Sterlingwall Introdution Docx 02112012

8/19/2019 Sterlingwall Introdution Docx 02112012

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Sterlingwall Introduction 1 | P a g e

SterlingWall® Introduction

What is Sterlingwall®

Sterlingwall® is a revolutionary panelised building system that provides an exciting and

competitive alternative to conventional wall construction. The panels act as formwork and

are sacrificed when they are filled with concrete. The “fibre cement sheet or other wall

boards then act as a clean and smooth exterior or internal surface ready for finishing.

Sterlingwall® panels are formed by sandwiching plastic H‐section studs between fibre

cement

sheets

or

other

suitable

wall

board

materials.

These

fabricated

panels

function

essentially as permanent formwork for the concrete which is used to fill the void between

the wall boards. The H‐section studs accurately locate the vertical and horizontal reinforcing

bars to ensure correct concrete coverage of the reinforcement bars

Additional load bearing capacity can be obtained where necessary by inserting additional

reinforcing into the panel. These requirements will be determined by the structural

engineer’s design.

The standard width Sterlingwall® panels are 1200mm and the height can vary according the

sheet sizes available from the suppliers of the wall board materials . Sterlingwall® panels

can be easily cut to size on site to suit any building design but planning the building with the

standard width panels in mind from the outset provides significant efficiencies. Openings

for doors and windows should be planned for modular construction. Where required

specific panel sizes can be manufactured.

The standard thickness of the concrete core for the Sterlingwall® panels are 100mm, ,

150mm and 200mm . the overall thickness of the panels depends on the thickness of the

wall

board

material

used.

Typical

materials

used

are

6mm

thick

Fibre

cement

sheets

of

40mm PIR insulation boards.

The concrete wall created using this process complies with the concrete code pertaining to

vertical concrete slabs.


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1. Panel Details

1.1 Wall

Panel

Types

Fig 1.

1.2 Wall Panel Sectional Elevations

Fig 2.


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Fig 3.

In the figures above the outer reinforced wall board acts as the formwork for the floor slab.

1.3 Wall Panel Sectional Plans

Fig 4.


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1.4 Window and Door Sectional Elevations

Fig 5.

1.5 Window and Door Sectional Plans

Fig 6.


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1.6 Component Overview

Fig 7.


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1.7 Example plan

Sterling Building Systems provides a detailed plans showing the position of all the panels

supplied. Refer to the following illustration for an example.

The SterlingWall® panel system is based on standard panel width of 1200mm. Other panels

are supplied to suit wall length requirements and the position of openings.

Lintel and sill panels are manufactured to project specifications. Lintel and sill panels, for

example, with a height not exceeding 1200mm can be supplied up to 3600mm in width.

Corner panels are made to project specifications. All corners are supplied as separate

closing pieces.

Fig 8. Example Floor plan


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Fig 9. Wall panel elevations ‐1

Fig 10. Wall panel elevations‐2


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Fig 11.Panel

connection

details

2. Reinforcement

The steel reinforcement for the walls should be according to the engineering specifications for each

individual project.

For walls not subject to racking (shear) forces, N12 starter bars should be provided at the ends of walls, the

side of

openings

and

at

not

more

than

0.675

m

spacing

along

the

wall.

For walls subject to racking (shear) forces, starter bars of the same size and spacing as the vertical

reinforcement should be provided.

Starter bars may be either cast in the slab or added later by drilling the slab and chem‐setting the

starter bars in place. The starter bars should be off ‐set to avoid interfering with the placing of the main wall

reinforcement.

All walls

are

to

have

a single

layer

of

reinforcement,

however

if required,

the

STW

‐212

wall

may

have

two

layers of reinforcement.


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For single‐layer reinforcement, the horizontal bars are placed first by sliding from an end or corner on the

plastic stud joiners (which are at 200 mm centres). The vertical bars, assisted by a slight crank on the end, are

threaded from

the

top

such

that

they

weave

in

and

out

of

the

horizontal

reinforcement.

Each

alternate

vertical

bar is placed on the opposite side of the horizontal bar to form a ‘basket weave’ which holds the bars in place

during concreting.

In the case of two‐layer reinforcement, the horizontal bars are again placed first, sitting on the outer indents of

the stud joiner, Figure 2.2. The vertical reinforcement is connected together with bar clips and dropped in

between the horizontal bars and tied at the top.

3.Concrete

The recommended concrete used to fill the SterlingWall® panel should have a strength of at

least 25 Mpa. Higher strengths may be used where increased strength or durability is

required. It is recommended that the maximum aggregate size is 7‐8mm and that the slump

at pouring is between 180±30. The specification of the concrete remains the responsibility

of the project engineer.

1. Concrete is to be placed by a concrete pump with a maximum 50mm delivery line.

2. Ensure that adequate scaffolding is in place to allow the concrete to be pumped

continuously while moving around the walls to miminise stop starting of the pump

3. Order concrete to meet the engineer’s specification arrives on site at a slump of

between 180±30. Slump should be minimum possible but sufficient to flow freely and

to fill voids and allow flow around steel and services

4. It is recommended that panels be filled progressively in layers of approximately

600mm high. Ensure the concrete does not block voids in the bond beam and restrict

flow in consecutive pours

5. During pour, ensure no voids are left in walls. This can be achieved by tapping panel

and listening for hollow sound. Tapping with rubber mallets is recommend to “move”

concrete throughout the panel.

6. Screed top of walls or openings flush with top edges of fibre cement sheet.

7. After topping up walls it is important to remove all split concrete and clean it off on

walls and floors before it set.


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4. Technical Specifications

Wall Type Sterling Wall 112 Sterling Wall 162

Wall thickness 112mm 162mm

Concrete core

thickness

100mm

150mm

Acoustic rating

Rw

Rw + Ctr

44

40

54

49

Design Axial Strength

(KN/m)

Based on 2700mm high wall

Ecc


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5. Engineering Considerations

5.1Design Axial Capacity


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DESIGN AXIAL CAPACITY OF 112 THK STERLING PANEL WALLS

Design axial strength of wall

Based on AS3600‐2009 section 11.5.1

tw = 100 mm

K = 0.75

Continuous floor

eccentricity,

e

=

0.05

x

tw

=

5

Discontinuous floor eccentricity, e = 0.167 x tw = 16.7

H. wu s floor, e = 0.050 x tw Discontinuous floor, e = 0.167 x tw

20 25 32 40 50 20 25 32 40 50

6000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

5000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4500 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4200 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3900 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3600 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3300 324 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 385 482 616 770 963 284 355 455 568 710

2900 404 505 647 809 1011 303 379 485 606 758

2800 423 528 676 846 1057 322 402 515 643 804

2700 441 551 705 881 1102 340 424 543 679 849

2600 458 572 732 916 1144 357 446 571 713 8922500 474 593 759 949 1186 373 467 597 746 933

2400 490 613 784 980 1225 389 486 623 778 973

2100 534 667 854 1068 1335 433 541 693 866 1082

1800 572 715 915 1144 1430 471 588 753 941 1177

tw = 100 mm

K = 1

Continuous floor eccentricity, e = 0.05 x tw = 5


H.wu s floor, e = 0.050 x tw Discontinuous floor, e = 0.167 x tw

20 25 32 40 50 20 25 32 40 50

6000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

5000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4500 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4200 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3900 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3600 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3300 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 158 198 253 317 396 57 72 92 115 143

2900 192 240 308 385 481 91 114 146 183 228

2800 225 282 360 450 563 124 155 199 248 310

2700 257 321 411 514 642 156 195 249 312 390

2600 287 359 460 575 719 186 233 298 373 466

2500 317 396 507 634 792 216 270 345 431 539

2400 345 431 552 690 863 244 305 390 488 610

2100 423 528 676 846 1057 322 402 515 643 804

1800 490 613 784 980 1225 389 486 623 778 973

GENERAL NOTES:

The

"Design

axial

strength

of

wall"

tables

show

the

axial

compression

capacity

of

the

100mm

thick

walls

for

the

standard

concrete strengths.

The first table is based on an effective wall height of 75% and the second table is based on the full 100% wall height and it

is at the discretion of the structural engineer to select the most appropriate case for any particular project.

The wall for the continuous floor span (i.e midwall) are based on a loading eccentricity of 5% and for walls supporting a

non‐continuous floor span (endwalls) are based on 16.7% loading eccentricity

For example, a 2.7m high endwall which is 100mm thick which has been deemed by a structural engineer to be of 75%

effective height and with a concrete grade of 32MPa, will have an axial capacity of 705kN per lineal metre.


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DESIGN AXIAL CAPACITY OF 165THK STERLING PANEL WALLS



tw = 150 mm

K

= 0.75Continuous floor eccentricity, e = 0.05 x tw = 7.5


H.wu

20 25 32 40 50 20 25 32 40 50

6000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

5000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4500 578 722 924 1156 1445 426 533 682 852 1065

4200 634 793 1015 1268 1585 483 603 772 965 1206

3900 687 858 1099 1373 1717 535 669 856 1070 1338

3600 735 919 1176 1471 1838 584 730 934 1167 1459

3300 780 975 1248 1560 1950 628 785 1005 1257 1571

3000 821 1026 1313 1642 2052 669 836 1071 1338 1673

2900 834 1042 1334 1667 2084 682 852 1091 1364 1705

2800 846 1057 1353 1692 2115 694 868 1111 1388 17362700 858 1072 1372 1715 2144 706 883 1130 1412 1765

2600 869 1086 1391 1738 2173 718 897 1148 1435 1794

2500 880 1100 1408 1760 2201 729 911 1166 1457 1821

2400 891 1113 1425 1782 2227 739 924 1183 1478 1848

2100 920 1150 1472 1840 2300 768 960 1229 1537 1921

1800 945 1182 1512 1890 2363 794 992 1270 1587 1984

tw = 150 mm

K = 1

Continuous floor eccentricity, e = 0.05 x tw = 7.5


H.wu

20 25 32 40 50 20 25 32 40 50

6000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

5000 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐

4500 238 297 380 475 594 86 107 138 172 215

4200 338 422 541 676 845 186 233 298 372 465

3900 431 539 690 862 1078 280 349 447 559 699

3600 518 647 828 1035 1294 366 457 585 732 915

3300 597 746 955 1194 1493 445 557 713 891 1113

3000 670 837 1071 1339 1674 518 647 829 1036 1295

2900 692 865 1108 1385 1731 541 676 865 1081 1352

2800 714 893 1143 1428 1785 563 703 900 1125 1406

2700 735 919 1176 1471 1838 584 730 934 1167 1459

2600 756 945 1209 1511 1889 604 755 966 1208 1510

2500 775 969 1240 1550 1938 624 779 998 1247 1559

2400 794 993 1270 1588 1985 642 803 1028 1285 1606

2100 846 1057 1353 1692 2115 694 868 1111 1388 1736

1800 891 1113 1425 1782 2227 739 924 1183 1478 1848

GENERAL

NOTES:

The "Design axial strength of wall" tables show the axial compression capacity of the 150mm thick walls for the standard

concrete strengths.







Continuous floor, e = 0.050 x tw Discontinuous floor, e = 0.167 x tw

Continuous floor, e = 0.050 x tw Discontinuous floor, e = 0.167 x tw


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DESIGN AXIAL CAPACITY OF 212 THK STERLING PANEL WALLS



tw = 200 mm

K

= 0.75Continuous floor eccentricity, e = 0.05 x tw = 10



20 25 32 40 50 20 25 32 40 50

6000 770 963 1233 1541 1926 568 710 909 1136 1421

5000 949 1186 1518 1897 2372 746 933 1194 1493 1866

4500 1026 1282 1641 2051 2564 823 1029 1317 1647 2058

4200 1068 1335 1709 2136 2670 866 1082 1385 1731 2164

3900 1107 1384 1772 2214 2768 905 1131 1448 1810 2263

3600 1144 1430 1830 2287 2859 941 1177 1506 1883 2354

3300 1177 1471 1883 2354 2943 975 1219 1560 1950 2438

3000 1208 1510 1932 2416 3020 1006 1257 1609 2011 2514

2900 1217 1522 1948 2435 3043 1015 1269 1624 2030 2538

2800 1227 1533 1963 2453 3066 1024 1281 1639 2049 2561

2700 1236 1544 1977 2471 3089 1033 1292 1653 2067 2583

2600 1244 1555 1991 2488 3110 1042 1302 1667 2084 2605

2500 1252 1565 2004 2505 3131 1050 1313 1680 2100 2625

2400 1260 1575 2016 2521 3151 1058 1323 1693 2116 2645

2100 1282 1603 2051 2564 3205 1080 1350 1728 2160 2700

1800 1301 1626 2082 2602 3253 1099 1374 1758 2198 2747

tw = 200 mm

K = 1

Continuous floor eccentricity, e = 0.05 x tw = 10



20 25 32 40 50 20 25 32 40 50

6000 317 396 507 634 792 115 143 183 229 2875000 634 792 1014 1267 1584 431 539 690 863 1079

4500 770 963 1233 1541 1926 568 710 909 1136 1421

4200 846 1057 1353 1691 2114 643 804 1029 1287 1608

3900 916 1144 1465 1831 2289 713 892 1141 1427 1783

3600 980 1225 1569 1961 2451 778 973 1245 1556 1945

3300 1040 1300 1664 2080 2600 838 1047 1340 1676 2094

3000 1094 1368 1751 2189 2736 892 1115 1428 1784 2231

2900 1111 1389 1778 2223 2778 909 1137 1455 1818 2273

2800 1128 1410 1804 2256 2820 926 1157 1481 1851 2314

2700 1144 1430 1830 2287 2859 941 1177 1506 1883 2354

2600 1159 1449 1854 2318 2897 957 1196 1531 1913 2392

2500 1174 1467 1878 2347 2934 971 1214 1554 1943 2429

2400 1188 1485 1900 2375 2969 986 1232 1577 1971 2464

2100 1227 1533 1963 2453 3066 1024 1281 1639 2049 2561

1800 1260 1575 2016 2521 3151 1058 1323 1693 2116 2645

GENERAL NOTES:

The "Design axial strength of wall" tables show the axial compression capacity of the 200mm thick walls for the standard

concrete strengths.








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5.2 Design Flexural Capacity of Sterling Panel Walls

5.3 Generic

Floor

Loads

Design flexural capacity of wall

H.wu capacity (kPa) ‐ 112thk wal l Ul timate flexural capacity (kPa) ‐ 162thk wal l Ul timate flexural capacity (kPa) ‐ 212thk wall

20 25 32 40 50 20 25 32 40 50 20 25 32 40 50

6000 0.33 0.33 0.34 0.34 0.34 0.57 0.58 0.58 0.58 0.58 0.82 0.82 0.82 0.82 0.82

5000 0.48 0.48 0.48 0.50 0.49 0.83 0.83 0.83 0.86 0.84 1.18 1.18 1.18 1.22 1.19

4500 0.59 0.59 0.60 0.62 0.60 1.02 1.03 1.03 1.06 1.03 1.45 1.46 1.46 1.51 1.46

4200 0.68 0.68 0.68 0.71 0.69 1.17 1.18 1.18 1.22 1.18 1.67 1.67 1.68 1.73 1.68

3900 0.79 0.79 0.79 0.82 0.80 1.36 1.36 1.37 1.42 1.37 1.94 1.94 1.94 2.01 1.95

3600 0.92 0.93 0.93 0.96 0.94 1.60 1.60 1.61 1.66 1.61 2.27 2.28 2.28 2.36 2.29

3300 1.10 1.10 1.11 1.15 1.11 1.90 1.91 1.91 1.98 1.92 2.70 2.71 2.71 2.81 2.723000 1.33 1.33 1.34 1.39 1.35 2.30 2.31 2.31 2.39 2.32 3.27 3.28 3.28 3.40 3.29

2900 1.42 1.43 1.43 1.49 1.44 2.46 2.47 2.47 2.56 2.48 3.50 3.51 3.51 3.64 3.52

2800 1.52 1.53 1.54 1.59 1.55 2.64 2.65 2.65 2.75 2.66 3.76 3.76 3.77 3.90 3.78

2700 1.64 1.65 1.65 1.72 1.66 2.84 2.85 2.85 2.96 2.86 4.04 4.05 4.05 4.20 4.06

2600 1.77 1.78 1.78 1.85 1.79 3.06 3.07 3.08 3.19 3.09 4.36 4.36 4.37 4.52 4.38

2500 1.91 1.92 1.93 2.00 1.94 3.31 3.32 3.33 3.45 3.34 4.71 4.72 4.73 4.89 4.74

2400 2.07 2.09 2.09 2.17 2.11 3.59 3.60 3.61 3.74 3.62 5.11 5.12 5.13 5.31 5.14

2100 2.71 2.72 2.74 2.84 2.75 4.69 4.71 4.72 4.88 4.73 6.68 6.69 6.70 6.93 6.72

1800 3.69 3.71 3.72 3.86 3.74 6.39 6.41 6.42 6.65 6.44 9.09 9.11 9.12 9.44 9.14

ASSUMPTIONS:

1. Concrete cover taken as 30mm

2. Vertical bars taken as 1N12‐800

GENERAL NOTES:

The "Design flexural capacity of wall" table shows the ultimate lateral pressure that the walls can withstand based on wall height and the concrete strength grade.

For example, a 4.5m wall that is 100mm thick and poured with 40MPa concrete can withstand lateral pressures of up to 0.62kPa


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Walls

1200mm wide

column

INDICATIVE

NO.

OF

FLOOR

LEVELS

THAT

CAN

BE

SUPPORTED

BY

STERLING

PANEL

WALLS

FOR

K

=

0.75

mid wall end wall mid wall end wall mid wall e nd wall

100 5 5 5 5 5 5

150 20 18 17 14 13 11

200 20 20 20 20 19 16

100 5 5 5 5 5 5

150 20 17 16 13 15 11

200 20 20 20 20 19 16

100 5 5 5 5 5 5

150 20 17 16 13 13 10

200 20 20 20 19 19 15

100 ‐ ‐ ‐ ‐ ‐ ‐

150 18 14 14 11 11 9

200 20 20 20 18 18 14

INDICATIVE NO. OF FLOOR LEVELS THAT CAN BE SUPPORTED BY STERLING PANEL WALLS

FOR

K

=

1.0

mid wall end wall mid wall end wall mid wal l e nd wall

100 5 5 5 5 5 5

150 19 15 15 12 12 9

200 20 20 20 19 18 15

100 5 5 5 5 5 5

150 18 14 14 11 11 8

200 20 20 20 18 17 14

100 5 5 5 5 5 5

150 17 13 13 10 10 8

200 20 20 20 17 17 14

100 ‐ ‐ ‐ ‐ ‐ ‐

150 13 9 10 7 8 5

200 20 19 19 15 15 12

ASSUMPTIONS:

1. 150, 200 and 250 slab assumed to have 6, 7 and 8m load widths respectively

at each floor level (max. span available)

2. Sterling

walls

self

weights

included

in

load

run

down

3. Sterling wall capacities based on: f'c = 32MPa

GENERAL

NOTES:

The sterling panel wall table shows the generic no. of floor levels that can be

supported for both mid and endwalls at the typical wall heights of 2.5m, 2.8m,

3.0m & 3.6m and for each of the available wall thicknesses.

For example, a 3.6m endwall that is 150mm thick in a building utilising 200mm for K=0.75

slabs can nominally support 11 levels of floor loading.

2.5

2.8

3.0

3.6

STERLING PANEL

WALL

(per

m

run)

250 slab200 slab150 slab

WALL PANEL

Ht (m) thk (mm)

SLAB/ NO. OF FLOOR LEVELS

2.5

2.8

3.0

3.6

STERLING PANEL WALL (per m run)

WALL PANEL SLAB/ NO. OF FLOOR LEVELS

Ht (m) thk (mm) 150 slab 200 slab 250 slab


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5.4

Sterling

Panels

as

a

Beam


18/38


100mm concrete core thickness


19/38


STERLING

PANEL

AS

A

BEAM

INPUT DATA

Wall details:

Concrete strength = 32 MPa

Wall thickness = 100 mm

Horizontal bar details:

Bar diameter = 12 mm

Vertical bar details:


RESULTS

H.wu capacities (kN.m) Vertical shear capacities (kN)

1 bar 2 bars 3 bars 4 bars 1/450cts 1/225cts 2/225cts

3300 ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 156 299 427 542 201 352 653

2900 151 287 410 519 194 340 630

2800 145 276 393 497 188 328 607

2700 139 265 376 474 181 315 584

2600 134 253 359 451 174 303 561

2500 128 242 342 429 168 291 538

2400 122 231 325 406 161 279 515

2100 105 197 275 338 141 242 446

2000 100 186 258 316 134 230 423

1800 88 163 224 270 120 206 3771600 77 140 190 225 106 181 330

1400 66 118 156 180 92 156 284

1200 55 95 122 135 78 131 237

1000 43 73 88 ‐ 65 109 196

900 38 61 71 ‐ 60 99 177

800 32 50 ‐ ‐ 54 88 158

700 26 39 ‐ ‐ 48 78 139

600 21 27 ‐ ‐ 43 69 121

500 15 ‐ ‐ ‐ 37 59 102

400 9 ‐ ‐ ‐ 31 48 83

300 4 ‐ ‐ ‐ 24 38 64

ASSUMPTIONS:

1. Horizontal bars ‐ 225 cts

2. Concrete cover 225mm (conservative)

GENERAL NOTES:

This table shows the moment and shear capacities of the sterling panel beams or lintels

for varying depths and bar arrangements based on any combinations of the following input

data: concrete strength, wall thickness, horizontal & vertical bar diameters.

For engineers, the results table is a useful tool for efficiently specifying a practical

reinforcing arrangement for the loading case specific to each project.


20/38


STERLING

PANEL

AS

A

BEAM

INPUT DATA

Wall details:







RESULTS



3300 ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 277 528 752 950 329 597 1133

2900 267 508 722 910 318 576 1092

2800 257 488 692 869 307 555 1052

2700 247 467 662 829 295 534 1012

2600 237 447 631 789 284 514 972

2500 227 427 601 749 273 493 932

2400 217 407 571 709 262 472 892

2100 187 347 481 588 228 409 771

2000 177 327 450 548 217 388 731

1800 156 286 390 467 194 346 6501600 136 246 330 387 171 304 569

1400 116 206 269 306 148 261 488

1200 96 166 209 226 124 219 407

1000 76 126 149 ‐ 104 181 336

900 66 106 119 ‐ 94 164 303

800 56 85 ‐ ‐ 85 146 270

700 46 65 ‐ ‐ 75 129 238

600 36 45 ‐ ‐ 66 113 205

500 26 ‐ ‐ ‐ 57 96 173

400 16 ‐ ‐ ‐ 47 78 140

300 6 ‐ ‐ ‐ 37 60 107

ASSUMPTIONS:



GENERAL NOTES:







21/38


STERLING

PANEL

AS

A

BEAM

INPUT

DATA

Wall details:







RESULTS



3300 ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 431 818 1160 1458 489 908 1745

2900 416 787 1113 1395 473 876 1683

2800 400 755 1066 1332 456 844 1621

2700 384 724 1019 1269 439 812 1559

2600 368 692 972 1206 422 780 1497

2500 353 661 924 1143 405 748 1435

2400 337 629 877 1081 388 716 1373

2100 290 535 736 892 337 620 1186

2000 274 504 689 829 320 588 1124

1800 243 441 595 704 286 524 9991600 211 378 500 578 252 459 874

1400 180 315 406 452 217 394 749

1200 149 252 312 327 182 329 624

1000 117 190 218 ‐ 152 272 514

900 101 158 170 ‐ 137 246 463

800 86 127 ‐ ‐ 123 220 413

700 70 95 ‐ ‐ 109 194 363

600 54 64 ‐ ‐ 96 168 313

500 39 ‐ ‐ ‐ 82 142 263

400 23 ‐ ‐ ‐ 67 115 212

300 7 ‐ ‐ ‐ 52 88 161

ASSUMPTIONS:



GENERAL

NOTES:







22/38


150mm

concrete

core

thickness

STERLING PANEL AS A BEAM

INPUT DATA

Wall

details:Concrete strength = 32 MPa






RESULTS

H.wu

capacities (kN.m) Vertical

shear

capacities

(kN)


3300 ‐ ‐ ‐ ‐ ‐ ‐ ‐

3000 618 1166 1644 2052 683 1285 2491

2900 595 1121 1576 1961 659 1240 2402

2800 573 1076 1508 1871 635 1195 2313

2700 550 1030 1440 1780 612 1149 2225

2600 528 985 1373 1690 588 1104 2136

2500 505 940 1305 1600 564 1058 2047

2400 482 895 1237 1509 540 1013 1958

2100 415 759 1033 1238 469 876 1691

2000 392 714 965 1147 445 830 1602

1800 347 623 830 966 397 739 1423

1600 301 533 694 785 349 647 12451400 256 442 558 604 300 556 1066

1200 211 352 423 423 252 463 887

1000 166 261 287 ‐ 209 382 730

900 143 216 219 ‐ 189 345 658

800 120 171 ‐ ‐ 169 308 586

700 98 126 ‐ ‐ 150 271 515

600 75 80 ‐ ‐ 130 235 443

500 53 ‐ ‐ ‐ 111 198 372

400 30 ‐ ‐ ‐ 91 160 299

300 7 ‐ ‐ ‐ 70 122 227

ASSUMPTIONS:



GENERAL NOTES:







23/38


24/38



INPUT

DATA

Wall







RESULTS

H.wu

capacities

(kN.m) Vertical

shear

capacities

(kN)


3300 308 591 848 1081 382 679 1273

3000 278 530 758 960 348 616 1151

2900 268 510 728 920 336 594 1111

2800 258 490 697 880 325 573 1070

2700 248 470 667 839 313 552 1030

2600 237 450 637 799 301 531 989

2500 227 430 607 759 290 509 948

2400 217 410 577 719 278 488 908

2100 187 349 486 598 242 424 786

2000 177 329 456 558 231 402 745

1800 157 289 396 477 207 359 663

1600 137 249 335 397 183 315 581

1400 117 209 275 317 158 272 499

1200 97 168 215 236 134 228 416

1000 77 128 155 ‐ 112 189 344

900 67 108 124 ‐ 102 172 311

800 57 88 ‐ ‐ 92 154 277

700 46 68 ‐ ‐ 82 136 244

600 36 48 ‐ ‐ 72 119 212

500 26 ‐ ‐ ‐ 63 101 178

400 16 ‐ ‐ ‐ 52 83 145

300 6 ‐ ‐ ‐ 41 65 111

ASSUMPTIONS:

1.

Horizontal

bars ‐

225

cts2. Concrete cover 225mm (conservative)

GENERAL

NOTES:







25/38


STERLING

PANEL

AS

A

BEAM

INPUT DATA

Wall







RESULTS

H.wu


shear

capacities

(kN)


3300 480 918 1315 1671 563 1027 1955

3000 433 824 1174 1482 511 930 1767

2900 417 793 1127 1419 494 897 1705

2800 401 761 1080 1357 477 865 1642

2700 386 730 1033 1294 459 833 1579

2600 370 698 985 1231 442 800 1517

2500 354 667 938 1168 424 768 1454

2400 339 636 891 1105 407 735 1391

2100 291 541 750 917 354 637 1203

2000 276 510 703 854 337 604 1140

1800 244 447 608 728 301 539 1014

1600 213 384 514 603 265 473 8881400 181 321 420 477 229 407 761

1200 150 259 326 351 193 340 634

1000 119 196 231 ‐ 161 282 523

900 103 164 184 ‐ 146 255 472

800 87 133 ‐ ‐ 131 228 421

700 72 102 ‐ ‐ 117 201 370

600 56 70 ‐ ‐ 103 175 320

500 40 ‐ ‐ ‐ 88 148 269

400 24 ‐ ‐ ‐ 73 121 218

300 9 ‐ ‐ ‐ 57 93 166

ASSUMPTIONS:

1.

Horizontal

bars ‐

225

cts


GENERAL NOTES:







26/38


200 MM concrete core thickness


INPUT DATA

Wall







RESULTS

H.wu


shear

capacities

(kN)


3300 689 1315 1876 2375 780 1448 2784

3000 621 1179 1673 2103 707 1310 2516

2900 599 1134 1605 2013 683 1264 2426

2800 576 1088 1537 1922 659 1218 2337

2700 553 1043 1469 1832 635 1172 2247

2600 531 998 1401 1741 610 1126 2158

2500 508 953 1334 1651 586 1080 2068

2400 486 907 1266 1560 561 1034 1979

2100 418 772 1062 1289 488 895 1710

2000 395 727 994 1198 463 849 1620

1800 350 636 859 1017 414 756 1440

1600 305 546 723 836 364 663 12601400 259 455 587 655 314 569 1080

1200 214 365 451 474 264 476 899

1000 169 274 316 ‐ 219 393 741

900 146 229 248 ‐ 199 355 668

800 124 184 ‐ ‐ 178 317 595

700 101 138 ‐ ‐ 158 280 523

600 78 93 ‐ ‐ 139 243 451

500 56 ‐ ‐ ‐ 118 205 379

400 33 ‐ ‐ ‐ 97 167 306

300 11 ‐ ‐ ‐ 76 128 232

ASSUMPTIONS:

1.

Horizontal

bars ‐

225

cts


GENERAL NOTES:







27/38



INPUT

DATA

Wall







RESULTS

H.wu

capacities

(kN.m) Vertical

shear

capacities

(kN)


3300 174 334 481 614 252 419 753

3000 157 300 430 547 231 381 683

2900 151 289 413 524 223 368 659

2800 145 277 396 501 216 356 635

2700 140 266 379 479 208 343 612

2600 134 255 362 456 201 330 588

2500 128 243 345 433 193 317 564

2400 123 232 328 411 186 304 540

2100 106 198 277 343 163 265 469

2000 100 187 260 320 156 252 445

1800 89 164 226 275 140 226 397

1600 77 142 192 230 125 199 3491400 66 119 158 185 109 173 300

1200 55 96 125 139 93 146 252

1000 44 74 91 ‐ 78 122 209

900 38 62 74 ‐ 72 111 189

800 32 51 ‐ ‐ 65 100 169

700 27 40 ‐ ‐ 58 89 150

600 21 28 ‐ ‐ 52 78 130

500 15 ‐ ‐ ‐ 46 67 111

400 10 ‐ ‐ ‐ 39 56 91

300 4 ‐ ‐ ‐ 31 44 70

ASSUMPTIONS:

1.

Horizontal

bars ‐

225


GENERAL NOTES:







28/38



INPUT

DATA

Wall







RESULTS

H.wu

capacities

(kN.m) Vertical

shear

capacities

(kN)1 bar 2 bars 3 bars 4 bars 1/450cts 1/225cts 2/225cts

3300 308 592 851 1086 400 697 1291

3000 278 532 761 965 365 633 1168

2900 268 511 730 925 353 611 1127

2800 258 491 700 885 341 589 1086

2700 248 471 670 844 329 568 1045

2600 238 451 640 804 316 546 1004

2500 228 431 610 764 304 524 963

2400 218 411 580 724 292 502 922

2100 188 351 489 603 255 437 799

2000 177 330 459 563 243 415 757

1800 157 290 399 482 218 370 675

1600 137 250 338 402 193 326 592

1400 117 210 278 322 168 281 508

1200 97 170 218 241 142 236 425

1000 77 129 157 ‐ 119 197 351

900 67 109 127 ‐ 109 178 317

800 57 89 ‐ ‐ 98 160 284

700 47 69 ‐ ‐ 88 142 250

600 37 49 ‐ ‐ 78 124 217

500 27 ‐ ‐ ‐ 68 106 183

400 17 ‐ ‐ ‐ 57 88 149

300 7 ‐ ‐ ‐ 45 68 115

ASSUMPTIONS:



GENERAL NOTES:







29/38



INPUT

DATA

Wall







RESULTS

H.wu

capacities

(kN.m) Vertical

shear

capacities

(kN)


3300 481 921 1322 1683 584 1048 1976

3000 434 827 1181 1495 531 949 1787

2900 418 796 1134 1432 513 917 1724

2800 402 764 1087 1369 495 884 1661

2700 386 733 1039 1306 477 851 1597

2600 371 702 992 1243 459 818 1534

2500 355 670 945 1180 441 785 1471

2400 339 639 898 1118 424 752 1408

2100 292 544 757 929 369 652 1218

2000 277 513 710 866 351 619 1154

1800 245 450 615 741 315 552 1027

1600 214 387 521 615 278 485 9001400 182 325 427 489 241 418 772

1200 151 262 333 364 203 350 644

1000 119 199 238 ‐ 170 290 532

900 104 167 191 ‐ 154 263 480

800 88 136 ‐ ‐ 139 235 428

700 72 105 ‐ ‐ 124 208 377

600 57 73 ‐ ‐ 109 182 326

500 41 ‐ ‐ ‐ 94 154 275

400 25 ‐ ‐ ‐ 78 127 223

300 9 ‐ ‐ ‐ 62 98 170

ASSUMPTIONS:

1.

Horizontal

bars ‐

225


GENERAL NOTES:







30/38



INPUT DATA

Wall







RESULTS

H.wu

capacities

(kN.m) Vertical

shear

capacities

(kN)1 bar 2 bars 3 bars 4 bars 1/450cts 1/225cts 2/225cts

3300 691 1321 1891 2400 804 1472 2808

3000 623 1185 1687 2129 730 1332 2538

2900 600 1140 1619 2038 705 1286 2448

2800 578 1095 1552 1948 680 1239 2358

2700 555 1050 1484 1857 655 1193 2268

2600 532 1004 1416 1767 630 1146 2178

2500 510 959 1348 1676 605 1099 2088

2400 487 914 1280 1586 580 1053 1998

2100 419 778 1076 1314 505 912 1727

2000 397 733 1009 1224 480 865 1636

1800 351 642 873 1043 429 771 1455

1600 306 552 737 862 378 677 1274

1400 261 461 601 681 327 582 10921200 216 371 466 500 275 487 910

1000 171 281 330 ‐ 229 403 750

900 148 235 262 ‐ 208 364 677

800 125 190 ‐ ‐ 187 326 604

700 103 145 ‐ ‐ 166 288 531

600 80 100 ‐ ‐ 146 250 459

500 57 ‐ ‐ ‐ 125 212 386

400 35 ‐ ‐ ‐ 103 173 312

300 12 ‐ ‐ ‐ 81 133 237

ASSUMPTIONS:


2.

Concrete

cover

225mm

(conservative)

GENERAL NOTES:







31/38



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Sterlingwall Introdution Docx 02112012

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