Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
T I TL E :
Pil ecap Design Design - Sin gle Pil e ax
SUMMARY The Pilecap Design is :
OK !
cy
W cx
a
L
Typical 'Singl e Pil e' Pi lecap lecap 1. Data I nformation Pile
:
Pilecap Type =
Nominal pile size, D Overhang from pilecap edge to pile face, a x Overhang from pilecap edge to pile face, a y Pile Capacity, P c (f cu,pile = 35 N/mm )
Pil ecap ecap :
Length, L Width, W Height, H
(Pile reinforcement : T
FALSE
)
1B
D =
300 mm
ax = ay = Pc = 10MPa x A pile =
200 mm 200 mm 900 kN
L = (2 x ax) + D = W = (2 x ay) + D = H =
7 00 00 mm 7 00 00 mm 700 mm
OK !
Column :
Column dimension, cx Column dimension, cy
cx = cy =
300 mm 300 mm
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, reinforcement, cst
f cu f y c b cst
40 N/mm2 460 N/mm2 75 mm 75 mm
= = = =
2. Des Design ign of Bottom Rein Rein for ceme cement nt Load factor used, f L Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, Madd Factored total moment, M u
Effective depth, d Resistance-moment factor, K Lever arm factor, z
Min. area of bottom reinforcement, A min ( = 0.13% of WH ) Bottom reinforcement area required, A sb,req'd
f L = ecc = Madd = (Pc x ecc) / 1000 = Mu = f L x [ Madd ] =
Bottom reinforcement area provided, A sb,prov
3. Des Design ign of Top Rein Rein for ce cement ment
67.5 67.5 kNm kNm 101.3 101.3 kNm
d =
605.5 mm
2
0.010 0.989 d 0.950 d
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z = Amin = Asb,req'd = Provide bottom bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c
1.5 75 mm
OK !
637 mm2 2 6 37 37 mm 5
T
s = sc =
1 05 05 mm 92 mm
Asb,prov =
6 64 64 mm
13
OK ! 2
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Min. area of top reinforcement required, A min,req'd ( = 0.065% of WH )
A min,req'd = Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, s c Top reinforcement area provided, A st,prov
2
31 9 mm
5
T
s = sc =
11 0 mm 10 2 mm
Ast,prov =
39 3 mm
Ahb,req'd =
15 9 mm
10
OK ! 2
OK !
4. Des Design ign of H ori zontal Bi nde nders rs ( 25% 25% of T ension Reinf Reinf orceme orcement nt ) Min. area of horizontal binders, A hb,req'd
Provide horizontal horizontal binders binders =
Horizontal binders spacing, s Horizontal binders area provided, A hb,prov
PILECAP SIZE
PILECAP
CAPACIT Y (kN)
(LxWxH)
a
1B
900
700 x 700 x 700
5T10
REINFORCEMENT b c d 5T13
5T10
5T13
3
T
s =
21 0 mm
Ahb,prov =
47 1 mm
SUMMARY
TYPE OF
2
e 3T10
2
10
(x2)
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Pil ecap Design - 2 Pil e Gr oup S
a
SUMMARY The Pilecap Design is :
OK !
cy
W cx
a
L
Typical '2-Pi le Group' Pil ecap 1. Data I nformation Pile
:
Pil ecap :
Pilecap Type =
2B
Nominal pile size, D Spacing of piles, S Spacing factor, k = 2.5 Overhang from pilecap edge to pile face, ax Overhang from pilecap edge to pile face, ay Pile Capacity, P c (f cu,pile = 35 N/mm )
D = S=kxD = ax = ay = Pc = 10MPa x A pile =
300 1000 250 250 900
Length, L Width, W Height, H
L = (2 x ax) + D + S = W = (2 x a y) + D = H =
1800 mm 8 00 mm 1200 mm
(Pile reinforcement : T
FALSE
)
mm mm mm mm kN
Column :
Column dimension, cx Column dimension, cy
cx = cy =
500 mm 200 mm
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, cst
f cu f y c b cst
40 N/mm2 460 N/mm2 75 mm 75 mm
= = = =
OK !
2. Design of M ain Bottom Reinf orcement Load factor used, f L Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, M add Factored total moment, Mu
Effective depth, d Resistance-moment factor, K Lever arm factor, z
Min. area of main bottom reinforcement, A min ( = 0.13% of WH ) Main bottom reinforcement area required, A sb,req'd
f L = ecc = Madd = (Pc x ecc) / 1000 = Mu = f L x [ (P c x (S/2-cx/2) / 1000 + M add ] = d = 2
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z = Amin = Asb,req'd = Provide bottom steel (B1) =
Main bottom reinforcement spacing, s Main bottom reinforcement clear spacing, s c Main bottom reinforcement area provided, A sb,prov
3. Design of M ain Top Reinf orcement
1.5 75 mm 67.5 kNm 438.8 kNm
1104 mm 0.011 0.987 d 0.950 d 1248 mm2 2 1248 mm 7
T
s = sc =
85 mm 70 mm
Asb,prov =
1407 mm
16 OK ! OK !
2
OK !
Min. area of main top reinforcement req'd, Amin,req'd ( = 0.065% of WH )
2
Amin,req'd =
62 4 mm
5
Provide top steel (T1) =
Main top reinforcement spacing, s Main top reinforcement clear spacing, s c
T
s = sc =
13 0 mm 11 7 mm
Ast,prov =
66 4 mm
A'min,req'd =
1404 mm
Main top reinforcement area provided, A st,prov
13 OK ! OK !
2
OK !
4. Design of Top & B ottom Tran sverse Reinf orcement Min. area of top & bottom transverse reinforcement required, A' min,req'd
2
12
Provide steel (T2 & B2) =
Top & bottom transverse reinforcement spacing, s Top & bottom transverse reinforcement clear spacing, s c
T
s = sc =
13 5 mm 12 2 mm
A's,prov =
1593 mm
Ahb,req'd =
31 2 mm
Top & bottom transverse reinforcement area provided, A' s,prov
13 OK ! OK !
2
OK !
5. Design of H ori zontal Bi nders ( 25% of Tension Reinfor cement ) Min. area of horizontal binders, A hb,req'd
2
3
Provide horizontal binders =
Horizontal binders spacing, s Horizontal binders area provided, A hb,prov
T
s =
44 5 mm
Ahb,prov =
79 6 mm
13
2
(x2)
OK !
6. Check for Punching Shear aroun d Column Peri meter Column perimeter, u
u = 0.8
1400 mm 5.06 N/mm2
f cu =
Total pile load, V
V =
Applied shear stress on column perimeter, v
v =
2700 kN 1.75 N/mm2
OK !
7. Check on the Design Concrete Shear Stress ( inclu de Shear Strength E nh ancement ) av = S/2 - D/2 + D/5 + 75 - cx/2 = 2d / av =
Enhancement factor, 2d / av
Shear capacity, v c
v c = 0.79(100As/(Wd)) (400/d)
235 mm 9.40
< 2d
OK !
100 As / bv d =
0.16
use
0.16
400 / d = (f cu/25) =
0.36 1.17
but use but use
1.00 1.17
(f cu/25) /
Allowable shear capacity, v' c
Shear along critical section at 0.2D inside face of pile, v
v' c =
0.40 N/mm 3.77 N/mm
v =
1.53 N/mm
m
=
2
SUMMARY
TYPE OF PILECAP
CAPACITY (kN)
PILECAP SIZE (LxWxH)
PILECAP SETTING ( L1 x L2 )
a
b
2B
1800
1800 x 800 x 1200
500 x 400
5T13
7T16
REINFORCEMENT c d 12T13
12T13
e 3T13
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Pil ecap Design - 4 Pil e Gr oup S
a
SUMMARY The Pilecap Design is :
OK !
cy
W cx
ay L
Typical '4-Pi le Group' Pil ecap 1. Data I nformation Pile
:
Pil ecap :
Pilecap Type =
4B
Nominal pile size, D Spacing of piles, S Spacing factor, k = 2.5 Overhang from pilecap edge to pile face, a x Overhang from pilecap edge to pile face, a y Pile Capacity, P c (f cu,pile = 35 N/mm )
D = S=kxD = ax = ay = Pc = 10MPa x A pile =
300 1000 650 650 900
Length, L Width, W Height, H
L = (2 x a x) + D + S = W= L = H =
2600 mm 2600 mm 1500 mm 300 mm 1000 mm
(Pile reinforcement : T FALSE
)
Column :
Column dimension, cx Column dimension, cy
cx = cy =
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, cst
f cu f y c b cst
= = = =
mm mm mm mm kN
OK !
40 N/mm2 460 N/mm2 75 mm 75 mm
2. Design of Bottom Rein for cement Load factor used, f L
f L =
Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, Madd Factored total moment, M u
ecc = Madd = (2 x P c x ecc) / 1000 = Mu = f L x [ (2 x P c x (S / 2 - cx/2)) / 1000 + M add ] =
Effective Depth, d Resistance-moment factor, K Lever arm factor, z
Min. Area of Bottom Reinforcement, A min ( = 0.13% of WH ) Bottom Reinforcement required, A sb,req'd
d = 2
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z = Amin = Asb,req'd = Provide bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom Reinforcement provided, A sb,prov
3. Design of Top Rein for cement
1.5 75 mm 135.0 kNm 1147.5 kNm
1395 mm 0.006 0.994 d 0.950 d 5070 mm2 2 5070 mm 17
T
s = sc =
1 40 mm 1 20 mm
Asb,prov =
5341 mm
20
OK ! 2
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Min. Area of Top Reinforcement req'd, Amin,req'd ( = 0.065% of WH )
Amin,req'd =
2
2535 mm
21
Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, sc
T
s = sc =
115 mm 103 mm
Ast,prov =
2787 mm
Ahb,req'd =
1268 mm
Top Reinforcement provided, Ast,prov
13
2
OK !
4. Design of H orizontal Bi nders ( 25% of Tension Reinfor cement ) Min. Area of Horizontal Binders, Ahb,req'd
2
5
Provide Horizontal Binders =
Horizontal binders spacing, s Horizontal Binders provided, Ahb,prov
T
s =
300 mm
Ahb,prov =
1327 mm
13
2
(x2)
OK !
5. Check for Pu nching Shear aroun d Column Peri meter Column perimeter, u
u = 0.8
f cu =
2600 mm 5.06 N/mm2
V = v =
5400 kN 1.49 N/mm2
Total pile load, V Applied shear stress on column perimeter, v
OK !
6. Check on the Design Concrete Shear Stress ( in clu de Shear Strength E nhan cement ) Distance from face of column to the critical shear section, av Enhancement factor, 2d / av
Shear Capacity, v c Allowable Shear Capacity, v' c
av = S/2 - D/2 + D/5 + 75 - cx / 2 = 2d / av =
v c = 0.79(100As/(Wd))
< 2d
OK !
100 As / bv d =
0.15
use
0.15
400 / d = (f cu/25) =
0.29 1.17
but use but use
1.00 1.17
= v' c =
0.39 N/mm 3.25 N/mm
v = 1.5*2*Pc/[ Ld ] =
0.74 N/mm
(400/d) (f cu/25) /
Shear along critical section at 0.2D inside face of pile, v
335 mm 8.3
m
SUMMARY
TYPE OF PILECAP 4B
CAPACITY PILECAP SIZE PILE (mm) (LxWxH) 3600
2600 x 2600 x 1500
PILECAP SETTING ( L1 x L2 ) 500 x 800
a
b
21T13
17T20
REINFORCEMENT c d 21T13
17T20
e 5T13
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Pil ecap Design - 6 Pil e Grou p S
ax
SUMMARY The Pilecap Design is :
W
cy
cx
OK !
S
a L
Typical '4-Pi le Group' Pil ecap 1. Data I nformation Pile
:
Pil ecap :
Pilecap Type =
Nominal pile size, D Spacing of piles, S Spacing factor, k = 2.5 Overhang from pilecap edge to pile face, a x Overhang from pilecap edge to pile face, a y Pile Capacity, P c (f cu,pile = 35 N/mm ) Length, L Width, W Height, H
D = S=kxD = ax = ay = Pc = 10MPa x A pile = L = (2 x ax) + D + 2S = W = (2 x ax) + D + S =
(Pile reinforcement : T FALSE
)
6B 300 1000 650 650 900
mm mm mm mm kN
H =
3600 mm 2600 mm 1500 mm 1000 mm 300 mm
Column :
Column dimension, cx Column dimension, cy
cx = cy =
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, cst
f cu f y c b cst
= = = =
OK !
40 N/mm2 460 N/mm2 75 mm 75 mm
2a. Design of Bottom Reinf orcement (X) Load factor used, f L Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, Madd Factored total moment, M u
Effective Depth, d Resistance-moment factor, K Lever arm factor, z
Min. Area of Bottom Reinforcement, A min ( = 0.13% of WH ) Bottom Reinforcement required, A sb,req'd
f L = ecc = Madd = (2 x P c x ecc) / 1000 = Mu = f L x [ (2 x P c x (S - cx/2)) / 1000 + M add ] = d = 2
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z = Amin = Asb,req'd = Provide bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom Reinforcement provided, A sb,prov
2b. Design of Bottom Rein for cement (Y)
1.5 75 mm 135.0 kNm 1552.5 kNm
1395 mm 0.008 0.991 d 0.950 d 5070 mm2 2 5070 mm 17
T
s = sc =
15 0 mm 13 0 mm
Asb,prov =
5341 mm
20
OK ! 2
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Load factor used, f L
f L =
Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, Madd Factored total moment, Mu
ecc = Madd = (3 x P c x ecc) / 1000 = Mu = f L x [ 3 x P c x (S / 2 - c y/2)) / 1000 + Madd ] =
Effective Depth, d Resistance-moment factor, K Lever arm factor, z
d = 2
K = Mu / (f cu.L.d ) = z = Since z > 0.95 d , Thus, use z =
Min. Area of Bottom Reinforcement, Amin ( = 0.13% of WH )
Amin =
Bottom Reinforcement required, Asb,req'd
Asb,req'd = Provide bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, sc Bottom Reinforcement provided, Asb,prov
1.5 75 mm 202.5 kNm 1721.3 kNm
1395 mm 0.006 0.993 d 0.950 d 7020 mm2 2 7020 mm 24
T
s = sc =
140 mm
Asb,prov =
7540 mm
Amin,req'd =
2535 mm
20
121 mm
OK ! 2
OK !
3a. Design of Top Reinf orcement (X) Min. Area of Top Reinforcement req'd, Amin,req'd ( = 0.065% of WH )
Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, sc
2
21
T
s = sc =
115 mm 103 mm
Ast,prov =
2787 mm
Amin,req'd =
3510 mm
Top Reinforcement provided, Ast,prov
13
2
OK !
3b. Design of Top Reinf orcement (Y) Min. Area of Top Reinforcement req'd, Amin,req'd ( = 0.065% of LH )
Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, sc
2
28
T
s = sc =
120 mm 109 mm
Ast,prov =
3717 mm
Ahb,req'd =
1755 mm
Top Reinforcement provided, Ast,prov
13
2
OK !
4. Design of H orizontal Bi nders ( 25% of Tension Reinfor cement ) Min. Area of Horizontal Binders, Ahb,req'd
Provide Horizontal Binders =
Horizontal binders spacing, s Horizontal Binders provided, Ahb,prov
2
7
T
s =
200 mm
Ahb,prov =
1858 mm
2
5. Check f or Punchi ng Shear ar ound Column Perimeter Column perimeter, u
u = 0.8
fcu =
2600 mm 5.06 N/mm2
13
(x2)
OK !
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE :
Total pile load, V Applied shear stress on column perimeter, v
V = v =
8100 kN 2.23 N/mm2
OK !
6. Check on the Design Concrete Shear Stress ( in clude Shear Strength E nhan cement )(X) Distance from face of column to the critical shear section, a v Enhancement factor, 2d / a v
Shear Capacity, v c
av = S - D/2 + D/5 + 75 - cx / 2 = 2d / av =
OK !
0.15
use
0.15
400 / d = (f cu/25) =
0.29 1.17
but use but use
1.00 1.17
v' c =
0.39 N/mm 2.25 N/mm
v = 1.5*2*Pc/[ Wd ] =
0.74 N/mm
v c = 0.79(100As/(Wd)) (400/d)
> 2d
100 As / bv d =
(f cu/25) /
Allowable Shear Capacity, v' c
Shear along critical section at 0.2D inside face of pile, v
485 mm 5.8
m
=
2
OK !
6. Check on the Design Concrete Shear Stress ( in clude Shear Strength E nhan cement )(Y) Distance from face of column to the critical shear section, a v Enhancement factor, 2d / a v
Shear Capacity, v c
av = S/2 - D/2 + D/5 + 75 - cy / 2 = 2d / av =
OK !
0.15
use
0.15
400 / d = (f cu/25) =
0.29 1.17
but use but use
1.00 1.17
v' c =
0.39 N/mm 3.27 N/mm
v = 1.5*3*Pc/[ Ld ] =
0.81 N/mm
v c = 0.79(100As/(Ld)) (400/d)
< 2d
100 As / bv d =
(f cu/25) /
Allowable Shear Capacity, v' c
Shear along critical section at 0.2D inside face of pile, v
335 mm 8.3
m
=
SUMMARY
TYPE OF PILECAP 6B
CAPACITY PILECAP SIZE PILE (mm) (LxWxH) 3600
3600 x 2600 x 1500
PILECAP SETTING ( L1 x L2 ) 500 x 800
a
b
21T13
17T20
REINFORCEMENT c d 28T13
24T20
e 7T13
OK !
Date
:
Designed by :
JOB NO :
TITLE :
Page No.
:
Checked by :
Date
:
Page No.
Designed by : JOB NO :
:
Checked by :
TITLE :
Pil ecap Design - 9 Pil e Gr oup S2
ax
SUMMARY The Pilecap Design is :
OK !
S1 cy
W cx
ay L
Typical '5-Pile Group' Pilecap 1. Data I nformation Pile
:
Pil ecap :
Pilecap Type =
Nominal pile size, D Spacing of piles, S1 Spacing factor, k = 2.5 Spacing of piles, S2 Overhang from pilecap edge to pile face, a x Overhang from pilecap edge to pile face, a y Pile Capacity, P c (f cu,pile = 35 N/mm ) Length, L Width, W Height, H
D = S1 = k x D = S2 = ax = ay = Pc = 10MPa x A pile = L = (2 x ax) + D + 2S2 =
(Pile reinforcement : T FALSE
)
9B 300 1414 1000 650 650 900
mm mm mm mm mm kN
W= L = H =
3600 mm 3600 mm 1500 mm 300 mm 1000 mm
Column :
Column dimension, cx Column dimension, cy
cx = cy =
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, cst
f cu f y c b cst
= = = =
OK !
40 N/mm2 460 N/mm2 75 mm 75 mm
2. Design of Bottom Rein for cement Load factor used, f L
f L =
Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, M add Factored total moment, M u
ecc = Madd = (3 x P c x ecc) / 1000 = Mu = f L x [ (3 x P c x (S2 - cx / 2)) / 1000 + M add ] =
Effective Depth, d Resistance-moment factor, K Lever arm factor, z
Min. Area of Bottom Reinforcement, Amin ( = 0.13% of WH ) Bottom Reinforcement required, A sb,req'd
d = 2
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z = Amin = Asb,req'd = Provide bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom Reinforcement provided, A sb,prov
3. Design of Top Rein for cement
1.5 75 mm 202.5 kNm 3746.3 kNm
1395 mm 0.013 0.985 d 0.950 d 7020 mm2 2 7064 mm 25
T
s = sc =
1 35 mm 1 15 mm
Asb,prov =
7854 mm
20
OK ! 2
OK !
Date
:
Page No.
Designed by : JOB NO :
:
Checked by :
TITLE :
Min. Area of Top Reinforcement req'd, A min,req'd ( = 0.065% of WH )
2
Amin,req'd =
3510 mm
19
Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, s c
T
s = sc =
1 80 mm 1 66 mm
Ast,prov =
3820 mm
Ahb,req'd =
1766 mm
Top Reinforcement provided, A st,prov
16
2
OK !
4. Design of H orizontal Bi nders ( 25% of Tension Reinfor cement ) Min. Area of Horizontal Binders, A hb,req'd
2
5
Provide Horizontal Binders =
Horizontal binders spacing, s Horizontal Binders provided, A hb,prov
T
s =
2 95 mm
Ahb,prov =
2011 mm
16
2
(x2)
OK !
5. Check for Punching Shear aroun d Column Peri meter Column perimeter, u
u = f cu =
2600 mm 5.06 N/mm2
Total pile load, V
V =
Applied shear stress on column perimeter, v
v =
10800 kN 2.98 N/mm2
0.8
OK !
6. Check on the Design Concrete Shear Stress ( inclu de Shear Strength En hancement ) Distance from face of column to the critical shear section, a v Enhancement factor, 2d / a v
Shear Capacity, v c
av = S2 - D/2 + D/5 + 75 - cx / 2= 2d / av =
OK !
0.16
use
0.16
400 / d = (f cu/25) =
0.29 1.17
but use but use
1.00 1.17
v' c =
0.40 N/mm 1.33 N/mm
v = 1.5*3*Pc/[ Ld ] =
0.81 N/mm
v c = 0.79(100As/(Wd)) (400/d)
< 2d
100 As / bv d =
(f cu/25) /
Allowable Shear Capacity, v' c
Shear along critical section, v
835 mm 3.3
m
=
SUMMARY
TYPE OF PILECAP 9B
CAPACITY PILECAP SIZE (kN) (LxWxH) 4500
3600 x 3600 x 1500
PILECAP SETTING ( L1 x L2 ) 500 x 800
a
b
19T16
25T20
REINFORCEMENT c d 19T16
25T20
e 5T16
OK !
3-Pile
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE : PILECAP DESIGN (600 BORED PILE), 3BP 600
Pil ecap Design - 3 2 Pil e Grou p b1 SUMMARY The Pilecap Design is
OK !
y
cy s2/3
s2
x
W
cx b2 s L
Typical ' 3-Pile Group' Pil ecap 1. Data In formation Pile
:
Pil ecap :
Column :
Others :
Nominal pile size, D Pile spacing factor, k Spacing of piles, S Pile spacing, s 1 Pile spacing, s 2 Pile Capacity, P c
Pilecap Type =
D = k = S=kxD = s1 = s2 = P c = 0.2 x f cu,pile x A pile =
(f cu,pile = 35 N/mm )
Length, L Length, W Width, b1 Width, b2 Height, H (Pile reinforcement : T Overhang from pilecap edge to pile face Column dimension, c x Column dimension, c y
16
)
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, c st
L W b1 b2
= = = =
H a cx cy
= = = =
f cu f y c b cst
= = = =
3BP 600 600 2.5 1500 1500 1300 1970
mm mm mm mm kN
2600 2400 1100 1100 1200 250 540 540
mm mm mm mm mm mm mm mm
OK !
35 N/mm2 460 N/mm2 75 mm 75 mm
2. Design of Bottom Rein for cement Load factor used, f L
f L =
Allowable pile eccentricity, ecc
ecc =
1.5 75 mm
Bending about y-axis Additional moment due to pile eccentricity, M add Factored total moment, M y
Madd = (Pc x ecc) / 1000 = My = f L x [ (P c x (s1 / 2 - cx / 2)) / 1000 + M add ] =
Effective depth, d Resistance-moment factor, K Lever arm factor, z
dy = 2
K = M / (f cu.b2.d ) = z = Since z > 0.95 d , Thus, use z =
Min. area bottom reinforcement, A min Bottom reinforcement area required, A sby,req'd
Amin = Asby,req'd = Provide bottom steel (B2) =
148 kNm 1640 kNm
1083 mm 0.036 0.958 d 0.950 d 1716 mm2 2 3983 mm 7
T
28
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3-Pile
Date
:
Page No.
Designed by :
JOB NO :
:
Checked by :
TITLE : PILECAP DESIGN (600 BORED PILE), 3BP 600
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom reinforcement area provided, A sby,prov
s = sc = Asby,prov = Provide bottom steel (b1) =
145 mm 117 mm
OK ! OK !
2
4310 mm
8
T
16
Bending about x-axis Additional moment due to pile eccentricity, Madd Factored total moment, M x
Madd = (Pc x ecc) / 1000 = Mx = f L x [ (P c x (2 x s 2 / 3 - cy / 2)) / 1000 + Madd ] =
Effective depth, d Resistance-moment factor, K Lever arm factor, z
dx = 2
K = M / (f cu.b1.d ) = z = Since z > 0.95 d , Thus, use z =
Min. area of bottom reinforcement, A min ( = 0.13% of WH ) Bottom reinforcement area required, A sby,req'd
Amin = Asbx,req'd = Provide bottom steel (B1) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom reinforcement area provided, A sb,prov
148 kNm 1985 kNm
1111 mm 0.042 0.951 d 0.950 d 1716 mm2 2 4699 mm 9
T
s = sc =
135 mm 109 mm
Asbx,prov =
5542 mm
Provide bottom steel (d1) =
28
OK ! 2
5
T
OK !
16
3. Design of T op Reinf orcement Min. area of top reinforcement required, A min,req'd ( = 0.065% of WH )
Amin,req'd = Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, s c Top reinforcement area provided, A st,prov
2
2028 mm
11
T
s = sc =
225 mm 213 mm
Ast,prov =
2212 mm
Ahb,req'd =
1175 mm
16
2
OK !
4. Design of H ori zontal Bi nders ( 25% of Tension Reinf orcement ) Min. area of horizontal binders, A hb,req'd
Provide horizontal binders =
Horizontal binders spacing, s Horizontal binders area provided, A hb,prov
2
5
T
s =
215 mm
Ahb,prov =
1327 mm
2
13
(x2)
OK !
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JOB NO :
:
Checked by :
TITLE : PILECAP DESIGN (600 BORED PILE), 3BP 600
5. Check for Pun ching Shear around Column Peri meter Column perimeter, u
u =
f cu =
0.8
Total pile load, V
V =
Applied shear stress on column perimeter, v
v =
2160 mm 4.73 N/mm2 8865 kN 3.79 N/mm2
OK !
6. Check on the Design Concrete Shear Stress ( in clude Shear Strength En hancement ) Distance from face of column to the critical shear section along x-axis, Enhancement factor, 2d / a v
Shear Capacity, v c
av = 2*s2 /3 - D/2 + D/5 + 75 - cy / 2 = 2dx / av =
491.67 mm 4.5
< 2d
OK !
100 As / b1 dx =
0.45
use
0.45
400 / dx = (f cu/25) =
0.36 1.12
but use use
1.00 1.12
v c = 0.79(100As/(Wd)) (400/d)
(f cu/25) /
Allowable Shear Capacity, v' c
m
0.54 N/mm 2.45 N/mm
=
v' c =
Shear along x-axis critical section of 0 .2D inside face of pile,
Shear section, Applied shear stress, v
b1 x dx = v =
Distance from face of column to the critical shear section along y-axis,
av = s1 / 2 - D / 2 + D / 5 + 75 - cx / 2 =
Enhancement factor, 2d / a v
1/3
Shear Capacity, v c
mm 1222100 2.42 N/mm
v c = 0.79(100As/(Wd))
375 mm
< 2d
OK !
0.36
use
0.36
0.37 1.12
but use use
1.00 1.12
2dy / av =
5.8
100 As / b2 dy = 400 / dy = (f cu/25) = 1/4
1/3
(400/d) (f cu/25) /
Allowable Shear Capacity, v' c Shear along critical section of 0 .2D inside face of pile, Shear section, Applied shear stress, v
=
0.50 N/mm
v' c =
2.91 N/mm
m
b2 x dy = v =
OK !
2
1191300 mm 2.48 N/mm
OK !
SUMMARY
TYPE OF PILECAP
CAPACITY PILE (mm)
PILECAP SIZE (LxWxH)
PILECAP SETTING ( L1 x L2 )
a
b
3BP 600
600 x 600
2600 x 2400 x 1200
750 x 550
11T16
7T28
PILECAP SETTING ( L1a x L1b x L2a ) 867 x 433 x 550
REINFORCEMENT c d 11T16
9T28
e 5T13
REINFORCEMENT b1 d1 8T16
5T16
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Designed by : JOB NO :
:
Checked by :
TITLE : PILECAP DESIGN (600mm BORED PILE) 5BP 600
Pil ecap Design - 5 Pil e Gr oup S2
a
SUMMARY The Pilecap Design is :
OK !
S1 cy
W cx
a L
Typical '5-Pile Group' Pilecap 1. Data I nformation Pile
:
Pil ecap :
Pilecap Type =
Nominal pile size, D Spacing of piles, S 1 Spacing factor, k = 2.5 Spacing of piles, S 2 Overhang from pilecap edge to pile face, ax Overhang from pilecap edge to pile face, ay Pile Capacity, P c (f cu,pile = 35 N/mm ) Length, L Width, W Height, H
D = S1 = k x D = S2 = ax = ay = Pc = 0.2 x f cu,pile x A pile = L = (2 x ax) + D + S2 =
(Pile reinforcement : T FALSE
)
5BP 600 300 750 2000 650 650 1,620
mm mm mm mm mm kN
W= L = H =
3600 mm 3600 mm 1000 mm 1000 mm 300 mm
Column :
Column dimension, cx Column dimension, cy
cx = cy =
Others :
Concrete grade of pilecap, f cu Steel reinforcement yield strength, f y Nominal bottom cover to main reinforcement, c b Nominal side and top cover to main reinforcement, cst
f cu f y c b cst
= = = =
OK !
35 N/mm2 460 N/mm2 75 mm 75 mm
2. Design of Bottom Rein for cement Load factor used, f L
f L =
Allowable pile eccentricity, ecc Additional moment due to pile eccentricity, M add Factored total moment, M u
ecc = Madd = (2 x P c x ecc) / 1000 = Mu = f L x [ (2 x P c x (S2 / 2 - cx / 2)) / 1000 + M add ] =
Effective Depth, d Resistance-moment factor, K Lever arm factor, z
d = 2
K = Mu / (f cu.W.d ) = z = Since z > 0.95 d , Thus, use z =
Min. Area of Bottom Reinforcement, Amin ( = 0.13% of WH ) Bottom Reinforcement required, A sb,req'd
Amin = Asb,req'd = Provide bottom steel (B1 & B2) =
Bottom reinforcement spacing, s Bottom reinforcement clear spacing, s c Bottom Reinforcement provided, A sb,prov
1.5 75 mm 243.0 kNm 2794.5 kNm
883 mm 0.028 0.967 d 0.950 d 4680 mm2 2 8324 mm 19
T
s = sc =
17 5 mm 14 8 mm
Asb,prov =
11699 mm
28
OK ! 2
OK !
3. Design of Top Reinf orcement
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5-Pile
Date
:
Page No.
Designed by : JOB NO :
:
Checked by :
TITLE : PILECAP DESIGN (600mm BORED PILE) 5BP 600
Min. Area of Top Reinforcement req'd, A min,req'd ( = 0.065% of WH )
2
Amin,req'd =
2340 mm
19
Provide top steel (T1 & T2) =
Top reinforcement spacing, s Top reinforcement clear spacing, s c
T
s = sc =
18 0 mm 16 6 mm
Ast,prov =
3820 mm
Ahb,req'd =
2081 mm
Top Reinforcement provided, A st,prov
16
2
OK !
4. Design of H orizontal Bi nders ( 25% of Tension Reinfor cement ) Min. Area of Horizontal Binders, A hb,req'd
2
8
Provide Horizontal Binders =
Horizontal binders spacing, s Horizontal Binders provided, A hb,prov
T
s =
90 mm
Ahb,prov =
3217 mm
16
2
(x2)
OK !
5. Check for Pun ching Shear around Column Peri meter Column perimeter, u 0.8
u = f cu =
Total pile load, V
V =
Applied shear stress on column perimeter, v
v =
2600 mm 4.73 N/mm2 9720 kN (one pile directly belo 4.23 N/mm2 OK !
6. Check on the Design Concrete Shear Stress ( in clude Shear Strength En hancement ) Distance from face of column to the critical shear section, a v Enhancement factor, 2d / a v
Shear Capacity, v c
av = S2 /2 - D/2 + D/5 + 75 - cx / 2= 2d / av =
OK !
0.37
use
0.37
400 / d = (f cu/25) =
0.45 1.12
but use use
1.00 1.12
v' c =
0.51 N/mm 1.84 N/mm
v = 1.5*2*Pc/[ Ld ] =
1.53 N/mm
v c = 0.79(100As/(Wd)) (400/d)
< 2d
100 As / bv d =
(f cu/25) /
Allowable Shear Capacity, v' c
Shear along critical section, v
485 mm 3.6
m
=
2
OK !
SUMMARY
TYPE OF PILECAP 5BP 600
5/14/2014
CAPACITY PILECAP SIZE (kN) (LxWxH) 8100
3600 x 3600 x 1000
PILECAP SETTING ( L1 x L2 ) 1000 x 800
Page 17
a
b
19T16
19T28
REINFORCEMENT c d 19T16
19T28
e 8T16
228580369.xls.ms_office
1-Pile Dimension
PILECAP TYPE 1B 700
200
700
Concrete grade f cu : Steel design strength, f :
40 460
200
Plan View of 1-Pile Group Pilecap (N.T.S.) 5T10 - 110 (T1) 5T10 - 110 (T2)
0 0 7
5T13 - 105 (B2) b 5T13 - 105 (B1) 3T10 - 210 (BINDERS)
1-Pile Group Pilecap Details (N.T.S.)
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1-Pile Dimension
N/mm N/mm
c
a
e
d
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2-Pile Dimension
PILECAP TYPE 2BP 500
#REF!
# # #
# # # #
Concrete grade f cu : #### N/mm Steel design strength, f y : #### N/mm
#REF!
#REF!
Plan View of 2-Pile Group Pilecap (N.T.S.)
9T13 - 100 (T1) 10T16 - 200 (T2)
10T16 - 200 (B2)
9T25 - 100 (B1) 3T16 - 250 (BINDERS)
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3-Pile Dimension
PILECAP TYPE 3BP 600 1100
y 1300 x
2400 Concrete grade f cu : Steel design strength, f y :
35 N/mm 460 N/mm
983.3333 1100
1500 2600
Plan View of 3-Pile Group Pilecap (N.T.S.)
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4-Pile Dimension
PILECAP TYPE 4B
1000
650
2600 Concrete grade f cu : Steel design strength, f y :
650 2600
Plan View of 4-Pile Group Pilecap (N.T.S.)
Page 22
40 N/mm 460 N/mm
5-Pile Dimension
PILECAP TYPE 5BP 600
2000
650
750
Concrete grade f cu : 35 N/mm Steel design strength, fy : 460 N/mm
3600
650 3600
Plan View of 5-Pile Group Pilecap (N.T.S.)
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