BREAKWATER DESIGN

FLOODWALL DESIGN

SITE SOIL CONDITION BASED ON CLEAN DENSE SAND AND LOCAL FLOOD CONDITION

ALLOWABLE EQUIVALENT FLUID COEFFICIENT OF COHESION

UNIT WEIGHT CAPACITY PRESSURE OF SOIL FRICTION
Cs
ɣ SOIL 16 Qa 75 Q 11.41 Cf 0.47
0
PASSIVE SOIL AREA OF POTENTIAL MODERATE
FRESH WATER UNIT NORMAL IMPACT
PRESSURE UPSTREAM EFV
WEIGHT LOADING
COEFFICIENT BLOCKING
V
Ɽp 3.69 ɣw 9.81 CB 0.2 Cstr 0.8
5
WEIGHT OF APPLIED Sg OUTPUT
W 37.5 CD 0.5
MATERIALS 24 UPSTREAM

DIMENSIONAL INFORMATION
HEIGHT DEPTH @T "Dt" DEPTH @b "Db" TRANSIT LENGTH
7.00 m 8.00 m 8.00 m 1.50 m RECOMMENDED
SAFETY

ATRIB BASE PARAMETER THICK OF WALL PERIMETER DIS.

3.00 m 1.00 m 0.60 m 3 m 1.00
df 8.5 m

519.2 kN

70m
DESIGN A CANTELIVER FLOODWALL DESIGN A CAN

CALCULATE FORCES

FRESH WATER FRE

DETERMINE THE LATERAL FORCES
fsta = 240.345 KN/m
Fdif = 51.2 KN/m
dh = 3.8226299694 m
Fdh = 262.5 KN/m
Fn = 15 KN/m
Fsta = 554.045 KN/m
Fp = 1044.8352 KN/m
DETERMINE THE VERTICAL FORCES
f bouy1 = 103.005 KN/m
f bouy2 = 117.72 KN/m
f bouy = 220.725 KN/m
Wwall = 79.2 KN/m
Wftg = 108 KN/m
Wst = 312 KN/m
Wsh = 40.235 KN/m SELECT THE
Wwh = 53.955 KN/m
WG = 593.39 KN/m FOR STEEL IN
Fv = 372.665 KN/m > 0
CHECKING SLIDING "LS"

Ffr = 175.15255 kN/m

Fc = 0 FOR THE TOP STEE
FR = 1219.98775 kN/m

FS"LS" = 2.2019650931

SAFE FOR SLIDING FOR THE BOTTOM ST

CHECKING OVERTURNING "FO"

Mo = 3519.494204893 m-kN/lm
MR = 3829.9022 m-kN/lm
FS"TO" = 1.0881967627

SAFE FOR OVERTURNING

FROM AMERICAN CONCRETE INSTITUTE R
THEUSE MAT
FROM AMERICAN CONCRETE INSTITUTE R
THEUSE MAT
 DESIGN A CANTELIVER FLOODWALL DESIGN A CANTELIVE

NUMBER OF BAR
FRESH WATER
DETERMINE THE ECCENTRICITY
#4

e = 0.667059 < 1.166667

#6
OKAY
#3

CHECK SOIL PRESSURE

NUMBER OF TIES
qmin = 22.9931848227 kN/m2
qmax = 59.8212596217 kN/m2

#4
qmax qa

59.82126 < 75 OKAY!!!! #6

#3
SELECT THE REINFORCING STEEL

FOR STEEL IN THE VERTICAL SECTION

Mb = 461.7041666667 m-kN/lm
As = 0.030862578 m2/lm

FOR THE TOP STEEL IN THE FOOTING SECTION:

Mb = 141.285 m-kN/lm
As = 0.0094441845 m2/lm

FOR THE BOTTOM STEEL IN THE FOOTING SECTION:

FOOT 52.9159955969 kN/m2

NOTE: q
Mb = 258.8377722604 m-kN/lm
As = 0.0173019901 m2/lm

NOTES

MERICAN CONCRETE INSTITUTE REINFORCE CONCRETE DESIGN HANDBOOK TABLE 9a:

THEUSE MATERIAL WILL BE FOLLOW
DESIGN A CANTELIVER FLOODWALL

LOCATION SIZE

BARS ON CENTERS IN 32
VERTICAL FLOOD SECTION mm
BARS ON CENTERS IN THE TOP 10
STELL FOOTING SECTION mm
BARS ON CENTERS IN THE BOTTOM STEEL
FOOTING SECTION 18
mm

LOCATION SIZE

BARS ON CENTERS IN 50
VERTICAL FLOOD SECTION mm

BARS ON CENTERS IN THE TOP 50

STELL FOOTING SECTION mm
BARS ON CENTERS IN THE BOTTOM STEEL
FOOTING SECTION 50
mm
 FOR STEEL IN THE VERTICAL SEC
WSD

INPUT
Location = vertical
F'c = 34.5 MPa
Fy = 414 MPa
Pu = 692339.063 N
ρg = 0.04

Fc = 8.63 MPa

COMPUTATIONS:

From ACI Code (1963):

P = 0.85Ag(0.25F'c+Fyρg)
ρg = As/Ag

= 0.04
Assume ρg
Ag = 43519.2169434394
d = 209

As = 1741
# Of Bars = 2.16
USE 10.00 Pcs
New As = 8042

Checking of Compatability of Design

ρg = As/Ag
ρg = 0.184797

Therefore, Pg < 0.1 > .04, OKAY!<3

For Pu:
Pd = 3149114.51521659

Pd>Pu SAFE!! <3

New Ag: = 201056

d = 448.3926850429
 Dimension:
USE: 450 x

SPACING OF TIES (ACI CODE SPECS)

a.) S < = 16 bar diameter
b.) S < = 48 tie diameter
c.) S < = Least Dimensio

OUTPUT:

Column Dimension
Use 450 mm Square Column w/

SPACING OF TIES
Use 50 mm diameter of lateral ties spacing @
STEEL IN THE VERTICAL SECTION FOR THE TOP STEEL IN THE FOOTING
WSD WSD

INPUT INPUT
20.7 Location = vertical 20.7
27.6 Main Bar Diam = 32 mm F'c = 34.5 MPa 27.6
28 Tie Diameter = 50 mm Fy = 414 MPa 28
34.5 Pu = 572181.9 N 34.5
Ab = 804.22 mm^2 ρg = 0.04
276 276
345 Fc = 8.63 MPa 345

COMPUTATIONS: COMPUTATIONS:

From ACI Code (1963): From ACI Code (1963):

0.85Ag(0.25F'c+Fyρg) ; Ag = P = 0.85Ag(0.25F'c+Fyρ
Pu/0.85(0.25F'c+Fyρg) ρg = As/Ag

Assume = 0.04
ρg
43519.2169434394 mm^2 Ag = 35966.3472682201
d = 189.648

mm^2 As = 1438.654 mm^2

# Of Bars = 18.32
USE 20.00 Pcs
mm^2 New As = 1570.75 mm^2

Checking of Compatability of Design Checking of Compatability of Desig

ρg = As/Ag
0.184797 ρg = 0.043673

1 > .04, OKAY!<3 Therefore,Pg < 0.1 > .04, OKAY!<3

For Pu:
3149114.51521659 Pd = 816425.208410138

Pd>Pu SAFE!! <3

201056 mm^2 New Ag: = 39268.75

448.3926850429 mm^2 d = 198.1634426427
 Dimension:
200 USE: 200 x 200

SPACING OF TIES (ACI CODE SPECS) SPACING OF TIES (ACI CODE SPECS
512 mm a.) S < = 16 bar diameter 160
2400 mm b.) S < = 48 tie diameter 2400
450 mm c.) S < = Least Dimensi 200

OUTPUT: OUTPUT:

Column Dimension Column Dimension

mm Square Column w/ 10.00 32 mm Reinforcing Bars Use 200 mm Square Column w/

SPACING OF TIES SPACING OF TIES

ameter of lateral ties spacing @ 450 mm O.C. Use 50 mm diameter of lateral ties spacing @
 STEEL IN THE FOOTING SECTION FOR THE BOTTOM STEEL IN THE FOOTING S
WSD WSD

INPUT INPUT
Location = vertical 20.7
Main Bar Diameter = 10 mm F'c = 34.5 MPa 27.6 Main Bar Diameter
Tie Diameter = 50 mm Fy = 414 MPa 28 Tie Diameter
Pu = 616264.2 N 34.5
Ab = 78.54 mm^2 ρg = 0.04 Ab
276
Fc = 8.63 MPa 345

COMPUTATIONS: COMPUTATIONS:

From ACI Code (1963): From ACI Code (1963):

; Ag = P = 0.85Ag(0.25F'c+Fy ;
Pu/0.85(0.25F'c+Fyρg) ρg = As/Ag

Assume = 0.04
ρg
mm^2 Ag = 38737.2825343 mm^2
d = 196.82

As = 1549 mm^2
# Of Bars = 6.09
USE 10.00 Pcs
New As = 2545 mm^2

king of Compatability of Design Checking of Compatability of Design

ρg = As/Ag
ρg = 0.065689

Therefore, Pg < 0.1 > .04, OKAY!<3

For Pu:
Pd = 1179442.72108

Pd>Pu SAFE!! <3

mm^2 New Ag: = 63615.375 mm^2

mm^2 d = 252.2208853366 mm^2
 Dimension:
USE: 300 x 200

ING OF TIES (ACI CODE SPECS) SPACING OF TIES (ACI CODE SPECS)
mm a.) S < = 16 bar diamet 288 mm
mm b.) S < = 48 tie diamet 2400 mm
mm c.) S < = Least Dimen 300 mm

OUTPUT: OUTPUT:

Column Dimension Column Dimension

20.00 10 mm Reinforcing Bars Use 300 mm Square Column w/ 10.00

SPACING OF TIES SPACING OF TIES

teral ties spacing @ 160 mm O.C. Use 50 mm diameter of lateral ties spacing @
 IN THE FOOTING SECTION FOR THE TOP STEEL IN THE FOOTING SECTION
WSD

PUT

Main Bar Diameter = 18 mm

Tie Diameter = 50 mm

= 254.46 mm^2

1000mm
UTATIONS:

Code (1963): FOR THE BOTTOM STEEL IN THE FOOTING SECTION

Ag =
Pu/0.85(0.25F'c+Fyρg)

1000mm

patability of Design FOR STEEL IN THE VERTICAL SECTION

350mm
S (ACI CODE SPECS)

TPUT:

Dimension
10.00 18 mm Reinforcing Bars

G OF TIES
288 mm O.C.
NG SECTION FINAL DESIGN OF STRUCTURES

10mm DIA. BAR @ TOP STEEL IN THE FOOTING SECTION

18mm DIA. BAR @ BOTTOM STEEL IN THE FOOTING

200mm SECTION

32mm DIA. BAR @ VERTICAL STEEL SECTION

OTING SECTION
.350m

200mm

7.0m
ECTION

200mm
3.4m
 FOR STEEL IN THE VERTICAL SECTION
USD COLUMN DESIGN
Ф = 0.07
F'c = 34.5 Mpa
Fy = 414 MPa
Pu = 692339 kN

Use ρg = 0.08 (NSCP ρg = 0.01 to 0.08)

Formula to be used -----> Ag=Pu / (Ф 0.8[.85F'c(1-ρg)+Fyρg])

20.7 276 0.7 0.01 12

27.6 345 0.85 0.02 16
28 414 0.03 25
34.5 0.04 24
0.05 28
0.06 32
0.07
0.08

Computation for Initial Ag

0.85F'c(1-ρg) = 26.979
Fyρg = 33.12
Ф(0.8) = 0.056
(Ф 0.8[.85F'c(1-ρg)+Fyρg]) = 3.3655

Ag = 205713864.534233

Dimension Detail:
Dimension: 14350 mm USE: 14350 mm

Ag = 2E+08 > 60000 OKAY <3

If not okay;
Use
Ag = 60000

Dimension: 244.95 USE: 250 mm

 Reinforcements Details:
Steel Reinforcem

As = ρgAg
As = 4800 mm^2

Diameter of bar: = 32 mm
Ab = 804 mm^2
Number of bars: 5.97
USE 6 PCS

Actual A = 4824

Check Actual Pu:

Pu = Ф.80[.85Fc'(Ag-Ast)+AsAst]
Pu = 338158007.5272 N
Pu = 338158.0075272 kN > 692.3390625
 FOR STEEL IN THE VERTICAL SECTION
USD COLUMN DESIGN
Ф = 0.7
F'c = 34.5 Mpa
Fy = 414 MPa
Pu = 572182 kN

Use ρg = 0.08 (NSCP ρg = 0.01 to 0.08)

Formula to be used -----> Ag=Pu / (Ф 0.8[.85F'c(1-ρg)+Fyρg])

20.7 276 0.7 0.01 12

27.6 345 0.85 0.02 16
28 414 0.03 25
34.5 0.04 24
0.05 28
0.06 32
0.07
0.08

Computation for Initial Ag

0.85F'c(1-ρg) = 26.979
Fyρg = 33.12
Ф(0.8) = 0.56
(Ф 0.8[.85F'c(1-ρg)+Fyρg])
= 33.66

Ag = 17001170.538849

Dimension Detail:
Dimension: 4130 mm USE: 4150 mm

Ag = 1.7E+07 > 60000 OKAY <3

If not okay;
Use
Ag = 60000

Dimension: 244.95 USE: 250 mm

 Reinforcements Details:
Steel Reinforcements

As = ρgAg
As = 4800 mm^2

Diameter of bar: = 10 mm
Ab = 79 mm^2
Number of bars: 60.76
USE 61 PCS

Actual As = 4819

Check Actual Pu:

Pu = Ф.80[.85Fc'(Ag-Ast)+AsAst]
Pu = 282748757.4 N
SAFE! Pu = 282748.757 kN > 572.182
 FOR STEEL IN THE VERTICAL SECTION
USD COLUMN DESIGN
Ф = 0.7
F'c = 34.5 Mpa
Fy = 414 MPa
Pu = 616264 kN

Use ρg = 0.08 (NSCP ρg = 0.01 to 0.08)

Formula to be used -----> Ag=Pu / (Ф 0.8[.85F'c(1-ρg)+Fyρg])

20.7 276 0.7 0.01 12

27.6 345 0.85 0.02 16
28 414 0.03 25
34.5 0.04 24
0.05 28
0.06 32
0.07
0.08

Computation for Initial Ag

0.85F'c(1-ρg) = 26.979
Fyρg = 33.12
Ф(0.8) = 0.56
(Ф 0.8[.85F'c(1-ρg)+Fyρg])
= 33.655

Ag = 18310982.2542112

Dimension Detail:
Dimension: 4280 mm USE: 4300 mm

Ag = 1.8E+07 > 60000 OKAY <3

If not okay;
Use
Ag = 60000

Dimension: 244.95 USE: 250 mm

 Reinforcements Details:
Steel Reinforc

As = ρgAg
As = 4800 mm^2

Diameter of ba= 18 mm
Ab = 254 mm^2
Number of bars: 18.90
USE 19 PCS

Actual = 4826

Check Actual Pu:

Pu = Ф.80[.85Fc'(Ag-Ast)+AsAst]
Pu = 303563527.428 N
SAFE! Pu = 303563.5274 kN > 616.264164598
N FOR THE TOP STEEL IN THE FOOTING SECTION

250mm

1000mm

FOR THE BOTTOM STEEL IN THE FOOTING SECTION

250mm

1000mm

FOR STEEL IN THE VERTICAL SECTION

350

250mm
SAFE!
 250mm

ON

250mm