PROJECT BRIEF - ACSE€¦ · nents to accommodate the existing structure and new design. PROJECT BRIEF INTRODUCTION ARCHITECT / Tonkin Zulaikha Greer BUILDER / Profile Property Group

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


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: [email protected] 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 [email protected] 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






ARCHITECTCLIENT









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


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






ARCHITECTCLIENT









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


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


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






ARCHITECTCLIENT









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

PROJECT BRIEF - ACSE€¦ · nents to accommodate the existing structure and new design. PROJECT BRIEF INTRODUCTION ARCHITECT / Tonkin Zulaikha Greer BUILDER / Profile Property Group

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