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Architects TZG had envisioned an extensive internal renovation and external reinvigoration to the Chippendale warehouse, including the construction of a double height atrium. Owing to the boldness of the architectural design, and working off the script of the existing struc-ture, the approach to this project had to be immensely collaborative. The challenging design demanded unique solutions, which provided opportunities to enhance the architectural intent.
The main structural features discussed in this submission are:
GLASS BRICK BEAMS:
The project brief included an unconventional glass brick wall over a large opening, which in the original architectural designs were non-structural and supported by a deep beam underneath. Instead we made use of arching action to make a single skin glass brick structural beam (50mm wide) spanning 5.5m, with only a 10mm plate below visible.
CANTILEVERED STAIRCASE:
The brief required a large bespoke staircase as a rigid structure that could provide a grand passage between the two levels. Dynamic re-sponse was the major governing characteristic of the 4m cantilevered staircase. The stairs needed to resist high torsion forces due to the asymmetry of the two connection points. The structural inspiration is derived from applications of torsion boxes such as those in aeroplane wings.
COLUMN REMOVAL AND STRAP:
The warehouse which was to be converted into a multi-unit commer-cial office required larger open areas to accommodate new car and bike parking and storage space. As such, the proposed design saw the removal of a few intermediate columns, effectively doubling the span of the existing beams. PMI’s general approach to the brief was to retain as much of the existing structure as possible. Rather than deepening the beams, we proposed a tensioned steel strap system to pick up and transfer the axial loads from the intermediate columns to be removed to the columns at each end.
One of Chippendale’s characteristic federation style warehouses on Myrtle St was converted into an airy multi-unit office space with a cantilevered custom steel staircase and glass brick courtyard with 50mm glass brick beams. The project retained much of the industrial style structure and aesthetic, with some ambitious structural compo-nents to accommodate the existing structure and new design.
PROJECT BRIEF
INTRODUCTION ARCHITECT / Tonkin Zulaikha GreerBUILDER / Profile Property Group
C H I P P E N D A L E WAREHOUSE CONVERSION
C H I P P E N D A L E WAREHOUSE CONVERSION
The concept of arching action within brick walls is a traditional struc-tural principle that is typically applied to clay bricks. The innovation for Myrtle St is the application of these principles to the unconven-tional material of glass bricks, turning them into 2.3m high single skin glass brick beams supporting window joinery above. The glass bricks were only 50mm wide.
Utilising the simple principle of an arch allowed us to use the bricks, spanning around 5.5m, without the need of a large lintel. Instead, 10mm steel plates were used above and below the beam with ver-ticals placed at 1100mm intervals, connecting the top and bottom steel. These did the job of holding the unsupported zone of the arch up through transferring the load to the top of the arch. (It’s a sus-pension bridge!). Lateral thrusting loads are produced in an arching system like this which are taken care of by the 150 UC’s (SC1’s) at 5.5m crs.
Robustness of the 50mm single skin bricks was a major design con-sideration, 2mm plates were set into the grout between the glass bricks at 600 centres to provide any local lateral resistance as nec-essary. These were welded to the 10mm verticals placed at 1100mm intervals, the cooling of the weld providing pre-tension to the strap.
The effect is a remarkably light structural detail which appears to be somewhat floating. The glass bricks allow light to filter between the spaces and this is achieved without adding unnecessary bulky and additional structure to an already industrial warehouse space.
CREATIVITY AND INNOVATION
GLASS BRICK BEAM
Level 1
Level G
D C B A
3S21
3S20
GLAZIN
G TO A
RCHITE
CT'S D
ETAIL
GLAZIN
G TO A
RCHITE
CT'S D
ETAIL
GLAZING
TO ARCHITE
CT'S
DETAIL
150x10mm STEEL PLATE WELDED TO WM1EXPANDING GROUT TO BE PACKED BETWEEN PLATE ANDTOP OF GLASS BRICKWORK - PLATE TO EXTEND OVEROPENING - 150x50x6 ENDPLATE TURNED UP WITH M12
BOLT CHEMSET 75 TO BRICKWORK - WM1 TO BE WELDEDTO UNDERSIDE OF PLATE
WM1WM1
WM1WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
SC1
SC1
SC1
SC1
SB3
4aS21
WM1
WM1
WM1 WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WT1 WT1
WT2 WT2 WT2
1S23
CONCRETE HOB (UNDERLINE OF GLASS BRICKS)
SEE S21A FORDETAILS
RS1RS2
CONCRETE HOB (UNDERLINE OF GLASS BRICKS)
FINISH OVER SLABTO ARCH DETAIL
SB3/SB3a ASSEMBLYTO BE PRECAMBERED 6mm
WT1WT1 WT1
WT1
RM1 RM1RM1
RM1RM1
RM1RM1
RM1RM1
RM1RM1
RM1
SB1SB1
SB1SB1
WT1 SB3a
C
10mm STIFFENER TO REARSIDE OF SC3 AT ALLWT1/SC3 JUNCTIONS
SC1
WT1
WT1 WT1
WM1
4bS21
WT1 TO BE WELDED TOFLANGE OF SC3 ON SITE
DOOR FRAMING TO ARCHITECTS DETAIL
WM1 TO BE WELDEDTO INSIDE OF WT1
NOTE:LIASE WITH STEEL FABRICATOR/BRICK LAYER FOR CONSTRUCTION SEQUENCE
WT1 TO BE PROPPED BY A UB DURING CONSTRUCTIONTO ENSURE WT1 REMAINS PERFECTLY STRAIGHTPROPPING ONLY TO BE REMOVED AFTER COURTYARDWALL HAS COMPLETED CONSTRUCTION
20x2 GALV BAR TO BE LAIDBETWEEN GROUT OF GLASSBRICKS @ 600 CRS MAX
10mm STIFFENER TO REARSIDE OF SC3 AT ALLWT1/SC3 JUNCTIONS
16
10
150
50
WT1
WM1 BEHIND134x10mm BLADE WELDED TOTOP AND BOTTOM WT1 ON SITE
WT1 TO BE SHOP FABRICATEDHIT 50 MISS 100 FILLET WELDTHEN STRAIGHTENED ANDFINALLY SEAL WELDED ALONGENTIRE LENGTH.WELD TO BE GROUND BACK ANDFINISHED TO ARCHITECT'S DETAIL
OPENING FRAMING TOARCHITECT'S DETAIL
WT1
GLASS BRICK WALLTO ARCHITECT'S DETAIL
20x2mm STEEL STRAP WELDED TOWM1 AND SC1 @ 600 CRS MAX
ROOF
Level 1
Level G
562
S20
BRACING CONNECTION FROMEXISTING BEAM TO SC1 FORLATERAL SUPPORT OF SC1
SC1
SC1
4S21
WT1
WT1
WT1
BRACING CONNECTION FROMEXISTING BEAM TO SC1 FORLATERAL SUPPORT OF SC1
WT2
SCHUCO - ALB 400 PHFIXED TO SB1s WITH PROPRIETARYSYSTEM TO STEEL PLATE
WT2
SB1
WT1 WT
1
150x10mm PLATE FIXED TO CONCRETEHOB WITH M12 PLUG WELDED TO PLATE
AND SET 150 INTO HOB @ 1200 CRS
CONCRETE HOB TO BASE OF GLASS WALL100mm WIDE WITH 2N12s @ 300 CRS VERTICAL
& 2N12s TO TOP OF HOB HORIZONTALLY
RS1 RS1
CACTUS GARDENTO ARCHITECT'S DETAIL
TYPICAL BASE CONNECTION TO SC110mm BASE PLATE WITH 4N12s SETINSIDE FLANGES
3aS21
100x50x4 RHS - 600g/SQM GALVANISEDWEAK AXIS ORIENTED VERTICALLY
LIGHTING TO ARCHITECTS DETAIL FIXED TOFOOTING TO MANUFACTURER'S DETAILFIXED THROUGH 300x300x10mm STEEL PLATEWELDED TO TOP OF RHS
3bS21
200x50x6mm END PLATE TO 100x50x4 RHSSEE D3b/S21 FOR DETAILS
2510mm BASE PLATE TO SC1 WITH4M12 THREADED RODS SET INTOSLAB AND HOOKED 100mmSC
1
150x10mm STEEL BASE PLATEWITH PLUG WELDED ROD SETINTO CONCRETE HOB UNDER
100x50x4 RHSWITH 200x50x6 BASE PLATE AND2/M12s CHEMSET 150 INTO CONCRETESLAB
200
25251002525
252550
CONCRETE SLAB BEHIND
JOB NUMBER
DRAWING NUMBER REVISION
DRAWING SHEET SIZE = A1
DRAWING TITLEPROJECT
PO BOX 426, GLEBE NSW 2037, AUSTRALIAPh 61-417-243-395
Email: professormaxirvine@gmail.com ABN 25 124 334 872
ARCHITECTCLIENT
THE COPYRIGHT OF THIS DRAWING REMAINS WITH PROFESSOR MAXIRVINE CHARTERED ENGINEER
ALL SETOUT TO ARCHITECT'S DRAWINGS.DIMENSIONS TO BE VERIFIED WITH ARCHITECT ANDBUILDER BEFORE COMMENCING SHOP DRAWINGS ORSITE WORK. ENGINEER ACCEPTS NO RESPONSIBILITYFOR THE USABILITY, COMPLETENESS OR SCALE OFDRAWINGS TRANSFERRED ELECTRONICALLY.
NOT FOR CONSTRUCTION
CHARTERED ENGINEERPROFESSOR MAX IRVINE
APPROVED FOR CONSTUCTION (WHEN SIGNED)
DATEProfessor Max Irvine F.I.E AUST
TONKIN ZULAIKHA GREER ARCHITECTS117 Reservoir StreetABN: 46002722349P: (02) 9215 4900F: (02) 9215 4901EMAIL belinda@tzg.com.auWEB www.tzg.com.au
SCALE: 9CHIPPENDALE,
NSW 2008
As indicated
PMI-2015-025
S21
75-77 MYRTLE STCOURTYARD DETAILS 2
JUDITH NEILSON
SECTIONS204
DETAILS214a DETAIL
S214b
SECTIONS203
DETAILS213a
REV DESCRIPTION ISSUED VER'D APP'D DATE4 FOR SHOP DRAWING ISSUE TW 09/06/165 ADDED PRECAMBER - MODIFIED WT2 TW 21/06/166 MINOR MODIFICATIONS TW 29/06/167 INCLUSION OF FOOTING TO CACTUS LIGHTS TW 14/11/168 REVISED SUPPORT FOR CACTUS LIGHTING TW 21/11/169 REVISED LIGHT SUPPORT TW 23/11/16
DETAILS213b
1. brick arching action
2. steel plates in tension distribute load up
1. brick arching action
2. steel plates in tension distribute load up
56 2S20
SB3
SB3
SB2
GLAZING
TO ARC
HITECT'S
DETAIL
SC1
SC1
WT2
1ST FLOOR OFFICE SPACE
400 PH FROM SCHUCO - FIXED TOSB1 WITH PROPRIETARY FIXING
WT2 TO BE CUT INTO WM1 MEMBERS ANDFIXED TO EC1 WITH WELDED CONNECTION
SC1 WITH 12mm PLATE WELDED TO BASE AND TOINSIDE OF FLANGE 200mm ABOVE BASESB3 TO SLOT INSIDE PLATES AND BE WELDED INPLACE
SB2 TO BE FIXED TO SC1 THROUGH 10mmENDPLATE AND 4M12 BOLTS THROUGH SC1 WEB
4S21
WT2
250x10mm PLATE WELDED TO BASE OF SB1 TOBEAR WINDOW FRAMES ABOVE
Level 1
Level G
DCBA
3S21
GLAZIN
G TO A
RCHITE
CT'S D
ETAIL
3S20
GLAZING T
O ARCHITE
CT'S DET
AIL
GLAZIN
G TO A
RCHITE
CT'S D
ETAIL
GLAZING
TO AR
CHITECT
'S DETA
IL
SB3 BEAM TO BE WELDEDTO FLANGES OF SC1 ANDTO 12MM PLATE IN SIMLARSTYLE TO D4a/S21
SB3
SB2
SC1
SC1
SC1
SC1
150x10mm STEEL PLATE FIXED TO UNDERSIDE OFEXISTING FLOOR JOISTSEXPANDING GROUT TO BE PACKED BETWEEN PLATEAND TOP OF GLASS BRICKWORK FOR POSITIVE JOINTWM1 TO BE WELDED TO UNDERSIDE OF PLATE
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WT1 WT1 WT1
WT1WT1
NON TRAFFICABLE ROOF GLAZINGALL STRUCTURAL DETAILS TOBE PROVIDED BY SUPPLIER
WT1 TO BE WELDED TO FLANGES OF SC1SC1 TO HAVE 10mm STIFFENERS IN LINE WITHWT1 EACH SIDE
GB1
GB1
GB1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
WM1
AWAITING ARCHITECT'SDETAIL
WT1WT1
WT2WT2WT2
WM1
WM1
WM1
WM1
10aS10CONCRETE
HOB
D
D
C
C
B
B
55
66
A
A
3S21
2S20
3S20
4S21
1S23
SC1
SC1
SC1
SC1
SC1 SC
1GB1GB1GB1
GB1 GB1 GB1
JOB NUMBER
DRAWING NUMBER REVISION
DRAWING SHEET SIZE = A1
DRAWING TITLEPROJECT
PO BOX 426, GLEBE NSW 2037, AUSTRALIAPh 61-417-243-395
Email: professormaxirvine@gmail.com ABN 25 124 334 872
ARCHITECTCLIENT
THE COPYRIGHT OF THIS DRAWING REMAINS WITH PROFESSOR MAXIRVINE CHARTERED ENGINEER
ALL SETOUT TO ARCHITECT'S DRAWINGS.DIMENSIONS TO BE VERIFIED WITH ARCHITECT ANDBUILDER BEFORE COMMENCING SHOP DRAWINGS ORSITE WORK. ENGINEER ACCEPTS NO RESPONSIBILITYFOR THE USABILITY, COMPLETENESS OR SCALE OFDRAWINGS TRANSFERRED ELECTRONICALLY.
NOT FOR CONSTRUCTION
CHARTERED ENGINEERPROFESSOR MAX IRVINE
APPROVED FOR CONSTUCTION (WHEN SIGNED)
DATEProfessor Max Irvine F.I.E AUST
TONKIN ZULAIKHA GREER ARCHITECTS117 Reservoir StreetABN: 46002722349P: (02) 9215 4900F: (02) 9215 4901EMAIL belinda@tzg.com.auWEB www.tzg.com.au
SCALE: 2CHIPPENDALE,
NSW 2008
As indicated
PMI-2015-025
S20
75-77 MYRTLE STCOURTYARD DETAILS 1
JUDITH NEILSON
SECTIONS20 1 : 203
SECTIONS20 1 : 502
#SCHEDULE COURTYARDTypeMark Description
STEEL BEAMSB2 150UB14 BEAM FIXED TO SB3 - BEARING WINDOW SYSTEMWALL MULLIONWM1 134 x 10mm STEEL PLATE WELDED BETWEEN WT1 @ ~1000 CRSWALL TRANSOMWT1 150x50 UNEQUAL ANGLE - LONG LEG 10mm PLATE, SHORT LEG 16mm PLATEWT2 75x6 EA
NOTE:UNLESS NOTED OTHERWISE ALL WELDS TO BE FSBWCARE TAKEN TO STRAIGHTEN WELDED MEMBERS AS NECESSARY
DETAILS11 1 : 501
REV DESCRIPTION ISSUED VER'D APP'D DATE1 PRELIMINARY COURTYARD STRUCTURE - FOR COMMENT TW 20/11/152 CONSTRUCTION CERTIFICATE TW 01/03/16
Glass Brick Wall Section
C H I P P E N D A L E WAREHOUSE CONVERSION
The Chippendale Warehouse Conversion was approached with the mindset to retain as much of the existing structure as possible, and to maintain its structural use as opposed to becoming secondary structure. The warehouse included original timber trusses, timber flooring and steel columns.
The desire to open up the lower floor by removing the central steel columns was requested by the client. Rather than upsizing the exist-ing structural members, the PMI team created a truss by installing a steel strap from the outer original slender columns to pick up the cut off column stub. This effectively doubled the span of the beam. By re-taining the top 700mm of the central columns and welding the strap with full strength butt welds to the top of the outer columns and bot-tom of the remaining central column, a slender truss was formed.
In the case of the central steel column removals, it was critical to prop the existing beams up on either side 30mm, before removing the column and welding the straps in order to ensure the necessary tension was achieved within the straps, and the existing beams re-turned to their flat position.
Just 3mm of weld shrinkage due to cooling resulted large preten-sioning in the straps. This means the strap was engaged before the loads from the structure above was applied. By retaining much of the existing structure through innovative structural solutions, there was an overall reduction in the amount of materials needed, material waste and cost.
SUSTAINABILITY
Level 1
Level G
D C B
BUILD 140 COREFILLEDBLOCKWORK WALL WITHENGAGED PIER UNDER BEAM ENDPACK BETWEEN BEAM ANDBLOCKWORK WITH NONSHRINKGROUT
4x3 HARDWOOD BEARER FIXED TO BEAMWITH 2x ACROWS EITHER SIDEPROP BEAM UP 30mm
160x16mm FLAT BARFULL STRENGTH BUTT WELDS EACH END(REMOVE SAG FIRST)
INSTALLATION OF SIDE BRICKWORK TO PREVENT BEAM ROLE
2x12mm PLATE WEB STIFFENER TO EACH SIDE
12mm PLATE WEB STIFFENER TO EACH SIDE
REMOVE THIS PORTION OF BEAM BETWEEN MASONRY WALLSDO NOT CUT OUT FROM MASONRY WALL(BEAM ON GRID 7 ONLY)
SEQUENCE OF EVENTS
1. BUILD EASTERN BLOCKWORK WALL UP TO UNDERSIDE OF BEAM AND PACK WITH EXPANDINGGROUT BETWEEN THE TWO ELEMENTS. CONTINUE BLOCKWORK UP TO FIRST FLOOR AND PACKIN BEAM TO PREVENT ROLL
2. PROP BEAM UP 30mm WITH 2 x HARDWOOD BEARER AND 2x ACROW PROPS3. CUT AND REMOVE COLUMN4. CUT AND REMOVE REQUIRED EASTERN PORTION OF BEAM5. FIX 6 x 12mm WEB STIFFENERS IN LOCATIONS SHOWN6. WELD FLAT BAR TO UNDERSIDE OF BEAM AS SHOWN7. SITE WELD FLANGES OF BEAM AND COLUMN TOGETHER OVER WHOLE LENGTH8. CHECK ALL JOINTS NEW AND OLD BEFORE RELASING PROPS, ONE AT A TIME
NOTE: EXACT DIMENSIONS TO BE PROVIDED ON SITE ONCE EXISTING MEMBER SIZES ARECONFIRMED
BEAM ON GRID 7 & 8 ARE TO BEAR ON TO BLOCKWORK WALL - TO BEPACKED OUT WITH EXPANDING GROUT
GRIND AND EPOXY PAINT TO ARCHITECT'S DETAIL
COLUMN SEGMENT TO BE REMOVED
RETAIN EXISTING EQUAL ANGLE LATERAL SUPPORT
NEW 16mm STEEL STIFFENER PLATEWELDED BETWEEN FLANGES OF UC
WELD BEAM TO COLUMN ALL ROUND PRIORTO FIXING STRAPSADD 12mm WEB STIFFENER TO COLUMNBOTH SIDES IN LINE WITH BEAM FLANGES
700
EXISTING BEAMS BUTTING INTO COLUMNSUPPORTED BY STUB COLUMN WELDED
TO WEB OF COLUMNFOR COLUMN/BEAM ON GRID 8 ONLY
ENSURE STRAPS CLEAR UNDERSIDE OFSUPPORTING STUB UB
CONTACT ENGINEER WITH CONFIRMEDMEMBER SIZES
WELD BEAM TO COLUMN ALL ROUND PRIORTO FIXING STRAPS
ADD 12mm WEB STIFFENER TO COLUMNBOTH SIDES IN LINE WITH BEAM FLANGES
350
350
JOB NUMBER
DRAWING NUMBER REVISION
DRAWING SHEET SIZE = A1
DRAWING TITLEPROJECT
PO BOX 426, GLEBE NSW 2037, AUSTRALIAPh 61-417-243-395
Email: professormaxirvine@gmail.com ABN 25 124 334 872
ARCHITECTCLIENT
THE COPYRIGHT OF THIS DRAWING REMAINS WITH PROFESSOR MAXIRVINE CHARTERED ENGINEER
ALL SETOUT TO ARCHITECT'S DRAWINGS.DIMENSIONS TO BE VERIFIED WITH ARCHITECT ANDBUILDER BEFORE COMMENCING SHOP DRAWINGS ORSITE WORK. ENGINEER ACCEPTS NO RESPONSIBILITYFOR THE USABILITY, COMPLETENESS OR SCALE OFDRAWINGS TRANSFERRED ELECTRONICALLY.
NOT FOR CONSTRUCTION
CHARTERED ENGINEERPROFESSOR MAX IRVINE
APPROVED FOR CONSTUCTION (WHEN SIGNED)
DATEProfessor Max Irvine F.I.E AUST
TONKIN ZULAIKHA GREER ARCHITECTS117 Reservoir StreetABN: 46002722349P: (02) 9215 4900F: (02) 9215 4901EMAIL belinda@tzg.com.auWEB www.tzg.com.au
SCALE: 4CHIPPENDALE,
NSW 2008
1 : 20
PMI-2015-025
S06
75-77 MYRTLE STCOLUMN REMOVAL
PROCEDURE
JUDITH NEILSON
DETAILS051
NOTE:
INTERACTION BETWEEN STEEL FABRICATOR AND ENGINEER IS A CRUCIAL ASPECT OF THIS JOBENGINEER TO BE PRESENT DURING REMOVAL OF COLUMN SECTIONS
REV DESCRIPTION ISSUED VER'D APP'D DATE1 DEMOLITION DRAWINGS - FOR COMMENT TW 03/11/152 CONSTRUCTION CERTIFICATE TW 01/03/163 REVISED COLUMN REMOVAL PROCEDURE TW 14/03/164 REVISED COLUMN REMOVAL PROCEDURE TW 15/03/16
COLUMN REMOVAL AND STRAP
The 4m cantilevered staircase proved to be challenging in both its structure and construction. Conceptually, it was required to be a rig-id structure connecting the two levels at two asymmetrical points, which resulted in large moments and torsion that needed to be re-sisted. Additionally, the staircase was intended to house electronics to control inbuilt lighting which had implications for the construction process and welding. This process included extensive back and forth with the welders on what was feasible.
Aeroplane wings use torsion boxes to resist high moments due to wind, and similarly the staircase uses a steel torsion box swept along the bottom face to resist moments caused by the loads. The rails of the stairs work in conjunction with the torsion box as effectively deep beams resulting in a structure that is remarkably stiff with just one lateral restraint to the adjacent concrete. It can be thought of as a profile of composite PFCs that has been swept between the two levels.
The implications of the electronics and lighting in the stairs required them to be manufactured on site. The steel was divided into three main segments that were brought to the site individually, lacking the bottom plate that would complete the torsion box. This meant that the segments could be propped up and welded together whilst the electronics could be installed within the torsion box, before finally welding the plate along the bottom of the stairs. Once the structure was welded together it was possible to remove the props.
It was the structures dynamic behaviour which needed to be designed for, there is nothing more unsettling than a bouncy, swaying stair.
CHALLENGES AND RESOLUTIONS
C H I P P E N D A L E WAREHOUSE CONVERSION
D
D
C
C
33
1300
75
50 180
6mm RADIAL STEEL PLATESTIFFENER WELDED TOP
AND BOTTOM TO TOP ANDBASE PLATE
6mm RADIAL STEEL PLATESTIFFENER WELDED TOPAND BOTTOM TO TOP ANDBASE PLATE
STAIR HANDRAIL TO ARCHITECT'SSPEC
1
2
3
4
5
6
7
8
9
10
11
12
13
14
22
21
20
19
18
17
16
15
3mm VERTICAL STEEL PLATEBETWEEN TOP AND BOTTOM PLATETO CENTRELINE OF STAIR ALLROUND
EXTRA 12mm PLATEWELDED TO INSIDETO DIRECTLY FIX TO10mm END PLATE
SB11
PLYWOOD TO TOP OF EXISTING FLOORINGFIXED @ 300 CRS MAX TO JOISTSSHOWN AS HATCHED
TB3
TB3
TB3
TB3
BLOCKING IN LINE OF BEAM UNDER
SB11 TO BE POSITIVELY FIXED TO STEEL BEAMRUNNING SOUTH FROM THIS POINTTO BE DISCUSSED WITH BUILDER
SUGGEST BOLTING INTO EXISTING TIMBER COLUMNAND BRACING COLUMN BACK TO STEEL BEAM
TS1
TS1 CAST INTO SLAB SEE D1/S22 FORDETAILS
SB11 TO BE SOCKETED INTO BRICKWORKTO ENSURE POSITIVE LATERAL CONNECTION
Torsion Box Detail
Stair Floor Connection
CANTILEVERED STRAIRCASE
The Chippendale Warehouse was first constructed in 1915 and, given this, maintaining the heritage and character of the warehouse was of utmost importance. Elements of the structural system did not meet the current standards, and instead of replacing these elements re-mediation work was undertaken.
For example the existing light steel framed roof included purlins (which were undersized in accordance with today’s code) were re-tained. In order to retain them the roof was propped up and all ex-isting bolted connections were welded in order to provide additional fixity and strength. New tie downs were included to fix the roof to the existing masonry walls.
Even the large timber truss (see diagram below) was kept, with some members removed for circulation through the building.
BUILT ENVIRONMENT AND HERITAGE
C H I P P E N D A L E WAREHOUSE CONVERSION
Level 1
Level G
1 2
R.L. 13.455 m
LONGITUDINAL N12s @ 400 CRSAND 30 COVER TO BOTTOM
LONGITUDINAL N12s @ 200 CRSAND 30 COVER TO TOP
600 BW1
BW1
SB8
SB8 BEARING ONTO SC3 AND FIXED WITHM12 THROUGH SB8 FLANGE
SB8 BEARING 200 ONTO BW1 PAST VOID
N12 STARTERS @ 200 CRSHOOKED 300 INTO SLAB ANDLAPPED 600 WITH STAIR REO
BW1 - COREFILLED WITH N12s @ 400 CRS
N12 DOWELS PENETRATING INTO STAIR 150mm MINWRAPPED TO DISENGAGE WITH CONCRETE
ALCOR TO TOP OF BW1
3 x R8 STIRRUPS OVERSPAN OF STAIR WITH N12BARS TO EDGES
N12 CROSS BARS @ 300 CRSTOP AND BOTTOM
ALL BARS TO LAP A MINIMUM 400mm
180 THROAT
D C B AEXISTING TRUSSELEMENTS TO BECAREFULLY CUT OUT
EXISTING TRUSSELEMENTS TO BERETAINED
EXISTING TRUSS ELEMENTS TOBE REUSED AND REINSTATEDAT POSITIONS SHOWN
NOTE:TEMPORARY PROPPING OF TRUSS REQUIREDINIDICATED LOACTION OF TRUSS MEMBERS IS INDICATIVE ONLYAPPROPRIATE PLAN OF TRUSS RETENTION TO BE DETERMINEDON SITETHERE MAY BE A REQUIREMENT TO INSTALL SC3 COLUMNS INCAVITY OF INTERNAL WALLS
SC3 COLUMN MAY NEED TO BE IN THE CAVITY OFPROPOSED WALLS
JOB NUMBER
DRAWING NUMBER REVISION
DRAWING SHEET SIZE = A1
DRAWING TITLEPROJECT
PO BOX 426, GLEBE NSW 2037, AUSTRALIAPh 61-417-243-395
Email: professormaxirvine@gmail.com ABN 25 124 334 872
ARCHITECTCLIENT
THE COPYRIGHT OF THIS DRAWING REMAINS WITH PROFESSOR MAXIRVINE CHARTERED ENGINEER
ALL SETOUT TO ARCHITECT'S DRAWINGS.DIMENSIONS TO BE VERIFIED WITH ARCHITECT ANDBUILDER BEFORE COMMENCING SHOP DRAWINGS ORSITE WORK. ENGINEER ACCEPTS NO RESPONSIBILITYFOR THE USABILITY, COMPLETENESS OR SCALE OFDRAWINGS TRANSFERRED ELECTRONICALLY.
NOT FOR CONSTRUCTION
CHARTERED ENGINEERPROFESSOR MAX IRVINE
APPROVED FOR CONSTUCTION (WHEN SIGNED)
DATEProfessor Max Irvine F.I.E AUST
TONKIN ZULAIKHA GREER ARCHITECTS117 Reservoir StreetABN: 46002722349P: (02) 9215 4900F: (02) 9215 4901EMAIL belinda@tzg.com.auWEB www.tzg.com.au
SCALE: 1CHIPPENDALE,
NSW 2008
As indicated
PMI-2015-025
S22
75-77 MYRTLE STDETAILS SHEET 1
JUDITH NEILSON
DETAILS10 1 : 201
DETAILS11 1 : 502
REV DESCRIPTION ISSUED VER'D APP'D DATE1 CONSTRUCTION CERTIFICATE TW 01/03/16
Timber Truss Detail
COLUMN REMOVAL AND STRAP
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