




BRACED BAY BB088


450

300


GLULAM BEAMSEE PLAN

13mm THK. PLATEC/W 2-16Ø THRU BOLTS

13x300x450 KNIFE PLATEC/W 6-12Ø THRU BOLTS

13x175x450 BASE PLATE

W.P.

104200SECOND FLOOR



STEEL BEAMSEE PLAN

13mm THK. PLATEC/W 2-16Ø THRUBOLTS

13mm THK. PLATEC/W 2-16Ø THRUBOLTS

16mm STIFFENER

W.P.13mm THK. PLATEC/W 2-16Ø THRU BOLTS

100000MAIN FLOOR

W.P.


STEEL COLUMNSEE PLAN13mm THK. PLATE

C/W 2-16Ø THRUBOLTS

BASE PLATESEE DETAILS

104200SECOND FLOOR

100000MAIN FLOOR

104200SECOND FLOOR

E FD

353 2572 565 135


HSS

127x

127x

8.0

HSS

127x

127x

8.0

Tf = Cf = 50 kN

Tf =

Cf = 50

kN

W.P.W.P.

W.P.

W.P.

100000MAIN FLOOR

104200SECOND FLOOR

C E FD

Tf = Cf = 100 kN Tf =

Cf =

100

kN

HSS64x64x6.4HSS6

4x64

x6.4

HSS

127x

127x

8.0

HSS

127x

127x

8.0


W.P.W.P.

W.P.W.P.

20Ø STEEL ROD

A307 THREAD

ENDS

Tf =

20

kN

W.P.

W.P.

W.P.


HSS

127x

127x

8.0

Tf = 20 kN

8S4.1

9S4.1

160

86

W.P.

20Ø STEEL ROD

THREADED END

#3 GALV. CLEVIS,20Ø TAP20(+3) GRIP, 25 PIN

GLULAM BEAMSEE PLAN


13x175x300 BEARING PLATEC/W 2-3/4" Ø THRU. BOLTS

20 GUSSET PLATE

104200SECOND FLOOR

W.P.

Checked By


Drawing Title

Drawing History

Project

Scale

Seal & Permit

Client




Prime Consultant

Project Team:


Civil Consultant


Consultant Other

PREL

IMIN

ARY -

NOT

FOR

CONS

TRUC

TION




Note

As indicated

12/4/2015 1:40:19 PM


R15UR7_TanND.rvt


BRACING ELEVATIONS & DETAILS

26132 S4.1


By:TN

RC

GEC Architecture

ISL Engineering


SMP Engineering




1 : 10S4.13

1 : 10S4.14

1 : 10S4.15

1 : 10S4.16

1 : 10S4.17

1 : 50S4.1


BRACED BAY BB102

NO. ISSUED FOR DATE

1 : 10S4.18

1 : 10S4.19

2015-12-04_5408-BERS-ST

Documents

Transcript of 2015-12-04_5408-BERS-ST