60724 Foss Equestrian Stables_Diff_Diff

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DRAWING LIST COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect. SHEET PROJECT NO: SCALE: DRAWN: CHECKED: DRAWING TITLE PROJECT 101, 621 - 10th Street Canmore, AB T1W 2A2 Canmore Office 403 678-4211 12" = 1'-0" S0.0 COVER SHEET 60724 FOSS EQUESTRIAN STABLES TU TU CALGARY, ALBERTA S1.0 GENERAL NOTES S1.1 TYPICAL DETAILS S2.0 OVERALL FOUNDATION PLAN S2.0A NORTH FOUDATION PLAN S2.0B SOUTH FOUNDATION PLAN S2.1 MEZZ. FLOOR FRAMING PLAN S2.2 OVERALL ROOF FRAMING PLAN S2.2A NORTH ROOF FRAMING PLAN S2.2B SOUTH ROOF FRAMING PLAN S3.0 GABLE WALL ELEVATIONS S3.1 TUDOR ARCH ELEVATIONS & DETAILS S3.2 TUDOR ARCH ELEVATIONS & DETAILS S3.3 CROSS BRACING PLAN & DETAILS S4.0 SECTIONS & DETAILS S4.1 SECTIONS & DETAILS S4.2 SECTIONS & DETAILS no. issued for date 1 ISSUED FOR PRICING 2015.04.08 2 ISSUED FOR COORDINATION 2015.07.16 3 ISSUED FOR BUILDING PERMIT 2015.07.29 4 ISSUED FOR CONSTRUCTION 2015.08.14

description

Transcript of 60724 Foss Equestrian Stables_Diff_Diff

Page 1: 60724 Foss Equestrian Stables_Diff_Diff

DRAWING LIST

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

12" = 1'-0"

S0.0COVER SHEET

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

S1.0 GENERAL NOTESS1.1 TYPICAL DETAILS

S2.0 OVERALL FOUNDATION PLANS2.0A NORTH FOUDATION PLANS2.0B SOUTH FOUNDATION PLANS2.1 MEZZ. FLOOR FRAMING PLANS2.2 OVERALL ROOF FRAMING PLANS2.2A NORTH ROOF FRAMING PLANS2.2B SOUTH ROOF FRAMING PLAN

S3.0 GABLE WALL ELEVATIONSS3.1 TUDOR ARCH ELEVATIONS & DETAILSS3.2 TUDOR ARCH ELEVATIONS & DETAILSS3.3 CROSS BRACING PLAN & DETAILS

S4.0 SECTIONS & DETAILSS4.1 SECTIONS & DETAILSS4.2 SECTIONS & DETAILS

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

CuongTD
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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 FOLLOWING BUT NOT LIMITED TO:

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

6. ALL DESIGN TO CONFORM TO THE ABC 2014 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 LAYERBM. 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

OTHERWISEUHMW ULTRA-HIGH

MOLECULAR WEIGHTU/S UNDERSIDEVERT. VERTICALWT. WALL THICKNESSW.P. WORKING POINT

1. THE OWNER SHALL OBTAIN THE SERVICES OF A QUALIFIED TESTING AGENCY TO PERFORM COMPACTION TESTS AS REQUESTED BY THE ENGINEER.

2. EXCAVATE TO THE LEVELS NOTED ON THE DRAWINGS FOR THE EXTENT OF THE STRUCTURE. STRIP THE OVER-EXCAVTED AREA OF ALL SILT. FOOTING LEVELS SHOWN ARE NOT FINAL AND MAY VARY ACCORDING TO SITE CONDITIONS. EXTEND ALL FOOTINGS TO A BEARING LAYER APPROVED BY THE GEOTECNICAL ENGINEER.

3. FILL TO THE DESIGN SUBGRADE WITH PITRUN GRAVEL COMPACTED TO 98% STANDARD PROCTOR DENSITY.

4. KEEP EXCAVATION FREE OF WATER WHILE FILL AND CONCRETE FOUNDATION IS PLACED.

5. PROTECT BOTTOM OF EXCAVATION FROM FROST. DO NOT PLACE CONCRETE ON FROZEN SOIL.

6. WHERE POSSIBLE, BACKFILL WALLS FROM BOTH SIDES SIMULTANEOUSLY TO EQUALIZE SOIL PRESSURE. WALL RESISTING LATERAL EARTH PRESSURES ARE NOT TO BE BACKFILLED UNTIL THE BASEMENT AND MAIN FLOOR SLABS ARE IN PLACE.

7. REMOVE ALL VEGETATION, ORGANIC SOIL AND CONSTRUCTION DEBRIS FROM BUILDING AND CONSTRUCTION AREA TO EXPOSE INORGANIC SUBGRADE SOIL. THE EXPOSED EXCAVATION MUST BE INSPECTED FOR APPROVAL PRIR TO PROOF ROLLING. PROOFROLL THE EXPOSED INORGANIC SUBGRADE SOIL TO PROVIDE A GOOD BASE FOR COMPACTING THE FIRST LIFT OF MATERIAL TO THE SPECIFIED DENSITY. ANY SOFT SUBGRADE SOIL ENCOUNTERED SHOULD BE SUB- EXCAVATED AND REPLACED WITH FREE DRAINING PITRUN GRAVEL. SOFT SUBGRADE SOIL WILL LIKELY BE ENCOUNTERED DURING SITE PREPARATION. COMPACT FREE DRAINING PITRUN GRAVEL TO NOT LESS THAN 95% STANDARD PROCTOR DRY DENSITY.

8. A MINIMUM OF 200mm THICK NON PLASTIC CRUSHED GRAVEL MUST BE PLACED BENEATH THE ENTIRE SLAB AND ABOVE THE PRAPARED SUBGRADE SOIL. THE CRUSHED GRAVEL MUST BE UNIFORMLY COMPACTED TO 95% STANDARD PROCTOR DRY DENSITY. THE GRAVEL SHALL MEET THE FOLLOWING GRADATION STANDARD:

SIEVE SIZE % PASSING BY WEIGHT 19mm 100 12.5mm 70-100 4.75mm 40-60 1.18mm 25-45 0.30mm 10-25

0.075mm 2-12

9. THE SLAB BASE GRAVEL AND SUBGRADE SOIL MUST BE PROTECTED FROM RAIN, SNOW, EXCESSIVE DRYING AND INGRESS OF FREE WATER SURING AND AFTER THE CONSTRUCTION TO PREVENT ANY FOUNDATION MOVEMENT.

10. REFER TO ARCHITECTURAL DRAWINGS FOR GROUND ELEVATIONS AND DRAINAGE SLOPES.

11. CONFIRM EXACT LOCATIONS OF ALL UTILITY LINES WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE COMMENCEMENT OF EXCAVATION.

EXCAVATION AND BACKFILL

DESIGN CODE : ABC 2014CSA 086 ENGINEERING DESIGN IN WOODCSA S16 - LIMIT STATES DESIGN OF STEEL STRUCTURESCSA A23.3 CONCRETE DESIGNIMPORTANCE CATEGORY = NORMAL

ROOFDEAD LOADS:

TOTAL DEAD LOADS ------------------------------------------------0.72 kPa

SUPERIMPOSEDENVIRONMENTAL LOADS:

GROUND SNOW LOAD (Ss) ----------------------------------------1.10 kPaRAIN LOAD (Sr) --------------------------------------------------------0.10 kPa

LIVE LOADS:TOTAL LIVE LOADS--------------------------------------------------1.0 kPa

MEZZANINE FLOOR (REFER TO S2.1)DEAD LOADS

FRAMING, DECKING &ACCESSORIES--------------------------0.57 kPaLIVE LOADS

COMMERCIAL/ MEZZANINE ----------------------------------------4.80 kPaRESIDENTAL-------------------------------------------------------------1.90 kPa

SLAB ON GRADEDEAD LOADS

PARTITION --------------------------------------------------------------1.00 kPaCONCRETE SELFWEIGHT-------------------------------------------23.5 kN/m3

LIVE LOADS:TYPICAL -----------------------------------------------------------------4.80 kPaPOINT LOADS-----------------------------------------------------------18 kN

WIND LOADS: HOURLY WIND PRESSURE (1/50) ----------------------0.48 kPa

SEISMIC DATA:Sa(0.2) = 0.15Sa(0.5) = 0.084Sa(1.0) = 0.041Sa(2.0) = 0.023PGA = 0.088SITE CLASS: D

DESIGN DEFLECTION LIMITS:ROOF FRAMING:

SNOW/LIVE LOAD: LL=L/360TOTAL LOAD: TL=L/240LATERAL DRIFT: H/500

FLOOR FRAMING:LIVE LOAD: LL=L/480TOTAL LOAD: TL=L/360

SOIL CONDITIONS:

THE FOUNDATION HAS BEEN DESIGNED BASED ON THE GEOTECHNICALINVESTIGATION REPORT FILE:099-88-14 BY ALMOR TESTING SERVICE LTD.DATED AUGUST, 2014 ON THE FOLLOWING VALUES:

SERVICEBILITY LIMIT STATE BEARING CAPACITY ----------------- 145 kPaFACTORED LIMIT STATE BEARING CAPACITY------------------------- 190 kPa

DENSITY = 1950 kg/m3Kp = 0.5COEFFICIENT OF FRICTION = 25 DEGREESSLAB ON GRADE = 20 MPa/m

HEATED FROST DEPTH -------------------------------------------------------- 4'-0"UNHEATED FROST DEPTH ---------------------------------------------------- 7'-0"

GENERAL CONTRACTOR TO ENGAGE A GEOTECHNICAL ENGINEER TOVERIFY THESE VALUES.

DESIGN DATA

FRAMING GRADES AND TYPES TO BE AS FOLLOWS, UNLESS NOTEDOTHERWISE:

1. BEAMS & MULTI-PLY BEAMS, AND PLYWOOD WEB JOISTS:TJI, MICROLAM AND/OR PARALLAM BY TRUS-JOIST MACMILLAN LTD.OR APPROVED EQUAL.

2. WOOD BASED SHEATHING:ORIENTED STRANDBOARD TO CAN-0473.0-93 GRADE 0-2.

3. STRUCTURAL JOISTS & PLANKS:SPF #2 OR BETTER.

4. STRUCTURAL LIGHT FRAMING:SPF #2 OR BETTER.

5. WOOD POSTS & BUILT UP COLUMNS:SPF #2 OR BETTER.

GLULAM

1. TO MEET CAN/CSA 0122-06 REQUIREMENTSSPECIES: D.FIRGRADE: 20f-EX FOR BEAMS

16c-E FOR COLUMNSGLULAM BEAMS & PURLINS ARE TO BE PRE-CAMBERED TO AN AMOUNT EQUALTO THE DEAD LOAD DEFLECTION.

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 MPa2. FABRICATE TO CAN/CSA S16.01

HARDWARE

* BOLTS: ASTM A307, A325, A325M, A490, A490M OR F182. * THREADED ROD: ASTM A307 * LAG BOLTS: ASTM A307 * DRIFT PINS: ASTM A307 OR CSA/CAN-G40.21 300W * WASHERS: ASTM F844 * SPLIT RINGS: 2 1/2"Ø OR 4"Ø AS SPECIFIED * SHEAR PLATES: ASTM A47 GRADE 32510 * STEEL ROD: ASTM A449 OR ASTM A307

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.

MATERIAL SPECIFICATIONS

CONCRETE

1. CAST-IN-PLACE CONCRETE AND CONSTITUENT MATERIAL SHALL COMPLY WITH CSA A23.12. 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. CONCRETE IS TO BE PLACED TO CSA A23.1 1-M90 AND IS SPECIFIED PER CSAA23.1-2009 IN ACCORDANCE WITH TABLE 5, ALTERNATIVE 1 AS FOLLOWS:

NOTE: GEOTECHNICAL ENGINEER TO VERIFY WHETHER EXPOSURECLASS NOTED IS APPROPRIATE FOR SITE SOIL TYPE

6. MAXIMUM AGGREGATE SIZE TO BE 20mm.7. DO NOT USED ADMIXTURES OTHER THAN AIR ENTRAINMENT, STANDARD WATER REDUCERS OR SUPER PLASTICIZERS WITHOUT PRIOR APPROVAL OF ENGINEER. CALCIUM CHLORIDE ADMIXTURES ARE NOT PERMITTED UNLESS NOTED.8. REJECT ALL CONCRETE WHEN TIME BETWEEN BATCHING AND PLACING EXCEEDS 2 HOURS.9. DO NOT ADD WATER TO CONCRETE ON SITE UNLESS AUTHORIZED BY ENGINEER.10. 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

MEMBER

MINIMUM28-DAY

STRENGTH(MPa)

EXPOSURECLASS

INTERIOR SLAB ON GRADE 32 A-3

FOOTINGS 25 N

EXTERIOR SLABS 32

EXTERIOR WALLS& COLUMNS

F-1

25 F-2

INTERIOR SLAB ON GRADE FOR OFFICEAND WALK WAY

32 N

INTERIOR WALL &COLUMNS

25 F-11. THE DESIGN OF THE SHORING FOR THE EXCAVATION IS THE RESPONSIBILITY OF THE CONTRACTOR.

2. SHORING IS NOT TO IMPOSE LOADS ON THE STRUCTURE DURING OR AFTER CONSTRUCTION.

3. SHORING IS TO BE PROVIDED IN AREAS WHERE REQUIRED AND UNLESS NOTED, IS TO BE REMOVED ONCE THE FOUNDATION IS IN PLACE, AT STRENGTH AND PROPERLY AND PERMANENTLY SUPPORTED.

4. UNDERPINNING AND PROTECTION OF ADJACENT STRUCTURES IS ENTIRELY THE RESPONSIBLITY OF THE CONTRACTOR.

SHORING NOTES

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. 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 B

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

SPAX T-STAR2. 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

TIMBER FASTENERS

1. CONCRETE IS TO BE TESTED IN ACCORDANCE WITH CSA A23.2 AND BY A QUALIFIED TESTING AGENCY AS REQUESTED BY THE ENGINEER. THREE TEST CYLINDERS SHOULD BE TAKEN FOR EVERY 75 CU METERS OR LESS OF CONCRETE PLACED. A MINIMUM OF ONE TEST OF THREE CYLINDERS IS REQUIRED PER POUR.

2. SAWCUT CONTROL JOINTS FOR SLABS ON GRADE AS SOON AS POSSIBLE AT MAXIMUM 4.5 METER SPACING OR AT LOCATIONS SHOWN ON DRAWINGS.

3. ENSURE SLEEVES, TIES, ANCHOR BOLTS, PIPE HANGERS AND ANY OTHER INSERTS OR OPENINGS REQUIRED IN THE CONCRETE BY OTHER TRADES ARE COMPLETED.

4. ENSURE WELDED WIRE MESH CONFORMS TO CSA G30.5.

5. INSTALL ALL CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS OR AS DIRECTED BY THE ENGINEER.

6. COLD WEATHER CONCRETINGA. COLD WEATHER CONCRETING IS TO COMPLY WITH CSA/CAN- A23.1, CLAUSE 21.2.3 AND ACI STANDARD 306.B. USE HOT WATER WHEN TEMPERATURE IS BELOW +3C.C. A MAXIMUM OF 1/2% CALCIUM CHLORIDE MAY BE USED EXCEPT FOR POST TENSIONED AND PARKING SLABS.D. WHERE SUPPLEMENTARY HEAT IS PROVIDED, USE APPROVED

CONCRETE HEATERS WITH EXHAUST VENTED AWAY FROM SURFACE OF CONCRETE.E. FOR TEMPERATURES BELOW -10C, PROVIDE CONCRETE POUR PROCEDURES TO ENGINEER FOR REVIEWF. PROCEDURES (TEMPS SPECIFIED ARE MINIMUM TEMPS):

FOUNDATIONSABOVE 0C: NO SPECIAL REQUIREMENTS-3C TO 0C: COVER WITH INSULATION BLANKET

FOR FIRST 24 HOURS BELOW -3C: DO NOT POUR ON FROZEN SOIL. COVER AND

PROVIDE SUPPLEMENTARY HEAT FOR FIRST24 HOURS. ALTERNATIVELY USE INSULATEDBLANKET

FLOOR SLAB ON GRADE AND SUSPENDED SLABS0C TO +3C COVER WITH POLY RAISED UP ON

2x4 SLEEPERS-3C TO 0C COVER WITH INSULATION BLANKET

FOR FIRST 36 HOURS BELOW -3C DO NOT POUR ON FROZEN SOIL. COVER

WITH BLANKET AND HEAT FOR FIRST 36

HOURS. FOR SUSPENDED SLABS, PROVIDEHEAT TO SPACE BENEATH

MASONRY0C TO +3C USE HOT WATER IN GROUT

-3C TO 0C COVER WALL WITH POLY OR INSULATION BLANKET

BELOW -3C COVER WALL WITH BLANKET AND PROVIDE HEATING FOR 36 HOURS AFTER GROUTING

CONCRETE NOTES

7. HOT WEATHER CONCRETING (FOR SLABS ON GRADE, SUSPENDED SLABS & TILT UP CONCRETE PANELS)

A. REVIEW CONCRETE REQUIREMENTS WITH SUPPLIER PRIOR TO DAY OF POUR.B. DO NOT USE RETARDERS OR ACCELERATORS IN MIX UNLESS AUTHORIZED BY ENGINEERC. KEEP SUBPLASTICIZER AVAILABLE AT SITE TO INCREASE WORKABILITY. DO NOT EXCEED RECOMMENDED STANDARD

DOSAGES.D. DO NOT ATTEMPT LARGE POURS ON HOT DAYS. SCHEDULE POURS EARLY IN THE MORNING FOR A NOON COMPLETION.E. FOR SLABS ON GRADE, DAMPEN THE SUBGRADE THE DAY BEFORE THE POUR.F. PLACING POLY BENEATH SLABS IS SOMETIMES BENEFICIAL IN HOT WEATHER POURS. POLY SHOULD BE PERFORATED WITH DRAIN HOLES AT 300mm CENTRES UNLESS POLY IS REQUIRED AS A VAPOUR BARRIER. CHECK WITH ENGINEER.G. ERECT WIND BREAKS TO PREVENT RAPID AND EXCESSIVE MOISTURE LOSS.H. PLACE CONCRETE DIRECTLY FROM TRUCK CHUTE WHERE POSSIBLE.I. ENSURE THERE ARE SUFFICIENT PLACERS AND FINISHERS ON SITE.J. USE AN EVAPORATION RETARDANT SUCH AS `CONFILM' BY MASTER BUILDERS. DO NOT ATTEMPT TO PLACE FLATWORK ON SUNNY DAYS WHERE PREDICTED TEMPERATURES EXCEED +30C.K. FOR CURING, APPLY SURFACE SEALERS AS SOON AS POSSIBLE AFTER THE FINAL TROWEL.L. WET CURE CONCRETE FOR AT LEAST 3 DAYS USING CONTINUOUS SPRINKLING OR FLOODING. DO NOT USE UNDER POLY SHEETING OR WITH WET BURLAP.

8. CONDUITS, PIPES AND SLEEVES EMBEDDING OF PIPES, CONDUITS AND SLEEVES SHALL NOT BE ALLOWED EXCEPT IN ACCORDANCE WITH THE FOLLOWING GUIDELINES:

A. CENTRELINE SPACING TO BE NOT LESS THAN 3 TIMES THE DIAMETER OR 50 CLEAR WHICHEVER IS GREATER.B. CENTRELINE SPACING BETWEEN PARALLEL CONDUIT AND REINFORCING BARS TO BE 3 TIMES THE DIAMETER OR MIN. 50 CLEAR, WHICHEVER IS GREATER.C. SUBMIT THE LAYOUT OF CONDUIT AT POINTS OF CONGESTION AND ADD REINFORCING OR RE-ROUT AS DIRECTED BY THE ENGINEER (AT CONTRACTOR'S EXPENSE).D. FOR SLABS AND WALLS: LOCATE BETWEEN TOP AND BOTTOM LAYERS OF REINFORCING MAXIMUM SIZE IN ONE LAYER TO BE NOT MORE THAN 25% OF CONCRETE THICKNESS. MAXIMUM TOTAL SIZE OF CONDUITS CROSSING SHALL NOT BE MORE THAN 0.3 TIMES THE CONCRETE THICKNESS. THREE OR MORE LAYERS CROSSING WILL NOT BE PERMITTED.E. FOR COLUMNS: THE MAXIMUM SIZE OF CONDUIT OR OTHER FITTINGS ARE NOT TO EXCEED 2% OF THE CROSS-SECTION AREA. EMBEDDED PIPING WILL NOT BE ALLOWED.F. FOR BEAMS: THE MAXIMUM SIZE OF CONDUIT IS NOT TO EXCEED 2% OF THE CROSS SECTION AREA. SUBMIT CONDUITS LAYOUT FOR THE ENGINEER'S APPROVAL PRIOR TO INSTALLATION.G. EXCEPT WHERE NOTED ON THE DRAWINGS OR WHEN WRITTEN PERMISSION IS OBTAINED, OPENINGS IN SLABS AND WALLS HAVE THE FOLLOWING LIMITATIONS: SINGLE OPENINGS LARGER THAN 300mm OR A GROUP OF OPENINGS TOGETHER OCCUPYING MORE THAN 0.1 SQ. M WILL NOT BE ALLOWED OPENINGS WITHIN 600mm OF ANY COLUMN , THE END OR JUNCTION OF TWO WALLS ARE NOT PERMITTED ANY OPENINGS IN WALLS THAT ARE WITHIN 1200mm OF THE END OR JUNCTION OF WALLS OR ANOTHER OPENING IS NOT PERMITTED. OPENINGS THROUGH BEAMS OR COLUMNS ARE NOT PERMITTED.

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

4. SPLICE REINFORCEMENT AS FOLLOWS UNLESS NOTED OTHERWISE ON THE DRAWINGS:

BAR SIZE 10M 15M 20M 25M 30MLAP SPLICE 450mm 600mm 750mm 1200mm 1450mmINCREASE LAP 20% FOR BAR SPACING LESS THAN 6"

5. 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.

6. 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.

7. 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.

CONCRETE REINFORCEMENT NOTES

8. 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)

9. 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

10M 240(10")

220(9")

COMPRESSION EMBEDMENT TENSION EMBEDMENT

CONCRETE STRENGTH (MPa)

BARSIZE

20 25 30 ANDOVER

CONCRETE STRENGTH (MPa)

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)

CONCRETE STRENGTH (MPa)

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")

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

12" = 1'-0"

S1.0GENERAL NOTES

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

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CONCRETE REINFORCEMENT NOTES (CONT.)

10. SUSPENDED SLABS A. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT (BOTTOM) AS FOLLOWS: SLAB THICKNESS (mm)TEMPERATURE REINFORCEMENT 125 10M @ 400 150 10M @ 325 160 10M @ 300 175 10M @ 275 OR 15M @ 500 180 15M @ 500 200 15M @ 500 210 15M @ 450 225 15M @ 425 250 15M @ 400 275 15M @ 350 300 15M @ 325 FOR OTHER THICKNESSES, THE REINFORCEMENT IS TO BE PROPORTIONAL TO THE ABOVE. B. PROVIDE A MINIMUM OF 2-15M CONTINUOUS LAPPED 600 AT EDGE OF SLAB, AROUND ALL OPENINGS GREATER THAN 450 AND 600 PAST CORNERS. PROVIDE 1-15M1200 DIAGONAL AT CORNERS. C. DO NOT CUT SLAB REINFORCEMENT AT PLUMBING OR OTHER OPENINGS UNLESS SPECIFICALLY NOTED. DEFLECT REINFORCEMENT PAST EDGE OF OPENINGS. D. SUPPORT SLAB BOTTOM REINFORCEMENT ON BOLSTERS OR 10M CARRY BARS TO MAINTAIN CLEAR COVER AS SPECIFIED. E. SUPPORT SLAB TOP REINFORCEMENT ON HIGH CHAIRS OR 15M CARRY BARS WHERE REQUIRED. SECURELY TIE ALL BARS AND CHAIRS TOGETHER. 15M BARS USED AS SUPPORT BARS TO BE CONSIDERED AS ACCESSORIES. F. PROVIDE A MINIMUM CAMBER OF SPAN/500 FOR SLABS, BEAMS AND GIRDERS WHERE SPAN IS GREATER THAN 3.0m UNLESS INDICATED ON PLAN. G. CONSTRUCTION JOINTS NOT DETAILED ON DRAWINGS TO BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION.

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

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

SLAB THICKNESS(mm)

60

INTERIOR SLABSAs = 0.002 Ag

EXPOSED SLABSAs = 0.0025 Ag

AS SPECIFIED ON DRAWINGS.

80 10M@400

100 10M@500

120 10M@425

160

10M@325

140 10M@350

180

10M@300

200

10M@275

220

15M@500

240

15M@450

260

15M@400

280

15M@375

300

15M@350

20M@500

150

10M@400

10M@400

10M@325

10M@250

10M@275

15M@500

15M@450

15M@400

15M@350

20M@500

20M@450

20M@425

20M@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

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.

12

MAINTAIN SPECIFIEDFOOTING THICKNESS

FOOTING STEP1S1.1 1/2"=1'-0"

MIN.2'-0" LAP.

3'-0" MIN.

RISEx2

3'-0" MIN.

RISEx2

2'-0

" MAX

.

2'-0

" MAX

.

MIN.2'-0" LAP.

LAP BAR SAMESIZE AND SPACINGAS HORZ. REINF.FOR ALL OUTSIDE BARS

WALL CORNER DETAIL2S1.1 1/2"=1'-0"

1'-6

" MIN

.

1'-6" MIN.

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

PROVIDE 2x4 KEYWAY WHEREINTERSECTING WALLS ARE NOTPOURED TOGETHER

CORNER BAR INTERSECTING WALL3S1.1 1/2"=1'-0"

1'-0

" MIN

.

PROVIDE 2x4 KEYWAYBETWEEN WALL POURS

CONC. WALL CONSTRUCTION - JOINT4S1.1 1/2"=1'-0"

REFER TO GENERAL NOTES FOR SPLICE

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

SAWCUT CONTROL JOINT - PLAN5S1.1 1/2"=1'-0"

1/2"

d/4

d

6S1.1

LVL BEAM NAILING DETAILS1/2" = 1'-0"

3" NAILS@ 12" O/C

ASSEMBLY A

3-1/2" WIDE2-PLY

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

3" NAILS@ 12" O/C

3" NAILS@ 12" O/C

3" NAILS@ 12" O/C

1/2"Ø THRUBOLT @ 24"O/C

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

7S1.1

BUILT-UP POST NAILING DETAILS1/2" = 1'-0"

ALTERNATEDIRECTIONS

IN FIRST2 LAYER

2x4 2x6 2x8

2-PLY 3-PLY 4-PLY

SOLIDBLOCKING FULL POSTWIDTH OR BETTER

8S1.1

BLOCKING POST THRU FLOOR

1/2" =1'-0"

9

S1.1 1/2" = 1'-0"

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 3'-6"

ADDITIONAL STUD

LTP4

A35 FRAMING CLIPS: PROVIDEONE TOP & BOT. @ HEADERAND @ WINDOW SILLS FOR ALLOPENINGS GREATER THAN 8'-0" 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 @16" O/C STAGGEREDTYP.

TIMBER POST CONN. TO CONCRETE10

S1.1 1" = 1'-0"

TIMBER LINX A475 CONNECTIONC/W: 7/8"Ø GALV. THREADED RODW/ HILTI HIT HY150 ADHESIVE INTOCONCRETE 8" MIN. EMBEDMENT

EXTEND CHAMFER UNDER POST EDGE

CONC. COL.(REINF. NOT SHOWN FOR CLARITY)

1/2" STEEL PLATE OR NYLONPOLYMER TO MATCH POSEBASE SIZE4"

NO FILED CUTHOLES IN HATCHZONE

MIN. DISTANCE FROMMANUFACTURES TABLE

1 1/2" HOLE MAY BE CUTANYWHERE IN WEB OUTSIDE OFHATCHED ZONE

CLOSELY GROUPEDROUND HOLES AREPERMITTED IF THE GROUPPERIMETER MEETSREQUIREMENTS FORROUND OR SQUARE HOLES

DO NOT CUT HOLESLARGER THAN 1 1/2" INCANTILEVER

MIN. DISTANCE FROMMANUFACTURES TABLE

6"

L1 2xD1 MIN. D16"

6"

L2 D22xD2 MIN.

I-JOIST ALLOWABLE HOLES UNLESS SPECIFIED BYJOIST SUPPLIER11

S1.1 1/2" = 1'-0"

LARGEST HOLE (MINIMUM)

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 : 2"Ø U.N.O.

L

d/3

d/3

d/3

LVL ALLOWED HOLE ZONEMIDDLE 1 SPAN

d

2x DIAMERTER OF THE

LVL HOLE ZONE

1.

2.3.4.5.

LVL ALLOWABLE FIELD MODIFICATION12

S1.1 1/2" = 1'-0"

13

S1.1

TOP PLATE SPLICE

1/2" = 1'-0"

DOUBLE TOP PLATE

12-75 NAILS4'-0" M

IN. TOP PLATE SPLICE TYP.

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S1.1TYPICAL DETAILS

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

CuongTD
Difference
Page 4: 60724 Foss Equestrian Stables_Diff_Diff

3

A

B

C

D

E

F

G

H

I

J

2 2

1.1

1.2

1.3

1.4

1.5

1.6

1

3.1 3.2

1.13 1.151.11

2.1

2.2

1.12 1.14

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

1/16" = 1'-0"

S2.0OVERALL FOUNDATION

PLAN

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/16" = 1'-0"

OVERALL FOUNDATION PLAN

3D VIEW - FOUNDATION

CuongTD
Difference
Page 5: 60724 Foss Equestrian Stables_Diff_Diff

UP UP

3

A

B

C

D

E

2 2

21' -

8"

21' -

2"

21' -

2"

21' -

2"

21' -

2"

SF2

PF5

PF5

SF1

FW1

FW1

1.11.21.3

1.4

1.5

1.6

PF4

PF4

PF4

C1

C1

C1

C1C1

C1

C2C1

C1C1

1

PF5

3.1 3.2

1.13 1.15

C3

C3

1.11

PF6

PF5

PF5

PF5

PF5

PF6

C1

C1

PF5

PF6

C3

C2

46' - 0" 46' - 0"

19' - 3" 27' - 8 1/2" 26' - 11" 12' - 10 1/4" 5' - 6 1/4" 7' - 4" 6' - 7"

25.7

12.7

12.77°

25.67°25.78°

PF2PF2

PF2 PF2PF1

PF2 PF2 PF2

C6 C6 C6

C6 C6 C6 C2

PL1

PL1 PL1 PL1 PL1 PL1

PF3

T.O.FTG 99' - 0"

T.O.FTG 99' - 0"

6' - 5" 46' - 0" 46' - 0" 6' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

17' -

0"

35' -

3"

11' -

9"

27' - 8 1/2"

T.O. GRADE 99' - 4"

T.O. GRADE 99' - 4"

T.O.SLAB 100' - 0"

T.O.SLAB 102' - 0"

T.O.SLAB 102' - 0"

T.O.SLAB 100' - 0"

T.O. GRADE 99' - 8"

T.O. GRADE 99' - 8"

SLAB ON GRADE6" THICK CONCRETE SLABR/W 152x152xM.W.9.1xM.W.9.1WWM ON MIN. 8" DP. GRANULARFILL COMPACTED TO 98% SPDD.

SF1

FW1

FW1

SF1

C6 C6

C6

SF1

1S4.0

6S4.0

7S4.0

4S4.0

5S4.0

PF3

PF7

6" THICK.CONC. SLAB

10M

@10

"

6" THICK.CONC. SLAB

10M

@10

"

T.O.SLAB 101' - 0" T.O.SLAB 101' - 0"

SLAB THICKENINGSEE DETAIL

T.O.FTG 95' - 6"

C5

C5

6' -

0"

SF1

FW1

FW1

SF1

T.O.FTG 95' - 6"

9S4.1

2.2

PF2

C6

SLAB ON GRADE6" THICK CONCRETE SLABR/W 152x152xM.W.9.1xM.W.9.1WWM ON MIN. 8" DP. GRANULARFILL COMPACTED TO 98% SPDD.

6' -

2 1/

2"8'

- 4

3/8"

15' -

7 7

/8"

5' -

8 1/

8"1' - 5 1/8" 8' - 1" 12' - 3 1/4"

8' - 1" 12' - 3 1/4"

T.O.FTG 99' - 0"

3' - 5 1/2"

5' - 4" 2' - 5 1/4"

8' - 1" 9' - 8"

3S4.0

SEE ARCH FOR ALLSLAB SLOPES

CURVED WALLS4' FACETS TYP.

1.12

C4

C4

T.O.FTG 98' - 6"

T.O.FTG 98' - 6"

T.O.FTG 98' - 6"

CB1

SEE ARCH FOR SLOPES

STEP

STEP

8' -

0"8'

- 0"

8' -

0"4'

- 1"

3' -

11"

8' -

0"8'

- 0"

1' -

3"6'

- 9"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

6' -

0"2'

- 0"

6' -

6"

C6C6

C6C6

C6C6

C6C6

C6

C6

C6C6

C6C6

C6C6

C6

C6C6

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

SLO

PE

SLO

PE

TRENCH DRAINPER ARCH.

TRENCH DRAINPER ARCH.

T.O.WALL 100' - 10"

T.O.WALL 100' - 10"

T.O.WALL 100' - 10"

T.O.WALL 108' - 10"

T.O.WALL 100' - 10" T.O.WALL 100' - 10"

T.O.FTG 98' - 6"

14S4.0

1.14

15S4.0

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 99' - 6"

T.O.FTG 95' - 6"

SF1

5' - 0"5' - 0"

CB1

CB1

CB1

CB1

CB1

CB1

CB1

T.O.WALL 102' - 0"

T.O.WALL 100' - 10"

T.O.WALL 102' - 0"

T.O.WALL 100' - 0"

17S4.0

SF2

SF2

SF2

FW2

FW2

FW2

FW2

SF2

SF2 FW2

FW2

SF1

T.O.FTG 97' - 10"

T.O.WALL 104' - 6"

T.O.FTG 97' - 4"

T.O.FTG 97' - 4"

T.O.FTG 97' - 4"

97' - 4"

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

1/8" = 1'-0"

S2.0ANORTH FOUDATION PLAN

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/8" = 1'-0"

NORTH FOUNDATION PLAN

PAD FOOTING SCHEDULE

TYPE LENGTH WIDTH THICKNESS REINFORCEMENTPF1 2' - 6" 2' - 6" 8" 3-15M E.W. BOT.PF2 3' - 6" 3' - 6" 10" 4-15M E.W. BOT.PF3 6' - 0" 6' - 0" 12" 6-15M E.W. BOT.PF4 8' - 0" 12' - 0" 14" 15M @10" E.W. BOT.PF5 10' - 0" 14' - 0" 16" 15M @8" E.W. BOT.PF6 12' - 0" 18' - 0" 24" 20M @7" E.W. BOT.PF7 15' - 0" 32' - 0" 16" 20M @10" E.W. BOT.

FOUNDATION WALL SCHEDULE

TYPE DESCRIPTION VERT. REINF. HORIZ. REINF. EXTRAFW1 6" CONC. WALL 10M @ 16"C.L. 10M @ 12" C.L. 2-10M TOPFW2 4" CONC. WALL 10M @ 16"C.L. 10M @ 16" C.L. 2-10M TOP

STRIP FOOTING SCHEDULE

TYPE DESCRIPTION LONGITUDINAL TRANSVERSESF1 20" x 8" 2-15M CONT. BOT. ------------------SF2 36" x 8" 4-15M CONT. BOT. 10M @16" BOT.

CONCRETE COLUMN

TYPE SIZE REINFORCEMENTC1 16" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 8/S4.0C2 30" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 9/S4.0C3 18" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 10/S4.0C4 30"x14" 6-15M VERT. C/W 10M TIES @10" O.C. &

2-10M ON TOP, SEE DETAIL 11/S4.0C5 16"x16" 4-20M VERT. C/W 10M TIES @12" O.C &

2-10M ON TOP, SEE DETAIL 12/S4.0C6 10"x10" 4-15M VERT. C/W 10M TIES @12" O.C &

2-10M ON TOP, SEE DETAIL 13/S4.0

PILASTER SCHEDULE

TYPE SIZE REINFORCEMENT REMARKSPL1 8"x14" PILASTER 6-15M VERT. C/W 10M TIES @10" O.C. SEE DETAIL 10/S3.0

CONCRETE BEAM SCHEDULE

TYPE DESCRIPTION REINFORCEMENTCB1 16"Wx8"D 2-15M TOP, 2-15M BOT. & 10M STIRRUP CLOSED @12" O/C

CuongTD
Difference
Page 6: 60724 Foss Equestrian Stables_Diff_Diff

DN

DN

UPUP

UP

UP

DN

DN

UPUP

UP

UP

3

F

G

H

I

J

2 2

21' -

2"

21' -

2"

21' -

2"

21' -

2"

21' -

8"

PF5

PF5

1.1

1.2

1.3

1.4 1.5 1.6

PF4

PF4

PF4

C1

C1

C1

C1C1

C1

C1C1

C1C1

C2

1

PF5

3.1 3.21.13 1.15

C3

1.11

PF6 PF6

PF5

PF5

PF5

PF5

C2

C1

C3

PF6PF5

C2

C3

25.7

12.7

12.77°

25.79° 25.67°

25.78°

19' - 3" 54' - 7 1/2" 25' - 8 1/2" 6' - 7" 46' - 0" 46' - 0"

PF2PF2PF2

PF2 PF2

PF2 PF2

PF3

PF1

C6C6

C2

C6C6

C4

PL1

PL1 PL1 PL1 PL1 PL1

C6C6

C6

T.O.FTG 99' - 0"

T.O.FTG 99' - 0"

T.O.FTG 99' - 0"

T.O.FTG 99' - 0"

52' - 5" 46' - 0" 6' - 5"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

11' -

9"

35' -

3"

17' -

0"

27' - 8 1/2"

T.O.FTG 95' - 6"

T.O. GRADE 99' - 4"

T.O.SLAB 100' - 0"

T.O. GRADE 99' - 8"

T.O. GRADE 99' - 4"

T.O.SLAB 102' - 0"T.O.SLAB 102' - 0"

T.O.SLAB 100' - 0" SLAB ON GRADE6" THICK CONCRETE SLABR/W 152x152xM.W.9.1xM.W.9.1WWM ON MIN. 8" DP. GRANULARFILL COMPACTED TO 98% SPDD.

FW1 SF1

SF1

FW1

FW1

SF1

SLAB ON GRADE6" THICK CONCRETE SLABR/W 152x152xM.W.9.1xM.W.9.1WWM ON MIN. 8" DP. GRANULARFILL COMPACTED TO 98% SPDD.

4S4.0

SIM.

PF3

PF7

6" THICK.CONC. SLAB

10M

@10

"

6" THICK.CONC. SLAB

10M

@10

"

T.O.SLAB 101' - 0" T.O.SLAB 101' - 0"

SLAB THICKENINGSEE DETAIL

7S4.0

SIM.

T.O.FTG 95' - 6"

C5

C5

6' -

0"

7' - 4"

C4

FW1SF1

T.O.FTG 95' - 6"

FW1 SF2

2.1

PF2

C6C6

C6

T.O. GRADE 99' - 8"

2S4.0

3S4.0

5' -

8 1/

8"15

' - 7

7/8

"8'

- 4

3/8"

6' -

2 1/

2"

8' - 1" 12' - 3 1/4"

1' - 5 1/8" 8' - 1" 12' - 3 1/4"

2' - 5 1/4"

8' - 1" 9' - 8"

3' - 5 1/2"

5' - 4"

T.O.FTG 98' - 6"

CURVED WALLS4' FACETS TYP.

SEE ARCH FORALL SLAB SLOPES

1.12

STEP

STEP

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

5' - 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"8'

- 0"

8' -

0"3'

- 5"

4' -

7"7'

- 2"

C6C6

C6C6

C6C6

C6C6

C6C6

C6

C6C6

C6C6

C6C6

C6C6

C6C6

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

CB1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

PF1

SLO

PE

SLO

PE

TRENCH DRAINPER ARCH.

T.O.WALL 100' - 10"

T.O.WALL 108' - 10"

T.O.WALL 100' - 10"

T.O.WALL 100' - 10"

5' - 0"5' - 0"

T.O.FTG 98' - 6"

1.14

T.O.WALL 99' - 6" T.O.WALL 100' - 10"

T.O.WALL 100' - 10"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 102' - 0"

T.O.WALL 100' - 10"

T.O.WALL 102' - 0"

CB1

T.O.FTG 95' - 6"

T.O.FTG 95' - 6"

CB1

T.O.WALL 102' - 0"T.O.WALL 102' - 0"

16S4.0

T.O.WALL 100' - 0"

FW2

SF2

SF2

SF2

SF2

SF2FW2

FW2

FW2

FW2

FW2

SF1

T.O.FTG 97' - 10"

T.O.WALL 104' - 6"

T.O.FTG 97' - 4"

T.O.FTG 97' - 4"

T.O.FTG 97' - 4"

T.O.FTG 97' - 4"

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

1/8" = 1'-0"

S2.0BSOUTH FOUNDATION PLAN

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/8" = 1'-0"

SOUTH FOUNDATION PLAN

PAD FOOTING SCHEDULE

TYPE LENGTH WIDTH THICKNESS REINFORCEMENTPF1 2' - 6" 2' - 6" 8" 3-15M E.W. BOT.PF2 3' - 6" 3' - 6" 10" 4-15M E.W. BOT.PF3 6' - 0" 6' - 0" 12" 6-15M E.W. BOT.PF4 8' - 0" 12' - 0" 14" 15M @10" E.W. BOT.PF5 10' - 0" 14' - 0" 16" 15M @8" E.W. BOT.PF6 12' - 0" 18' - 0" 24" 20M @7" E.W. BOT.PF7 15' - 0" 32' - 0" 16" 20M @10" E.W. BOT.

FOUNDATION WALL SCHEDULE

TYPE DESCRIPTION VERT. REINF. HORIZ. REINF. EXTRAFW1 6" CONC. WALL 10M @ 16"C.L. 10M @ 12" C.L. 2-10M TOPFW2 4" CONC. WALL 10M @ 16"C.L. 10M @ 16" C.L. 2-10M TOP

STRIP FOOTING SCHEDULE

TYPE DESCRIPTION LONGITUDINAL TRANSVERSESF1 20" x 8" 2-15M CONT. BOT. ------------------SF2 36" x 8" 4-15M CONT. BOT. 10M @16" BOT.

CONCRETE COLUMN

TYPE SIZE REINFORCEMENTC1 16" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 8/S4.0C2 30" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 9/S4.0C3 18" W x 3'-8" DP. TOP & 5'-8" DP. BOT. SEE DETAIL 10/S4.0C4 30"x14" 6-15M VERT. C/W 10M TIES @10" O.C. &

2-10M ON TOP, SEE DETAIL 11/S4.0C5 16"x16" 4-20M VERT. C/W 10M TIES @12" O.C &

2-10M ON TOP, SEE DETAIL 12/S4.0C6 10"x10" 4-15M VERT. C/W 10M TIES @12" O.C &

2-10M ON TOP, SEE DETAIL 13/S4.0

PILASTER SCHEDULE

TYPE SIZE REINFORCEMENT REMARKSPL1 8"x14" PILASTER 6-15M VERT. C/W 10M TIES @10" O.C. SEE DETAIL 10/S3.0

CONCRETE BEAM SCHEDULE

TYPE DESCRIPTION REINFORCEMENTCB1 16"Wx8"D 2-15M TOP, 2-15M BOT. & 10M STIRRUP CLOSED @12" O/C

CuongTD
Difference
Page 7: 60724 Foss Equestrian Stables_Diff_Diff

E

F

2

21' -

8"

21' -

8"

B1 (LOW)

B1 (LOW)

3.11.13 1.15

B3B3

P4P4 B3

P4 B3

P1 P1

P1

P1

P1P1P1

P1P1

P4

P4

B3

B2

P1P1

P1

B2

B2

B2

B2

P3

B2 P3

J1

3/4" FLOORSHEATHING

CAN

T. J

OIS

T

12' - 10 1/4" 12' - 10 1/4" 6' - 7"

1S4.1

2S4.1

3S4.1

4S4.1

2S4.1

SIM.

B1 (LOW)

B1 (LOW)

5S4.1

STR

UC

TUR

AL R

IM J

OIS

T

6S4.1

EXTEND STRUCTURALRIM JOIST TOSUPPORT

P3P3 B2

B2

7S4.1

B3 (L

OW

)

3/4" FLOORSHEATHING

EXTEND STRUCTURALRIM JOIST TOSUPPORT

10 1

/4"

10 1

/4"

1.14

P3

P3P4

B2

B2

B2

B2

J1

J1

J1

J1

J1

E

F

2

3.11.13 1.15

1.9 kPaLIVE LOAD 4.8 kPa

LIVE LOAD

1.14

PLAN NOTES

1. SEE ARCH. DWG'S FOR DIMENSIONS2. EXTERIOR WALLS TO BE 2x6 STUD @16" O.C. U.N.O.3. INTERIOR WALLS TO BE 2x6 @16" O.C. PER ARCH.4. PROVIDE 1/2" PLYWOOD WALL SHEATHING5. ALL BUILT UP COLUMNS AT BEAM BEARING MUST BE CONTINUOUS FROM

POINT OF BEARING THRU TO CONCRETE.6. BUILT UP COLUMNS MAY ONLY BE CALLED UP ON PLAN WHERE

BEARING OCCURS

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S2.1MEZZ. FLOOR FRAMING

PLAN

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/4" = 1'-0"

MEZZ. FRAMING PLAN

3D VIEW - MEZZ. LEVEL

JOIST SCHEDULE

TYPE DESCRIPTIONFACTORED

LOADKNAPP

CONNECTORJ1 PRE-ENG. 14" I-JOIST @19.2" O.C. MAX.J2 5 1/8"x12" D.Fir 20f-E GLULAM @4'-0" O/C MAX.

PARALLEL TO SLOPES.13 kN RICON S @ 140x60 EK

J3 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

18 kN RICON S @ 140x60 EK

J4 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

24 kN RICON S @ 290x80 EK

J5 8 1/2"x21" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

28 kN RICON S @ 290x80 EK

BEAM SCHEDULE

TYPE DESCRIPTION FACTOREDLOAD

KNAPPCONNECTOR

SCREWSAT JOIST

SCREWSAT HEADER

B1 8 1/2"x13 1/2" D.Fir 20f-E GLULAM N/A N/A N/A N/AB2 2-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB3 3-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB4 6 3/4"x13 1/2" D.Fir 20f-E GLULAM 22 kN RICON S @ 200x60

VS10 x ASSY VG

CSK 8x16010 x ASSY VG

CSK 8x80B5 6 3/4"x19 1/2" D.Fir 20f-E GLULAM 71 kN MEGANT @

405x100x4012 x ASSY VG

CSK 8x16012 x ASSY VG

CSK 8x160B6 10 1/4"x24" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B7 10 1/4"x22 1/2" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B8 12 1/4"x31 1/2" D.Fir 20f-E GLULAM 126 kN MEGANT @

550x150x5032 x ASSY VG

CSK 8x16032 x ASSY VG

CSK 8x160B9 12 1/4"x33" D.Fir 20f-E GLULAM 206 kN MEGANT @

720x150x5040 x ASSY VG

CSK 8x16040 x ASSY VG

CSK 8x160

COLUMN SCHEDULE

MARK DESCRIPTIONP1 5 1/8"x6" D.Fir 16c-E GLULAMP2 6 3/4"x13 1/2" D.Fir 20f-EX GLULAM (WIND COLUMN)P3 3-2x6 SPF No.1/2P4 4-2x6 SPF No.1/2P5 10 1/4"x10 1/2" D.Fir 16c-E GLULAM

1/8" = 1'-0"

MEZZ. FLOOR LOADING DIAGRAM

CuongTD
Difference
Page 8: 60724 Foss Equestrian Stables_Diff_Diff

3

3

A

B

C

D

E

F

G

H

I

J

2 2

1.1

1.2

1.3

1.4

1.5

1.6

1

3.1 3.2

1.13 1.151.11

2.1

2.2

1.12 1.14

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

1/16" = 1'-0"

S2.2OVERALL ROOF FRAMING

PLAN

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/16" = 1'-0"

OVERALL ROOF FRAMING PLAN

3D VIEW - ROOF PRIMARY FRAMING

3D VIEW - ROOF OVER FRAMING

CuongTD
Difference
Page 9: 60724 Foss Equestrian Stables_Diff_Diff

3

A

B

C

D

E

2 2

21' -

8"

21' -

2"

21' -

2"

21' -

2"

21' -

2"

GF1

GF1

GF1

GF2

GF2

GF2

GF2

GF1

GF1

GF1

GF1

GF1

GF1

1.11.21.3

1.4

1.5

1.6

1

B5

3.1 3.2

1.13 1.151.11

GF1

GF1

GF1

5' - 1" 46' - 0" 46' - 0" 5' - 1"

P5

B5

B5 (HIGH)

2S3.0

P2

P3 P3

P1P1

B9

B5

1S3.2

CROSS BRACINGSEE S3.3 FORSIZES & DETAILS

6S3.0

2S4.2

2S4.2

SIM.

5S4.0

3S4.2

5S4.2

6S4.2

GF3

GF3

GF3

GF3 GF3

B5

B5

J2 J2

1S4.2

8S4.2

9S4.2

11S4.2

10S4.2

2-3/4"Ø THRU BOLTS@48" O.C

2-3/4"Ø THRU BOLTS@48" O.C

7S3.2

7S4.2

12S4.2

13S4.2

T&G DECKINGDIRECTION

B8

B8

P1

9S4.1

2.2

T&G DECKINGDIRECTION

4'x8' PLYWOODSHEATHING OVER,SEE DETAIL 8/S4.1FOR FASTENING

4'x8' PLYWOODSHEATHING OVER,SEE DETAIL 8/S4.1FOR FASTENING

B5

15S4.2

P1 P1

CURVED 2x6FRAMING WALLSC/W 3 1/2" GLULAMCURVED TOP ANDBOTTOM PLATES

1.12

P5

B5 (LOW)

B5 (HIGH)

B5 (LOW)

B9

8S3.0

J3J3

J3

B6

GF4 GF4

14S4.2

P3

P3

P2

P2 P2 P2 P2

B5

4' -

0"

4' -

0"

B4 B4

J5

J2

J2 J2

J2

J2

J2

J2

J2

J2

J4 J4

J3J3

J2

J3J3

J2

B7

J2

J2

J2

J2

B6

B6

19' - 3" 27' - 8 1/2" 26' - 11" 25' - 8 1/2"

B8

1.14

B4

B4

J2J2

L1L1 P3 P3

B4

ROOF DIAPHRAGM SCHEDULE

MARK SHEATHING NAILS

ROOFDIAPHRAGM

1 1/2" D.FIR T&G DECKINGW/ 3/8" PLYWOODSHEATHING OVER

3" COMMON WIRE NAILS @PANELEDGES OVER PURLIN @6" O.C.#8x1 1/2" SCREWS @PANEL EDGESNOT OVER PURLIN @6" O.C.#8x1 1/2" SCREWS @ 24" O.C. x12" O.C.GRID, SEE DETAIL 8/S4.1

PROVIDE 2x8 SPF RAFTERS @24" O.C ABOVE ROOF DIAPHRAGM FOROVERFRAMING & OVERHANG C/W ROOF SHEATHING PER ARCH.

PLAN NOTES

1. SEE ARCH. DWG'S FOR DIMENSIONS2. EXTERIOR WALLS TO BE 2x6 STUD @16" O.C. U.N.O.3. INTERIOR WALLS TO BE 2x6 @16" O.C. PER ARCH.4. PROVIDE 1/2" PLYWOOD WALL SHEATHING5. ALL BUILT UP COLUMNS AT BEAM BEARING MUST BE CONTINUOUS FROM

POINT OF BEARING THRU TO CONCRETE.6. BUILT UP COLUMNS MAY ONLY BE CALLED UP ON PLAN WHERE

BEARING OCCURS

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S2.2ANORTH ROOF FRAMING

PLAN

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

JOIST SCHEDULE

TYPE DESCRIPTIONFACTORED

LOADKNAPP

CONNECTORJ1 PRE-ENG. 14" I-JOIST @19.2" O.C. MAX.J2 5 1/8"x12" D.Fir 20f-E GLULAM @4'-0" O/C MAX.

PARALLEL TO SLOPES.13 kN RICON S @ 140x60 EK

J3 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

18 kN RICON S @ 140x60 EK

J4 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

24 kN RICON S @ 290x80 EK

J5 8 1/2"x21" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

28 kN RICON S @ 290x80 EK

TUDOR ARCH GLULAM SCHEDULE

TYPE DESCRIPTION DETAILSGF1 D.Fir 20f-EX 10 1/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.1GF2 D.Fir 20f-EX 6 3/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.1GF3 D.Fir 24f-EX 12 1/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.2GF4 D.Fir 20f-EX 6 3/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.2

BEAM SCHEDULE

TYPE DESCRIPTION FACTOREDLOAD

KNAPPCONNECTOR

SCREWSAT JOIST

SCREWSAT HEADER

B1 8 1/2"x13 1/2" D.Fir 20f-E GLULAM N/A N/A N/A N/AB2 2-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB3 3-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB4 6 3/4"x13 1/2" D.Fir 20f-E GLULAM 22 kN RICON S @ 200x60

VS10 x ASSY VG

CSK 8x16010 x ASSY VG

CSK 8x80B5 6 3/4"x19 1/2" D.Fir 20f-E GLULAM 71 kN MEGANT @

405x100x4012 x ASSY VG

CSK 8x16012 x ASSY VG

CSK 8x160B6 10 1/4"x24" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B7 10 1/4"x22 1/2" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B8 12 1/4"x31 1/2" D.Fir 20f-E GLULAM 126 kN MEGANT @

550x150x5032 x ASSY VG

CSK 8x16032 x ASSY VG

CSK 8x160B9 12 1/4"x33" D.Fir 20f-E GLULAM 206 kN MEGANT @

720x150x5040 x ASSY VG

CSK 8x16040 x ASSY VG

CSK 8x160

1/8" = 1'-0"

NORTH ROOF FRAMING PLAN

COLUMN SCHEDULE

MARK DESCRIPTIONP1 5 1/8"x6" D.Fir 16c-E GLULAMP2 6 3/4"x13 1/2" D.Fir 20f-EX GLULAM (WIND COLUMN)P3 3-2x6 SPF No.1/2P4 4-2x6 SPF No.1/2P5 10 1/4"x10 1/2" D.Fir 16c-E GLULAM

LINTEL SCHEDULE

TYPE Type POST BEARING KINGL1 3-1 3/4"x9 1/4" 2.0E LVL 3 STUDS 1 2

CuongTD
Difference
Page 10: 60724 Foss Equestrian Stables_Diff_Diff

ROOF DIAPHRAGM SCHEDULE

MARK SHEATHING NAILS

ROOFDIAPHRAGM

1 1/2" D.FIR T&G DECKINGW/ 3/8" PLYWOODSHEATHING OVER

3" COMMON WIRE NAILS @PANELEDGES OVER PURLIN @6" O.C.#8x1 1/2" SCREWS @PANEL EDGESNOT OVER PURLIN @6" O.C.#8x1 1/2" SCREWS @ 24" O.C. x12" O.C.GRID, SEE DETAIL 8/S4.1

PROVIDE 2x8 SPF RAFTERS @24" O.C ABOVE ROOF DIAPHRAGM FOROVERFRAMING & OVERHANG C/W ROOF SHEATHING PER ARCH.

3

3

F

G

H

I

J

2 2

21' -

2"

21' -

2"

21' -

2"

21' -

2"

21' -

8"

GF1

GF1

GF1

GF2

GF2

GF2

1S3.1

GF1

GF1

GF1

GF1

GF1

GF1

1.1

1.2

1.3

1.4 1.5 1.6 1 3.1 3.21.13 1.151.11

GF1

GF1

GF1G

F3

GF3

GF3 G

F3

GF3

19' - 3" 27' - 8 1/2" 26' - 11" 25' - 8 1/2" 6' - 7" 46' - 0" 46' - 0"

P2 P2

B5

B5

1S3.0

B8

L1P3 P3

P5

B9

B5

P5

2S3.1

1S3.2

3S4.2

11S4.2

2-3/4"Ø THRU BOLTS@48" O.C

CROSS BRACINGSEE S3.3 FORSIZES & DETAILS

2-3/4"Ø THRU BOLTS@48" O.C

7S3.2

12S4.2

2S4.2

SIM.

4S4.2

4S3.2

B8

P1

9S4.1

2.1

GF4

T&G DECKINGDIRECTION

T&G DECKINGDIRECTION

4'x8' PLYWOODSHEATHING OVER,SEE DETAIL 8/S4.1FOR FASTENING

4'x8' PLYWOODSHEATHING OVER,SEE DETAIL 8/S4.1FOR FASTENING

B5

15S4.2

10S3.3

CURVED 2x6FRAMING WALLSC/W 3 1/2" GLULAMCURVED TOP ANDBOTTOM PLATES

1.12

B9

J3

J3J3

J3

J3

GF4

P3

P3

P2 P2 P2 P2

B5B5

4' -

0"

5' - 1" 5' - 1"

J2 J2

B4 B4

J5

J2J2

J2 J2

J2J2

J2J2

J2

J4J4

J3 J3

J2

12753

6803

B7J2

J2

J2

J2

B6

B6

B8

B5

1.14

P1P1

4' -

0"

B4

B4

J2 J2

L1P3 P3

B4

PLAN NOTES

1. SEE ARCH. DWG'S FOR DIMENSIONS2. EXTERIOR WALLS TO BE 2x6 STUD @16" O.C. U.N.O.3. INTERIOR WALLS TO BE 2x6 @16" O.C. PER ARCH.4. PROVIDE 1/2" PLYWOOD WALL SHEATHING5. ALL BUILT UP COLUMNS AT BEAM BEARING MUST BE CONTINUOUS FROM

POINT OF BEARING THRU TO CONCRETE.6. BUILT UP COLUMNS MAY ONLY BE CALLED UP ON PLAN WHERE

BEARING OCCURS

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S2.2BSOUTH ROOF FRAMING

PLAN

60724

FOSS EQUESTRIAN STABLESTU

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

JOIST SCHEDULE

TYPE DESCRIPTIONFACTORED

LOADKNAPP

CONNECTORJ1 PRE-ENG. 14" I-JOIST @19.2" O.C. MAX.J2 5 1/8"x12" D.Fir 20f-E GLULAM @4'-0" O/C MAX.

PARALLEL TO SLOPES.13 kN RICON S @ 140x60 EK

J3 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

18 kN RICON S @ 140x60 EK

J4 6 3/4"x15" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

24 kN RICON S @ 290x80 EK

J5 8 1/2"x21" D.Fir 20f-E GLULAM @4'-0" O/C MAX.PARALLEL TO SLOPES.

28 kN RICON S @ 290x80 EK

TUDOR ARCH GLULAM SCHEDULE

TYPE DESCRIPTION DETAILSGF1 D.Fir 20f-EX 10 1/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.1GF2 D.Fir 20f-EX 6 3/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.1GF3 D.Fir 24f-EX 12 1/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.2GF4 D.Fir 20f-EX 6 3/4" WIDE GLULAM FRAME VARIES DEPTH SEE S3.2

BEAM SCHEDULE

TYPE DESCRIPTION FACTOREDLOAD

KNAPPCONNECTOR

SCREWSAT JOIST

SCREWSAT HEADER

B1 8 1/2"x13 1/2" D.Fir 20f-E GLULAM N/A N/A N/A N/AB2 2-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB3 3-1 3/4"x14" 2.0E LVL N/A N/A N/A N/AB4 6 3/4"x13 1/2" D.Fir 20f-E GLULAM 22 kN RICON S @ 200x60

VS10 x ASSY VG

CSK 8x16010 x ASSY VG

CSK 8x80B5 6 3/4"x19 1/2" D.Fir 20f-E GLULAM 71 kN MEGANT @

405x100x4012 x ASSY VG

CSK 8x16012 x ASSY VG

CSK 8x160B6 10 1/4"x24" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B7 10 1/4"x22 1/2" D.Fir 20f-E GLULAM 89 kN MEGANT @

405x100x4015 x ASSY VG

CSK 8x16015 x ASSY VG

CSK 8x160B8 12 1/4"x31 1/2" D.Fir 20f-E GLULAM 126 kN MEGANT @

550x150x5032 x ASSY VG

CSK 8x16032 x ASSY VG

CSK 8x160B9 12 1/4"x33" D.Fir 20f-E GLULAM 206 kN MEGANT @

720x150x5040 x ASSY VG

CSK 8x16040 x ASSY VG

CSK 8x160

1/8" = 1'-0"

SOUTH ROOF FRAMING PLAN

COLUMN SCHEDULE

MARK DESCRIPTIONP1 5 1/8"x6" D.Fir 16c-E GLULAMP2 6 3/4"x13 1/2" D.Fir 20f-EX GLULAM (WIND COLUMN)P3 3-2x6 SPF No.1/2P4 4-2x6 SPF No.1/2P5 10 1/4"x10 1/2" D.Fir 16c-E GLULAM

LINTEL SCHEDULE

TYPE Type POST BEARING KINGL1 3-1 3/4"x9 1/4" 2.0E LVL 3 STUDS 1 2

CuongTD
Difference
Page 11: 60724 Foss Equestrian Stables_Diff_Diff

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASSY_VG_CYL_6-140

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASSY_VG_CYL_6-140

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASSY_VG_CYL_6-140

ASS

Y_KO

MBI_

8-16

0/80

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASSY_VG_CYL_6-140

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASSY_VG_CYL_6-140

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

A S S Y _ V G _ C Y L _ 6 - 1 4 0

ASS

Y_KO

MBI_

8-16

0/80

ASS

Y_KO

MBI_

8-16

0/80

ASS

Y_KO

MBI_

8-16

0/80

100' - 0"FIRST FLOOR

3

95' - 6"T.O.FTG.

3.1 3.2

3-2x6 B.U.

3S3.0

5S3.0

9S3.0

102' - 4"T.O. CONC. COLUMN

6 3/4"x9" GL.3-2x6 B.U. 3-2x6 B.U. 3-2x6 B.U.

6 3/4"x9" GL.6 3/4"x9" GL. 6 3/4"x9" GL. 6 3/4"x9" GL.

6 3/

4"x1

3 1/

2" G

L.

3-2x

6 B.

U.

6 3/

4"x1

3 1/

2" G

L.

3-2x

6 B.

U.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

3-2x

6 B.

U.

3-2x

6 B.

U.

6 3/

4"x1

3 1/

2" G

L.

3-2x6 B.U.

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

100' - 0"FIRST FLOOR

3

95' - 6"T.O.FTG.

3.13.23-2x6 B.U.

6S3.0

3S3.0

SIM.3S3.0

SIM.

102' - 4"T.O. CONC. COLUMN

9S3.0

SIM.

8S3.0

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

6 3/

4"x1

3 1/

2" G

L.

3-2x

6 B.

U.

3-2x6 B.U. 3-2x6 B.U.

6 3/4"x9" GL.6 3/4"x9" GL. 6 3/4"x9" GL.

6 3/4"x9" GL.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

6 3/

4"x1

3 1/

2" G

L.

3-2x6 B.U. 3-2x6 B.U.

6 3/4"x9" GL.

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

6 3/4"x9" GL.

7S3.0

3-2x

6 B.

U.

3-2x

6 B.

U.

3-2x

6 B.

U.

4S3.0

WIND COLUMN SEE PLAN

WIND GIRT SEE ELEV.

140x60 EK KNAPP CONNECTOR2-8x200 TIMBERSCREWS @45°

WIND COLUMN SEE PLAN

140x60 KNAPPCONNECTOR RECESS INEND GRAIN OF PURLIN

WIND GIRT SEE ELEV.

2-8x200 TIMBERSCREWS @45°

GLULAM COLUMNSEE PLAN

CONC. COLUMNSEE PLAN

SEE TYP. POSTBASE DETAIL

A

GLULAM FRAMED SEE PLAN

BLOCKING

140x60 EK KNAPPCONNECTOR

5/16"x6" TIMBER SCREW@32" O/C

DOUBLE TOP PLATE

2x8 OUT LOOK @24"

DOUBLE RAFTERS

A35 SIMPSON CLIP

T&G DECKING

STUD WALL SEE PLAN

2-8x200 TIMBERSCREWS @45° TYP.

3"

4' - 0"

J

8"

SEE PLAN/SCHEDULEFOR REINFORCEMENT

EXTERIOR WALLNuForm CF8i

15M TIES @ 12" O/C

3/4" CHAMFER TYP.

6"8"

J

WIND COLUMN SEE PLAN

WIND GIRD SEE ELEV.

140x60 EK KNAPPCONNECTOR HOUSED INTOEND GRAIN OF PURLIN

2-8x200 TIMBERSCREWS @45°

3"

A

140x60 EK KNAPPCONNECTOR2-8x200 TIMBERSCREWS @45° TYP.

DOUBLE TOP PLATE

STUD WALL SEE PLAN

GLULAM FRAMED SEE PLAN

2x8 LOOK-OUT @24"

ROOF SHEATHING SEE PLAN

GLULAM BEAM SEE PLAN

5/16"x6" TIMBER SCREW@32" O/C

TUDOR ARCH SEE PLAN

2x8 LOOK-OUT @24"

ROOF SHEATHINGSEE PLAN

BLOCKING

T & G DECKINGSEE PLAN

5/16"x6" TIMBER SCREW@32" O/C

DOUBLE TOP PLATE

4' - 0"

A

A35 SIMPSON TYP.

BLOCKING

RIM JOIST

2x8 LOOK-OUT @24"

2-3/4"Ø THRU.BOLTS W/ TIMBERWASHER & NUT

TUDOR ARCH.GLULAM SEE PLAN

DOUBLE TOP PLATE

WIND COLUMN SEE ELEV.

STUD WALL SEE PLAN

5/16"x6" TIMBER SCREW@32" O/C

WIND COLUMN FLUSH TOOUTSIDE FACE OF STUD WALL

4' - 0"

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S3.0GABLE WALL ELEVATIONS

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

3/16" = 1'-0"S3.0

SOUTH GABLE WALL ELEVATION1

3/16" = 1'-0"S3.0

NORTH GABLE WALL ELEVATION2

1/2" = 1'-0"S3.03

1/2" = 1'-0"S3.05

1/2" = 1'-0"S3.09

1/2" = 1'-0"S3.06

1/2" = 1'-0"S3.0

PILASTER PL1 DETAIL10

1/2" = 1'-0"S3.04

3D VIEW - GABLE GLULAM FRAMING

1/2" = 1'-0"S3.08

1/2" = 1'-0"S3.07

CuongTD
Difference
Page 12: 60724 Foss Equestrian Stables_Diff_Diff

AS SY _ VG _ CS _ 8 - 2 2 0

AS SY _ VG _ CS _ 8 - 2 2 0

AS SY _ VG _ CS _ 8 - 2 2 0

AS SY _ VG _ CS _ 8 - 2 2 0

AS SY _ VG _ CS _ 8 - 2 2 0

ASSY_VG_CS_8-220

ASSY_VG_CS_8-220

ASSY_VG_CS_8-220

ASSY_VG_CS_8-220

ASSY_VG_CS_8-220

100' - 0"FIRST FLOOR

100' - 0"FIRST FLOOR

3

134' - 0"ROOF PEAK

134' - 0"ROOF PEAK

95' - 6"T.O.FTG.

95' - 6"T.O.FTG.

D.Fir 20f-EX GLULAM 10 1/4"WIDE AND VARIES DEPTH3/4" LAMINATIONS

3.1 3.2

12' -

4 1

/2"

2' -

4"

12' -

4 1

/2"

2' -

4"

5S3.1

4S3.1

102' - 4"T.O. CONC. COLUMN

102' - 4"T.O. CONC. COLUMN

3S3.1

T.O. GRADE 99' - 4"

4 1/2"

12"

3' - 3"3' - 3"

2' - 0" 2' - 0"

2800 mm

R 9' - 2 1/4"

46' - 0"46' - 0"

2800 mmR 9' - 2 1/4"

12' - 5 1/4"

TANGENTPOINT

TANGENTPOINT

23.03°

3' -

0"

2' - 1" 2' -

1"

TANGENTPOINT

23.0

12' - 5 1/4"

TANGENTPOINT

3' - 11 5/8" 3' -

11 5

/8"

3.1

TUDOR ARCH. GLULAMSEE PLAN

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 8/S4.0

6S3.1

102' - 4"T.O. CONC. COLUMN

1/4"

1 1/

2"6"

3/4"

2"4"7"7"7"7"7"3" POST BASE GF13/4" BASE &1/2" KNIFE PL.& 1"x3"xTO SUIT ULTRA HIGH DENSITYPOLYMER SPACED WITH 1" GAPS C/W5-3/4"Ø STAINLESS STEEL DRIFT PINSRECESS 1" PLUG WITH OAK PEG

3/4" THK. SIDEBEARING PLATEDAPPED FLUSH

2"

134' - 0"ROOF PEAK

TUDOR ARCH. GLULAMSEE PLAN

KNAPP CONNECTORMEGANT @ 520x100x40

#8x3 1/2" SCREWS @EACH DECKING BOARD

5 1/8" RIDER BLOCKINGCONT.

ROOF SHEATHING SEEPLAN FOR FASTENING

I

3.1

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 8/S4.0

3' - 8"

1' -

4"

3" 3' - 1" 2" 2"

100' - 0"FIRST FLOOR

134' - 0"ROOF PEAK

95' - 6"T.O.FTG.

11' -

8 1

/2"

2' -

4"

7S3.1

102' - 4"T.O. CONC. COLUMN

4 1/2"

12"

3' - 3"

2800 mm

R 9' - 2 1/4"

T.O. GRADE 99' - 4"

TYP.4' - 0" TYP.

4' - 0"

8S3.2

Sim

D.Fir 20f-EX GLULAM 6 3/4"WIDE AND VARIES DEPTH3/4" LAMINATIONS

TANGENTPOINT

TANGENTPOINT

51' - 3 3/8"

12' - 5 1/4"

3' -

0"

2' - 1"

22.27°

2' - 0"

3' - 4 1/8"

1.3

CONC. COLUMN & WELD PLATEW/ NELSON STUDSSEE DETAIL 8/S4.0

1' -

4"

3' - 8"

2"2"3' - 1"3"

TUDOR ARCH. GLULAMSEE LAN

8S3.1

102' - 4"T.O. CONC. COLUMN

CONC. COLUMN & WELD PLATEW/ NELSON STUDSSEE DETAIL 8/S4.0

1/4"

7" 7" 7" 7" 7" 4"

1 1/

2"6"

3/4"

POST BASE GF23/4" BASE &1/2" KNIFE PL.& 1"x3"xTO SUIT ULTRA HIGH DENSITYPOLYMER SPACED WITH 1" GAPS C/W5-3/4"Ø STAINLESS STEEL DRIFT PINSRECESS 1" PLUG WITH OAK PEG

3/4" THK. SIDEBEARING PLATEDAPPED FLUSH 2"3"

2"

3.1

GLULAM PURLINSEE PLAN

#8x3 1/2"SCREWS @6" O.C

DECKINGSEE PLAN

STUD WALLSEE PLAN

DOUBLE TOPPLATE SLOPED

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S3.1TUDOR ARCH ELEVATIONS

& DETAILS

60724

FOSS EQUESTRIAN STABLESHN

TU

CALGARY, ALBERTA

1/4" = 1'-0"S3.1

TUDOR ARCH GLULAM GF11

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/2" = 1'-0"S3.15

1" = 1'-0"S3.14

1/2" = 1'-0"S3.16

1/4" = 1'-0"S3.1

TUDOR ARCH GLULAM GF22

1/2" = 1'-0"S3.18

1/2" = 1'-0"S3.17

1" = 1'-0"S3.13

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Difference
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Difference
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Difference
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Page 13: 60724 Foss Equestrian Stables_Diff_Diff

100' - 0"FIRST FLOOR

100' - 0"FIRST FLOOR

2

134' - 0"ROOF PEAK

134' - 0"ROOF PEAK

95' - 6"T.O.FTG.

95' - 6"T.O.FTG.

CROSS BRACING

D.Fir 24f-EX GLULAM 12 1/4"WIDE AND VARIES DEPTH3/4" LAMINATIONS

2' -

4"

2S3.2

102' - 4"T.O. CONC. COLUMN

102' - 4"T.O. CONC. COLUMN

12' - 5 1/4"

4 1/2"

12"

T.O. GRADE 99' - 4"

2' - 0"2' - 0"

4S3.1

SIM.2.1 2.2

47' - 0" 47' - 0"

9S3.3

11' -

9 3

/8"

TANGENTPOINT

4 1/2"

12"

2' - 1"

CROSS BRACING

3' - 3"

2800 mm

R 9' - 2 1/4"

2800 mmR 9' - 2 1/4"

12' - 5 1/4"

TANGENT POINT

3' -

0"

3' - 3"TANGENT POINT

22.2

6° 3' -

5"

TANGENT POINT

3' -

0"

3' - 5"

2' -

1"

TUDOR ARCH. GLULAMSEE LAN

3S3.2

102' - 4"T.O. CONC. COLUMN

3/4" THK. SIDEBEARING PLATE* LET IN FLUSH

* GALVANIZATION FIELDWELD AFTER INSTALLING

1/4"

1 1/

2"6"

6"3/

4"

3" 7" 7" 7" 7" 7" 4" 2"

2.1

POST BASE GF33/4" BASE & 1/2" KNIFE PL.& 1"x3"xTO SUIT ULTRA HIGH DENSITYPOLYMER SPACED WITH 1" GAPS C/W10-3/4"ØSTAINLESS STEEL DRIFT PINSRECESS 1" PLUG WITH OAK PEG

CONC. COLUMN & WELD PLATEW/ NELSON STUDSSEE DETAIL 9/S4.0

2' - 2 1/2"

2"

1

2.1

CONC. COLUMN & WELD PLATEW/ NELSON STUDSSEE DETAIL 9/S4.0

1' -

0 1/

4"

3' - 8"

1' -

6"

2"2"3' - 1"3"

2' - 2 1/2"

2

1

GF3

GF2

GF2

GF2

GF2

GF2

GF2

8S3.2

GLULAM BEAM SEE PLAN

KNAPP CONNECTORMEGANT @ 290x100x40

KNAPP CONNECTORRICON @ 290x80 VSC/W MACHINE BOLTS TOSTEEL PLATE TO KNAPPSPECIFICATION

2-1/2" BEARING PLATEC/W 4-3/4" Ø THRU. BOLTSSEE 10/S3.3

1/4"

1/4"TYP.

8-3/4"Ø THRU BOLTSC/W TIMBER WASHERS AND NUTS

3/4" GUSSET PLATES

GF3

4" 5" 3"

1

TUDOR ARCH. GLULAM GF3TUDOR ARCH.GLULAM GF2

DECKING SEEPLAN

KNAPP CONNECTORMEGANT @ 290x100x40

GLULAM BEAM SEE PLAN

KNAPP CONNECTORRICON @ 290x80 VSC/W HOLD-DOWN CLIP

STEEL RING

2-3/8"x8" TIMBERSCREWS TYP.

1" BEARING PLATEDAPPED FLUSH3/4" PLATE TYP.

8-3/4"Ø THRU BOLTS C/W TIMBERWASHERS AND NUTS

100' - 0"FIRST FLOOR

95' - 6"T.O.FTG.

1.13 1.15

102' - 4"T.O. CONC. COLUMN

5S3.2

2' - 0"

2800 mm

R 9' - 2 1/4"

KNAAP CONNECTORMEGANT @ 290x60x40

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

ASSY_VG_CYL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

ASSY_VG_CYL_8-160

11' - 2 1/4"TANGENT POINT

TANGENT POINT

D.Fir 20f-EX GLULAM 6 3/4"WIDE AND VARIES DEPTH3/4" LAMINATIONS

1.14

4' -

6"

2' - 0 1/4"

1' - 3" 1' -

3"

2' - 0

1/4

"

102' - 4"T.O. CONC. COLUMN

TUDOR ARCH.GLULAM SEE LAN

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 14/S4.0

3/4" THK. SIDEBEARING PLATE* LET IN FLUSH

* GALVANIZED FIELDWELD AFTERINSTALLING

1/4"

6S3.2

1 1/

2"6"

3/4"

4"8"8"3 1/4"

POST BASE GF43/4" BASE & 1/2" KNIFE PL.AND 1"x3"xTO SUIT UHMWPOLYMER SPACED WITH1" GAPS C/W 3-3/4"ØSTAINLESS STEEL DRIFTPINS RECESS 1" OAK PEG

2-10M ON TOP

2" 2"

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 14/S4.0

1' -

2"

2' - 6"TUDOR ARCH GLULAMSEE PLAN

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S3.2TUDOR ARCH ELEVATIONS

& DETAILS

60724

FOSS EQUESTRIAN STABLESHN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/4" = 1'-0"S3.2

TUDOR ARCH GLULAM GF31

1/2" = 1'-0"S3.22

1/2" = 1'-0"S3.23

1/2" = 1'-0"S3.27

1/2" = 1'-0"S3.28

1/4" = 1'-0"S3.2

TUDOR ARCH. GLULAM GF44

1/2" = 1'-0"S3.25

1/2" = 1'-0"S3.26

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Page 14: 60724 Foss Equestrian Stables_Diff_Diff

1 1.11

GF3 GF3

GF3

1"Ø S

TEEL

ROD

BRAC

ING

A307

THR

EAD

ENDS

1"Ø STEEL ROD BRACING

A307 THREAD ENDS

1"Ø S

TEEL

ROD B

RACIN

G

A307

THREA

D ENDS

1"Ø STEEL ROD BRACING

A307 THREAD ENDS

19' - 3"

7S3.3

W.P.

W.P.

W.P. W.P.

W.P.

W.P.

TF=1

00kN

B5

8S3.3

9S3.3

10S3.3

TF=100kN

TF=1

00kN

TF=100kN

B7

B5

100' - 0"FIRST FLOOR

1 1.11

102' - 4"T.O. CONC. COLUMN

19' - 3"

6S3.3

3S3.3

W.P.W.P.

W.P. W.P.

1"Ø STEEL ROD BRACING

1"Ø STEEL ROD BRACING

4S3.3

8S3.3

TF=100kN

TF=100kN

1

1 "Ø STEEL ROD BRACING

3/4" GUSSET

1/2"x9"x 12" BEARING PLATEC/W 4-3/4" Ø THRU. BOLTS

GLULAM BEAM SEE PLAN

TUDOR ARCH. GLULAMSEE PLAN

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

W.P.

6"7"

7"6"

TIMBER WASHERSTYP.

1/4"

1/4"TYP.

3 1/2"

1 1/

8"1

1/8"

1.11

1"Ø STEEL ROD BRACING

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

3/4" GUSSET

1/2"x9"x 16" BEARING PLATEC/W 2-3/4" Ø THRU. BOLTS

TUDOR ARCH. GLULAM SEE PLAN

W.P.

PURLINSEE PLAN

THREADED END

TIMBER WASHER TYP.

1.11

102' - 4"T.O. CONC. COLUMN

TUDOR ARCH. GLULAMSEE PLAN

1"Ø STEEL ROD BRACING

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

3/4" GUSSET SEEDETAIL 5/S3.3

59.11°

W.P.

1 1/

2"6"

6"

6 1/8"

3/4" CHAMFER TYP.

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 11/S4.0

1/4"

1/4"TYP.

3 1/2"

1 3/8"Ø HOLE

7 1/4"

2 1/2"

2 1/

2"

3 1/2" 5 7/8"

59.11° 1' -

1 1/

2"

1 3/8"Ø HOLE

1' -

4"

1 1/8"

3 1/2"

2 1/

2"

21.00°

1

102' - 4"T.O. CONC. COLUMN

TUDOR ARCH. GLULAMSEE PLAN

1"Ø STEEL ROD BRACING

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

3/4" GUSSET SEEDETAIL 5/S3.3

CONC. COLUMN & WELDPLATE W/ NELSON STUDSSEE DETAIL 9/S4.0

1 1/

2"6"

6"

59.11°

3/4" CHAMFER TYP.

1/4"

1/4"TYP.

1/4"

1/4"TYP.

W.P.

3 1/2"

2.1ROOF SYSTEM SEE ARCH.

TUDOR ARCH. GLULAMSEE PLAN

1"Ø STEEL ROD BRACING

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

2-1/2"x9"x 15" BEARING PLATEC/W 4-3/4" Ø THRU. BOLTS

GLULAM BEAM SEE PLAN

9"

2"5 1/2"

5 1/2"2"

1' - 3"

2' - 2 1/2"

1/2"x1'-3"x9" BEARING PLATEC/W 5-3/4" Ø THRU. BOLTS

9"

2 1/2" 4" 2 1/2"

1/2" BEARING PLATE

1/2" BEARING PLATE

2 1/2" 4" 2 1/2"

2-1/2"x9"x 10" BEARING PLATEC/W 4-3/4" Ø THRU. BOLTS

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

1"Ø STEEL ROD BRACING

TUDOR ARCH.GLULAM SEE PLAN

GLULAM BEAMSEE PLAN

ROOF SYSTEMSEE ARCH.

2 1/2"5" 2 1/2"

10"

2 1/2"4"

2 1/2"

9"

1/2" BEARING PLATE

2

ROOF SYSTEM SEE PLAN

GLULAM BEAM SEE PLAN

TUDOR ARCH. GLULAM SEE PLAN1/2"x12"x15" BEARING PLATEC/W 4-3/4" Ø THRU. BOLTS

1"Ø STEEL ROD BEARING

#3 GALV. CLEVIS,1"Ø TAP3/4"(+1/8") GRIP, 1 1/4" PIN

8-3/4"Ø THRU BOLTS SEE DETAIL7/S3.2 FOR CONNECTION

2"10

"2"

2"8"2 1/2"

1' -

2"

3 1/

2"7"

4 1/

2"

1' - 0 1/2"

1/2"x12.5"x14" BEARING PLATE1/2" BEARING PLATE

1/2" BEARING PLATE

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S3.3CROSS BRACING PLAN &

DETAILS

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/4" = 1'-0"S3.3

CROSS BRACING PLAN1

1/4" = 1'-0"S3.3

CROSS BRACING ELEVATION2

1" = 1'-0"S3.37

1" = 1'-0"S3.36

1" = 1'-0"S3.33

1 1/2" = 1'-0"S3.3

GUSSET TO GF3 POST BASE5

ISOVIEW OF BRACED BAY

1" = 1'-0"S3.34

NOTE: ONE END OF RODRIGHT HAND, ONE ENDLEFT HAND THREAD

1" = 1'-0"S3.38

1/2" = 1'-0"S3.39

1" = 1'-0"S3.310

CuongTD
Difference
Page 15: 60724 Foss Equestrian Stables_Diff_Diff

100' - 0"FIRST FLOOR

95' - 6"T.O.FTG.

3.2STUD WALL SEE PLAN

CONC. SLAB SEE PLAN FORSIZE & REINF.

DOWELS TO MATCHVERT. REINF.

2x4 KEY WAY

CONC. FOOTING SEEPLAN FOR SIZE & REINF.

2-15M TOP

GUARDRAIL PER ARCH.TO ABC 2014

3'-0

"

1'-0"

CONC. WALL SEE PLANFOR TYPE & REINF.

8"

CONC. COLUMNSEE PLANCONC. BEAM SEE PLAN

GRADE

8"

1' - 0"DOWELS10M@18" O/C

T.O.WALL 102' - 0" T.O.SLAB 102' - 0"

100' - 0"FIRST FLOOR

DRAINS SEE ARCH.

H.D. GALV 50 GRATINGD.B. 19-4 OR EQUIVALENT

L 2 1/2"x 2 1/2" x 1/4" C/W H.D.GALV 7/16"Ø ROD ANCHORS@ 12" ALL AROUND

10M @12" O/C

RAMP SLAB

3-10M BOT.

1' -

5"

10M DOWEL @12"

2' - 0"

11

1-10M EXTRA E.S.

100' - 0"FIRST FLOORSE

E AR

CH

.

SLAB ON GRADESEE PLAN

SLAB THICKENING

DIRT FLOORSEE ARCH.

1' - 0"

10M @ 12" O/C

2-10M TOP

2-10M BOTTOM

11

SEE ARCH. FOR DETAIL

100' - 0"FIRST FLOOR

SLAB ON GRADESEE PLAN

COLUMN SEE PLAN

AIFB

CONC. FOOTING SEE PLANFOR SIZE & REINF.

SEE TYP. POSTBASE DETAIL

GLULAM COLUMNSEE PLAN

2-15M TOP

100' - 0"FIRST FLOOR

GRADE

2-10M ON TOP

CONC. FOOTING SEE PLANFOR SIZE & REINF.

2x4 KEYWAY

4"

8' -

10"

8"

CONCRETE WALLSEE PLAN FORSIZE AND REINF.

3/4" CHAMFER TYP.

10"

10"

1 1/

2" T

YP.

1 1/2" TYP.

2' -

6"

20M@6" VERT. E.F.

15M@12" STIRRUP

2-15M STIRRUPSON TOP

3-20M EXTRA

3/4" CHAMFER TYP.

3/4"x22"x40" WELD PLATEC/W 15-1"Ø x8"LG. NELSONSTUDS

SEE GENERAL NOTES FORCOVER REQUIREMENTS

2' -

6"

2" 4" 8" 8" 8" 8" 4" 2"

2" 3' - 4" 2"

3' - 8"

2"2'

- 2"

2"

3"10

"10

"3"

3' - 8" 3/4" CHAMFER TYP.

SEE GENERAL NOTES FORCOVER REQUIREMENTS

20M@10" VER. E.F.

15M@12" STIRRUP

2-15M STIRRUPSON TOP

2-20M EXTRA

3/4" CHAMFER TYP.

6' -

10"

5' - 8"

3/4"x12"x40" WELD PLATEC/W 10-1"Ø x 8"LG.NELSON STUDS

1' -

4"1'

- 4"

2" 4" 8" 8" 8" 8" 4"

2" 3' - 4"

2"1'

- 0"

2"

3' - 8"

3' - 8"

5' - 8"

2"8"

2"

2"

2"

3/4" CHAMFER TYP.

1' -

2"

2" T

YP.

3/4"x10"x26" WELD PLATE C/W6-3/4"Øx8"LG. NELSON STUDS

4" 9" 9" 4"

2' - 2"

2"6"

2"

10"

WELD PLATE3/4" CHAMFER TYP.

2' - 6"

2" TYP.

100' - 0"FIRST FLOOR

J

95' - 6"T.O.FTG.

SLAB ON GRADESEE PLAN

2-15M TOP

CONC. WALL SEE PLAN

2x4 KEYWAY

CONC. FOOTINGSEE PLAN

10M DOWEL @12"

100' - 0"FIRST FLOOR

J

95' - 6"T.O.FTG.

DOWELS TO MATCHVERT. REINF.

2x4 KEYWAY

CONC. WALL SEE PLANFOR SIZE & REINF.

SLAB ON GRADESEE PLAN

2-15M TOP

A.I.F.B.

STUD WALL SEE PLAN

T.O.WALL 100' - 10"

100' - 0"FIRST FLOOR

95' - 6"T.O.FTG.

3.1

3'-0

"

1'-0"

CONC. BEAMSEE PLAN

STUD WALL SEE PLAN

CONC. SLAB SEE PLAN FORSIZE & REINF.

GUARDRAIL PER ARCH.TO ABC 2014

CONC. FOOTING SEE PLANFOR SIZE & REINF.

DOWELS TO MATCHVERT. REINF.

CONC. WALL SEE PLAN

DOWELS 10M @18" O/C

2x4 KEYWAY

2x4 KEYWAY

2x4 KEYWAY

T.O SLAB

VARIES

T.O.WALL 102' - 0"

100' - 0"FIRST FLOOR

95' - 6"T.O.FTG.

3.1

CONC. SLAB SEE PLAN FORSIZE & REINF.

GUARDRAIL PER ARCH.TO ABC 2014

CONC. BEAM SEE PLAN

CONC. WALL SEE PLAN

DOWELS 10M@18" O/C

DOWELS TO MATCHVERT. REINF.

2x4 KEYWAY

CONC. FOOTING SEE PLANFOR SIZE & REINF.

AIFB

SLAB ON GRADESEE PLAN

STUD WALLSEE PLAN

2x4 KEYWAY

2-10M TOP

T.O.WALL 102' - 0" T.O.SLAB 102' - 0"

SEE GENERAL NOTES FORCOVER REQUIREMENTS

20M@10" VER. E.F.

15M@12" STIRRUP

2-15M STIRRUPSON TOP

2-20M EXTRA

3/4" CHAMFER TYP.

6' -

10"

5' - 8"

3/4"x14"x40" WELDPLATE C/W 10-1"Ø x 8"LG.NELSON STUDS

1' -

6"1'

- 6"

2" 4" 8" 8" 8" 8" 4"

2" 3' - 4"

2"1'

- 2"

2"

3' - 8"

3' - 8"

5' - 8"

2"10

"2"

2"

2"

3/4" CHAMFER TYP.

1' - 4"

1' -

4"

2" TYP.

3/4" CHAMFER TYP.

2" T

YP.

100' - 0"FIRST FLOOR

95' - 6"T.O.FTG.

3.2

CONC. SLAB SEE PLAN

DOWELS 10M @18" O/C

2x4 KEYWAY

2-15M TOP

STUD WALL SEE PLAN

CONC. WALL SEE PLAN

DOWELS TO MATCHVERT. REINF.

2x4 KEYWAY

CONC. FOOTING SEE PLAN

T.O SLAB

VARIES

T.O.WALL 102' - 0"

100' - 0"FIRST FLOOR

4"

GRADE

2-10M ON TOP

CONC. FOOTINGSEE PLAN FORSIZE & REINF.

2x4 KEYWAY

CONC. WALLSEE PLAN FORSIZE AND REINF.

8' -

0"3'

- 0"

3'-0

"

1'-0"

DOWELS TO MATCHVERT. REINF.

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S4.0SECTIONS & DETAILS

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/2" = 1'-0"S4.01

1/2" = 1'-0"S4.0

TRENCH DRAIN DETAIL6 1/2" = 1'-0"S4.0

SLAB THICKENING DETAIL7

1/2" = 1'-0"S4.04

1/2" = 1'-0"S4.05

1" = 1'-0"S4.0

CONCRETE COLUMN C613

1/2" = 1'-0"S4.0

CONCRETE COLUMN C29 1/2" = 1'-0"S4.0

CONCRETE COLUMN C18

1" = 1'-0"S4.0

CONCRETE COLUMN C411

1/2" = 1'-0"S4.02

1/2" = 1'-0"S4.03

1/2" = 1'-0"S4.014

1/2" = 1'-0"S4.015

1/2" = 1'-0"S4.0

CONCRETE COLUMN C310

1" = 1'-0"S4.0

CONCRETE COLUMN C512

1/2" = 1'-0"S4.016

1/2" = 1'-0"S4.017

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Difference
Page 16: 60724 Foss Equestrian Stables_Diff_Diff

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

A S S Y _ 3 . 0 _ 8 - 1 6 0 / 8 0

113' - 1"MEZZ. FLOOR

3.1

STUD WALL SEE PLAN

BLOCKING

JOIST SEE PLAN

FLOOR SHEATHINGSEE PLAN

RIM JOIST

DOUBLE TOP PLATE

BEAM SEE PLAN

JOIST SEE PLAN

HANDRAIL PERARCH. TO ABC 2014

HANGER DESIGNED BYJOIST SUPPLIER

113' - 1"MEZZ. FLOOR

STUD WALL SEE PLAN

FLOOR SHEATHING SEE PLAN

FLOOR JOIST SEE PLAN

JOIST HANGER DESIGNEDBY JOIST SUPPLIER

BEAM SEE PLAN

113' - 1"MEZZ. FLOOR

FLOOR JOIST SEE PLAN

FLOOR SHEATHING SEE PLAN

BLOCKING

BEAM SEE PLANBEAM SEE PLAN

WALL PER ARCH.

3/4" SPACER FOR FINISHCEILING PER ARCH.

JOIST HANGERDESIGNED BY JOISTSUPPLIER

113' - 1"MEZZ. FLOOR

FLOOR JOIST SEE PLAN

FLOOR SHEATHING SEE PLAN

BLOCKING

BEAM SEE PLAN

TIMBERLINX A095 W/7/8"ØGALV. THREADED ROD6" MIN. EMBEDMENT

3/4" SPACER FOR FINISHCEILING PER ARCH.

COLUMN SEE PLAN

113' - 1"MEZZ. FLOOR

GLULAM BEAMSEE PLAN

FLOOR SHEATHINGSEE PLAN

BEAM SEE PLAN

HGA10 SIMPSONEA. SIDE OF BEAM

TIMBERLINX A095W/7/8"Ø GALV.THREADED ROD6" MIN. EMBEDMENT

100' - 0"FIRST FLOOR

EF 2

DOUBLE TOP PLATE

STUD WALL SEE PLAN

2x6 BLOCKING

OPENING

BUILT-UP COLUMN SEE PLAN

BOTTOM PLATECONCRETE WALL SEE PLAN

OPENING OPENING OPENING

BUILT-UPSEE PLAN

2-PLY 2x6 UNOON PLAN

2-PLY 2x6 UNOON PLAN

ANCHOR BOLT @ 48" O/C

TUDOR ARCH SEE PLAN

A35 CLIP

TUDOR ARCHSEE PLAN

A35 CLIP

T.O.WALL 102' - 0"

A35 CLIP

A35 CLIP

A35 CLIP

A35 CLIP

A35 CLIP

A35 CLIP

A35 CLIP

A35 CLIP

113' - 1"MEZZ. FLOOR

FLOOR SHEATHING SEE PLAN

BEAM SEE PLAN

STUD WALL SEE PLAN

BEAM SEE PLAN

BEAM HANGERDESIGNED BYBEAM SUPPLIER COLUMN SEE PLAN

CCQ5-6SDS2.5 SIMPSONCAP PLATE

113' - 1"MEZZ. FLOOR

3.11.15

GLULAM BEAM SEE PLAN

KNAPP CONNECTORRICON S @ 140x60 EKC/W HOLD-DOWN CLIP

TUDOR ARCH. GLULAMSEE PLAN

8' - 0" TYP.

PLYWOOD SHEATHINGSEE PLAN

GLULAM PURLIN BELOW

NAILING @PANELEDGE OVER PURLIN

NAILING @PANELEDGE NOT OVERPURLIN SEE PLAN

1 1/2" #8 SCREWS 12" O/Cx 24" O/C GRID IN FIELD

1 1/2" T&G D-Fir DECKING

4' -

0"4'

- 0"

4' -

0"

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

As indicated

S4.1SECTIONS & DETAILS

60724

FOSS EQUESTRIAN STABLESLN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/2" = 1'-0"S4.11

1/2" = 1'-0"S4.12

1/2" = 1'-0"S4.13

1/2" = 1'-0"S4.14

1/2" = 1'-0"S4.15

1/4" = 1'-0"S4.1

FRAMED EXTERIOR WALL TYP.9

1/2" = 1'-0"S4.16

1/2" = 1'-0"S4.17

1/4" = 1'-0"S4.1

ROOF PLYWOOD SHEATHING NAILING8

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Difference
Page 17: 60724 Foss Equestrian Stables_Diff_Diff

ASSY_VG_C

S_10-300

ASSY_VG_C

S_10-300

ASSY_VG_C

S_10-300

ASSY_VG_C

S_10-300

ASSY_VG_C

S_10-300

ASSY _V G

_CS_ 10 -650

ASSY_ VG_CS_ 1 0-48 0

ASSY_ VG_ CS_ 1 0- 30 0

ASSY_ VG_C S_ 1 0-4 00

ASSY_ VG_CS_ 10- 300 ASSY_VG_CS_ 10-300

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ASS Y_VG_C

S_10 -3 00

ROOF JOIST SEE PLAN

OPENING SEE ARCH.

ROOF SHEATHING &DECKING SEE PLAN

2x8 SPF No.1/2 RAFTER @2'-0"

BLOCKING

RIM JOIST

DOUBLE TOP PLATE SLOPEDPURLIN SEE PLAN

GLULAM BEAM SEE PLAN

ROOF SHEATHING SEE PLAN

ROOF JOIST SEE PLANKNAPP CONNECTORSEE SCHEDULEHOUSED INSECONDARY BEAMENDS TYP.

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

2x8 SPF No.1/2RAFTER @2'-0"

2x8 RIDGE BOARD

PITCH CUT

2-8x200 TIMBERSCREW @45°

ROOF SHEATHING SEEPLAN

GLULAM FRAMED SEE PLAN

GLULAM BEAM SEE PLAN

KNAPP CONNECTORSEE SCHEDULEHOUSED INSECONDARY BEAMENDS TYP.

2-8x300 TIMBERSCREW @45°

2x8 SPF No.1/2RAFTER @2'-0"

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

ROOF JOIST SEE PLAN

DOUBLE TOP PLATE

STUD WALL SEE PLAN

ROOF SHEATHINGSEE PLAN

2x8 SPF No.1/2RAFTER @2'-0"

RIM JOIST

BLOCKING

SLOPE CUTWEDGE TO SUIT

ROOF JOIST SEE PLAN

ROOF SHEATHING SEE PLAN

2x8 SPF No.1/2 RAFTER @2'-0"

CUT TOP OF PURLINTO ROOF PITCHES

4 ASSY VG SCREWS@ 12" O/C EA. SIDE6" MIN. EMBEDMENT

KNAPP CONNECTORSEE SCHEDULE

BEAM SEE PLAN

ROOF SHEATHINGSEE PLAN

2x8 SPF No.1/2RAFTER @2'-0"

KNAPP CONNECTOR SEESCHEDULEHOUSED IN SECONDARYBEAM ENDS TYP.

2x VALLEY BEAM

DOUBLE PITCHCUT

BEAM SEE PLAN

ROOF SHEATHING SEE PLAN

ROOF SHEATHING SEE PLAN2x8 SPF No.1/2RAFTER @2'-0"

KNAPP CONNECTORSEE SCHEDULE

1.14

KNAPP CONNECTORSEE SCHEDULE

BEAM SEE PLAN

ROOF SHEATHINGSEE PLAN

2x10 SPF No.1/2RAFTER @2'-0"

SECTION

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

2-8x200 TIMBERSCREW @45°

KNAPP CONNECTORSEE SCHEDULEHOUSED INSECONDARY BEAMENDS TYP.

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

ROOF JOISTSEE PLAN

ROOF SHEATHINGSEE PLAN

TUDOR ARCHSEE PLAN

2x8 SPF No.1/2RAFTER @2'-0"

TUDOR ARCH SEE PLAN

BEAM SEE PLAN

KNAAP CONNECTORSEE SCHEDULE

ASSY+VG_CS_10

BEAM SEE PLAN

ROOF SHEATHINGSEE PLAN

2x8 SPF No.1/2RAFTER @2'-0"

ROOF JOIST SEE PLAN

PITCH CUT TOP

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

BEAM SEE PLAN

KNAAP CONNECTORSEE SCHEDULE

BEAM SEE PLAN

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

ASSY_VG_CYL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

BEAM SEE PLANKNAAP CONNECTORSEE SCHEDULEHOUSED INSECONDARY BEAMENDS TYP.

STUD WALL SEE PLAN

DOUBLE TOPPLATE SLOPED

#8x3 1/2"SCREWS @6" O.C

ROOF SHEATHINGSEE PLAN

RIM JOIST

2x8 SPF No.1/2RAFTER @2'-0"

JOIST SEE PLAN

2

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

AS SY _V G_C YL_8-160

9 ASSY VG SCREWS@ 12" O/C EA. SIDE6" MIN. EMBEDMENT

GLULAM BEAMSEE PLAN

KNAPP CONNECTORSEE SCHEDULE

TIMBERLINX A095 W/ 1"ØGALV. THREADED ROD8" MIN. EMBEDMENT

4" Ø SHEAR PLATE

4-10x300 FULLYTHREADED SCREWS@45° OPPOSITE

COLUMN SEEPLAN

ROOF SHEATHINGSEE PLAN

2x8 SPF No.1/2RAFTER @2'-0"

GLULAM COLUMN SEE PLANGLULAM BEAM CUT BOTTOM

TIMBERLINX A095 W/ 1"ØGALV. THREADED ROD8" MIN. EMBEDMENT

4" Ø SHEAR PLATE

ROOF JOIST SEE PLAN

COPYRIGHTED. This design is the exclusive property of the Designer and shall not be reproduced without the Designers written permission. These drawings are to be read in conjunction with the specifications, structural, mechanical and electrical drawings. This drawing must not be scaled. All dimensions, data and levels shall be verified before construction, and all errors or omissions reported immediately to the Architect.

SHEET

PROJECT NO:SCALE:

DRAWN:

CHECKED:

DRAWING TITLE

PROJECT

101, 621 - 10th Street Canmore, AB T1W 2A2

Canmore Office 403 678-4211

1/2" = 1'-0"

S4.2SECTIONS & DETAILS

60724

FOSS EQUESTRIAN STABLESTN

TU

CALGARY, ALBERTA

no. issued for date1 ISSUED FOR PRICING 2015.04.082 ISSUED FOR COORDINATION 2015.07.163 ISSUED FOR BUILDING PERMIT 2015.07.294 ISSUED FOR CONSTRUCTION 2015.08.14

1/2" = 1'-0"S4.22

1/2" = 1'-0"S4.23

1/2" = 1'-0"S4.25

1/2" = 1'-0"S4.26

1/2" = 1'-0"S4.21

1/2" = 1'-0"S4.28

1/2" = 1'-0"S4.29

1/2" = 1'-0"S4.211

1/2" = 1'-0"S4.210

1/2" = 1'-0"S4.27

1/2" = 1'-0"S4.212

1/2" = 1'-0"S4.213

1/2" = 1'-0"S4.24

1/2" = 1'-0"S4.215

1/2" = 1'-0"S4.214

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Difference