Embed Size (px)
Citation preview
١
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 1
DESIGN OF QUAY WALLS
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 2
Load combinations
Cases of loading should be considered when studying the stability of berths andbreakwaters.- Normal loading conditions-Extreme loading conditions
where:Si = Service load combinationUi = Ultimate load combinationfx = Load factor listed in Tables
Timber structures for piers and wharves should be proportioned using the service load combinations and allowable stresses. Concrete and steel structures may also be designed using the above approach. The service load approach should also be used for designing all foundations and for checking foundation stability
Si or Ui = fD (D) + fL (Lc+I or Lu) + fBe (Be) + fB (B)
+ fC (C) + fE (E) + fEq (Eq) + fW (W) + fWs
(Ws)
+ fRST (R + S + T) + fIce (Ice))
٢
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 3
Load Symbols.The following load symbols are applicable:D = Dead loadLu = Live load (uniform)Lc = Live load (concentrated)I = Impact load(for Lc only) B = Buoyancy loadBe = Berthing loadC = Current load on structureCs = Current load on ship E = Earth pressure load EQ = Earthquake loadW = Wind load on structureWs = Wind load on ship
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 4
Load combinations
Cases of Loading1- Vacant berth
VACANT 1(a) 2(b) 3(c) 4(d) 5(e) 6(f) 7(g) 8(h) 9(i) 10(j)D 1 1 1 1 1 1 1 1 0.6 0.6L 0 1 0 0.75 0 0 0.75 0.75 0 0B 1 1 1 1 1 1 1 1 0.6 0.6
Be 0 0 0 0 0 0 0 0 0 0C 1 1 1 1 1 1 1 1 0.6 0.6
Cs 0 0 0 0 0 0 0 0 0 0E 0 1 1 1 1 1 1 1 1 1
EQ 0 0 0 0 0 0.7 0 0.525 0 0.7W 0 0 0 0 1 0 0.75 0 1 0
Ws 0 0 0 0 0 0 0 0 0 0RST 0 1 0 0.75 0 0 0 0 0 0
Ice 0 0.7 0.7 0 0 0 0 0 0.7 0
٣
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 5
Load combinations
Cases of Loading2- Berthing condition
BERTHING 1(a) 2(b) 3(c) 4(d) 5(e) 6(f) 7(g) 8(h) 9(i) 10(j)D 1 1 1 1
L 1 0.75 0.75 0.75
B 1 1 1 1
Be 1 0.75 0.75 0.75
C 1 1 1 1
Cs 0 0 0 0
E 1 1 1 1
EQ 0 0 0 0.525
W 0 0 0.75 0
Ws 0 0 0 0
RST 1 0.75 0 0
Ice 0.7 0 0 0
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 6
Load combinations
Cases of Loading1- Mooring
MOORING 1(a) 2(b) 3(c) 4(d) 5(e) 6(f) 7(g) 8(h) 9(i) 10(j)D 1 1 1 1 1 1 1 1 0.6 0.6L 0 1 0 0.75 0 0 0.75 0.75 0 0B 1 1 1 1 1 1 1 1 0.6 0.6
Be 0 0 0 0 0 0 0 0 0 0C 1 1 1 1 1 1 1 1 0.6 0.6
Cs 1 1 1 1 1 1 1 1 0.6 0.6E 0 1 1 1 1 1 1 1 1 1
EQ 0 0 0 0 0 0.7 0 0.525 0 0.7W 0 0 0 0 1 0 0.75 0 1 0
Ws 0 0 0 0 1 0 0.75 0 1 0RST 0 1 0 0.75 0 0 0 0 0 0
Ice 0 0.7 0.7 0 0 0 0 0 0.7 0
٤
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide 7
Principle cases of loading
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٨
Factors of SafetyCase of loading Factor of Safety Normal loading conditionOverturning 1.5Sliding 1.75Bearing Capacity 2.5Global Stability 1.5Extreme ConditionOverturning 1.2Sliding 1.5Bearing Capacity 2Global Stability 1.2Seismic ConditionOverturning 1.15Sliding 1.15Bearing Capacity 1.75Global Stability 1.1
٥
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٩
General layout of a two-berth general Cargo terminal
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٠
Typical modern portable cranes
٦
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١١
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٢
٧
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٣
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٤
٨
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٥
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٦
٩
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٧
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٨
١٠
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ١٩
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013
Typical X-sec of A Block-type Quay Wall
Figure 9: Design section of the largest quay wall as per BS and SBC 301
١١
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٢١
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٢٢
١٢
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٢٣
Check of Sliding
Check of Overturning
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٢٤
> 1.3
١٣
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013 Slide ٢٥
Distributed Live / Crane Loads
-Distributed Live Load = 4 t/m2 for general cargo- = 6 t/m2 for container berth
-Crane load = 10-15 t/m for general cargo- = 25- 30 t/m for container berth
- For backfill pressure, use φ = 40-45 degrees
- Cap beam length = 12-20m (For settlement and expansion joints)
- Seismic forces are computed as a percentage of the weightapplied at the C.G of the structure.
Assoc. Prof. Ayman El-Degwi, Cairo UniversityCoastal & Harbour Eng.-2013
Calculation of Seismic Forces
Mononobe (1929) andOkabe (1926) theory,the dynamic earthpressure in the activeand passive states isgiven by the followingequations:
γ: unit weight of the backfill
H: wall height
φ: Angle of internal friction of the backfill
δ: Angle of friction of the wall / backfill interface
i: slope of the surface of the backfill
β: slope of the back of the wall
Khg: horizontal seismic coefficient
Kvg: vertical seismic coefficient; and
g: acceleration of gravity
γ: unit weight of the backfill
H: wall height
φ: Angle of internal friction of the backfill
δ: Angle of friction of the wall / backfill interface
i: slope of the surface of the backfill
β: slope of the back of the wall
Khg: horizontal seismic coefficient
Kvg: vertical seismic coefficient; and
g: acceleration of gravity
