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King & Dawson Architects & Engineers Job: &[FILENAME] Designed:Terry Yin &[DATE]

1. Wind and Seisic Calculation

1.1 Wind calculation

Site wind exposure

20h

206 * m * m 120

Terrain Category

For north, northeast and east direction

North east

TC.ne 2 0.8 * 2.5 0.2 * + : 2.1

West

TC.w TC.ne : 2.1

North

TC.n TC.w : 2.1

All other direction

TC.other 2.2 :

Summary

V.sitesw 49.4 m s / * :

Site wind speed

Pressure

q.winduls 1.46 kPa * :

South west direction

Terrain Profile

V.sitesw 2^0.6 * 1464.22 Gy *

Refer Spreadsheet

Refer to spreadsheets

Southwest

V.sitesw 49.4 m s / * :

Southweest

North

V.siten 48.6 m s / * :

North

1.2 seismic calculation

Roof

w.roof 12 m * 8 * m * 0.25 * kPa * : kN 24

Level 1

w.w1st 40 m * 2.6 * m * 0.35 * kPa * : kN 36.4

Wall

A.f1st 87.5 m 2^* :

Floor

1st floor weight

w.f1st A.f1st 1 0.6 * kPa * 1.5 kPa * 0.3 * + (* : kN 91.88

Level G

w.wg 11.4 m * 2.8 * m * 5.7 * kPa * 6.4 m * 2.8 * m * 4.5 * kPa * + 40 m * 2.6 m * 0.35 * * kPa * + : kN 298.98

Wall

24 kN m 3^/ * 190 * mm * kPa 4.56

A.fg 76 m 2^* :

Floor

Ground floor weight

w.fg A.fg 13 * kPa * 1.5 kPa * 0.3 * + (* : kN 262.2

Distribution

Floor weight

Roof

w.r w.roof 0.5 w.w1st * + : kN 42.2

Level 1

w.1st 0.5 w.w1st * w.f1st + 0.5 w.wg * + : kN 259.57

Storey Height

Level 1

h.2 2.6 m * :

Roof

h.3 h.2 2.4 m * + : 5 m *

Weight*Height

Roof

wh.r w.r h.3 * :

Level 3

wh.1 w.1st h.2 * :

Total

w.ht wh.r wh.1 + :

Total weight

W.t w.r w.1st + : kN 301.77

Base shear

C.d 0.309 :

Ductility = 3

Refer to page 6A

Shear force

V.t W.t C.d * : kN 93.25

Shear force

F.r 0.08 V.t * 0.92 V.t * wh.r w.ht / * + : kN 27.89

Lateral force

V.eqr F.r : kN 27.89

F.1 0.92 V.t * wh.1 w.ht / * : kN 65.35

V.eq1 F.r F.1 + : kN 93.25

Because the the lower level is a concrete structure it will have a ductility of 1.5, hence

C.ds 0.625 :

V.base F.1 C.ds C.d / * V.eqr + : kN 160.08

2. Roof

E 8 GPa * :

g 0.6 kPa * :

q.f 1.5 kPa * :

g.w 0.35 kPa * :

Floor dead load

Floor live load

Wall

q.r 0.25 kPa * :

g.r 0.3 kPa * :

q.winduls 1.46 kPa * :

Roof Live load

Roof dead load

2.1 Roof rafters

Span

L 4.3 m * :

Spacing

t.w 1200 mm * :

w.uplift 0.9 g.r * - q.winduls 0.6 0.9 + (* + (t.w * : kN m / 2.3

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 0.88

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 5.3

R.rup1 w.uplift L * 2 / : kN 4.95

R.rdeadlive1 w.deadlive L * 2 / : kN 1.9

Force up

Force Down

Try 290*45

For k1=0.8

ΦM.n 5.65 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 7.32 1011^* MPa * mm 4^* :

Deflection

g.r 0.7 q.r * + (t.w * kN 0.57 1 m / *

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 6.93

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.9 0.4 + (0.71 q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 7.86

0.9 g.r * - 0.71 0.9 0.4 + (* q.winduls * + (t.w * kN 1.29 1 m / *

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 290*45 @ 1200mm

2.2 Roof Purlins

Span

L 1.2 m * :

Spacing

t.w 1050 mm * :

w.uplift 0.9 g.r * - q.winduls 1.5 * + (t.w * : kN m / 2.02

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 0.77

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 0.36

R.rup w.uplift L * 2 / : kN 1.21

R.rdeadlive w.deadlive L * 2 / : kN 0.46

Force up

Force Down

Try 90*45

For k1=0.8

ΦM.n 0.54 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 2.2 1010^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 1.22

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.71 0.9 0.4 + (q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 1.39

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 90*45 @ 1050mm

3.Bracing

Level 1

B2A

B2B

Longitudinal

V.sitesw 49.4 m s / *

Wind speed&pressure

q.winduls kPa 1.46

Wind demand

V.wind 1.2 7.3 * m * 1.5 * m * q.winduls * : kN 19.18

V.wind V.eqr > V'.brace V.wind : V'.brace V.eqr : if 27892.51 N *

Quake demand

V.eqr kN 27.89

V.wind V.eqr > Wind governs Quake governs if Quake governs

V'.brace kN 27.89

Bracing demand

Try

1.2 1.15 + 2.35

Bracing number

Length

Bracing

Capacity

l 1 m * :

BL1-H

B.1 l 10020 / * kN m / * 2.4 2.6 / * : kN 4.62

B2 A&B

l 2.35 m * :

BL1-H

B.2 l 12020 / * kN m / * 2.4 2.6 / * : kN 9.42

l 2.8 m * :

BL1-H

B.3 l 12020 / * kN m / * 2.4 2.6 / * : kN 11.08

l 3 m * :

BL1-H

B.4 l 12020 / * kN m / * 2.4 2.6 / * : kN 16.62

Bracing capacity

B.t B.1 B.2 + B.3 + B.4 + : kN 45.32

Check

B.t V'.brace >

3 2.3 + 2 / 2.65

B.t V'.brace > Check OK Not OK if Check OK

Transverse

V.sitesw 49.4 m s / *

Wind speed&pressure

q.winduls kPa 1.46

Wind demand

V.wind 1.2 12 * m * 1.7 * m * q.winduls * : kN 35.74

V.wind V.eqr > V'.brace V.wind : V'.brace V.eqr : if 35740.8 N *

Quake demand

V.eqr kN 27.89

V.wind V.eqr > Wind governs Quake governs if Wind governs

V'.brace kN 35.74

Bracing demand

Try

Bracing number

Length

Bracing

Capacity

l 3.5 m * :

BL1-H

B.5 l 12020 / * kN m / * 2.4 2.6 / * : kN 19.38

l 2 m * :

BL1-H

B.6 l 12020 / * kN m / * 2.4 2.6 / * : kN 11.08

l 2.6 m * :

BL1-H

B.7 l 12020 / * kN m / * 2.4 2.6 / * : kN 14.4

l 1.2 m * :

BL1-H

B.8 l 12020 / * kN m / * 2.4 2.6 / * : kN 6.65

Bracing capacity

B.t B.5 B.6 + B.7 + B.8 + : kN 51.51

Check

B.t V'.brace >

B.t V'.brace > Check OK Not OK if Check OK

Ground floor

Transverse

V.sitesw 49.4 m s / *

Wind speed&pressure

q.winduls kPa 1.46

V.wind V.base > V'.brace V.wind : V'.brace V.base : if 1.6 105^* N *

Wind demand

V.wind 1.2 12 * m * 4.5 * m * q.winduls * : kN 94.61

Quake demand

V.base kN 160.08

V.wind V.base > Wind govern Quake govern if Quake govern

V'.brace kN 160.08

Bracing demand

30% goes into each side retaining wall, 40% goes into rest

Try

Bracing number

Length

Bracing

Capacity

B11

l 1.8 m * 1.8 m * + :

BL1-H

B.11 l 10520 / * kN m / * 2.4 2.6 / * : kN 17.45

B12

l 3 m * :

BLP-H

B.12 l 15020 / * kN m / * 2.4 2.6 / * : kN 20.77

B13

l 2.8 m * :

BLP-H

B.13 l 15020 / * kN m / * 2.4 2.6 / * : kN 19.38

B14

l 1.5 m * :

BL1-H

B.14 l 10520 / * kN m / * 2.4 2.6 / * : kN 7.27

Bracing capacity

B.t B.11 B.12 + B.13 + B.14 + : kN 64.87

30 % * V'.brace * 48024 N *

Check

B.t 40 % * V'.brace * >

B.t 40 % * V'.brace * > Check OK Not OK if Check OK

Diaphragm attachment

Ground floor wall weight (Top half)

W.g 6.4 m * 2.8 * m * 4.5 * kPa * (2 / : kN 40.32

V.base F.1 C.ds C.d / * V.eqr + :

Force at 1st floor

V.1st V.base V.eqr - (: kN 132.19

C.1 V.1st w.1st / : 0.51

Seismic Coefficient

Values refer to page 6

Demand

V.dia 60 % * V.base * W.g C.1 * - : kN 75.51

2 walls taking 60% in total

Attachment length left wall

L.attach 3.2 m * :

v.dia 0.5 V.dia * L.attach / : kN 11.8 1 m / *

Demand per meter

M12 capacity: 8 kN

3.15mm nail capacity: 0.8 kN

s.bolt 8 kN * v.dia / : mm 678.01

1.148 0.7 * 0.8

Spacing

s.bolt 0.8 kN * v.dia / : mm 67.8

M12 fixing at 600mm c/c

3.15 nail @60mm c/c

Longitudinal

V.sitesw 49.4 m s / *

Wind speed&pressure

q.winduls kPa 1.46

V.wind V.base > V'.brace V.wind : V'.brace V.base : if 1.6 105^* N *

Wind demand

V.wind 1.2 7.3 * m * 4.5 * m * q.winduls * : kN 57.55

Quake demand

V.base kN 160.08

V.wind V.base > Wind govern Quake govern if Quake govern

V'.brace kN 160.08

Bracing demand

65% goes into retaining wall, 35% goes into rest

Try

Bracing number

Length

Bracing

Capacity

l 0.6 m * :

BLP-H

B.1 l 13520 / * kN m / * 2.4 2.6 / * : kN 3.74

l 1.2 m * :

BLP-H

B.2 l 15020 / * kN m / * 2.4 2.6 / * : kN 8.31

l 0.6 m * :

BLP-H

B.3 l 13520 / * kN m / * 2.4 2.6 / * : kN 3.74

l 1.7 m * :

BLP-H

B.4 l 15020 / * kN m / * 2.4 2.6 / * : kN 11.77

l 0.4 m * :

BLP-H

B.5 l 13520 / * kN m / * 2.4 2.6 / * : kN 2.49

l 0.6 m * :

BLP-H

B.6 l 13520 / * kN m / * 2.4 2.6 / * : kN 3.74

l 0.5 m * :

BLP-H

B.7 l 13520 / * kN m / * 2.4 2.6 / * : kN 3.12

l 1.2 m * :

BLP-H

B.8 l 15020 / * kN m / * 2.4 2.6 / * : kN 8.31

l 1.7 m * :

BLP-H

B.9 l 15020 / * kN m / * 2.4 2.6 / * : kN 11.77

3 2.3 + 2 / 2.65

B10

l 0.6 m * :

BLP-H

B.10 l 13520 / * kN m / * 2.4 2.6 / * : kN 3.74

Bracing capacity

B.t B.1 B.2 + B.3 + B.4 + B.5 B.6 + B.7 + B.8 + + B.9 + B.10 + : kN 60.72

Check

B.t 35 % * V'.brace * >

B.t 35 % * V'.brace * > Check OK Not OK if Check OK

Diaphragm attachment

Ground floor back block wall weight (Top half)

W.g 11.4 m * 2.8 * m * 5.7 * kPa * 2 / : kN 90.97

Seismic Coefficient

C.1 0.51

refer to page 12

35 % * V'.brace * 56028 N *

Demand

V.dia 65 % * V.base * W.g C.1 * - : kN 57.72

2 walls taking 60% in total

Attachment length

L.attach 0.6 m * 1 m * + 1.4 m * + 1.7 m * + 1.28 m * + : 5.98 m *

Demand per meter

v.dia V.dia L.attach / : kN 9.65 1 m / *

M12 capacity: 8 kN

3.15mm nail capacity: 0.8 kN

s.bolt 8 kN * v.dia / : 0.83 m *

s.nail 0.8 kN * v.dia / : mm 82.88

Spacing

M12 fixing at 600mm c/c

3.15 nail @60mm c/c

Details

4. Floor framing

E 8 GPa * :

g 0.6 kPa * :

q.f 1.5 kPa * :

g.w 0.35 kPa * :

Floor dead load

Floor live load

Wall

q.r 0.25 kPa * :

g.r 0.3 kPa * :

q.winduls 1.46 kPa * :

Roof Live load

Roof dead load

4.1 First floor joist

Span

L 3.6 m * :

Spacing

t.w 300 mm * :

w.deadlive 1.2 (t.w * g * 1.5 t.w * q.f * + : kN m / 0.89

Dead and live

Moment demand

M'.b w.deadlive L 2^* 8 / : kN m * 1.4

R.rdeadlive w.deadlive L * 2 / : kN 1.6

Reaction

Try 190*45 @ 300

For k1=0.8

ΦM.n 2.43 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 2.06 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 g 0.7 q.f * + (t.w * (* L 4^* 384 EI * / (2 * : mm 10.51

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 190*45 @ 300mm

Check section 8 for Lintel design

4.2 First floor Beam 1

Span

L 4.23 m * :

Spacing

t.w 3.1 m * :

w.uplift 0.9 g.r * - q.winduls 1.5 * + (t.w * : kN m / 5.95

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 2.28

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 13

R.rup1 w.uplift L * 2 / : kN 12.59

R.rdeadlive1 w.deadlive L * 2 / : kN 4.82

Force up

Force Down

Try 2/290*45

11.3 0.8 / 14.12

For k1=1

ΦM.n 14.12 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 1.46 1012^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 8.41

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.71 0.9 0.4 + (q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 9.54

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/290*45

Details

Similar to Type H connection with Beam 1 recessed in celing

4.3 Beam 2

Span

L 3.1 m * :

Spacing

t.w 2.3 m * :

w.uplift 0.9 g.r * - q.winduls 1.5 * + (t.w * : kN m / 4.42

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 1.69

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 5.3

R.rup1 w.uplift L * 2 / : kN 6.84

R.rdeadlive1 w.deadlive L * 2 / : kN 2.62

Force up

Force Down

Try 2/190*45

For k1=1

ΦM.n 6.08 kN * m * :

Moment Check

ΦM.n M'.b >

4.86 0.8 / 6.08

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 4.12 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 6.38

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.71 0.9 0.4 + (q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 7.23

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/190*45

Details

Refer to Type G connection

Ground floor beam layout

4.4 Beam 3

Span

L 1 m * :

Spacing

t.w 2.55 m * :

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 1.87

Dead and live

M'.b w.deadlive L 2^* 8 / : kN m * 0.23

Moment demand

R.rdeadlive1 w.deadlive L * 2 / : kN 0.94

Force Down

Try 2/90*45

For k1=1

ΦM.n 1.08 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 4.4 1010^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 0.72

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/90*45

Refer to type E connection

4.5 Beam 4

Span

L 2.2 m * :

Spacing

t.w 2.6 m * :

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 1.91

Dead and live

Moment demand

M'.b w.deadlive L 2^* 8 / : kN m * 1.2

R.rdeadlive1 w.deadlive L * 2 / : kN 2.1

Force Down

Try 2/140*45

For k1=1

ΦM.n 2.64 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 1.64 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 4.59

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/140*45

Details Refer to type E connection

4.6 Beam 5

Span

L 2.2 m * :

Spacing

t.w 3.1 m * :

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 2.28

Dead and live

Moment demand

M'.b w.deadlive L 2^* 8 / : kN m * 1.4

R.rdeadlive1 w.deadlive L * 2 / : kN 2.51

Force Down

Try 2/140*45

For k1=1

ΦM.n 2.64 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 1.64 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 5.48

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/140*45

Refer to type E connection

5. Retaining wall

5.1 2.8m retaining wall (East)

For Cantilever wall

Wall height

h 2.8 m * :

γ.b 19 kN m 3^/ * :

Retaining Height

h.r 2.5 m * :

Back fill soil

γ.bw 24 kN m 3^/ * :

Wall thickness

w.t 0.24 m * :

Wall density

Soil Force

P.static 33 kN m / * :

P.quake 57.1 kN m / * :

Static force (with surcharge)

Refer to next page

EQ force (Without surcharge)

EQ moment demand

M'.quake P.quake h.r * 2 / : 1 m / kN * m * 71.38

Static moment demand

M'.static P.static 3 / h.r * : 1 m / kN * m * 27.5

Check

M'.quake M'.static > EQ govern Static govern if EQ govern

M'.quake M'.static > M'.wall M'.quake : M'.wall M'.static : if kN 71.38

Moment demand

M'.wall kN 71.38

A'.s M'.wall 0.9 0.85 * 500 * MPa * w.t 70 mm * - (* / : mm 2^1097.65 1 m / *

Steel Area required

Try

Reinforcing size

D 20 mm * :

Spacing

s 200 mm * :

A.s D 2^4 / π * s / (: mm 2^1570.8 1 m / *

Area of steel per meter

Check

A.s A'.s >

A.s A'.s > Check OK Not OK if Check OK

Dimensions

Footing size

Φ 0.9 :

Footing length

l.f 1700 mm * :

Footing thickness

t.f 400 mm * :

Total wall length

L.w 11.5 m * :

Bearing check

Floor dead load

Floor live load

Roof dead load

Roof Live load

E 8 GPa * :

g 0.6 kPa * :

q.f 1.5 kPa * :

g.r 0.3 kPa * :

q.r 0.25 kPa * :

Weight above

Roof

Level 1

Wall

N'.w 4 m * 1.2 g.r * 1.5 q.r * + (* 2 m * 1.2 g * 1.5 q.f * + (* + 20 m * 0.35 * kPa * + : kN 15.88 1 m / *

P.quake kN 57.1 1 m / *

Eq force

Friction

P'.v P.quake 15 deg * tan * : kN 15.3 1 m / *

P'.f l.f t.f * γ.bw * : kN 16.32 1 m / *

Footing weight

P'.w h w.t * γ.bw * : kN m / 16.13

Wall weight

Bearing on 300mm strip

B'.300 P'.v P'.w + P'.f + N'.w + 300 mm * / : kPa 212.09

Check

B'.300 270 kPa * <

B'.300 270 kPa * < Check OK Not OK if Check OK

Footing check

M.ot M'.wall : 1 m / kN * m * 71.38

Overturning moment

Weight on the retaining wall

N'.sls 4 m * 1 g.r * 0.3 q.r * + (* 3.6 m * 1 g * 0.3 q.f * + (* + 20 m * 0.35 * kPa * + : kN 12.28 1 m / *

Retoring Moment

Footing

Wall

Axial load

Friction

ΦMn Φ t.f l.f * γ.bw * l.f 2 / * h w.t * γ.bw * l.f w.t 2 / - (* + N'.sls l.f w.t 2 / - (* + P'.v l.f * + (* : kN m * 76.29 1 m / *

Check

ΦMn M.ot >

ΦMn M.ot > Check OK Not OK if Check OK

Sliding check

For footing thickness

t.f mm 400

W.f l.f t.f * γ.bw * : kN 16.32 1 m / *

Weight of footing

F'.slide P.static 1.5 / L.w * : kN 253

Total slide deamand

Sliding friction from the weight of house

f.r P'.v P'.f + P'.w + N'.sls + (20 deg * tan * L.w * : kN 251.26

Passive coefficient

K.p 6.5 :

Passive pressure from footing and key

P.p 0.5 γ.b * t.f (2^* K.p * L.w * : kN 113.62

Total sliding resistance

F.s f.r P.p + : kN 364.88

Factor of safety

FOS F.s F'.slide / : 1.44

Check

FOS>1

FOS 1 > Check OK Not OK if Check OK

5.2 Side retaining wall

For Cantilever wall

Wall height

h 2.8 m * :

γ.b 19 kN m 3^/ * :

Retaining Height

h.r 1 m * :

Back fill soil

γ.bw 24 kN m 3^/ * :

Wall thickness

w.t 0.19 m * :

Wall density

Soil Force

P.static 4.8 kN m / * :

P.quake 9 kN m / * :

Static force (with surcharge)

Refer to next page

EQ force (Without surcharge)

EQ moment demand

M'.quake P.quake h.r * 2 / : 1 m / kN * m * 4.5

Static moment demand

M'.static P.static 3 / h.r * : 1 m / kN * m * 1.6

Check

M'.quake M'.static > EQ govern Static govern if EQ govern

M'.quake M'.static > M'.wall M'.quake : M'.wall M'.static : if kN 4.5

Moment demand

M'.wall kN 4.5

A'.s M'.wall 0.9 0.85 * 500 * MPa * w.t 70 mm * - (* / : mm 2^98.04 1 m / *

Steel Area required

Try

Reinforcing size

D 12 mm * :

Spacing

s 400 mm * :

A.s D 2^4 / π * s / (: mm 2^282.74 1 m / *

Area of steel per meter

Check

A.s A'.s >

A.s A'.s > Check OK Not OK if Check OK

Dimensions

Footing size

Φ 0.9 :

Footing length

l.f 500 mm * :

Footing thickness

t.f 400 mm * :

Total wall length

L.w 3.2 m * :

Bearing check

Floor dead load

Floor live load

Roof dead load

Roof Live load

E 8 GPa * :

g 0.6 kPa * :

q.f 1.5 kPa * :

g.r 0.3 kPa * :

q.r 0.25 kPa * :

Weight above

Roof

Level 1

Wall

N'.w 5 m * 1.2 g.r * 1.5 q.r * + (* 5 m * 1.2 g * 1.5 q.f * + (* + 20 m * 0.35 * kPa * + : kN 25.52 1 m / *

P.quake kN 91 m / *

Eq force

Friction

P'.v P.quake 15 deg * tan * : kN 2.41 1 m / *

P'.f l.f t.f * γ.bw * : kN 4.8 1 m / *

Footing weight

P'.w h w.t * γ.bw * : kN m / 12.77

Wall weight

Bearing on 200mm strip

B'.200 P'.v P'.w + P'.f + N'.w + 200 mm * / : kPa 227.52

Check

B'.200 270 kPa * <

B'.200 270 kPa * < Check OK Not OK if Check OK

Footing check

M.ot M'.wall : 1 m / kN * m * 4.5

Overturning moment

Weight on the retaining wall

N'.sls 5 m * 1 g.r * 0.3 q.r * + (* 5 m * 1 g * 0.3 q.f * + (* + 30 m * 0.35 * kPa * + : kN 17.62 1 m / *

Retoring Moment

Footing

Wall

Axial load

Friction

ΦMn Φ t.f l.f * γ.bw * l.f 2 / * h w.t * γ.bw * l.f w.t 2 / - (* + N'.sls l.f w.t 2 / - (* + P'.v l.f * + (* : kN m * 13.24 1 m / *

Check

ΦMn M.ot >

ΦMn M.ot > Check OK Not OK if Check OK

Sliding check

For footing thickness

t.f mm 400

W.f l.f t.f * γ.bw * : kN 4.8 1 m / *

Weight of footing

F'.slide P.static 1.5 / L.w * : kN 10.24

Total slide deamand

Sliding friction from the weight of house

f.r P'.v P'.f + P'.w + N'.sls + (20 deg * tan * L.w * : kN 43.8

Passive coefficient

K.p 6.5 :

Passive pressure from footing and key

P.p 0.5 γ.b * t.f (2^* K.p * L.w * : kN 31.62

Total sliding resistance

F.s f.r P.p + : kN 75.41

Factor of safety

FOS F.s F'.slide / : 7.36

Check

FOS>1

FOS 1 > Check OK Not OK if Check OK

6. Concrete driveway

6.1 Drive way slab

Maximum span

L 2.5 m * :

Slab thickness

t.s 150 mm * :

w.n 1.2 t.s * 24 * kN m 3^/ * 1.5 2.5 * kPa * + : kPa 8.07

UDL acting on slab

R.slab w.n L * 2 / : kN 10.09 1 m / *

Reactions

M'.slab w.n L 2^* 8 / : kN m * m / 6.3

Moment demand

A'.s M'.slab 0.9 0.85 * 500 * MPa * t.s 60 mm * - (* / : mm 2^183.14 1 m / *

Steel needed

A.s 192 mm 2^m / * :

Try SE72 slab

Check

A.s A'.s >

A.s A'.s > Check OK Not OK if Check OK

6.2 Pile support

Retaining side

Timber pile bearing

Pile length

h 1500 mm * :

Try 400mm Concrete pile

Pile diamater

D 400 mm * :

Spacing

s 1.8 m * :

R.pole R.slab s * : kN 18.16

Demand

400150 - 250

Soil bearing capacity

b.s 300 kPa * :

F.b D (2^4 / π * b.s * : kN 37.7

Bearing strength

Factor of safety

fos F.b R.pole / : 2.08

Check

fos 1.5 >

fos 1.5 > Check OK Not OK if Check OK

House side

Timber pile bearing

Pile length

h 3000 mm * :

Try 400mm square Concrete footing

Footing size diamater

D 400 mm * :

Spacing

s 2.5 m * :

R.pole R.slab s * : kN 25.22

Demand

Soil bearing capacity

b.s 300 kPa * :

F.b D (2^b.s * : kN 48

Bearing strength

Factor of safety

fos F.b R.pole / : 1.9

Check

fos 1.5 >

fos 1.5 > Check OK Not OK if Check OK

6.3 Driveway retaining

γ.b 20 kN m 3^/ * :

Height

h 1.5 m * :

Back fill soil

Soil Force

P.static 12.9 kN m / * :

P.quake 7.9 kN m / * :

Static force (with surcharge)

Refer to next page

EQ force (Without surcharge)

EQ moment demand

M'.quake P.quake h.r * 2 / : 1 m / kN * m * 3.95

Static moment demand

M'.static P.static 3 / h.r * : 1 m / kN * m * 4.3

Check

M'.quake M'.static > EQ govern Static govern if Static govern

M'.quake M'.static > M'.wall M'.quake : M'.wall M'.static : if kN 4.3

Moment demand

Because of K1 factor govern

M'.wall kN 4.3

Try 150SED

D 150 mm * :

Z π D 3^* 32 / : mm 3^3.31 105^*

I π 4 / D 2 / (4^* : mm 4^2.49 107^*

Φ 0.8 :

k.1 0.6 :

k.8 1 :

k.20 0.9 :

k.21 0.85 :

k.22 1 :

f.b 38 MPa * :

Bending moment capacity

ΦM.b Φ k.1 * k.8 * k.20 * k.21 * k.22 * Z * f.b * : kN m * 4.62

s.max ΦM.b M'.wall / : 1.08 m *

Max spacing

So use a spacing of

s 1 m * :

Concrete footing for 1m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

ρ 24 kN m 3^/ * :

l.f 400 mm * :

d.f 0.4 m * :

l.h 0.125 m * :

l.k 0 mm * :

Embedment calculation

Undrained shear strength

c.u 100 kPa * :

Asuume soft clay

Concrete socket diameter

d.f 400 mm * :

Socket depth

D' 1.5 m * :

Level arm

e' 0.8 m * 1.5 d.f * + : 1.4 m *

H.u 9 c.u * d.f * 2 e' * D' + (2^D' 2^+ (sqrt 2 e' * D' + (- (* : kN 91.48

Maximum applied force capacity

Soil force

F'.soil P.static s * : kN 12.9

H.u F'.soil >

H.u F'.soil > Pile OK Not OK if Pile OK

Steel

A.s M'.wall 0.9 0.85 * 500 * MPa * d.f 50 mm * - (* / : mm 2^32.12 1 m / *

Use H12 each side of each pole

Sliding

For 600mm embendment with 0mm key

K.p 5.5 :

Passive resistance

P.p 0.5 γ.b * d.f l.k + (2^* K.p * : kN 8.8 1 m / *

Factor of safety

Fos W.f l.h h * γ.b * 1.3 * + P.static 1.5 / 10 deg * tan * + (20 deg * tan * P.p + P.static 1.5 / / : 1.5

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

7. Timber deck

Floor dead load

Deck live load

g 0.6 kPa * :

q.f 2 kPa * :

7.1 Joist design

Span

L 1.6 m * :

Spacing

t.w 400 mm * :

w.deadlive 1.2 (t.w * g * 1.5 t.w * q.f * + : kN m / 1.49

Dead and live

w.uplift 0.9 g * - q.winduls 0.6 0.9 + (* + (t.w * : kN m / 0.66

Wind uplift

w.deadlive 1.2 (t.w * g * 1.5 t.w * q.f * + :

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Dead and live load govern

Moment demand

M'.b w.deadlive L 2^* 8 / : kN m * 0.48

1.32 11.7 14 / * 1.1

R.rup1 w.uplift L * 2 / : kN 0.53

R.rdeadlive1 w.deadlive L * 2 / : kN 1.19

Force up

Force Down

Try 140*45

For k1=0.8

ΦM.n 1.1 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 8.2 1010^* MPa * mm 4^* :

Deflection

Dead&live

Δ.sls 5 g 0.7 q.f * + (t.w * (* L 4^* 384 EI * / (2 * : mm 1.67

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g * - 0.9 0.4 + (0.71 q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 0.34

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

7.2 Bearer design

Span

L 4.5 m * :

Spacing

t.w 1000 mm * :

w.uplift 0.9 g * - q.winduls 1.5 * + (t.w * : kN m / 1.65

Wind uplift

w.deadlive 1.2 (t.w * g * 1.5 t.w * q.f * + : kN m / 3.72

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Dead and live load govern

Moment demand

M'.b w.deadlive L 2^* 8 / : kN m * 9.4

R.rup1 w.uplift L * 2 / : kN 3.71

R.rpost w.deadlive L * 2 / : kN 8.37

Force up

Force Down

Try 270*88 GL10

For k1=0.8

ΦM.n 18.8 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 1.44 1012^* MPa * mm 4^* :

Deflection

Δ.sls 5 g 0.7 q.f * + (t.w * (* L 4^* 384 EI * / (1.5 * : mm 11.12

Dead&live

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g * - 0.71 0.9 0.4 + (q.winduls * * + (t.w * (* L 4^* 384 EI * / (: mm 2.99

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

1kN Point load check

Δ.sls 1 kN * L 3^* 48 EI * / (: mm 1.32

Δ.sls 1.5 mm * <

Δ.sls 1.5 mm * < Check OK Not OK if Check OK

Use 270*88 GL10

7.3 Post design

2.6m post

Use 88*88 GL8 post

Compression demand

F'.post R.rpost : kN 8.37

Consider lower level demand

Post compression capacity

Φ 0.8 :

k.1 1 :

k.8 0.4 :

f.c 18 MPa * :

ΦF.n Φ k.1 * k.8 * f.c * 88 mm * (2^* : kN 44.61

Compression

ΦF.n F'.post >

Check

250088 / 28.41

ΦF.n F'.post > Check OK Not OK if Check OK

Footing design

Check bearing

From the CPT test, It can be assumed the soil bearing strength

Bearing capacity

F.soil 300 kPa * :

Width

d.f 400 mm * :

Height

h 500 mm * :

F.pb F.soil d.f 2^* : kN 48

bearing capacity

FOS F.pb F'.post / : 5.73

Factor of safety

Check

FOS 1 >

FOS 1 > Pile OK Not OK if Pile OK

Check Uplift

Uplift demand

R'.up R.rup1 : kN 3.71

From axial force diaphragm Base reaction

Concrete pile resistence

Soil friction

c.f 30 kPa * :

Footing height

h 400 mm * :

Total resistance

w.res d.f 2^h * (24 * kN m 3^/ * 4 d.f * h * c.f * + : kN 20.74

Factor of safety

fos w.res R'.up / : 5.59

Check

fos 1.5 >

fos 1.5 > Check OK Not OK if Check OK

8. High studs and Lintel design

8.1 Lintel 1 & studs

Door jamb

L.g 4.7 m * :

Door length

Refer to page 16 for lintel position

h.g 2.7 m * :

Height

w.wind L.g 2 / 1.2 * q.winduls * : kN m / 4.12

Wind Load

M.wind w.wind h.g 2^* 8 / : kN m * 3.75

Try 2/140*45 studs

Number of studs

n 2.5 :

n+1 studs

Z n 45 * mm * 140 mm * (2^* 6 / :

k.1 1 :

k.4 1.1 :

k.8x 1 :

k.8y 1 :

f.b 14 MPa * :

A 45 mm * 140 * mm * n * :

ΦM.ny 0.8 k.1 * k.4 k.8y * * f.b * Z * : kN m * 4.53

Check

ΦM.ny M.wind >

ΦM.ny M.wind > Check OK Not OK if Check OK

Deflection check

EI 1.69 n (* 45 * mm * 140 mm * (3^12 / * E * : mm 4^MPa * 3.48 1011^*

Δ.sls 5 0.71 * w.wind * h.g (4^* 384 EI * / : mm 5.82

Deflection

Δ.sls h.g 180 / <

Check

Δ.sls h.g 180 / < Check OK Not OK if Check OK

Use 2+1 140*45 studs

Lintel 1

Face wind check

Span

L 4.7 m * :

Tributary width

t.w 1 m * :

w.wind t.w 1.2 * q.winduls * : kN m / 1.75

Dead and live

Moment demand

M'.b w.wind L 2^* 8 / : kN m * 4.8

Try 125*4 SHS

Moment capacity

ΦM.n 19.5 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Horizontal Deflection check

EI 9.04 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 0.71 q.winduls * 1.2 * t.w * (* L 4^* 384 EI * / (: mm 8.74

UDL

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 125*4 SHS

Vertical load check

Span

L 4.7 m * :

Spacing

t.w 1.5 m * :

w.uplift 0.9 g.r * - q.winduls 1.5 * + (t.w * : kN m / 2.88

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 1.1

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 8.0

R.rdeadlive1 w.deadlive L * 2 / : kN 2.59

Force Down

Uplift

R.uplift w.uplift L * 2 / : kN 6.77

125*4 SHS

Moment capacity

ΦM.n 19.5 kN * m * :

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Vertical Deflection check

EI 9.04 1011^* MPa * mm 4^* :

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (: mm 5.01

Dead&live

Δ.sls L 300 / <

Check

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.71 1.3 q.winduls * * + (t.w * (* L 4^* 384 EI * 1.5 * / (: mm 7.57

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 125*4 for Lintel 1

Details refer to page 43

8.2 Lintel 2 & studs

Door jamb

L.g 2.4 m * :

Door length

h.g 2.7 m * :

Height

w.wind L.g 2 / 1.2 * q.winduls * : kN m / 2.1

Wind Load

M.wind w.wind h.g 2^* 8 / : kN m * 1.92

Use 1/140*45 studs

Number of studs

n 1.5 :

n+1 studs

Z n 45 * mm * 140 mm * (2^* 6 / :

k.1 1 :

k.4 1.1 :

k.8x 1 :

k.8y 1 :

f.b 14 MPa * :

A 45 mm * 140 * mm * n * :

ΦM.ny 0.8 k.1 * k.4 k.8y * * f.b * Z * : kN m * 2.72

Check

ΦM.ny M.wind >

ΦM.ny M.wind > Check OK Not OK if Check OK

Deflection check

EI 1.69 n (* 45 * mm * 140 mm * (3^12 / * E * : mm 4^MPa * 2.09 1011^*

Δ.sls 5 0.71 * w.wind * h.g (4^* 384 EI * / : mm 4.95

Deflection

Δ.sls h.g 180 / <

Check

Δ.sls h.g 180 / < Check OK Not OK if Check OK

Use 1+1 140*45 studs

Lintel 2

Face wind check

Span

L 2.4 m * :

Tributary width

t.w 1.5 m * :

w.wind t.w 1.2 * q.winduls * : kN m / 2.63

Dead and live

Moment demand

M'.b w.wind L 2^* 8 / : kN m * 1.9

Try 2/140*45 horizontal and 2/140*45 Vertical

Z 245 * mm * 140 mm * (2^* 6 / 2140 * mm * 45 mm * (2^* 6 / + : mm 3^3.88 105^*

k.1 1 :

k.4 1.1 :

k.8x 1 :

k.8y 1 :

f.b 14 MPa * :

Moment capacity

ΦM.n 0.8 k.1 * k.4 * k.8y * f.b * Z * : kN m * 4.79

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 1.5 245 * mm * 140 mm * (3^12 / * 2140 * mm * 45 mm * (3^12 / * + (* E * : mm 4^MPa * 2.72 1011^*

Deflection

Δ.sls 5 0.71 q.winduls * 1.2 * t.w * (* L 4^* 384 EI * / (: mm 2.96

UDL

Check

Δ.sls L 300 / <

Δ.sls L 300 / < Check OK! Not OK if Check OK!

2/140*45 horizontal and 2/140*45 Vertical

Vertical load check

Span

L 2.4 m * :

Spacing

t.w 1.5 m * :

w.uplift 0.9 g.r * - q.winduls 1.5 * + (t.w * : kN m / 2.88

Wind uplift

w.deadlive 1.2 (t.w * g.r * 1.5 t.w * q.r * + : kN m / 1.1

Dead and live

w.uplift w.deadlive > Wind uplift govern Dead and live load govern if Wind uplift govern

Moment demand

M'.b w.uplift L 2^* 8 / : kN m * 2.1

R.rdeadlive1 w.deadlive L * 2 / : kN 1.32

Force Down

Uplift

R.uplift w.uplift L * 2 / : kN 3.46

Try 2/140*45 horizontal and 2/140*45 Vertical

Z 245 * mm * 140 mm * (2^* 6 / 2140 * mm * 45 mm * (2^* 6 / + : mm 3^3.88 105^*

k.1 1 :

k.4 1.1 :

k.8x 1 :

k.8y 1 :

f.b 14 MPa * :

Moment capacity

ΦM.n 0.8 k.1 * k.4 * k.8y * f.b * Z * : kN m * 4.79

Moment Check

ΦM.n M'.b >

ΦM.n M'.b > Check OK Not OK if Check OK

Deflection check

EI 245 * mm * 140 mm * (3^12 / * 2140 * mm * 45 mm * (3^12 / * + (E * : mm 4^MPa * 1.82 1011^*

Deflection

Δ.sls 5 g.r 0.7 q.r * + (t.w * (* L 4^* 384 EI * / (2 * : mm 3.39

Dead&live

Δ.sls L 300 / <

Check

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Wind uplift

Δ.sls 5 0.9 g.r * - 0.71 1.3 q.winduls * * + (t.w * (* L 4^* 384 EI * 1.5 * / (: mm 2.56

Check

Δ.sls L 300 / <

Details with 1+1 suds and TypeG connection

Δ.sls L 300 / < Check OK! Not OK if Check OK!

Use 2/140*45 horizontal and 2/140*45 Vertical for Lintel 2

Lintel 1 details

Job: 2 Mapplebeck St

Date

Designed:TY

King & Dawson Architects & Engineers

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Page:

Job No.10351

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Checked: