Connell Wagner Pty Ltd Adelaide - Modular Precast · It is a condition for the use of these design...

CNS

Connell Wagner Pty LtdABN 54 005 139 873124 Weymouth StreetAdelaideSouth Australia 5000 Australia

Telephone +61 8 8231 4766Facsimile +61 8 8231 4765

[email protected]

Engineering calculations for PrecastConcrete Modules for ConstressModular Systems.

November 2003Reference: E433.00

n Connell WagnerStructural Calculations

Contentsnn Project: : tics1,01..e..s ( 3 ,..s---.i.„ .. ,.,--1 cazaz.re . Project/Job No.: "-.E 433. CO

Client/Architect: cot4ster jAct,otAs s-/ srFJN_ Date: 44y 2c,c,1403:2_

Designers : —E:41.c_

Project component : z-ro_oc.mnA.L.— ---v.8 St C. t'•Sources Design of Information (input)---a tep., Lerrau,n,ne. C t ..r.? t-ic•-u•).-3-->S510J

Class of Building:

Codes and Standards Used (Tick Those Applicable)

s/ AS 1170.1 SAA Loading Code - Dead and Live

Z AS 1170.2 SAA Loading Code - Wind Loads

‘/. AS 1170.4 SAA Loading Code - Earthquake Loads

AS 1554 SAA Structural Steel Welding Code

AS 1684 SAA Timber Framing Code

AS 1720 SAA Timber Engineering Code

AS 2870 Residential Slabs and Footings

7 AS 3600 SAA Concrete Structures Code

AS 3610 SAA Formwork for Concrete

AS 3700 SAA Masonry Code

AS 3990 SAA Mechanical Equipment Steelwork

AS 4100 SAA Steel Structures Code

Building Code of Australia

Other (specify):

Contents (for larger projects, refer to index attached) Page No's

Principles/Design Philosphy/Preamble 1Design Loads 112

-9111....K.A-041..M.— Th----p_sv...r. 3-2, 2 5--

Ths>41.A.-31.40.S 51 -4 S

Others (specify)

FILE DOCUMENT1 17 May 2001 I PAGE 1 of 2

Date: 23 Ito ic,_&

Connell Wagner

The designers of this project have ensured that information used from the following sources is current:

(Tick those applicable)

Design Capacity Tables for Structural Steel

Steel Designers Manual

Lysaght - Design Manual - Steel Roofing and Walling

Lysaght - Zeds and Cees Purlins and Girt System Safe Load Tables and Design Data

Lysaght Catalogues (Specifically:

Concrete Design Handbook

ARC Reinforcement Handbook

Hilti Design Manual (Specifically:

Ramset Design Manual (Specifically: )

Masonry Code of Practice

Victorian Timber Framing Manual

Low-Rise Domestic and Similar Framed Structures (Part 5 Supplementary Design Information)

Hyspan Catalogues (Specifically:

Pryda Catalogues (Specifically:

Gangnail Catalogues (Specifically: )

Stockspan II Catalogues (Specifically: )

Others (Specify):

...)

)

)

Checker: v4 .--TswaitAftts Signature:

FILE DOCUMENT1 I 7 May 2001 I PAGE 2 of 2

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Structural Notes on Calculations

1. General

These calculations are to be read in conjunction with any Architectural, Structural and other associated drawings.

The design is for only those items for which specific calculations are carried out and for those elements detailed on the structural drawings.The performance of other elements whether structural members or not, is in no way guaranteed by this office. Where the Builder/Contractoris not able to satisfy himself that all members or elements are appropriate, he should refer the details to this office, and additional informationwill be supplied upon request.

It is a condition for the use of these design calculations that all shop drawings required by specification or drawings, be produced forelements using these designs and to be forwarded to and examined by this office prior to fabrication and construction.

2. Codes and Standards

All workmanship and material shall comply with the relevant SAA Standards, and the requirements of the Building Regulations and otherStatutory Authorities.

The relevant Standards and Codes of Practice are set out on the preceding page together with all associated Codes.

All proprietary products shall be supplied and installed strictly in accordance with the manufacturer's written recommendations.

3 Construction

All construction procedures shall ensure that adequate bracing and propping is provided such that no elements of the project underconstruction are over stressed. No temporary supports shall be removed until all the permanent supporting structure is in place.

FILE DOCUMENT2 I 7 May 2001 I PAGE 1

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Constress Module System Design Philosophy

Connell Mott MacDonald have been engaged by Constress Module Systems to analyse and calculate designcapacities for precast concrete 'rooms' or boxes. The boxes are proposed for use in a variety of residential andcommercial applications. The purpose of the design is to determine a standard reinforcement configuration tocover standard loadings.

The shells are constructed with fibre-reinforced concrete in a single mould in two different sizes (3.5m wide by5m or 7m long). They consist of a solid concrete roof (110mm deep), perimeter downturn beams and corner L-shaped columns (both 90mm thick). Infill walls 50mm thick may or may not be installed in between the cornercolumns and will be assumed to not be present in the designs. Except for the roof capacities, all other elementsare designed as for the 7m boxes due to the approximately equal structural configuration.

A structure importance level of 3 in accordance with the BCA will be applied to the standard design. Imposedloadings on the roof of 3kPa and 5kPa will be used. Point loads in the corners of the boxes of 30 tonnes tosimulate 'stacking' of the boxes in a multi-story configuration are also considered. It should be noted that thelateral analysis of the box stability stacked in a more than two storey configuration is not yet complete, and will beinvestigated further in the future.

Wind loadings will be calculated for a uniform load of 1.5kPa. All wind loadings for specific cases are to bechecked by a qualified engineer. A 1.5kPa wind loading is approximately equivalent to a Terrain Category of 2.5,an elevation of 5m, an allowance for a Topographic Factor of 1.2 and assuming one leeward dominant opening.

A durability classification of B1 is selected and cover determined assuming rigid formwork and intensecompaction (steel vibrating forms used).

The determination for stresses and bending moments will be carried out using finite element analysis (Strand 7).While the concrete is fibre reinforced, the designs will only consider the capacity of normal passive reinforcementin accordance with the provisions of AS3600 (except for the 50mm infill walls). The walls are braced inaccordance with AS3600 section clause 11.3.

Given the significant strength and ductility increase due to the addition of the fibres, only the absolute minimumreinforcement required to AS3600 will be specified.

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phenomenon, i.e., a plate buckling problem. This effect can not however beadequately accounted for by the aforementioned wall formulas (Eqs. 3 and 4), whichdetermine the effective length, H„, with a one-way column-like elastic bucklingapproach. Therefore, these formulas are often overly conservative for more slendercore walls. This issue will be discussed further in this section.

II 3.2 COLUMN DESIGN APPROACH

Design of walls based on column equations is allowed in most codes of practice.AS3600-1994 allows the design strength of walls to be evaluated using columncapacities. However, if the column ligature requirements are not met, this approachdoes not lead to any economy in design; the column strength have to be halved, andreduced to a level generally less than what is obtained from the simplified wallequation (Eq. 3).

A generic approach for design of structural components subject to combined axialand flexural actions is often incorporated in major codes of practice. ACI318-95,Eurocode.2-1992, and DIN1045-1988 allow this approach to be used in designingconcrete walls. This can be readily used to produce a more economical design forstocky core walls (ie, when slenderness effects can be ignored) than what isobtained from empirical equations (3) and (4). For slender walls, however, onlyDI N1045-1988 has adequate design recommendations.

ACI318-95 column design equation (Appendix D) can be safely used • to obtain thedesign capacity of a concentrically loaded wall with H„ Itw <10. Ignoring thecontribution of longitudinal reinforcement and converting to AS3600-1994 notations(Appendix B) and terminology, this column equation can be rewritten as

liNu =0(tw )0.68fi (Eq. 6)

The generic approach recommended by DIN1045-1988 is relatively involved forpractical design purposes. However, DIN1045-1988 has the advantage of includingthe two-way buckling action of walls in evaluating their effective lengths. Thefollowing expressions are given by DIN1045-1988 for the effective lengths underdifferent boundary conditions

H,,„=kH (Eq. 7)

(a) For walls supported on two sides,k=1

(b) For walls supported on three sides,1

k- 0.31+ (H /3L)2

(c) For walls supported on all four sides,

when H � L, k=1

1 + (H I L)2

Lwhen H > L,

2H

Connell Wagner(Ret./KK) 10/02/98 • Page 10

Title:

7m Open Shell ResutlsProject:

CMS Precast ModulesAuthor:

Reference:

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16

X(0,0)

Node/UM

MPa 1T/m.3 2Celsius 3KN 4KNm 5

6

X-Axis Y-Axis 2-Axis X-Axis Y-Axis Z-Axis

Transl'n Transl'n Transl'n Rotation Rotation Rotation

0.000 0.000 0.000 0.000 0.000 -0.001

0.000 0.000 0.000 0.000 0.000 -0.001

2.593 0.045 0.000 0.000 0.000 -0.001

2.577 -0.045 0.000 0.000 0.000 -0.001

3.533 0.056 0.000 0.000 0.000 0.000

3.526 -0.056 0.000 0.000 0.000 0.000

MEMBER FORCES AND MOMENTS (KN,KNm)

Length units Section property unitsMaterial strength unitsMane density units Temperature units Force units Moment units Mass units Acceleration units g'sTranslation units mmStress units MPa

SPACE GASS 8.07b(Win) - CONNELL WAGNER PTY LTDJob: UnnamedDesigner:

Date: 27 Oct 2003, 4:44 pm Page: 1

NODE DISPLACEMENTS (mm,rad)ANALYSIS STATUS REPORT

Load case 1 (Non-linear):Job name SGUJ0001 Non-linear effects: P-D, P-d, 2 Iterations, 99.9998 ConvergenceLocation X:\Eng\sgwin807\DATA

Note that the above units apply to the analysis data only!The design units may be different and can be observed in thedesign datasheets or design output reports.

Load case 1 (Non-linear):Non-linear effects: P-D, P-d, 2 Iterations, 99.9998 Convergence

Nodes Members Restrained nodes Nodes with spring restraints Section properties Material properties Constrained nodes Member offsets Node loads Prescribed node displacements Member concentrated loads Member distributed forces Member distributed torsions Thermal/Prestress loads Self weight load cases Combination load cases Load cases with titles Lumped masses Spectral load cases

Static analysis Dynamic analysis Response analysis Buckling analysis Ill-conditioned Non-linear convergence Frontwidth Total degrees of freedom Primary load cases Mass load cases

NODE COORDINATES On)

( 2500)

Axial Y-Axis 2-Axis X-Axis Y-Axis Z-Axis

( 5000)

Memb Node Force Shear Shear Torsion Moment Moment( 2500)

( 2500)

1 1 -32.000 12.047 0.000 0.000 0.000 0.000

( 100)

3 -32.000 12.047 0.000 0.000 0.000 33.650

( 25)

( 2500)

2 3 -8.000 3.994 0.000 0.000 0.000 0.000

( 5000)

5 -8.000 3.994 0.000 0.000 0.000 11.176(10000)

(10000)

3 2 32.000 11.953 0.000 0.000 0.000 0.000

(10000)

4 32.000 11.953 0.000 0.000 0.000 33.550(10000)

(10000)

4 8.000 4.006 0.000 0.000 0.000 0.000

(10000)

6 8.000 4.006 0.000 0.000 0.000 11.224( 200)

( 200)

5 3 7.947 -24.000 0.000 0.000 0.000 33.650

( 200)

4 7.947 -24.000 0.000 0.000 0.000 -33.550(10000)

( 200)

6 4.006 -8.000 0.000 0.000 0.000 11.176

4.006 -8.000 0.000 0.000 0.000 -11.224

NODE REACTIONS (KN,KNIT)

Load case 1 (Non-linear):Non-linear effects: P-D, P-d, 2 Iterations, 99.9998 Convergence

( 200) X-Axis Y-Axis 2-Axis X-Axis

2-Axis

2-Axis

( 200) Node Force Force Force Moment

Moment

Moment

1 -12.047 -32.000 0.000 0.000 0.000 0.000

2 -11.953 32.000 0.000 0.000 0.000 0.000

2

Load 24.000 0.000 0.000

X

Reac -24.000 0.000 0.000Node Coord Coord Coord

1 0.0002 2.8003 0.0004 2.8005 0.0006 2.800

0.000 0.000

0.000 0.000

2.800 0.000

2.800 0.000

5.600 0.000

5.600 0.000

MEMBER DATA (deg,KNm/rad,m) (F=Fixed, R.Released) I ..Cable length)

Dir Dir Dir Memb Node A Node B

Memb Angle Node Axis Type Node A Node B Sec Mat Fixity Fixity Length

1 0.00

Norm 1 3 1 1 FFFFFF FFFFFF

2.800

2 0.00

Norm

3 5 1 1 FFFRRR FFFFFF

2.8003 0.00

Norm

2 4 1 1 FFFFFF FFFFFF

2.8004 0.00

Norm

4 6 1 1 FFFRRR FFFFFF

2.8005 0.00

Norm


2.8006 0.00

Norm


2.800

NODE RESTRAINTS (KN/m,KNm/rad) (F=Fixed, ReReleased, D.Deleted, SeSPring , •=General)

RestNode Code

1 FFDDDR2 FFDDDR

X Axial Y Axial Z Axial X Rotation Y Rotation Z RotationStiffness Stiffness Stiffness Stiffness Stiffness Stiffness

SECTION PROPERTIES (mm,mmA2,mm.4,deg)

Sect Section Name

1 Section 12 Section 2

Mark Angle Type Flipped Source

S1 Not applicable No Standard shapeS2 Not applicable No Standard shape

Area of TSect Section Co

orsion Y-Axis 2-Axis 2-Axis 2-Axis Princnstant Mom of In Mom of In Shr Area Shr Area Angle

1 6.2100E404 1.532 4.5900E+04 1.10

89E+08 4.1917E+07 2.4638E+09 INFINITE INFINITE 0.00

15E+08 3.0983E+07 9.9488E+08 INFINITE INFINITE 0.00

Sect Section Shape

1 Rectangle2 Rectangle

B/Bt Bb/Hf

690.000 90.000

510.000 90.000

Tw

Tf

MATERIAL PROPERTIES (MPa,T/m-3,strain/degC)

Young's Poisson's Mass Coeff of

ConcreteMatl Material Name

Modulus Ratio Density Expansion

Strength

1 CONCRETE-40

3.1975E+04 0.15 2.4000E+00 1.1000E-05

40.00

NODE LOADS (KN,KNni)

Load X-Axis

Y-Axis 2-Axis

X-Axis 2-Axis

Z-Axis

Case Node Force

Force Force

Moment Moment

Moment

1 3 16.000

0.000

0.000 0.000

0.000 0.000

5 8.000

0.000

0.000 0.000

0.000 0.000

--C °LUNN INTERACTION DIAGRAM-11491 --,. ..., Job Title - Hew Riin I 1 1

1, I

I , L ParAolic-Eu.langulav Stress. - strain carue„,,, =:1-1810 - noinll'arce.;:6e-tal Patio !,! 0„q3z1

''''1,',7- ] . 1--- Ccmppessirm in

, ,• q.. 1 '

' ' • , ---,'-',.., 1 - ----i,"..:21.tr,,

--1 -,-, , 1 I i 100t , • ••••-,. .••••...

I I

1" • 1

I I„ I! !4 -4,,-- 4

I I ,

1 \ 1

II

1 ;!! i 1

N. I

iI

i

I .,,' I :

! [

\ !

I ,,

i _ 1

1 n

I 1

D690mpression Point! ,I 95Hu= 1133.5 RN•

77.4kMm1 I , n MU *---1i I .

, r

, Balanced Pointi /

,ollu= 566.6 kM

last point calculated/ II 51111--: 1ZZ.OkNmr ,I

M* = 40 kNm M* = 5 kM

, 1 1..---` , ! ,

I, ,

1 . „'4.0-71 1 1 i . 1-.21)

pplied load M* = 0 kM HPOENT 01u kila39

FILE DOCUMENT2 1 27 OCTOBER 2003 1 PAGE 1

QE4ipv - /,t-o/t/s,75 .Arcj166-414/1/ 8,441.4

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Client: Date: 29, • O?

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05/03S

Client:

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05/03S

AI Jam is is AI Po pin Alkt.,111,i In ill III i 111 11111 II inTitle:


CMS Precast Modules

Reference:

E433.00Author:

DRC

Plate Moment:xx (kN.m/m)

1.082x10 1 [Pt:2145]

8.533x100

7.010x100

5.488x100

3.965x100

2.442x100

9.196x10-1

-6.030x10-1

-2.126x100

-3.648x100

-4.410x100 [Pt:7]

2640 Nodes 0 Vertices View 6: 1.2G + 1.5Q [Combination 1]4 Beams 0 Edges RX: -69.3 Freedom Case 1

2497 Plates 0 Loops RY: 0.9 Scale: 0.0 %0 Bricks 0 Faces RZ: 30.90 Links 0 Surfaces

Strand? Release 2.2.5P:\E433.00 \ Eng \Struc\7m_open.st721 October 2003 11:47 am

Page 1

All All alli7e,A1 Ai 41 /Ali "0411 ,4111- HIM MillallaIRILIILTitle:


CMS Precast ModulesReference:

E433.00Author:

DRC

Plate Moment:yy (kN.m/m)

6.595x10° [Pt:877]

4.786x100

3.580x100

2.373x10°

1.167x100

-3.906x10-2

-1.245x100

-2.452x100

-3.658x100

-4.864x100

-5.467x100 [Pt:258]



Strand? Release 2.2.5P:\E433.00 \Eng \StrucWm_open.st721 October 2003 11:47 am Page 1

Author:

DRCReference:

E433.00

e 30(

fe.-0 F Af,c)ev?


7.755x100 [Pt:2370]

7.206x10°

6.657x100

6.108x1005.558x100

5.009x10°

4.460x100

3.911x10°3.362x100

2.812x1002.263x100

1.714x1001.165x10°

6.155x10-16.632x10-2

-1

X


2497 Plates 0 Loops RY: -2.1 Scale: 0.0 %0 Bricks 0 Faces RZ: 8.60 Links 0 Surfaces

Strand? Release 2.2.5PAE433.00 \ Eng \ StrucUm_open.st7

pi

28 October 2003 10:37 am Page 1

Title:


CMS Precast Modules

Author:

DRCReference:

E433.00

a16


5.371x10° [Pt:877]

4.872x100

4.372x1003.872x100

3.373x100

2.873x100

2.374x1001.874x10°

1.375x100

8.751x10-13.755x10-1

-1.240x10-1-6.236x10-1

-1.123x100-1.623x100

-2 0

IBM

X


2497 Plates 0 Loops RY: -2.1 Scale: 0.0 %0 Bricks 0 Faces RZ: 8.60 Links 0 Surfaces

Strand7 Release 2.2.5NE433.001Eng\StrucVm_open.st7

28 October 2003 10:37 amPage 1

Title:


CMS Precast Modules

Reference:

E433.00

Title:

7m Open Shell Resutls

Author:

DRC

Project:

CMS Precast Modules

-3.020x104 2.917x104[Bm:6] [Bm:22]

-4.054x107 6.295x106[Bm:151 [Bm:5]

BM1(N.mm)

SF1(N)

.n,. .....--logrAth......00...--.0.00.--%corogritroraoosta,

go, orliveltortio ,rnittioorelltiotogobsol..,0

• „dolor: 1,1,0100,9%ofraogrogStreagglegPeAtt

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matioNOS% oogVaebvior-goOZcdgo•sgtooØOIØZVI•g'tttitOWIP'-000q,Wj•o•se . mgootico62400.611040.0000„„2,. OolliriessOlVoloall01%,soronsm000llgoos011100

.assallave0.0104.00o_riaftiolasegg.,•-,,loarairAjoi.

doe- • "apoloillt....00n2-•.......011n -.01••••n••-.100010-,401.1100"4-.0111.

-.. i00010-11401001-0""- -410,111. 0000101n010111101%-000101-., . Bismolobt4m011 n•...

wo.....goeloo.0.40n•nn111. ,...011b.,„,,,,4s.,,,,,,00.1---.aosall . •-. . solg--.-Nros.•

.----.010001101101010-011100.14%.,.-0001014n

40.0.1014301104 . igoile. at„Airovelti,

-4.- ,,n•nn•••• .000.1114•1110101 .t,p,,-n•olIDv•4w_-nw.•Ie.=lO1'-•::.I.;-''let40OiSl"iif.•glb'!b•::`liV•.iiln-

-••lgOo•'%-....-wi4000.0110.,,,,000116,alros

. tireblAimrolossibAtb.Awo

-3.020

.00111000%,•n•;

nn•"%0001110e:t..-.A*"tt-U-Niblelh-luset-Vt-401-as

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-2?163X10.f

• 1

-3.627X JO -4.054x107

-3.012.917x

0.000x100



Strand7 Release 2.2.5PAE433.00\Eng\StrucVm_open beam.st721 October 2003 2:33 pm

MIN MAX

Page 10-

10

0.000x100

4111111 int Ail Ai Ai Ai MI III MI NI ilk MIL MILo--cf

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MIL MIL MILAi MIL MIL ill MID is =LI not vowfig AiNIF kmilTitle:


CMS Precast ModulesAuthor:

Reference:

DRC

E433.00

Plate Stress:xx Mid plane (MPaI

5.984x100 [Pt:2471]

4.074x100

2.801x10°

1.527x100

2.538x10-1

-1.020x100

-2.293x100

-3.566x100

-4.840x10°

-6.113x100

-6.750x100 [Pt:877]



Strand? Release 2.2.5PAE433.00\Eng\StrucVm_open.st721 October 2003 11:47 am

Page 1

Plate Stress:yy Mid plane (MPa)

2.360x100 [Pt:82]

2.176x10-1

-1.211x100

-2.639x100

-4.067x100

-5.496x100

-6.924x100

-8.352x100

-9.781x100

-1.121x101

-1.192x10 1 [Pt:1207]

2/qPanevvP Y x

171- /(ffb,uia: IMIIF =NW 'MOW ' .1M•14 MEI nia UMW =IL 1111111a 1111•L

Title:


CMS Precast ModulesAuthor: Reference:

DRC

E433.00



Strand? Release 2.2.5P:\E433.00\Eng\Struc\7m_open.st721 October 2003 11:46 am

Page 1

MIL 11111aWITIOL -MIL MIL

Author:

DRCReference:

E433.00

Strand7 Release 2.2.5PAE433.00 \Eng \Strucgm_open.st721 October 2003 11:48 am Page 1

MI A* ARV IMP -11111.— Al1W— M11---1111ff MI MIL RE 1111,

S-4/ccf

Plate Stress:yz Mid plane (MPa)

2.453x10-1 [Pt:885]

1.700x10-1

1.198x10-1

6.958x10-2

1.939x10-2

-3.081x10-2

-8.100x10-2

-1.312x10-1

-1.814x10-1

-2.316x10-1

-2.567x10 -1 [Pt:1207]

'01°.4n-•er.- .0. •.T.,r.„0,1011.b.60.-.411111__Igar..m. ,,aplelbitP" '4.,''n•n01011' ....................................... ,49,..Q....0.,,, .

.1.' 'CII.I..'"410 .6%071 601.' ,tig. aeragam,111.,'•W2Z-,i...

I......................................................................................

..,,,WaldH-MN-'OS,xt3P....iroTØ,..Vb.,,sb.....qrft.n40ft,,e4Zstats,.'.tg#_rria;.."S4Tae ?..;-n - "*', t.. .lball '01.1646,.....%‘*00`011011 . ."16417-11301141.84416a.".46,08W.C"'''.''.a. •Ide. .n‘1%-__M52.- '6141/0b.-n, .-."..4131°'''',00n. ....... .q1 401.. 11111'. lab'"WOØIP"W"4105igg(ttVP. .V.1-40- "0...,-'-• -1101W 1- 11, ^. -'74- 0- ..ifeggek. -0.11%perb--reast ioratga„- .ssoitios...0.1%oo.--49gowo.--otgaws- egoe.'sb---0.-.....- ngt--vo........:Altrasb,..„,=,4010400.10• -40.n—•,-402-001..w .4%,,111015%0111,40tqWe--Ab•,......--;r0..n4004.._...."tos,'„.....-Niostiari0-.00014100. .qmagtbMiolttop.fillA&ot.„e,.1?4,,,:•-

"Woh,_'a..,...„-•.iillalg...._.=•.i max....,,tiog. ,40_.."104001.sp.:_......-1:14,,m • -,,r!!, ..544.;- • , ................................. wct,.....,,..mVA, _...n.,, joy- .40.- ,...-....- ,I8D'--30.4103---%n11. 1.4.110.1450110...,X0.. •I,I .04,0331,__a'94101.4,,- n ' n -qv. a-1•100n.21t.,:pal la. go.. ................. '. . .700104'—•-n111%019..'4-500.-.. .00-',--0000',>-,41C,' "'- : --..:^,-- 11, ,.03:. ',ea .nrigs, -1n104....-•tr.- eragl ..:-

z

x2640 Nodes

4 Beams2497 Plates

0 Bricks0 Links

0 Vertices0 Edges0 Loops0 Faces0 Surfaces

ViewRX: -69.3RY: 0.9RZ: 30.9

6: 1.2G + 1.5Q [Combination 1]Freedom Case 1Scale: 0.0 %

Title:


CMS Precast Modules

Title:



DRC

E433.00

Plate Stress:xz Mid plane (MPa)

1.703x10-1 [Pt:1088]

1.192x10-1

8.519x10-2

5.113x10-2

1.707x10-2

-1.699x10-2

-5.105x10-2

-8.511x10-2

-1.192x10-1

-1.532x10-1

-1.703x10-1 [Pt:857]


2497 Plates 0 Loops RY: 0.9 Scale: 0.0 %0 Bricks 0 Faces RZ: 30.90 Links 0 Surfaces i

Strand? Release 2.2.5P:\E433.00 \Eng \ Strucgm_open.st721 October 2003 11:47 am

Page 1

Author:

DRCReference:

E433.00

Page 1

Strand? ReleaseRelease 2.2.5P:\E433.001Eng\Struc\7m_open.st721 October 2003 2:03 pm

XIV kW At 1.111F

EPlate Disp:DZ (mm)

0.000x100 [Pt:1199]

-7.101x10-1

-1.184x100

-1.657x10°

-2.130x100

-2.604x10°

-3.077x100

-3.551x100

-4.024x100

-4.498x100

-4.734x100 [Pt:2146]



111.-'1OVIEFEW41111MIU-1111r 1111E-C-A

()LTV A (-66-c5Title:

7m Open Shell ResutisProject:

CMS Precast Modules

3111F7-11111"--

Y X

Title:

Project:

Reference:Author:


7.6x100 [Pt:674]

7.1x100

6.6x1006.0x10°

5.5x1005.0x10°

4.5x10°

3.9x1003.4x100

2.9x1002.3x100

1.8x1001.3x100

7.3x10-12.0x10-1

-3.3x10-1

-8.7x10-1-1.4x100-1.9x10°-2.5x100

-3.0x100 [Pt:1040]

X


2035 Plates 0 Loops RY: -0.0 Scale: 0.0 %0 Bricks 0 Faces RZ: -142.20 Links 0 Surfaces

Y

(20(c) //tom&t,J7--

trand? Release 2.2.5P:\E433.00 \Eng \Struc\5m_open.st728 October 2003 10:42 am

S

Page 1


5.2x100 [Pt:674]

4.7x100

4.3x100

3.9x100

3.5x1003.1x1002.7x100

2.3x10°

1.9x100

1.4x1001.0x1006.2x10-1

2.1x10-1-2.1x10-1

-6.2x10-1-1.0x10°-1.4x100

-1.9x100-2.3x100-2.7x100

-3.1x100 [Pt:10]

X


2035 Plates 0 Loops RY: -0.0 Scale: 0.0 °A0 Bricks 0 Faces RZ: -142.20 Links 0 Surfaces

Y

Strand? Release 2.2.5PAE433.00 \Eng \Struc\5m_open.st728 October 2003 10:43 am Page 1

Poro/E /1.,((y14E/Li7,

Title:

Project:

Reference:Author:

Title:

Project:

Reference:Author:


5.5x100 [Pt:674]

5.1x100

4.7x100

4.3x1004.0x100

3.6x1003.2x100

2.8x1002.4x10°

2.0x1001.7x10°

1.3x100

9.1x10-15.2x10-1

1.4x10.1-2.4x10-1

-6.2x10-1-1.0x100-1.4x100-1.8x100

-2.1x100 [Pt:1040]

f3 tip'4,,,ort4 EAI7

X Y


2035 Plates 0 Loops RY: -0.0 Scale: 0.0 %0 Bricks 0 Faces RZ: -142.20 Links 0 Surfaces

Strand7 Release 2.2.5P:\E433.00\Eng\Struc\5m_open.st728 October 2003 10:48 am

Page 1

12/D0 ic /1A0T`lt2

eP9Title:

Project:

Author: Reference:


3.7x100 [Pt:674]

3.4x100

3.1x100

2.8x100

2.5x1002.2x10°1.9x100

1.6x100

1.3x1001.0x100

7.4x10-14.5x10-1

1.5x10-1-1.5x10-1

-4.4x10-1-7.4x10-1-1.0x100

-1.3x100-1.6x100-1.9x100

-2.2x100 [Pt:10]

X Y


2035 Plates 0 Loops RY: -0.0 Scale: 0.0 °A0 Bricks 0 Faces RZ: -142.20 Links 0 Surfaces

Strand7 Release 2.2.5P: T433.00 \Eng \Struc\5m_open.st728 October 2003 10:47 am Page 1

C

- kyj-6 cc LI

cor2 Pr- cr

Title:

7m Open Shell ResutisProject:


DRC

E433.00

Model: 7m_openResult type: Node reactionCoordinate system: Global XYZFreedom case: 1: Freedom Case 1Result cases:

1: Selfweight3: Live Load6: 1.2G + 1.5Q [Combination 1]

Group: ModelProperties: All

FX(N)

FY(N)

FZ(N)

MX(Nmm)

MY(Nmm)

Node 647: 1: Selfweight 1.089x103 7.419x101 -3.985x103 0.000x100 0.000x100Node 647: 3: Live Load 1.873x103 1.339x102 -7.061x103 0.000x100 0.000x100Node 647: 6: 1.2G + 1.5Q [Combination 1] -1.059x103 2.770x102 1.007x104 0.000x100 0.000x100Node 648: 1: Selfweight 1.576x103 6.936x102 1.033x104 0.000x100 0.000x100Node 648: 3: Live Load 2.355x103 9.670x102 1.509x104 0.000x100 0.000x100Node 648: 6: 1.2G + 1.5Q [Combination 1] 1.104x104 7.956x103 8.736x104 0.000x100 -1.441x10-10Node 649: 1: Selfweight 3.731x100 3.095x101 -2.195x102 0.000x100 0.000x100Node 649: 3: Live Load 6.816x100 2.271x102 -1.198x103 0.000x100 0.000x100Node 649: 6: 1.2G + 1.5Q [Combination 1] 7.231x100 -4.718x103 2.308x104 0.000x100 0.000x100Node 847: 1: Selfweight 1.189x103 -1.584x101 -3.390x103 0.000x100 0.000x100Node 847: 3: Live Load 1.967x103 -2.777x101 -6.636x103 0.000x100 0.000x100Node 847: 6: 1.2G + 1.5Q [Combination 1] 1.294x103 -4.500x101 2.951x104 0.000x100 0.000?(100Node 848: 1: Selfweight 1.487x103 -2.330x101 1.187x102 0.000x100 0.000x100Node 848: 3: Live Load 2.380x103 -4.065x101 -1.021x103 0.000x100 0.000x100Node 848: 6: 1.2G + 1.5Q [Combination 1] 4.346x103 -6.583x101 4.137x104 0.000x100 0.000x100Node 849: 1: Selfweight 1.664x103 -3.537x101 2.971x103 0.000x100 0.000x100Node 849: 3: Live Load 2.607x10 3 -6.140x101 3.532x103 0.000x100 0.000x100Node 849: 6: 1.2G + 1.5Q [Combination 1] 6.796x103 -8.013x101 5.197x104 0.000x100 0.000x100Node 850: 1: Selfweight 1.826x103 -7.422x101 6.049x103 0.000x100 0.000x100Node 850: 3: Live Load 2.808x103 -1.324x102 8.431x103 0.000x100 0.000x100Node 850: 6: 1.2G + 1.5Q [Combination 1] 9.234x103 3.763x101 6.446x104 0.000x100 0.000x100Node 1015: 1: Selfweight -8.283x10 1 1.151x102 6.721x103 0.000x100 0.000x100Node 1015: 3: Live Load -1.458x102 1.503x102 9.479x103 0.000x100 0.000x100Node 1015: 6: 1.2G + 1.5Q [Combination 1] 8.010x100 3.299x103 6.677x104 0.000x100 0.000x100Node 1016: 1: Selfweight -3.718 x 10 1 4.770 x10 1 4.394 x103 0.000 x100 0.000x100Node 1016: 3: Live Load -6.426x10 1 9.494x101 5.752x103 0.000x100 0.000x100Node 1016: 6: 1.2G + 1.5Q [Combination 1] -8.633x10 1 1.189x103 5.687x104 0.000x100 1.150x10-10Node 1017:1: Selfweight -2.390x10 1 1.074x101 2.585x103 0.000x100 0.000x100Node 1017: 3: Live Load -4.164 x 10 1 8.576x101 2.825 x 103 0.000x100 0.000x100Node 1017: 6: 1.2G + 1.5Q [Combination 1] -6.787x10 1 -7.728x102 4.986x104 0.000x100 1.132x10-10Node 1018: 1: Selfweight -1.690x10 1 -5.859x101 8.723x102 0.000x100 0.000x100Node 1018: 3: Live Load -2.946x101 2.773x101 4.887x100 0.000x100 0.000 x 10°Node 1018: 6: 1.2G + 1.50 [Combination 1] -4.860 x 10 1 -3.029x103 4.421 x 104 0.000 x 10° 0.000x100

091- PrAc -7 -J.,0/v_s, , S 2/t; , 2g x 2)( 61x cq 7v3 x.41/4

E E

02.FACT - T>0

r Gf- Go/A frQ -7_ 5 I 77 0 , 6k-10

PEt t

(v.5

Strand7 Release 2.2.5PAE433.00 \ Eng \StruM7m_open.st721 October 2003 12:12 pm Page 1 of 1

Author:

DRCReference:

E433.00

Plate Stress:xz Mid pla

1.703x10-1 [Pt:10

1.533x10-1

1.363x10-1

1.192x10-11.022x10-1

8.519x10-2

6.816x10-2

5.113x10-23.410x10-2

1.707x10-23.659x10-5

-1.699x10-2

-3.402x10-2-5.105x10-2-6.808x10-2

-8.511x10-2-1.021x10-1-1.192x10-1

-1.362x10-1-1.532x10-1

-1.703x10-1 [Pt:8 7]

11014

648

z



Strand7 Release 2.2.5

P: \ E433.00 \Eng \ StruM7m_open.st721 October 2003 1:53 pm Page 1

Title:


CMS Precast Modules

A3

GENERAL NOTES CONCRETE NOTES

61 THESE DRAWING SHALL BE READ IN CONJUNCTION WITH ALL ARCHITECTURAL C1.

AND OTHER CONSULTANTS' DRAWINGS AND SPECIFICATIONS AND WITH SUCH

OTHER WRITTEN INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF C2.

THE CONTRACT. ALL DISCREPANCIES SHALL BE REFERRED TO THE

SUPERINTENDENT FOR DECISION BEFORE PROCEEDING WITH THE WORK.

ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITHAS 3600.

MINIMUM COVER Imm) TO ALL REINFORCEMENT UNLESS OTHERWISE SHOWN

SHALL BE 30mm RIGID FORMWORK AND INTENSE COMPACTION INACCORDANCE WITH AS 3600 MUST BE USED

62. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF-SITE WORK SHALL a) THE CONCRETE MIX MUST ACHIEVE f'c 40 MPa AND ALSO HAVE A DOSEBE VERIFIED BY THE CONTRACTOR BEFORE CONSTRUCTION AND FABRICATION OF STEEL FIBRES. THE DOSAGE RATE OF STEEL FIBRES SHALL BE DESIGNEDIS COMMENCED. THE ENGINEER'S DRAWINGS SHALL NOT BE SCALED. BY THE CONCRETE SUPPLIER TO ACHIEVE A CHARACTERISTIC FLEXURAL

63 DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR TENSILE STRENGTH OF ro = 5 MPa (MIN.)MAINTAINING THE STRUCTURE IN A STABLE CONDITION AND ENSURING NO b) THE EXPOSURE CLASSIFICATION TO AS 3600 THAT THE MODULES MAY BEPART IS OVERSTRESSED UNDER CONSTRUCTION ACTIVITIES. PLACED WITHIN IS B1. ANYTHING OUTSIDE THIS CLASSIFICATION MUST BE

64 WORKMANSHIP AND MATERIALS ARE TO BE IN ACCORDANCE WITH THE APPROVED BY THE ENGINEER.RELEVANT CURRENT S.A.A. CODES INCLUDING ALL AMENDMENTS, AND THE C3. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIEDLOCAL STATUTORY AUTHORITIES, EXCEPT WHERE VARIED BY THE CONTRACT FINISHES.

DOCUMENTS. C4 BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS.G5 THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT FROM THE ENGINEER CS. NO HOLES, CHASES OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN

BUT IS NOT AN AUTHORISATION FOR AN EXTRA. ANY EXTRA INVOLVED MUST ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERSBE TAKEN UP WITH THE SUPERINTENDENT BEFORE THE WORK COMMENCES. WITHOUT PRIOR APPROVAL OF THE ENGINEER.

G6 ALL DIMENSIONS ARE IN MILLIMETRES UNLESS STATED OTHERWISE. ALL C6. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND USED ONLYLEVELS ARE EXPRESSED IN METRES TO AHD. WHERE SHOWN OR SPECIFICALLY APPROVED BY THE ENGINEER.

67 .THE STRUCTURAL WORK SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED C7. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND NOTFOR THE FOLLOWING LIVE LOADS: NECESSARILY SHOWN IN TRUE PROJECTION.

C8. ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS CORRECT

POSITION DURING CONCRETING BY APPROVED BAR CHAIRS, SPACERS ORAREA LIVE LOAD kPa or kN

MODULE ROOF SLAB 3 kPa or 5 kPa SUPPORT BARS.

REFER TABLE FOR EACH MODULE C9. REINFORCEMENT SYMBOLS

ON EACH MODULE CORNER, A N - HOT ROLLED DEFORMED BARS TO AS/NZ 4671 GRADE 500.

VERTICAL POINT LOAD DISTRIBUTED R - STRUCTURAL GRADE PLAIN ROUND BAR TO AS 1302.

OVER THE 90mm THICK BLADE 300 kN SL - HARD DRAWN STEEL WIRE REINFORCING FABRIC TO AS 1304.

COLUMN AREA WITH A MAXIMUM RW - HARD DRAWN STEEL WIRE REINFORCING WIRE TO AS 1303.

OF 15mm ECCENTRICITY IN PLAN THE NUMBER FOLLOWING THE BAR SYMBOL IS THE NOMINAL BAR DIAMETER

IN MILLIMETRES.GB THE DESIGN WIND CRITERIA TO AS 1170.2 ARE AS FOLLOWS: C10. FORMWORK SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH

THE MODULES HAVE BEEN DESIGNED FOR A MAXIMUM ULTIMATE WIND DESIGN WITH AS 3610.

PRESSUE OF Pz (ULT) = 1.5 kPa (REFER TO CMM CALCULATIONS). THE WIND C11. SPLICES IN BARS TO BE A MINIMUM OF THE FOLLOWING UNLESS OTHERWISE

PRESSURE IS TO BE CALCULATED, SITE SPECIFIC, BY A QUALIFIED ENGINEER. SHOWN ON THE DRAWINGS.

69. ALL NON-LOADBEARING WALLS SHALL BE KEPT CLEAR OF THE UNDERSIDE N12 - 400 N28 - 1100

OF SLABS AND BEAMS BY 20mm UNLESS OTHERWISE SHOWN. N16 - 600 N32 - 1200

PROVIDE DEFLECTION HEADS OR SIMILAR APPROVED. N20 - 800 N36 - 1300

N24 - 900

No

01

A 2810.03

17.10 03

Date

ISSUED FOR CONSTRUCTION

ISSUED FOR COMMENT

Revision Details

S JO

JAG

Ver. App

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wormy anahol the orepnal hard ...pp vers..,2 upng the drawings or other data for any purpose Not agreed to in Aril., by Connell Wagner

Drawn

Drawing Title

STANDARD MODULENOTES

Client

CMS CONSTRESSMODULE SYSTEM

Project

STANDARDMODULE SYSTEM


Connell Wagner Pty Ltd ANN 54 005 139 873 Telephone: *61 8 231 4766124 Weymouth Street Adelaide Facsimile: .61 8 231 4765South Australia 5000 Australia Email: [email protected]

DateJ A G

Designed

Verified N.T.

Approved

Scale

N.T S.N.T.

E433.00

CW Project No

FOR CONSTRUCTIONDrawing No Rev

S01 A20 10

0

10

20

30

40 50mmtill llllfll

Drawn DateG

Designed N T /D.R.C.

ISSUED FOR COMMENT11 10.0301

A3

A 2010.03 ISSUED FOR CONSTRUCTION SIB

JAG

By


Connell Wagner Pty Ltd ABN 54 005 139 873 Telephone: .61 8 231 4766124 Waymouth Street Adelaide Facsimile: +61 8 231 4765South Australia 5000 Australia Email: [email protected]

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etcorm{ agaml In original bard (my versions.2 using the drawings or oiner dale /or any pur p ose no agreed io in writing by Connell Wagner

No Date Revision Details Ver. App.

Client

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Drawing Tale

5 METRE MODULEPLAN 8 ELEVATIONS

OW Project No

Verified

Approved

N.T.

N.T.

Drawing No Rev

FOR CONSTRUCTION E433.00 SO2 A

Scale

1:50

10 20 30

ELEVATION 0SCALE = 1:50

20 10 0111111111111111111111

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ELEVATION ELEVATIONSCALE = 150 SCALE 150

40 50mm_L

20 10 0 2010 30

ROOF SLAB PLANSCALE = 1:50

RW8 HOOK BARS TIED TO MESH (180° HOOK

EACH END TO AS3600) AT 250 CTS

NOTE: HOOK BARS ONLY REQUIRED WHEN

50mm INFILL WALL IS TOTALLY REMOVED

TO WITHIN 1000mm OF EDGE OF 90mm BLADE

COLUMN AS INDICATED BY DASHED LINES.

1-N16 TOP & BTM.

EXTEND 500 INTO

WALLS.

N16 STARTER BARS x 1200 LONG

OVERALL, 600 PROJECTION OR

PROVIDE COUPLER TO SUIT, FOR

SECOND STACKED UNIT OVER

AS REQUIRED (TYP.)

4-N12 'L' BARS 600 LEGS AT 75 CTS.

PLACE TO OUTER LAYER IN WALL

AND ROOF. TYPICAL EACH CORNER


EACH END TO AS3600( AT 250 CTS

NOTE: THESE HOOK BARS ONLY REQUIRED

WHEN A SECOND UNIT IS STACKED OVER.

FOLD DOWN ROOF MESH

CENTRAL TO 90 THICK

BEAM (TYP )

1-N16 TOP & BTM. EXTEND

500 INTO WALLS

4-N12 'L' BARS 500 LEGS

AT 150 CTS. SECOND BAR

LOCATED LEVEL WITH

UNDERSIDE OF BEAM

RF818 MESH 100 PITCH

BARS VERTICALLY (TYP.)

400 VSL DUCT x 600 LONG PLACED

CENTRAL TO 90mm WALL. CUT

HORIZONTAL WIRES OF SL818 MESH

TO PLACE AN N16 BAR x 1000 LONG

AND FULLY GROUT WITH NON-SHRINK

40 MPa GROUT (MIN.)

FOR CONSTRUCTION


Connell Wagner Ply Ltd ABN 54 005 139 873 Telephone: ♦61 8 231 4766124 Weymouth Street Adelaide Facsimile: *61 8 231 4765South Australia 5000 Australia Email: [email protected]

A person owe (onnell Wagner dravonqs and ether data aiteo, the ms4 alI bong the draiones and other dala in eler tronv term odhout repuesi nno and Ovodng them for

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Project


Drawing Title

5 METRE MODULE

REINFORCEMENT

PLAN & ELEVATIONSDate

N T /D.R.C.

N.T.

N.T.CW Project No

E433.00

A 28 10 03 ISSUED FOR CONSTRUCTION S JB

01 17 10 03 ISSUED FOR COMMENT JAG

No Dale Revision Details By Ver. App

FOLD DOWN ROOF MESH

CENTRAL TO 90 THICK —

BEAM (TYP.)

FOOTINGS TO BE

DESIGNED BY OTHERS

Drawn

Designed

Verified

Approved

300

ROOF REINFORCEMENT TABLE

LIVE LOAD REINFORCEMENT IN ROOF

3 kPa SL82 MESH CENTRAL

5 kPa SL82 MESH CENTRAL (REFER TO PLANFOR ADDITIONAL REINFORCEMENT)

REFER NOTE FOR

HOOK BARS

Scale

1:50

Drawing No Rev

S03 A

FOR 5 kPa LIVE LOAD PLACE

3-N12 BARS AS SHOWNA3

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ROOF SLAB PLAN6980 28 10 03 ISSUED FOR CONSTRUCTIONA S113

WO 03 ISSUED FOR COMMENT01 JAG

SCALE = 1:50 Revolon DetailsNo Date Ver. App

WALL PLANConnell Mott MacDonald

SCALE = 1:50...building the future

Connell Wagner Ply Ltd ABN 54 005 139 873 Telephone: +61 8 231 4766124 Waymouth Street Adelaide Facsimile: +61 8 231 4765South Australia 5000 Australia Email: [email protected]

A person using Connell Wagner arasangs and ow dale mtepls One asst. of sag the Masan, and other data sn elm Irma Man salhaut requesting and cheskang them to

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Client6980

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Drawing Title

7 METRE MODULE

PLAN & ELEVATIONS

DateJ A GDrawn

ELEVATIONELEVATIONN.T./D.R.C.Designed

SCALE = 1.50 SCALE =1.50 ScaleN TVerified

1 : 5 0N TApproved

CW Project No Drawing No Rev

FOR CONSTRUCTION SO4 AE433.0020 10 011111111,111 a w nnn 1

3010 40 50mm20

01 17 10 03

RevDrawing No

SO5 A

3010 200

FOR 3 kPa LIVE LOAD PLACE

3-N12 BARS AS SHOWN

A31

ROOF SLAB PLAN A 2810 03 ISSUED FOR CONSTRUCTION SJB

SCALE = 1 50 ISSUED FOR COMMENT JAG



NOTE HOOK BARS ONLY REQUIRED WHEN

50mm INFILL WALL IS TOTALLY REMOVED

TO WITHIN 1500mm OF EDGE OF 90mm BLADE

COLUMN AS INDICATED BY DASHED LINES

N16 STARTER BARS x 1200 LONG

OVERALL, 600 PROJECTION OR

PROVIDE COUPLER TO SUIT, FOR

SECOND STACKED UNIT OVER

AS REQUIRED (TYP.)

4-N12 'L' BARS 600 LEGS AT 75 CTS

PLACE TO OUTER LAYER IN WALL

AND ROOF. TYPICAL EACH CORNER

RW8 HOOK BARS TIED TO MESH (180 0 HOOK


NOTE: THESE HOOK BARS ONLY REQUIRED

WHEN A SECOND UNIT IS STACKED OVER.

FOLD DOWN ROOF MESH

CENTRAL TO 90 THICK

BEAM (TYP .I

No Dale Revision Details


Connell Wagner Ply Ltd AIM 54 005 139 873 Telephone: +61 8 231 4766124 Weymouth Street Adelaide Facsimile: +61 8 231 4765South Australia 5000 Australia [email protected]

A person oong (0.01 Wagner °ravings and other data auto, Ine rosi of

1 Psi,. the drapongs and Oher data eleolronot lore so.oul regoshng and melting !bra for

aosuraty aponst the ha. 1000 0010011.2tosong the orawongs other data For any purpose not agreed to on p rolong by Sonnell Wagner

Client


Project


Drawing Title

7 METRE MODULE

REINFORCEMENT

PLAN & ELEVATIONSDale

N T /D R C

N.T.

By

FOLD DOWN ROOF MESH

CENTRAL TO 90 THICK

BEAM (TYP.)

40 0 VSL DUCT x 600 LONG PLACED

CENTRAL TO 90mm WALL CUT

HORIZONTAL WIRES OF SL818 MESH

TO PLACE AN N16 BAR x 1000 LONG

AND FULLY GROUT WITH NON-SHRINK

40 MPa GROUT (MIN )

300 300

FOOTINGS TO BE

DESIGNED BY OTHERS

Ver App

Drawn J.A.G.

Designed

Vented

Approved N.T.

20 10Inulnllll

40 50mm

H

00 INTO

\

1-N16 TOP & BTM

EXTEND 500 INTO

WALLS.1-N16 BAR

SLAB -1(1)P

15001500

COG

LAYEIR

COG 500 INTO

LAYER

1-N12 BAR

SLAB TOP

rI

Scale

1.50

CW Project No

E433.00

ELEVATION2

FOR CONSTRUCTIONSCALE = 150

ELEVATIONSCALE = 1:50

1-N16 TOP & BTM. EXTEND

I 500 INTO WALLS

4-N12 'L' BARS 500 LEGS

AT 150 CTS SECOND BAR

LOCATED LEVEL WITH

UNDERSIDE OF BEAM

RF818 MESH 100 PITCH

BARS VERTICALLY (TYP

REFER NOTE FOR

HOOK BARS

600

ROOF REINFORCEMENT TABLE

LIVE LOAD REINFORCEMENT IN ROOF

3 kPa SL82 MESH CENTRAL (REFER TO PLANFOR ADDITIONAL REINFORCEMENT)

5 kPa SL102 MESH CENTRAL

600

REFER REINFORCEMENT TABLE

A3

- MINIMUM OVERLAP = GREATER

OF S1 OR S2 PLUS 25mm

LAP MESH AND FOLD

TO LOWER LAYER

51 25 MIN. S2

SHORT SPAN DIRECTION BARS

TO BE IN BOTTOM LAYER

TYPICAL ROOF MESH ARRANGEMENTSCALE = 1:5

A 2810.03 ISSUED FOR CONSTRUCTION SJG

07 1710.03 ISSUED FOR COMMENT JAGNo. ByDate Revision Details Ver App

N12 HORIZONTAL

'L' BARS WITH

500 LEGS

RF818 MESH FOLDED AROUND

CORNER. MESH TO BE CENTRAL

TO 90 THICK SECTION.

On

3-N12 VERTICAL 'L' BARS

WITH 600 LEGS

N12 VERTICAL BARS -

FIXED ADJACENT LINE

OF OPPOSITE WALL

N16 HORIZONTAL BAR

TOP AND BOTTOM


Connell Wagner Pty Ltd ABN 54 005 139 873 Telephone: +61 8 231 4766124 Waymouth Street Adelaide Facsimile: +61 8 231 4765South Australia 5000 Australia Email: [email protected]

A person using Connell Wagner drawings and other tiara atreple the risS ofI using the drawings and other data m stet tropic fern without reforesting and Meriting then for

against the original hard root rm.,2 using the drAtrtAg, 02 Att., data ' 01 One Purpose no agreed to in writing by Connell Wagner

Client


Project


Drawing Title

TYPICAL MODULEDETAILS

Drawn DateJ.A.G.

Designed N T /D.R.C.

TYPICAL CORNER WALL ARRANGEMENTSCALE = 15

Verified N T. Scale

Approved N.T.1:5

E433.00

CW Project No

FOR CONSTRUCTION

Drawing No Rev

S06 A

20

10

0

10

20

30

40 50mm

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