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

1. Retaining walls

1.1 Planter retaining wall

2.2m wall

γ.b 20 kN m 3^/ * :

Height

h 2.2 m * :

Back fill soil

oil Force

P.Ueq 20.1 kN m / * :

The force are calculated using spreadsheet A example of 2.2m backfill is attached

Earthquake Load

P.Ustatic 25.4 kN m / * :

P.ufStatic P.Ustatic 1.5 / : kN m / 16.93

Static Load

Unfactored static

M.ustatic P.Ustatic h * 3 / : kN m * 18.63 1 m / *

M.ueq P.Ueq h * 2 / : kN m * 22.11 1 m / *

Moment

Because of K1 factor govern

M.u M.ustatic :

Try 250SED

D 260 mm * :

Z π D 3^* 32 / : mm 3^1.73 106^*

I π 4 / D 2 / (4^* : mm 4^2.24 108^*

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 * 24.08

s.max ΦM.b M.u / : 1.29 m *

Max spacing

Using a spacing of 1000 mm c/c

9 0.627 * 5.64

Concrete footing for 2.2m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

l.f 1.5 m * :

ρ 22 kN m 3^/ * :

d.f 0.6 m * :

l.h 0.2 m * :

l.k 0 mm * :

Footing weight

W.f l.f d.f * ρ * : kN m / 19.8

Bearing on 300mm strip

N.b M.u l.f l.h - D 2 / - 300 mm * - / W.f 2 / + 300 mm * / : kPa 104.37

Smaller than 300 kPa

OK!

Restoring moment

M.r 0.9 l.f (2 / W.f * l.h h * γ.b * 1.3 * l.f l.h 2 / - (* + P.ufStatic 10 deg * tan * l.f l.h 2 / - (* + (* : kN m * 31.54 1 m / *

Footing

Soil weight

Soil force

Check

M.r M.u >

M.r M.u > OK Not OK if OK

So 1.5m footing with 0.2m heel OK

12.

12 mm * (2^4 / π * mm 2^113.1

Steel

A.s M.u 0.9 0.85 * 500 * MPa * 450 * mm * / : mm 2^108.22 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 19.8 1 m / *

Factor of safety

Fos W.f l.h h * γ.b * 1.3 * + P.ufStatic 10 deg * tan * + (20 deg * tan * P.p + P.Ustatic / : 1.27

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

Pole shear

V' M.u 450 mm * / 1 * m * : kN 41.39

Shape factor

Φ 0.8 :

k.1 1 :

k.8 1 :

f.s 3.1 MPa * :

k.s 0.75 :

ΦV.n Φ k.1 * f.s * k.s * D (2^4 / * π * : kN 98.75

Check

ΦV.n V' >

ΦV.n V' > Check OK Not OK if Check OK

600mm Footing with 60mm cover to top ties OK

Detail

1.2 Deck retaining wall

1m wall

γ.b 20 kN m 3^/ * :

Height

h 1 m * :

Back fill soil

oil Force

P.Ueq 3.9 kN m / * :

The force are calculated using spreadsheet A example of 2.2m backfill is attached

Earthquake Load

P.Ustatic 5.2 kN m / * :

P.ufStatic P.Ustatic 1.5 / : kN m / 3.47

Static Load

Unfactored static

M.ustatic P.Ustatic h * 3 / : kN m * 1.73 1 m / *

M.ueq P.Ueq h * 2 / : kN m * 1.95 1 m / *

Moment

Because of K1 factor govern

M.u M.ustatic :

Try 125 square

D 125 mm * :

Z D 3^6 / : mm 3^3.26 105^*

I D 4^12 / : mm 4^2.03 107^*

Φ 0.8 :

k.1 0.6 :

k.8 1 :

k.20 0.9 :

k.21 0.85 :

k.22 1 :

f.b 14 MPa * :

Bending moment capacity

ΦM.b Φ k.1 * k.8 * k.20 * k.21 * k.22 * Z * f.b * : kN m * 1.67

s.max ΦM.b M.u / : 0.97 m *

Max spacing

Using a spacing of 900 mm c/c

Concrete footing for 1m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

l.f 0.6 m * :

ρ 22 kN m 3^/ * :

d.f 0.3 m * :

l.h 0.2 m * :

l.k 0 mm * :

Footing weight

W.f l.f d.f * ρ * : kN m / 3.96

Bearing on 100mm strip

N.b M.u l.f l.h - D 2 / - 100 mm * - / W.f 2 / + 100 mm * / : kPa 92.78

Smaller than 300 kPa

OK!

Restoring moment

M.r 0.9 l.f (2 / W.f * l.h h * γ.b * 1.3 * l.f l.h 2 / - (* + P.ufStatic 10 deg * tan * l.f l.h 2 / - (* + (* : kN m * 3.68 1 m / *

Footing

Soil weight

Soil force

Check

M.r M.u >

M.r M.u > OK Not OK if OK

So 0.6m footing with 0.2m heel OK

Steel

A.s M.u 0.9 0.85 * 500 * MPa * 450 * mm * / : mm 2^10.07 1 m / *

Use H12 each side of each pole

Sliding

For 300mm embendment with 0mm key

K.p 5.5 :

Passive resistance

P.p 0.5 γ.b * d.f l.k + (2^* K.p * : kN 4.95 1 m / *

Factor of safety

Fos W.f l.h h * γ.b * 1.2 * + P.ufStatic 10 deg * tan * + (20 deg * tan * P.p + P.Ustatic / : 1.61

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

1.3 Rear toe footing walls

2m wall

γ.b 20 kN m 3^/ * :

Height

h 2 m * :

Back fill soil

oil Force

P.Ueq 19.3 kN m / * :

The force are calculated using spreadsheet A example of 2.2m backfill is attached

Earthquake Load

P.ufStatic 25.4 kN m / * 1.5 / : kN m / 16.93

P.Ustatic 24.9 kN m / * :

Static Load

Unfactored static

M.ustatic P.Ustatic h * 3 / : kN m * 16.6 1 m / *

M.ueq P.Ueq h * 2 / : kN m * 19.3 1 m / *

Moment

Because of K1 factor govern

M.u M.ustatic :

50.4 m * 47.7 m * - 2.7 m *

Try 250SED

D 260 mm * :

Z π D 3^* 32 / : mm 3^1.73 106^*

I π 4 / D 2 / (4^* : mm 4^2.24 108^*

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 * 24.08

s.max ΦM.b M.u / : 1.45 m *

Max spacing

Using a spacing of 1000 mm c/c

Concrete footing for 2m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

l.f 1.5 m * :

ρ 22 kN m 3^/ * :

d.f 0.6 m * :

l.h 0.2 m * :

l.k 0 mm * :

Footing weight

W.f l.f d.f * ρ * : kN m / 19.8

Bearing on 300mm strip

N.b M.u l.f l.h - D 2 / - 300 mm * - / W.f 2 / + 300 mm * / : kPa 96.6

Smaller than 300 kPa

OK!

Restoring moment

M.r 0.9 l.f (2 / W.f * l.h h * γ.b * 1.3 * l.f l.h 2 / - (* + P.ufStatic 10 deg * tan * l.f l.h 2 / - (* + (* : kN m * 30.23 1 m / *

Footing

Soil weight

Soil force

Check

M.r M.u >

M.r M.u > OK Not OK if OK

So 1.5m footing with 0.2m heel OK

Steel

A.s M.u 0.9 0.85 * 500 * MPa * 450 * mm * / : mm 2^96.44 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 19.8 1 m / *

Factor of safety

Fos W.f l.h h * γ.b * 1.3 * + P.ufStatic 10 deg * tan * + (20 deg * tan * P.p + P.Ustatic / : 1.28

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

Pole shear

V' M.u 450 mm * / 1 * m * : kN 36.89

Shape factor

Φ 0.8 :

k.1 1 :

k.8 1 :

f.s 3.1 MPa * :

k.s 0.75 :

ΦV.n Φ k.1 * f.s * k.s * D (2^4 / * π * : kN 98.75

Check

ΦV.n V' >

ΦV.n V' > Check OK Not OK if Check OK

Detail

1.5m wall

γ.b 20 kN m 3^/ * :

Height

h 1.5 m * :

Back fill soil

oil Force

P.Ueq 10.9 kN m / * :

The force are calculated using spreadsheet A example of 2.2m backfill is attached

Earthquake Load

P.Ustatic 14 kN m / * :

P.ufStatic P.Ustatic 1.5 / : kN m / 9.33

Static Load

Unfactored static

M.ustatic P.Ustatic h * 3 / : kN m * 71 m / *

M.ueq P.Ueq h * 2 / : kN m * 8.18 1 m / *

Moment

Because of K1 factor govern

M.u M.ustatic :

50.4 m * 47.7 m * - 2.7 m *

Try 175SED

D 185 mm * :

Z π D 3^* 32 / : mm 3^6.22 105^*

I π 4 / D 2 / (4^* : mm 4^5.75 107^*

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 * 8.67

s.max ΦM.b M.u / : 1.24 m *

Max spacing

Using a spacing of 1000 mm c/c

Concrete footing for 1.5m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

l.f 1 m * :

ρ 22 kN m 3^/ * :

d.f 0.6 m * :

l.h 0.2 m * :

l.k 0 mm * :

Footing weight

W.f l.f d.f * ρ * : kN m / 13.2

Bearing on 300mm strip

N.b M.u l.f l.h - D 2 / - 300 mm * - / W.f 2 / + 300 mm * / : kPa 79.26

Smaller than 300 kPa

OK!

Restoring moment

M.r 0.9 l.f (2 / W.f * l.h h * γ.b * 1.3 * l.f l.h 2 / - (* + P.ufStatic 10 deg * tan * l.f l.h 2 / - (* + (* : kN m * 13.59 1 m / *

Footing

Soil weight

Soil force

Check

M.r M.u >

M.r M.u > OK Not OK if OK

So 1m footing with 0.2m heel OK

Steel

A.s M.u 0.9 0.85 * 500 * MPa * 450 * mm * / : mm 2^40.67 1 m / *

Use H12 each side of each pole

Sliding

For 500mm embendment with 0mm key

K.p 5.5 :

Passive resistance

P.p 0.5 γ.b * d.f l.k + (2^* K.p * : kN 19.8 1 m / *

Factor of safety

Fos W.f l.h h * γ.b * 1.3 * + P.ufStatic 10 deg * tan * + (20 deg * tan * P.p + P.Ustatic / : 2

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

Pole shear

V' M.u 450 mm * / 1 * m * : kN 15.56

Shape factor

Φ 0.8 :

k.1 1 :

k.8 1 :

f.s 3.1 MPa * :

k.s 0.75 :

ΦV.n Φ k.1 * f.s * k.s * D (2^4 / * π * : kN 50

Check

ΦV.n V' >

ΦV.n V' > Check OK Not OK if Check OK

Detail

1m wall

γ.b 20 kN m 3^/ * :

Height

h 1 m * :

Back fill soil

oil Force

P.Ueq 4.8 kN m / * :

The force are calculated using spreadsheet A example of 2.2m backfill is attached

Earthquake Load

P.Ustatic 6.2 kN m / * :

P.ufStatic P.Ustatic 1.5 / : kN m / 4.13

Static Load

Unfactored static

M.ustatic P.Ustatic h * 3 / : kN m * 2.07 1 m / *

M.ueq P.Ueq h * 2 / : kN m * 2.4 1 m / *

Moment

Because of K1 factor govern

M.u M.ustatic :

Try 150 SED

D 160 mm * :

Z π D 3^* 32 / : mm 3^4.02 105^*

I π 4 / D 2 / (4^* : mm 4^3.22 107^*

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 * 5.61

s.max ΦM.b M.u / : 2.72 m *

Max spacing

Using a spacing of 1500 mm c/c

Concrete footing for 1m wall

Length of footing

Depth of footing

Heal length

Concrete density

Key depth

l.f 600 mm * :

ρ 22 kN m 3^/ * :

d.f 0.4 m * :

l.h 0.2 m * :

l.k 0 mm * :

Footing weight

W.f l.f d.f * ρ * : kN m / 5.28

Bearing on 300mm strip

N.b M.u l.f l.h - D 2 / - 200 mm * - / W.f 2 / + 200 mm * / : kPa 99.31

Smaller than 300 kPa

OK!

Restoring moment

M.r 0.9 l.f (2 / W.f * l.h h * γ.b * 1.3 * l.f l.h 2 / - (* + P.ufStatic 10 deg * tan * l.f l.h 2 / - (* + (* : kN m * 4.09 1 m / *

Footing

Soil weight

Soil force

Check

M.r M.u >

M.r M.u > OK Not OK if OK

So 1m footing with 0.2m heel OK

Steel

A.s M.u 0.9 0.85 * 500 * MPa * 450 * mm * / : mm 2^12.01 1 m / *

Use H12 each side of each pole

Sliding

For 400mm 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.ufStatic 10 deg * tan * + (20 deg * tan * P.p + P.Ustatic / : 2.08

Check

Fos>1

Fos 1 > Check OK Not OK if Check OK

Detail

2. Stair design

3.5m Stringer

Span

L 3.5 m * :

Tributary width

t.w 0.5 m * :

w.b t.w 1.2 0.7 * kPa * 1.5 2 * kPa * + (* : kN m / 1.92

Weight

M.b w.b L 2^* 8 / : kN m * 2.9

R.stringer w.b L * 2 / : kN 3.36

Try 290*45

2 m * 3.5 m * / atan deg 29.74

ΦM.n 5.65 kN * m * :

Check

M.b ΦM.n <

M.b ΦM.n < Check OK Not OK if Check OK

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

Δ.sls 5 t.w 0.7 kPa * 0.7 2 * kPa * + (* 60 deg * sin * (* L 4^* 384 EI * / (2 * : mm 4.85

Deflection

Δ.sls L 288 / <

Check

Use

Δ.sls L 288 / < Check OK Not OK if Check OK

Support

R.stringer kN 3.36

Use 2 M12 each interface

Stair landing plateform

Force on plateform

N.plateform 2 w.b * L * : kN 13.44

Force on posts

N.post N.plateform 4 / : kN 3.36

Try 125 square

ΦN.125125 0.8 0.6 * 6 * MPa * 125 * mm * 125 * mm * 0.9 * : kN 40.5

1 m * 90 mm * / 11.11

ΦN.125125 N.post >

Bigger than the requirement

Use 125square for posts

250 mm * 125 mm * - 2 / mm 62.5

Pole design

45125 + (2 * 340

EQ demand

C.d 0.337 :

Assume ductility equal to 2

F.ph N.plateform C.d * : kN 4.53

Check lateral force

Undrained shear strength

c.u 100 kPa * :

Asuume soft clay

Concrete socket diameter

d.f 300 mm * :

Socket depth

D' 0.8 m * :

Level arm

e' 1 m * 1.5 d.f * + : 1.45 m *

250 mm * 90 mm * - 2 / mm 80

Maximum applied force

H.u 9 c.u * d.f * 2 e' * D' + (2^D' 2^+ (sqrt 2 e' * D' + (- (* : kN 23.08

H.u F.ph > Pile OK Not OK if Pile OK

2.2 Check bearing

According to the Penetrometer test, when reached 800mm depth, it can be assumed the soil bearing strength

F.soil 300 kPa * :

F.pb 4 F.soil * d.f 2^4 / * π * : kN 84.82

Pile bearing capacity

FOS F.pb N.post / : 25.24

Factor of safety

FOS 1 > Pile OK Not OK if Pile OK

Details

300