18" typ
Fixed Pile Moment Diagram
8. See
2" clr
typ
Pile manufacturer is to provide pile design calculations signed by
a registered Professional Engineer. Provide additional mild
reinforcing as required to provide required capacity. Spirals shown
are a minimum and subject to manufacturer's design.
9.
conc column
per plan
2'-6"
For pile extensions see detail
#6 @ 12"cc EW
top, typ uno
(see note)
8"
clr
tof
see plan
Buehler & Buehler
Structural Engineers, Inc.
600 Q Street, Suite 200, Sacramento, CA 95811
tel 916.443.0303 fax 916.443.0313
pile cap per
plan, see
specific pile
cap details for
size & reinf
1
S1.03
bottom reinf per pilecap
details w/ 180° std hook
ea end, ea way typ
Note: Where top reinf, T, is indicated on
plan per Foundation Note #5 on Sheet
S100, top reinf size & spacing shall match
bottom reinf w/ 180° std hook ea end, ea
way typ.
dense gravel
-40.0' to -45.0' datum
for estimating
Detail
3
3/8" = 1'-0"
S1.03
1"
5'-0" min
5 @ 1"cc
see
plan
#5 @ 12"cc around
perimeter of pilecap
(8"cc where slab
edge occurs)
1
for typical pilecap section.
S1.03
piles per
W4 @ 3" pitch
tie/grade bm reinforcing
per sections to terminate @
blockout w/ std hook, typ
Plan @ Edge
.
toc
see plan
8. Provide driving follower to protect steel and strand extended
from pile typical.
remainder
Plan
conc slab
on grade
per plan
7. Pile extension detail, if required, to be submitted to and approved
by Structural Engineer.
1' - 2"
pile cap
Ê col
conc wall
Ties to engage top
mat of pile cap reinf.
See tie/grade beam
sections for tie size
and spacing
10. All pile caps shall be poured against undisturbed
native soil or engineered fill.
11. No dobies allowed on top of precast concrete piles.
6. Placement of piles shall conform to the soils report
and under the continuous observation by a representative of that firm.
Final pile depths to be determined in the field by the Geotechnical
Engineer.
1' - 2"
pile cap
see pilecap
detail for
thickness
point of fixity
Ê col
3" clr
typ uno
Typical 14"Ì Piles
DL+LL = 200k
DL+LL+S = 300k
Lateral = 15k
Tension = 150k
Max moment = +550 in-kips
Flexural length = 45'-0"
(includes 10 feet for maximum cutoff)
1. All pilecaps to have top curtain of #5 @ 12"cc min
each way, 3" clear from top of pilecap, uno.
2. Contractor and job inspector shall notify Structural
Engineer of any pile not driven in its proper location
as shown on drawings so that corrective measures
may be taken if required. Piles driven more than 3"
out of proper location shall be replaced with new
piles, as reqd, at no cost to owner.
3. Where wall pours across the top or into the side
of pilecaps, provide dowels from pilecap with 48
bar diameters embedment at same size and
spacing as wall reinforcing. Project
dowels 48 bar diameters above pilecap.
4. Bottom mat reinforcing at pilecaps to be 6" clear
from bottom of cap w/ 90° standard hooks ea.
end. Place longitudinal bars on bottom uno.
5. Concrete pilecap 28 day strength to be
F'c= 4000psi.
6. If pile must be cut off, use the following procedures:
a) if pile is cut off below point where minimum dowel
embedment into sleeves at top of pile can not be
achieved, a minimum of 4'-0" of strand shall extend
into pilecap.
b) if pilecap is cut at point where minimum dowel
embed into sleeves at top of pilecap can be
made, exposed strands to remain and provide
dowels in grouted sleeves as shown in
.
7. If pile cut off exceeds maximum cut-off length, pile
ductile tie reinforcing must be evaluated and
accepted by Structural Engineer or a new pile must
be driven.
t.o.
pile
4. Design load capacities:
35'- 0"
20'-0"
+550 in-kips
#5 Z-bars
@ 8"cc
#5 Z-bars
@ 12"cc
230SN001-1
1'-6"
min
M+
3. Concrete strength:
f'c = 4,000 p.s.i. @ transfer
f'c = 6,000 p.s.i @ 28 days
Typical Pilecap Notes
6"
bottom of
pilecap
.
.
S1.03
5'-0"
2. Initial tension: 28,900 #/strand
Effect: Prestress: 960 p.s.l.
.
bottom of
pilecap
4' - 3" min
5 @ 1"cc
Use 1/2"ø ASTM 416-68 gr.270
"lowlax" strands; f' = 268,000
p.s.i. A# 0.153"
5. Pile Design Criteria:
Combine axial load & bending:
1) 1.4D
2) 1.2D+1.6L+0.5Lr
3) 1.2D+0.5L+1.6Lr
4) 1.2D+0.5L+1.0E
5) 0.9D-E
ductile spiral
reinf
120% Flexural Length
"length of payment"
1.
2
P.I
t.o. pile
Pile Notes:
4"
1"
3' - 0" min or 2" clr
from t.o. cap max
#8 dowel typ
@È
tip elevation varies
typical for estimating only
Actual depth to be field determined
by geotechnical engineer
14"Ì Prestressed Concrete Pile
1
No Scale
S1.03
È col
8' - 6"
È col
È col
È col
Detail
5
S1.03
1' - 9"
8' - 6"
1' - 9"
2' - 6"
È col
14-#7 bars
1' - 9"
1' - 9"
S1.03
14-#7 bars
3'-3"
deep
S1.03
3'-3"
deep
14-#7 bars
7' - 0"
3/8" = 1'-0"
3
Detail
6
3/8" = 1'-0"
S1.03
4
Four Pile Cap
7
S1.03
3/8" = 1'-0"
5
Five Pile Cap
8
S1.03
3/8" = 1'-0"
R
2
2' - 6"
1' - 9"
È col
2' - 4"
1' - 9"
pile cap & pile
see
1
ED
C:\Users\TomKs\Desktop\_REVIT\_REVIT 2012\S09-16700_Campus-Typicals_TKK_R12.rvt
Top Reinf
Width
Depth
GB1
1'-6"
1'-6"
2 - #9
2 - #9
#4 @ 12"cc
GB2
2'-0"
2'-0"
3 - #11
5 - #11
#5 @ 12"cc
6 - #11
2-#5 @ 12"cc
GB3
3'-0"
2'-0"
4 - #11
Bottom Reinf
IA
added rebar x
at interior typ
REVISION
BY
DATE
added rebar x
at midspan typ
Ties
Notes:
1.
EER
Grade Beam Reinforcing Schedule
STRUCTURAL
TE
RN
OF CA LI F O
THIS DRAWING IS NOT FINAL OR TO BE
USED FOR CONSTRUCTION UNTIL IT IS
SIGNED BY THE ARCHITECT/ENGINEER
100% DESIGN DEVELOPMENT
2
Class A top bar
lap @ midspan
GIN
S1.03
end pilecap
L
JONES
S
9
F E SS I O
NA
No. 3138
Exp. 12/31/13
TA
1
P RO
LAWRENCE E.
R E GI S
S1.03
1' - 9"
3"
clr
EN
Detail
3/8" = 1'-0"
1' - 9"
1' - 9"
3"
clr
pile cap & pile
see
1
3'- 6" deep
4-#7 top
4-#10 bottom
4
1' - 9"
7' - 0"
2' - 2"
3" clr
typ
1' - 9"
1
1' - 9"
1' - 9"
1' - 9"
È col
4-#10 3 ways @ 6"cc
center over piles
3'- 6" deep
3'-6" thick
1' - 9"
2' - 6"
TE
3"
clr
1' - 9"
#5 bott ea edge
1' - 1"
6' - 9"
1' - 9"
2' - 6"
6-#9 ea way
bottom
1' - 9"
1
S1.03
#4 ties @ 6"cc
5' - 0"
2' - 6"
pile per
7' - 0"
column
per plan
1' - 9"
2' - 6"
È col
2' - 6"
S1.03
1' - 9"
5' - 0"
2' - 8"
S1.03
pile cap & pile
see
1
3" clr
typ
È col
È col
1' - 9"
1' - 9"
1' - 9"
pile cap & pile,
see
1
2' - 6"
14-#7 bars
3' - 6"
1' - 9"
7' - 0"
Schedule indicates basic reinforcing top and bottom. See beam elevation
for added bars as required.
90° std
hooks, typ
added end
rebar
GB1
pilecap
or grade bm
Basic Rebar
see schedule
GB2
Grade Beam Elevation
2. See beam elevation for lap splice locations. See lap schedule sheet
3. Ties begin 2" from face of intersecting beam or pilecap. Alternate cap ties typical.
Detail
10
S1.03
Class A
lap splice
@ pilecap
Note:
Transition EW bars
over intersecting
NS bars
A DISCOVERY MUSEUM PROJECT
POWERHOUSE SCIENCE
CENTER
No Scale
PILE CAP DETAILS
4/19/2012 10:23:15 AM
A9007.03
As indicated
19 APRIL 2012
S1.03
0
4'
6. See
5
for typical pile cap detail.
S6.01
Compression
Pile Detail
7. All pile caps shall be poured against undisturbed
native soil or engineered fill per soils report.
8. No dobies allowed on top of piles.
2'-3"
2' - 6"
2'-3"
2'-3"
8
see
plan
see pilecap
detail for
thickness
3" clr
typ uno
1'-6"
min
t.o.
pile
8"
clr
6"
3" clr
typ
6-#11 bottom
2' - 6"
, typ
3 or
4
S6.01
S6.01
3" clr
typ
column
col per plan
2'-6" thick
One Pile Cap
6
S1.03A
3/8" = 1'-0"
4'-6" thick
Two Pile Cap
7
S1.03A
3/8" = 1'-0"
3
S6.01
2'-3"
2'-3"
2' - 6"
piles per
or
, typ
4
S6.01
2'-3"
2' - 6"
2'-3"
9' - 6"
È col
3" clr
typ
Four Pile Cap
column
per plan
11-#11 bottom
4'-6" thick
9
3/8" = 1'-0"
Five Pile Cap
10
S1.03A
3/8" = 1'-0"
ED
F E SS I O
NA
L
EER
JONES
No. 3138
Exp. 12/31/13
S
TA
STRUCTURAL
TE
RN
OF CA LI F O
THIS DRAWING IS NOT FINAL OR TO BE
USED FOR CONSTRUCTION UNTIL IT IS
SIGNED BY THE ARCHITECT/ENGINEER
IA
100% DESIGN DEVELOPMENT
pile Ø less 2" ±
pile Ø less 2"±
REVISION
center bar
center bar
1
BY
Revision 1
DATE
Date 1
HDPE or PVC
pipe, sch. 80
HDPE or PVC
pipe, sch. 80
3"
clr
2 3/4"
7"
A DISCOVERY MUSEUM PROJECT
4-6 straps
4-6 straps
galvanized bolt
end cap
3"
C:\Users\TomKs\Desktop\_REVIT\_REVIT 2012\S09-16700_Campus-Typicals_TKK_R12.rvt
P RO
LAWRENCE E.
R E GI S
S1.03A
5
GIN
S1.03A
4'-6" thick
4
1
S6.01
3"cc pitch
2' - 6"
column
per plan
11-#11 bottom
3/8" = 1'-0"
pile per
8-#5
1
2' - 6"
EN
Three Pile Cap
11-#11 bottom
2'-3"
3" clr
typ
#5 bottom ea
side of cap
4'-6" thick
drilled hole filled w/ grout per
1'-8" typ at
one pile cap
3'-6" typ
6"
piles per
or
, typ
4
S6.01
2' - 6"
2'-3"
È column
per plan
2'-3"
column
per plan
6-#11 ea way
bottom
9' - 6"
3
S6.01
2' - 6"
3' - 3"
2' - 6"
3" clr
typ
2'-3"
È col
9' - 6"
È col
2' - 6"
2'-8"
5-#11 bottom
3 ways, centered
over piles
1'-4"
9' - 0"
3
4
or
, typ
S6.01
S6.01
2' - 6"
2
shaped cap @
contractor's
option
1' - 6"
piles per
È col
Tension piles are indicated on foundation plan sheet S2.11
& S2.12 and designated with a "T" next to the pile cap mark.
2' - 6"
1' - 6"
3
Notes:
2' - 6"
piles per
or
, typ
4
S6.01
2' - 6"
2'-3"
center bar centralizer below
bottom of cage & at bottom
of pile, see
,
10
11
-
3
S6.01
9' - 6"
S1.03A
9' - 6"
2' - 6"
augered pressure
grouted pile
Tension S1.03A
Pile Detail
9' - 6"
2' - 6"
3/8" = 1'-0"
S1.03A
5' - 0"
4
3
5
È col
2' - 6"
È col
È col
Typical Pile Cap Detail
2. All piles to be installed to specified length (minimum) or
to practical refusal as determined by the Geotechnical
Engineer in the field.
3. All piles to be installed to specified length (minimum) or
to practical refusal as determined by the Geotechnical
Engineer in the field.
bottom reinf per pilecap
details w/ 180° std hook
ea end, ea way typ
R
4. Bottom mat reinforcing at pile caps to be 8" clear
from bottom of cap w/ 180° standard hooks ea. end.
Place longitudinal bars on bottom uno.
5. Minimum compressive strength of pile cap concrete is
to be f'c = 5000 psi @ 28 days. See specs for type G concrete.
1
S6.01
TE
2.
pile cap per
plan, see
specific pile
cap details for
size & reinf
È col
Pile Elevation
1.
Contractor shall submit pile design/build drawings
for review and approval
All piles are compression piles unless designated
as tension piles on plan per
4
S6.01
600 Q Street, Suite 200, Sacramento, CA 95811
tel 916.443.0303 fax 916.443.0313
2' - 6"
1.
Buehler & Buehler
Structural Engineers, Inc.
5' - 0"
Notes:
piles per
dense gravel layer
-40.0' to 45.0' datum
tof
see plan
11-#11 bottom
3. Where wall pours across the top or into the side
of pile caps, provide dowels from pile cap same size
and spacing as wall reinforcing. Embed wall dowels to
bottom layer of pile cap reinforcing per
3
Dowel projection into wall above per
specific sections at each condition.
S6.02
spiral
#18 grade 75
center bar
center bar centralizer below
bottom of cage & at bottom
of pile, see
,
10
11
-
Pile Elevation
A
longitudinal
bar typ
ASTM A706
#6 @ 12"cc EW
top, typ uno
2' - 6"
augered pressure
grouted pile
#5 @ 12"cc around
perimeter of pilecap
(8"cc where slab
edge occurs)
toc
see plan
È col
3" clr
1. All pile caps to have top curtain of #6 @ 12"cc min EW,
3" clear from top of pilecap, typ. uno.
2. Contractor and job inspector shall notify
Structural Engineer of any pile not installed in its
proper location as shown on drawings, so that
corrective measures may be taken if required.
Piles not installed within tolerances per specifications,
shall be corrected, as required, at no cost to owner.
2'-6"
blockout
7
S1.02
conc slab
on grade
per plan
2' - 6"
#9 grade 60
center bar
Plan @ Edge
.
column
per plan
2' - 5"
Typical Pile Cap Notes
S1.03A
A
35ft. min,
bottom of spiral
reinf. cage
(coordinate w/
Geotechnical
Engineer & pile
contractor)
Plan
3" clr
typ
provide a minimum
of 3 spacers,
distributed radially
@ 10'cc max along
length of cage
see
12
-
5'- 0" min
embedment
longitudinal
bar typ
ASTM A706
dense gravel layer
-40.0' to 45.0' datum
minimum of 2 tight
turns at top
± 20'-0"cc
spiral
conc wall
round HRC 555 T-head
terminator at top of bars, typ
(by Headed Reinforcement
Corporation, ICC-ESR 2935)
see abv for condition @
anchor É where occurs
bottom of
pile cap
±10'-0"
max
35ft. min,
bottom of spiral
reinf. cage
(coordinate w/
Geotechnical
Engineer & pile
contractor)
A
extend vertical
reinforcing cont.
out of auger
cast pile
pile cap
Ê col
pile cap
top of
pile cap
b.o.
T-head
3" clr
A
1
S6.01
3" clr
typ
provide a minimum
of 3 spacers,
distributed radially
@ 10'cc max along
length of cage
see
12
-
drilled hole filled w/ grout per
Provide testing on piles per the requirements of the specifications and 2010 CBC
Section 1808.3.3. Additionally, pile load testing shall conform to the
recommendations of the solis report. Submit a test pile plan showing the location of
the test piles for approval prior to the commencement of testing. The test program
shall represent all loading conditions on the site. Per 2010 CBC Section 1810.3.3.1.2,
at least one pile shall be tested in each area of uniform subsoil conditions as
determined by the geotechnical engineer. The construction of production
pile/foundations will not be allowed until the tests for pile capacities have been
completed and the test results have been accepted by Geotechnical & Structural
Engineers.
round HRC 555 T-head
terminator at top of bars, typ
(by Headed Reinforcement
Corporation, ICC-ESR-2935)
3"cc pitch
6.
extend vertical
reinforcing cont.
out of auger
cast pile
minimum of 2 tight
turns at top
length per Geotechnical Engineer
1'-8" typ at
one pile cap
3'-6" typ
6"
Pile design and installation shall conform to the project soils report:
#59633-06-1 by Geocon Consultants Inc. dated September 9, 2011 with continuous
observation by a representative of that firm. Pile design calculations, signed by a
licensed structural engineer in the State of California, shall be submitted for review
prior to contruction of piles.
b.o.
T-head
bottom of
pile cap
point of
fixity
Pinned Pile Moment Diagram
5.
Condition @
Anchor É
top of
pile cap
Ê col
Note:
Center bar to be cut off to match
T-head location at Contractor's
option. Bar permitted to be cut off at
top of pile.
Section A-A
± 20'-0"cc
Combine axial load & bending in design of pile.
Design shall be performed in accordance w/ 2010
CBC, Section 1810.
2
bottom of
pilecap
Flexural Length
Pile Design Criteria: Governing Load Combinations
a) D+L (allowable)
b) 1.29D + 0.5L + ΩE (ultimate)
c) 0.81D - ΩE @ tension piles (ultimate)
M
8-#8 verts
ASTM A706
Section A-A
length per Geotechnical Engineer
4.
Design load capacities for 16"Ø piles:
DL + LL = 200 kips allowable (1.0D + 1.0L)
DL + LL + seismic = 550 kips ultimate (1.29D + 0.5L + ΩE)
uplift = 300 kips ultimate (0.9D - ΩE)
flexural length = 10 ft
location of M = 4 ft
Note: Piles not relied upon for lateral load reistance.
Pile reinforcing shown on sheet is adequate to
resist 1/4" deflection at pile head.
anchor É
where occurs
#5 Z-bars
@ 8"cc
#5 Z-bars
@ 12"cc
#3 spirals
ASTM A706
t.o. pilecap
r
cl
3"
3.
Pile grout requirements:
f'c = 4500 psi minimum compressive strength @ 28 days
Fly ash content: 25-30% maximum cement replacement
See also spec section 31 63 16
6-#8 verts
ASTM A706
r
cl
3"
2.
Designs herein are based on the use of 18" diameter augered pressure grouted
piles. The pile length is expected to be as noted in details
&
.
3
4
Actual depth of piles is subject to field recommendations
by the Geotechnical Engineer.
S6.01
S6.01
P.I.
1.
#9 grade 60 center reinf. bar
continuous full height of pile w/
Lenton thrd coupler as required
(by ERICO, ICC-ER 3967).
Coordinate length w/ Geotechnical
Engineer and pile contractor. Coupler
to develop 125% of rebar yield stress
ASTM A615, grade 75, #18 center
reinf. bar continuous full height
ofpile w/ Lenton thrd coupler as
required (by ERICO, ICC-ER
3967). Coordinate length w/
Geotechnical Engineer and pile
contractor. Coupler to develop
125% of rebar yield stress
5' - 0"
#3 spirals
ASTM A706
1'- 4"Ø
È col
Typical Augered Pressure Grouted Pile
(APG) Notes
S1.03A
±10'-0"
max
1
column base
anchor bolts
#8 verts w/
T-head at
top @ pile,
typ
12" min
Lenton thrd coupler as
req'd, coupler to
develop 125% of rebar
yield stress
1'- 4"Ø
Upper Centralizer
Detail
11
S1.03A
Lower Centralizer
1 1/2" = 1'-0"
Detail
12
S1.03A
POWERHOUSE SCIENCE
CENTER
2"
3" Cover Clip Spacers- HDPE Plastic
1 1/2" = 1'-0"
Detail
13
S1.03A
1 1/2" = 1'-0"
ALTERNATE APG PILE & PILE
CAP DETAILS
4/19/2012 10:23:16 AM
A9007.03
As indicated
19 APRIL 2012
S1.03A