Excel formula for designing retaining wall. soil engineering.
Retaining Wall Design
example of Reinforced Concrete Beam Design ACI 318-08Full description
Descripción: example of Reinforced Concrete Beam Design ACI 318-08
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Descripción completa
Design of shear wall as per ACi method
Counterfort Retaing Wall-Original
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Earth Retaining wall design using Prokon.
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Retaining Wall with Counterfort Check of Stability & Calculation of Internal forces And design sections According ACI 318-08 Project :Building :Element:Location:-
Rev1.0
Designed by:Checked by:Date:-
Retaining Wall with Counterfort
M. Abu Shady M. Abu Shady 01-Jul-14
M.A.S.
General Input : fc'=32 N/mm2
fy=420 N/mm2 tw= 0.30 m
ɣC=24 KN/m3 µ= 0.58 qall=150 KN/m2 Cover=50 mm Ignore Passive Soil Ignore Soil wet W 5
YES YES
Hp=2.10m
𝐿𝑒𝑣𝑒𝑙 0.60 m Passive Soil Kp= 3
LL=5.0 KN/m2
𝐿𝑒𝑣𝑒𝑙
8.47 m
Active Soil ɣs=18KN/m3 Ka= 0.333 𝑊4
𝑊5
H=9.97m
co
𝐿𝑒𝑣𝑒𝑙
tb= 0.80 m
-1.50 m
3.60m longitudinal direction
2.60m
b= 6.50 m d=0.74m
1-Check Stability of Wall:
tc= 0.30 m Lc= 2.20 m tc= 0.30 m Transverse direction Plan
Elevation
a- Check of Retaining Wall Overturning: Calculation of ∑W & Stability Moment ∑M Dist. From load Moments M @ to point O (m) O KN.m/m'
c- Check of Retaining Wall bearing Capacity: finding eccentricity e, take moments @ point O M@o= 0 = −∑𝑊 ∗ x + ∑𝑀 − 𝑀𝑜𝑣𝑒𝑟𝑡𝑢𝑟𝑛𝑖𝑛𝑔 ,∴ 𝑥 𝑃 𝐴
𝑺𝒕𝒓𝒆𝒔𝒔 𝒇 = ± 𝒇𝒂 = 𝒇𝒅 =
𝑀 𝑦 𝐼
=
∑𝑊 1∗𝑏
∑𝑊 6𝑒 (1 + )= 𝑏 𝑏 ∑𝑊 6𝑒 (1 − 𝑏 )= 𝑏
𝑒∗∑𝑊 𝑏 ± 1∗𝑏3 12 2
=
∑𝑊 𝑏
±
6𝑒∗∑𝑊 𝑏2
= 3.09 m =
, 𝑒 = 0.16 m
, 𝑏/6 = 1.083 m
e 𝑠𝑎𝑙𝑙 𝑏𝑒 ≤ 𝑏/6 to ignore tension stress
∑𝑊 6𝑒 (1 ± ) 𝑏 𝑏
146.51 KN/m2
,𝒇𝒄=
129.73 KN/m2
108.89 KN/m2
,𝒇𝒃=
131.46 KN/m2
,𝒇𝒆= 135.75 KN/m2
OK SAFE < qall
Page 1 of 4
Retaining Wall with Counterfort Check of Stability & Calculation of Internal forces And design sections According ACI 318-08 Project :Building :Element:Location:-
Retaining Wall with Counterfort
Designed by:Checked by:Date:-
Rev1.0 M. Abu Shady M. Abu Shady 01-Jul-14
M.A.S.
2-Internal Forces of Retaining Wall: a- Toe Slab Moment and Shear: finding net stress on Toe Slab 𝒇𝒏𝒂 = 127.3 KN/m2 Upward 𝒇𝒏𝒃 = 112.3 KN/m2 Upward MToe Transverse max Ult. @b = 620.0KN.m/m BOT. RFT. QToe max
Ult. @d dis. From b
=
340 KN/m
< ΦVc
, 𝒇𝒏𝒆 =
116.5
Use 9 T 18 /m' = 534 KN/m OK SAFE
Ult. @d +Ve =
QHeel max Transverse
Ult. @d =
62.2KN.m/m BOT. RFT. 146 KN/m
< ΦVc
Tension RFT.
Where ACI318-08 , Eq 11-3
b- Heel Slab Moment and Shear: heel Slab behaves as: 1- a cantilever from point c to x with length L c/2, supported by stem. 2- a continuous beam from point x to d in longitudinal direction of Retaining wall supported by counterforts finding net stress on Heel Slab 𝒇𝒏𝒄 = -82.0 KN/m2 Downward 𝒇𝒏𝒅 = -102.9 KN/m2 Downward 𝒇𝒏𝒙 = -88.4 KN/m2 Downward M heel Transverse Ult. @c -ve = -78.3KN.m/m TOP RFT. Use 8 T 16 /m' M heel longitudinal Ult. @d -Ve = -74.7KN.m/m TOP RFT. Use 8 T 16 /m' M heel longitudinal
KN/m2 Upward
Use 8 T 16 /m'
Tension RFT. Tension RFT. Tension RFT.
= 534 KN/m
QHeel max longitudinal
< ΦVc = 534 KN/m 170 KN/m Ult. @d = C- Stem Slab Moment and Shear: Stem Slab behaves as: 1- a cantilever from point c at heel top to point z with length Lc/2, supported by heel Slab. 2- a continuous beam above point z in longitudinal direction of Retaining wall supported by counterforts slab. , 𝒇𝒔𝒕𝒆𝒎 @𝒛= , 𝒇𝒔𝒕𝒆𝒎 @𝒛𝟎 = 𝒇𝒔𝒕𝒆𝒎 @𝒄 = 56.69 50.09 1.67 KN/m2 on active side M stem vertical Ult. @c cant -ve = -47.5KN.m/m Use 3 T 16 /m' Tension RFT. M stem longitudinal M stem longitudinal
Ult. @z -Ve
=
+Ve =
-36.4KN.m/mon active side
M stem longitudinal
Ult. @z0 -Ve
=
30.3KN.m/m on passive side -1.2KN.m/m on active side
M stem longitudinal
Ult. @z0 +Ve =
1.0KN.m/m on passive side
Ult. @z
QStem max Cantilever
Ult. @c =
94 KN/m
< ΦVc
QStem max longitudinal
Ult. @z =
83 KN/m
< ΦVc
Use 5 T 12 /m'
Tension RFT.
Use 5 T 12 /m'
Tension RFT.
Use 5 T 12 /m'
Tension RFT.
Use 5 T 12 /m'
Tension RFT.
= 173 KN/m
d- Counterfort Moment and Shear: Counterfort Slab behaves as: a Tee Beam its flange (is heel & stem slabs) with effective depth dctf , subjected to 1- max. moment MCfort@c at c point produced from horizontal earth pressure 2- max horizontal shear VHal Cfort@c at c point produced from horizontal earth pressure stress 𝒇𝒔𝒕𝒆𝒎 @𝒄 on stem slab multiplied by counterfort spacing. 3- max Vertical shear VVal Cfort@d at d point produced from Vertical net stress 𝒇𝒏𝒅 hz1 = 6.11 m hz2 dctf@z1 = 2.23 m dctf@z2 MCfort@z2 50.6KN.m/m MCfort@z1 373.9KN.m/m MCfort@c = 1261.8KN.m/m VHal Cfort@c = 142 KN/m < 257 KN/m < VVal Cfort@d =
dctf = 3.35 m
= 3.06 m = 1.12 m Use 3 Use 6 Use 9 ΦVc ΦVc
T 22 T 22 T 22 = 712 KN/m
Tension RFT. Tension RFT. Tension RFT. use 5T10/m E.F use 5T10/m E.F
Page 2 of 4
References: 1- Chapter 12 of Reinforced Concrete Design, Design Theory and Examples by T. J. MacGinley_3rd Ed-2006-ISBN: 0415307961_BS8 2- Design and Detailing of Counterfort Retaining Wall Lecture Note http://elearning.vtu.ac.in/P6/enotes/CV61/Des_Ret_Wal-MCN.pdf which is part of Design and Drawing of RCC Structures - CV61 Lectures http://elearning.vtu.ac.in/CV61.html 3- Reliability Analysis of Counterfort Retaining Walls Paper (Electronic Journal of Structural Engineering 11(1) 2011) http://www.ejse.org/Archives/Fulltext/2011/20115.pdf 4- Typical frictional resistances, Table L.1, Appendix L of Structural Foundation Designers' Manual by W. G. Curtin_2nd-2006-14051
Rev 1.0 Design Toe, Heel and stem slab according ACI 318-08 Design Counterfort as a beam according ACI 318-08
