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PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
Pile Cap Design for 3-Piles Pattern Based on ACI 318-14DESIGN CRITERIA
1.
2.USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.
3.
INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH = 4 ksi
REBAR YIELD STRESS = 60 ksiPILE DIAMETER D = 20 inCOLUMN SIZE (SHORT SIDE) C = 24 in
SINGLE PILE MAX LOADS OR CAPACITY = 130 k
(at the section of cap bottom face) = 400 ft-k
= 35 kPILE CLEAR DIST. (24" min, 2D reqd) Clear = 40 inEDGE DISTANCE (9" min) Edge = 12 in The Column Can Support Max Loads:
EFFECTIVE DEPTH d = 53 in 390 kips
CAP BOTTOM REINFORCING # 9 @ 16 in o.c., each way 710.0 ft-kips
105 kipsTHE PILE CAP DESIGN IS ADEQUATE.
ANALYSIS
Pile Spacing = 60 inCap Edge Length = 136.2 in
77.0 in, length of section 1-1104.7 in, length of section 2-2113.4123.7
0.0012
0.0008 < [Satisfactory]
0.0206 > [Satisfactory]
0.0011 < [Satisfactory]
CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5)
62.4 in, length of section 3-30.0 (No shear at "d" offset.)
0.0 (No shear at "d" offset.)
60.3 > [Satisfactory]where 0.75 (ACI 318 21.2)
190 ksi > 31 ksi [Satisfactory]
where 1.00 0.4 2.0
(C + d) = 77 in
(C + d) = 77 in
308 in
= 16324 870
FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.
THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP BALANCED LOADS.
PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, SDS/10) TIMES AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)
fc'
fy
fPn
fMn
fVn
Pu,col ≤ fPn,col =
Mu,col ≤ fMn,col =
Vu,col ≤ fVn,col =
CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1)
L1-1 =L2-2 =Mu, 1-1 = ft-kips / ft, (to middle of cap elevation)Mu, 2-2 = ft-kips / ft, (to middle of cap elevation)
rprovD =
rprovD
rprovD
rprovD
L3-3 =Vu, 2-2 = 2 (fPn) / L2-2 = kips / ft
Vu, 3-3 = (fPn) / L3-3 = kips / ft
fVc = 2 f b d (fc')0.5 = kips / ft Vu, max
f =
CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
bc =
b1 =
b2 =
b0 = 2b1 + 2b2 =
Ap = b0 d in2 ft4
''2
,max0.85 1 10.383Muf c b fd c
f yr
'10.85
MAX
f c uf u ty
b r
40.0018 ,3MIN
TMINd
rr
112 113 2
v bb
231 21 36 1 1
db d bJb b
42, ,400
dy MINbcb
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
(cont'd)
95 ksi > 49 ksi [Satisfactory]
where 134.1 deg
26 in
26 in
85 in, conservative value
= 4529
59
0.4
y = 0 , conservative value as one way shear
CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
a =
b1 = (a / 360) (Dp / 4 + d) =
b2 = (a / 360) (Dp / 4 + d) =
b0 = (a / 360) (D + d) p =
Ap = b0 d in2
ft4
112 113 2
v bb
231 21 36 1 1
db d bJb b
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
Pile Cap Design for 4-Piles Pattern Based on ACI 318-14DESIGN CRITERIA
1.
2.USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.
3.
INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH = 4 ksi
REBAR YIELD STRESS = 60 ksiPILE DIAMETER D = 20 inCOLUMN SIZE (SHORT SIDE) C = 24 in
SINGLE PILE MAX LOADS OR CAPACITY = 130 k
(at the section of cap bottom face) = 400 ft-k
= 35 kPILE CLEAR DIST. (24" min, 2D reqd) Clear = 40 inEDGE DISTANCE (9" min) Edge = 12 in The Column Can Support Max Loads:
EFFECTIVE DEPTH d = 53 in 520 kips
CAP BOTTOM REINFORCING # 9 @ 12 in o.c., each way 946.7 ft-kips
140 kipsTHE PILE CAP DESIGN IS ADEQUATE.
ANALYSIS
Pile Spacing = 60 inCap Edge Length = 104.0 in
113.1 in, length of section 1-1104.0 in, length of section 2-280.3
156.20.0016
0.0010 < [Satisfactory]
0.0206 > [Satisfactory]
0.0014 < [Satisfactory]
CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5)
82.2 in, length of section 3-30.0 (No shear at "d" offset.)
0.0 (No shear at "d" offset.)
60.3 > [Satisfactory]where 0.75 (ACI 318 21.2)
190 ksi > 42 ksi [Satisfactory]
where 1.00 0.4 2.0
(C + d) = 77 in
(C + d) = 77 in
308 in
= 16324 870
FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.
THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP BALANCED LOADS.
PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, SDS/10) TIMES AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)
fc'
fy
fPn
fMn
fVn
Pu,col ≤ fPn,col =
Mu,col ≤ fMn,col =
Vu,col ≤ fVn,col =
CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1)
L1-1 =L2-2 =Mu, 1-1 = ft-kips / ft, (to middle of cap elevation)Mu, 2-2 = ft-kips / ft, (to middle of cap elevation)
rprovD =
rprovD
rprovD
rprovD
L3-3 =Vu, 2-2 = 2 (fPn) / L2-2 = kips / ft
Vu, 3-3 = (fPn) / L3-3 = kips / ft
fVc = 2 f b d (fc')0.5 = kips / ft Vu, max
f =
CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
bc =
b1 =
b2 =
b0 = 2b1 + 2b2 =
Ap = b0 d in2 ft4
''2
,max0.85 1 10.383Muf c b fd c
f yr
'10.85
MAX
f c uf u ty
b r
40.0018 ,3MIN
TMINd
rr
112 113 2
v bb
231 21 36 1 1
db d bJb b
42, ,400
dy MINbcb
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
(cont'd)
95 ksi > 40 ksi [Satisfactory]
where 164.1 deg
31 in
31 in
105 in, conservative value
= 5542
90
0.4
y = 0 , conservative value as one way shear
CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
a =
b1 = (a / 360) (Dp / 4 + d) =
b2 = (a / 360) (Dp / 4 + d) =
b0 = (a / 360) (D + d) p =
Ap = b0 d in2
ft4
112 113 2
v bb
231 21 36 1 1
db d bJb b
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
Pile Cap Design for 2-Piles Pattern Based on ACI 318-14DESIGN CRITERIA
1.
2.USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.
3.
INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH = 4 ksi
REBAR YIELD STRESS = 60 ksiPILE DIAMETER D = 20 inCOLUMN SIZE (SHORT SIDE) C = 24 in
SINGLE PILE MAX LOADS OR CAPACITY = 130 k
(at the section of cap bottom face) = 400 ft-k
= 35 kPILE CLEAR DIST. (24" min, 2D reqd) Clear = 40 inEDGE DISTANCE (9" min) Edge = 12 in The Column Can Support Max Loads:
EFFECTIVE DEPTH d = 53 in 260 kips
CAP BOTTOM REINFORCING # 9 @ 12 in o.c., each way 473.3 ft-kips
70 kipsTHE PILE CAP DESIGN IS ADEQUATE.
ANALYSIS
Pile Spacing = 60 inCap Edge Length = 104.0 in
44.0 in, length of section 1-1104.4
0.0016
0.0007 < [Satisfactory]
0.0206 > [Satisfactory]
0.0009 < [Satisfactory]
CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5)
44.0 in, length of section 2-20.0 (No shear at "d" offset.)
0.0 (No shear at "d" offset.)
60.3 > [Satisfactory]where 0.75 (ACI 318 21.2)
190 ksi > 31 ksi [Satisfactory]
where 1.00 0.49367 2.0
(C + d) = 77 in
[(C + min(Edge , d)] = 36 in
226 in
= 11978 559
FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.
THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP BALANCED LOADS.
PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, SDS/10) TIMES AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)
fc'
fy
fPn
fMn
fVn
Pu,col ≤ fPn,col =
Mu,col ≤ fMn,col =
Vu,col ≤ fVn,col =
CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1)
L1-1 =Mu, 1-1 = ft-kips / ft, (to middle of cap elevation)
rprovD =
rprovD
rprovD
rprovD
L2-2 =Vu, 1-1 = (fPn) / L1-1 = kips / ft
Vu, 2-2 = (fPn) / L2-2 = kips / ft
fVc = 2 f b d (fc')0.5 = kips / ft Vu, max
f =
CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
bc =
b1 =
b2 =
b0 = 2b1 + 2b2 =
Ap = b0 d in2 ft4
''2
,max0.85 1 10.383Muf c b fd c
f yr
'10.85
MAX
f c uf u ty
b r
40.0018 ,3MIN
TMINd
rr
11
2 113 2
v bb
231 21 36 1 1
db d bJb b
42, ,400
dy MIN
bcb
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
(cont'd)
95 ksi > 67 ksi [Satisfactory]
where 94.3 deg
18 in
18 in
60 in, conservative value
= 3185
31
0.4
y = 0 , conservative value as one way shear
CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
a =
b1 = (a / 360) (Dp / 4 + d) =
b2 = (a / 360) (Dp / 4 + d) =
b0 = (a / 360) (D + d) p =
Ap = b0 d in2
ft4
112 113 2
v bb
231 21 36 1 1
db d bJb b
'( ) 2psi y fvc cff 10.5, ,( )P
bP Mu col u colvpsivu JA
![Structural Performance of Steel Pile Caps Strengthened ... · Appl. Sci. 2016, 6, 317 3 of 11 Continuing the research in [3], the structural performance of the steel pile cap strengthened](https://img.dokumen.tips/doc/110x75/5ca11bf988c993ce7d8ba68a/structural-performance-of-steel-pile-caps-strengthened-appl-sci-2016.jpg)
