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INPUT DATA SHEET
Project : TK9764 - I/C No. 10 Deisgned : C. Malek
Bridge : AT STA. 0+100 - LEFT & RIGHT Checked : G. Marj
Date : 11/4/2024 Approved : G. Marj
GEOMETRY DECK REACTIONS (kN)
Vertical Reactions Lateral loads (kN)
BF= 8.00 (m)
BT= 3.20 (m) (KN) DL Prestress LL Xi (m) a-Longitudinal
EB= 0. (m)
P1 = 261.00 0.00 140.00 -10.00 a-
WC= 0.50 (m) ### P2 = 261.00 0.00 140.00 -7.50 H(brak.) 63.
WB= 0.30 (m)
P3 = 261.00 0.00 140.00 -5.00 H(E.Q.) 321.
WA= 3. (m)
### P4 = 261.00 0.00 140.00 -2.
WD= 0. (m) 0.00 P5 = 261.00 0.00 140.00 0.00 b-Transversal
BC= 1.30 (m) 652.50 P6 = 261.00 0.00 140.00 2.50 b-
BW= 0. (m)
### P7 = 261.00 0.00 140.00 5.00 H(E.Q.) 364.
BX= 0.00 (m)
P8 = 261.00 0.00 140.00 7.
HS= 10.50 (m)
P9 = 261.00 0.00 140.00 10.
HF= 1. (m)
0.00 P10 = 0.00 0.00 0.00 0.
HB= 1. (m)
0.00 P11 = 0.00 0.00 0.00 0.
HG= 0.00 (m)
P12 = 0.00 0.00 0.00 0.
HT= 0.60 (m)
LS= 25.00 (m) Soil data Materials
CR= 0.30 (m) g = 18.00 kN/m³ f'c = 25000 kN/m²
CC= 7. (m) f = 35.00 degree fy = 420000 kN/m²
LF= 25.00 (m) Ka = 0.271 17.
WAW= 0.00 (m) m = 0.50 base fric. Horizontal Load factors
TH= 0.00 (m) Surch. = 11.00 kN/m² Braking 5 % of L.L.
WS= 3.00 (m) i = 0.00 degree Earthquake 13.7 % of Mass
WH= 0.75 (m) b = 0.00 degree
WT= 0.30 (m) d = 0.00 degree
WW= 3. (m) A = 0.40 Acc. Coeff.
Kh = 0.20 = A/
Kv= 0.
q = 11.31 degree
gm = kN/m
3
if wing wall is
needed or = 0
EB
C
C
C
C
S
BF
HF
HS
HT
HG
HB
S
P1- P
WA WB WC EB BT
CR CR
LS
P1 P
LF
C
C
CC
C
S
S
C
S
BX BW BC WD
WT
WW
C
WH
Xi
WAW *
TH WS
OUTPUT DATA SHEET
1 - Own weight 2 - Soil Loads
C1 = 6987.50 (kN) 3.85 26901.88 S1 = 16537.50 (kN) 6.
C2 = 0.00 (kN) - - S2 = 864.00 (kN) 1.
C3 = 0.
(kN) 3.85 0.
S5 = 0.
(kN) -
C4 = 356.25 (kN) 4.35 1549.69 S6 = 0.00 (kN) -
C5 = 7500.00 (kN) 4.00 30000.00 S7 = 0.00 (kN) -
C6 = 28.50 (kN) 3.70 105.45 Total 17401.50 (kN)
C7 = 0.00 (kN) 0.00 0.
C8 = 84.
(kN) 5.70 480.
Total 14956. (kN)
3- Abut. Dynamic forces 4 - Static Earth pressure
E14 = 71.25 (kN) 11.05 787. Ka =
E15 = 0.00 (kN) - - es1 = 58.53 -
E16 = 1397.
(kN) 5.80 8105. es2 = 2.
E17 = 0.00 (kN) - - EP1 = 8780.08 (kN) 4.
E18 = 1500.00 (kN) 0.75 1125.00 EP2 = 894.27 (kN) 6.
E19 = 16.88 (kN) 11.63 196.17 Total (under construction) 8780.08 (kN) -
E20 = 0.00 (kN) 10.87 0.00 Total (surcharge) 894.27 (kN) -
E21 = 598.50 (kN) 11.05 6613.
E22 = 2709.
(kN) 5.80 15712.
E23 = 0.00 (kN) 6.52 0.
E24 = 0.00 (kN) 5.80 0.
E25 = 16.88 (kN) 10.95 184.
Total 6310.00 (kN) 32724.
Arm.
(m)
Moment
(kN.m)
Arm.
(m)
Arm.
(m)
Moment
(kN.m)
Arm.
(m)
(kN/m
2 )
(kN/m
2 )
E
E
E
E
E
E
E
E
EP3 E
es
Dynamic Pressures
EP EP
es
Static Pressures
es
Longitu. Transver.
5 - Deck Reactions 6-Soil Dynamic Pressures
D.L. 2349.
(kN) 3.70 8691.30 0. Ka =
L.L. 1260.00 (kN) 3.70 4662.00 0.00 es3 = 26.91 -
Brack 63.00 (kN) 8.60 - EP3 = 4036.90 (kN) 7.
Total 4036. (kN)
Bearings (R+S+T) Reaction
R+S+T 0.
(kN)
7- Earthquake reaction
g = 18. kN/m³
E.Q. 321.
(kN) 10.10 3250.311 q = 11. degree
Y =
8 - Surcharge
KAE = 0.
L.L. 962.
(kN) 6.25 6015.
9- Bill Of Quantities
Concrete 595. (m3)
Arm.
(m)
Moment
(kN.m)
Moment
(kN.m)
Arm.
(m)
(kN/m
2 )
Arm.
(m)
Moment
(kN.m)
Arm.
(m)
Moment
(kN.m)
Arm.
(m)
Moment
(kN.m)
Kdyn. =
Moment
(kN.m)
CHECKING FOR STABILITY
A- CHECKING DURING CONSTRUCTION
Group I ( D.L. + EP. + Surch.)
1 - Check for sliding 2 - Check for overturning
Total Vertical load N = 33320.63 (kN) Overturning Moment Mo = 40485.91 (kN.m)
Total Lateral load F = 9674.34 (kN) Stabilising Moment Ms = 169795.4 (kN.m)
Factor of safety F.O.S. = 1.72 Factor of safety F.O.S. = 4.
Group I ( D.L. + EP. )
1 - Check for sliding 2 - Check for overturning
Total Vertical load N = 32358.13 (kN) Overturning Moment Mo = 35120.31 (kN.m)
Total Lateral load F = 8780.08 (kN) Stabilising Moment Ms = 163779.7 (kN.m)
Factor of safety F.O.S. = 1.84 Factor of safety F.O.S. = 4.
B- CHECKING AT SERVICE LOADING
Group I ( D.L. + L.L.+ EP. + Surch.)
1 - Check for sliding 2 - Check for overturning
Total Vertical load N = 36929.63 (kN) Overturning Moment Mo = 40485.91 (kN.m)
Total Lateral load F = 9737. (kN) Stabilising Moment Ms = 183148.7 (kN.m)
Factor of safety F.O.S. = 1.90 Factor of safety F.O.S. = 4.
CHECKING FOR STABILITY
C- CHECKING DURING EARTHQUAKE
Group VII ( D.L. + EP. + E.Q.)
Stresses 133%
1 - Check for sliding 2 - Check for overturning
Total Vertical load N = 34707.13 (kN) Overturning Moment Mo = 100160.7 (kN.m)
Total Lateral load F = 19448.79 (kN) Stabilising Moment Ms = 172471.0 (kN.m)
Factor of safety F.O.S. = 0.89 Factor of safety F.O.S. = 1.
3 - Check for stresses
72310 (kN.m)
34707.1 (kN)
X = 2.083 (m)
ecc. = 1. (m)
Mfinal longitudinal 66518.19 (kN.m)
Mfinal transversal = 3686.18 (kN.m)
Total bearing pressures
q1 = 427.40 Area of base 200.
q2 = 418.56 Inertia longitudinal 1066.
q3 = -80.33 Inertia transversal 10416.
q4 = -71.48 Y longitudinal 4.
Y transversal 12.
qmax = 427.40 (kN/m2) Corresponding to a net bearing pressure of 283.56 (kN/m2)
183.13 (kN/m2)
Mnet =
N =
(kN/m
2 ) (m
2 )
(kN/m
2 ) (m
4 )
(kN/m
2 ) (m
4 )
(kN/m
2 ) (m)
(m)
qaverage/net = 3/4 qmax/net + 1/4 qmin/net =
q
q
1
q
q
BF
LF
PILE DATA SHEET
A- PILE REACTIONS
1 - Piles & Pile Cap Data
Row d p s
3 rows 26 3.88 m 12.50 m 181.15 1468.
Pile Diameter = 1000 mm
Pile Capacity = 1500 KN
PILE REACTIONS (UNFACTORED WORKING LOADS)
GROUP
I 1433 1433 1407 1407 1422 1422 100 375 -
VII 2359 2302 288 232 1436 1499 133 748 12
B- DESIGN LOADS
PILE REACTIONS (FACTORED ULTIMATE LOADS)
GROUP
I 2202 2202 1618 1618 1958 1958 100 651 -
VII 1773 1731 217 174 1080 1127 133 562 9
1 - Pile Cap Analysis Moments Shear
Row d G I G VII G I G VII
3 rows 26 Toe 1937.4 1541.9 880.62 700.
Heel 1147.9 -69.48 1117.1 342.
No.
Piles
n 1 n 2 Ymax S x
2 S y
2
X
cog
= Y
cog
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Allowable
increase in
capacity
Shear
long.
(KN)
Shear
tran.
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Pile
(KN)
Allowable
increase in
capacity
Shear
long.
(KN)
Shear
tran.
(KN)
No.
Piles
3 - Heel
(per meter)
A = 1.
Yt = 0.
Ig = 0.
Heel GROUP I GROUP VII
Mu = KN.m
d = m 1.35 1.
fr = Mpa 3.1 3.
Mcr = KN.m
1.2 Mcr = KN.m 1414.1 Redesign elastic 1414.1 1.2 Mcr < Mu, OK
m = 19.76 19.
Rn = Mpa
r = % 0.096 use rmin = 0.18% 0.
a = cm 2.56 27 5.
As = 12.97 Asmin = 27 cm2 29.
Summary of Reinforcement 1/
Foundation
POZ As CAP ARALIK ARALIK ADET
No. No.
01 28.79 20 10.91 15 Unacceptable Spac.
03 29.17 20 10.77 15 Unacceptable Spac.
05 27.00 25 18.18 15 Spac. OK
06 27.00 25 18.18 15 Spac. OK
07 27.00 25 18.18 15 Spac. OK
08 5.33 14 28.86 25 Spac. OK
09 5.33 16 37.70 25 Spac. OK
10 5.33 16 37.70 25 Spac. OK
11 19.50 20 16.11 15 Spac. OK
12 53.33 32 15.08 15 Spac. OK
13 13.98 25 35.10 15 Spac. OK
14 3 No 20 - 100 Spac. OK
(m
2 )
(m)
(m
4 )
cm
2
cm
2 / m DIAM.
mm
SPAC.
Cm
SPAC.
Cm
Summary of Reinforcement 2/
wall
POZ As CAP ARALIK ARALIK ADET
No. No.
18 ### 16 #VALUE! 15 #VALUE! Wall min horiz/face
27 ### 14 #VALUE! 15 #VALUE! BackWall min horiz
23 ### 16 #VALUE! 15 #VALUE! Back Wall min vert
24 - 14 - - - Bracket long steel
25 ### 16 #VALUE! 15 #VALUE! Bracket Main steel
26 - 16 - 20 - Bracket Dowel bars
cm
2 / m DIAM.
mm
SPAC.
Cm
SPAC.
Cm
3 - Heel
(per meter)
A = 1.
Yt = 0.
Ig = 0.
Heel GROUP I GROUP VII
Mu = KN.m
d = m 1.35 1.
fr = Mpa 3.1 3.
Mcr = KN.m
1.2 Mcr = KN.m 1414.1 Redesign elastic 1414.1 Redesign elastic
m = 19.76 19.
Rn = Mpa
r = % 0.119 use rmin = 0.18% 0.
a = cm 3.18 27 5.
As = 16.08 Asmin = 27 cm2 27.
Summary of Reinforcement 1/
Foundation
POZ As CAP ARALIK ARALIK ADET
No. No.
01 27.00 25 18.18 15 Spac. OK
03 27.75 25 17.69 15 Spac. OK
05 27.00 25 18.18 15 Spac. OK
06 27.00 25 18.18 15 Spac. OK
07 27.00 25 18.18 15 Spac. OK
08 5.33 14 28.86 25 Spac. OK
09 5.33 16 37.70 25 Spac. OK
10 5.33 16 37.70 25 Spac. OK
11 19.50 20 16.11 15 Spac. OK
12 53.33 32 15.08 15 Spac. OK
13 13.98 25 35.10 15 Spac. OK
14 3 No 20 - 100 Spac. OK
(m
2 )
(m)
(m
4 )
cm
2
cm
2 / m DIAM.
mm
SPAC.
Cm
SPAC.
Cm
Summary of Reinforcement 2/
wall
POZ As CAP ARALIK ARALIK ADET
No. No.
18 ### 16 #VALUE! 15 #VALUE! Wall min horiz/face
27 ### 14 #VALUE! 15 #VALUE! BackWall min horiz
23 ### 16 #VALUE! 15 #VALUE! Back Wall min vert
24 - 14 - - - Bracket long steel
25 ### 16 #VALUE! 15 #VALUE! Bracket Main steel
26 - 16 - 20 - Bracket Dowel bars
cm
2 / m DIAM.
mm
SPAC.
Cm
SPAC.
Cm
