ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAI
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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. :
DATE :
REVIEW BY :
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Drilled Cast-in-place Pile Design Based on ACI 318-14
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DESIGN CRITERIA
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1.
ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP.
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2.
FROM PILE CAP BALANCED LOADS & REACTIONS, DETERMINE MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.
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INPUT DATA & DESIGN SUMMARY
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CONCRETE STRENGTH
fc'=10ksi
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VERT. REBAR YIELD STRESS
fy=70ksi
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PILE DIAMETER
D=20in
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PILE LENGTH
L=45ft
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FACTORED AXIAL LOAD
Pu=30k1.
PILE TOP SHEAR, Vu, & MOMENT, Mu, RELATIONSHIP
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FACTORED MOMENT LOAD
Mu=120ft-k< == Tips:
MUST BE FROM SOIL REPORT (RV vs RM) DIAGRAM.
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FACTORED SHEAR LOAD
Vu=20k
THEY ARE NON-LINEAR SET AND EQUAL AT ALL TOP
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PILE VERT. REINF.
8#6
OF PILES FOR RIGID PILE CAP. USING LINEAR
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SEISMIC DESIGN (ACI 18.13.4) ?
Yes
SPRINGS TO MODEL THEM IS INADEQUATE.
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LATERAL REINF. OPTION (0=Spirals, 1=Ties)
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Ties
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PILE CAPS SHALL BE INTERCONNECTED BY TIES
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LATERAL REINFORCEMENT
#4@8
in o.c.
WITH Min(0.25, SDS/10) TIMES AXIAL VERT
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(spacing 3.0 in o.c. at top end of 10.0 ft.)
COLUMN LOADING. (2015 IBC 1810.3.13). TO CONSIDER
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(2015 IBC 1810.3.9 & ACI 18.13.4)
CONCRETE TENSION CREAKED, THE TIE BEAM
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SHOULD NOT BE LATERAL REACTION MEMBER.
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( Ldh =9in&Lhk =14in )
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THE PILE DESIGN IS ADEQUATE.
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3.
See PrestressedConcreteCircularHollowSection.xls at Bridge Group
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ANALYSIS
for Prestressed Concrete Circular Hollow Pole/Pile Design
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CHECK PILE LIMITATIONS
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fc' =4ksi>4ksi
[Satisfactory]
(2015 IBC Table 1808.8.1)
4.
How does the software relate the pier or pile to the soils?
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D =24in>
MAX( L / 30 , 12 in)
[Satisfactory]
(2015 IBC 1810.3.5.2)
1).
For soil capacities, check Soil Report from Geotechnical Engineer (Soil or
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Soils Engineer), including soil capacities for pile axial and lateral directions.
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CHECK FLEXURAL & AXIAL CAPACITY
2).
For concrete pile section forces (this software inputs), use maximum
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pile axial capacity from Soil Report as axial section force. If the pile fixed
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at top end, the lateral section moment and shear force should be based
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on the cantilever beam calculation. If pile pinned at top, moment and shear
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should be based on simply supported beam with maximum lateral soil stress.
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f Pmax =F f [ 0.85 fc' (Ag - Ast) + fy Ast] =
941,0979569
kips., (at max axial load, ACI 318-14 22.4.2)
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whereF = 0,8
, ACI 318-14 22.4.2
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f = 0,65
(ACI 318-14 21.2)
>Pu
[Satisfactory]
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Ag =452in2.Ast =4,80in2.
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(cont'd)
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f Pn (kips)
f Mn (ft-kips)
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AT COMPRESSION ONLY
9410
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AT MAXIMUM LOAD
941132
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AT 0 % TENSION
789208
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f Pn (k)
AT 25 % TENSION
651250
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AT 50 % TENSION
536267
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AT e t = 0.002
367270
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AT BALANCED CONDITION
360272
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AT e t = 0.005
153279
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AT FLEXURE ONLY
0183
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AT TENSION ONLY
-2590
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f Mn (ft-k)
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a = Cbb1 =10
in (at balanced strain condition, ACI 21.2.2)
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f =
0.75 + ( et - 0.002 ) (50), for Spiral
=0,656(ACI 318-14 21.2)
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0.65 + ( et - 0.002 ) (250 / 3), for Ties
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where
Cb = d ec / (ec + es) =
12inet =
0.002069
ec =0,003
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d =20,0625
in, (ACI 20.6)
b1 =0,85
( ACI 318-14 22.2.2.4.3)
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f Mn = 0.9 Mn =
183
ft-kips @ Pn = 0, (ACI 318-14 21.2) ,& et,max = 0.004, (ACI 318-14 21.2.3)
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f Mn =246
ft-kips @ Pu =
100
kips
>Mu
[Satisfactory]
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rmax=0,08
(ACI 318-14 10.6)
rprovd=0,011
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rmin=0,005
(2015 IBC 1810.3.9.4.2)
[Satisfactory]
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CHECK SHEAR CAPACITY
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f Vn = f (Vs + Vc) =
90
kips, (ACI 318-14 22.5)
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>Vu
[Satisfactory]
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wheref =0,75
(ACI 318-14 21.2)
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A0 =316in2.
Av =
0,40in2.fy =60ksi
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Vc =
2 (fc')0.5A0 =
40,0
kips, (ACI 318-14 22.5)
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Vs =
MIN (d fy Av / s , 8 (fc')0.5A0) =
80,3
kips, (ACI 318-14 22.5.1)
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smax=10,5
(2015 IBC 1810.3.9.4.2)
sprovd=6in
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smin=1
[Satisfactory]
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 rs =
0.12 fc' / fyt =
0,008<
rs,provd =
0,008
[Satisfactory]
(ACI 318-14 18.13.4.3 & 18.7.5.1)
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