Grade Beam Reinforcing Schedule

Width Depth Bottom Reinf Ties

1'-6"GB1 1'-6" 2 - #9 #4 @ 12"cc

2'-0"GB2 2'-0" #5 @ 12"cc5 - #11

2 - #9

3 - #11

Top Reinf

GB3 3'-0" 2'-0" 6 - #114 - #11 2-#5 @ 12"cc

Schedule indicates basic reinforcing top and bottom. See beam elevationfor added bars as required.

Notes:

1.

2. See beam elevation for lap splice locations. See lap schedule sheet

Ties begin 2" from face of intersecting beam or pilecap. Alternate cap ties typical.3.

Grade Beam Elevation

end pilecaplap @ midspanClass A top bar

added end

added rebar xat interior typ

Basic Rebarsee schedule

lap splice

at midspan typadded rebar x

pilecap Class A

1 2

rebar

90° stdhooks, typ

GB1 GB2 @ pilecapNote:

over intersectingNS bars

Transition EW bars

or grade bm

Typical Pilecap Notes

All pilecaps to have top curtain of #5 @ 12"cc mineach way, 3" clear from top of pilecap, uno.Contractor and job inspector shall notify StructuralEngineer of any pile not driven in its proper locationas shown on drawings so that corrective measuresmay be taken if required. Piles driven more than 3"out of proper location shall be replaced with newpiles, as reqd, at no cost to owner.Where wall pours across the top or into the sideof pilecaps, provide dowels from pilecap with 48bar diameters embedment at same size andspacing as wall reinforcing. Projectdowels 48 bar diameters above pilecap.Bottom mat reinforcing at pilecaps to be 6" clearfrom bottom of cap w/ 90° standard hooks ea.end. Place longitudinal bars on bottom uno.Concrete pilecap 28 day strength to beF' = 4000psi.If pile must be cut off, use the following procedures:

a) if pile is cut off below point where minimum dowelembedment into sleeves at top of pile can not beachieved, a minimum of 4'-0" of strand shall extendinto pilecap.b) if pilecap is cut at point where minimum dowelembed into sleeves at top of pilecap can bemade, exposed strands to remain and providedowels in grouted sleeves as shown in .

If pile cut off exceeds maximum cut-off length, pileductile tie reinforcing must be evaluated andaccepted by Structural Engineer or a new pile mustbe driven.

See for typical pilecap section.

For pile extensions see detail

All pile caps shall be poured against undisturbednative soil or engineered fill.

c

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11. No dobies allowed on top of precast concrete piles.

230SN001-1

1S1.03

.

bottom reinf per pilecapdetails w/ 180° std hookea end, ea way typ

se

e p

ilec

ap

de

tail

for

thic

kn

es

s

conc columnper plan

8"

clr

#6 @ 12"cc EWtop, typ uno(see note) 3

" c

lr

6"

t.o

.p

ile

pile cap perplan, seespecific pilecap details forsize & reinf

typ

un

o

conc slabon gradeper plan

see plantof

see plantoc

se

ep

lan

#5 @ 12"cc aroundperimeter of pilecap(8"cc where slabedge occurs)

2'-6"

1'-6

"m

in

piles per

Plan @ EdgePlan

#5 Z-bars@ 8"cc

Ê col

pile cap

conc wall

pile cap Ê col

#5 Z-bars@ 12"cc

1S1.03

Note: Where top reinf, T, is indicated onplan per Foundation Note #5 on SheetS100, top reinf size & spacing shall matchbottom reinf w/ 180° std hook ea end, eaway typ.

tie/grade bm reinforcingper sections to terminate @blockout w/ std hook, typ

Ties to engage topmat of pile cap reinf.See tie/grade beamsections for tie sizeand spacing

È col

È c

ol

3'-6" thick

6-#9 ea waybottom

columnper plan

pile per 1S1.03

5'

- 0

"

5' - 0"

2' - 6" 2' - 6"

2' -

6"

2' -

6"

1

clr3"

3'- 6" deep

3' - 6"

7'

- 0

"

1' -

9"

1' -

9"

1' -

9"

1' -

9"

#4

tie

s @

6"c

c

typ

3"

clr

1' - 9"1' - 9"

4-#10 bottom4-#7 top

È c

ol

È col

pile cap & pilesee

2

1

S1.03

3

7' - 0"

6'

- 9

"

1' -

9"

2' -

2"

1' -

1"1'

- 9

"

2' - 8"

1' - 9" 1' - 9" 1' - 9" 1' - 9"

typ

3" clr

2' -

4"

3'- 6" deep

È col

È c

ol

4-#10 3 ways @ 6"cccenter over piles

#5 bott ea edge

pile cap & pile,see

1

S1.03

1' - 2"

typ

2"

clr

1' -

2"

"le

ng

th o

f p

ay

me

nt"

1"

5 @

1"c

cre

inf

du

cti

le s

pir

al

W4

@ 3

" p

itc

h

5 @

1"c

c

1"

120

% F

lex

ura

l Le

ng

thre

ma

ind

er

18" typ

4'

- 3

" m

infr

om

t.o

. c

ap

ma

x3

' -

0"

min

or

2" c

lr

4"

bo

tto

m o

fp

ilec

ap

t.o

. p

ile

tip elevation variestypical for estimating onlyActual depth to be field determinedby geotechnical engineer

#8 dowel typ@ È

Pile Notes:

1. Use 1/2"ø ASTM 416-68 gr.270"lowlax" strands; f' = 268,000p.s.i. A# 0.153"

2. Initial tension: 28,900 #/strandEffect: Prestress: 960 p.s.l.

3. Concrete strength:f'c = 4,000 p.s.i. @ transferf'c = 6,000 p.s.i @ 28 days

4. Design load capacities:

Typical 14"Ì PilesDL+LL = 200kDL+LL+S = 300kLateral = 15kTension = 150kMax moment = +550 in-kipsFlexural length = 45'-0"(includes 10 feet for maximum cutoff)

5. Pile Design Criteria:Combine axial load & bending:1) 1.4D2) 1.2D+1.6L+0.5Lr3) 1.2D+0.5L+1.6Lr4) 1.2D+0.5L+1.0E5) 0.9D-E

Pile manufacturer is to provide pile design calculations signed bya registered Professional Engineer. Provide additional mildreinforcing as required to provide required capacity. Spirals shownare a minimum and subject to manufacturer's design.

6. Placement of piles shall conform to the soils reportand under the continuous observation by a representative of that firm.Final pile depths to be determined in the field by the GeotechnicalEngineer.

7. Pile extension detail, if required, to be submitted to and approvedby Structural Engineer.

8. Provide driving follower to protect steel and strand extendedfrom pile typical.

..5

'-0

"

35

'- 0

"b

ott

om

of

pile

ca

p

.20

'-0

"P

.I

Fixed Pile Moment Diagram

point of fixity

5'-

0"

min

dense gravel-40.0' to -45.0' datumfor estimating

M+

+550 in-kips

5

3'-3"deep

14-#

7 b

ars

clr

3"

14-#7 bars

8'

- 6

"

8' - 6"

pile cap & pilesee

1

S1.03

È c

ol

È col

1' - 9" 2' - 6" 2' - 6" 1' - 9"

1' -

9"

2' -

6"

2' -

6"

1' -

9"

3'-3"deep

14-#

7 b

ars

clr

3"

14-#7 bars

7'

- 0

"

7' - 0"

pile cap & pilesee

1

S1.03

È c

ol

È col

1' - 9" 1' - 9" 1' - 9" 1' - 9"

1' -

9"

1' -

9"

1' -

9"

1' -

9"

4

Structural Engineers, Inc.Buehler & Buehler

tel 916.443.0303 fax 916.443.0313600 Q Street, Suite 200, Sacramento, CA 95811

S

S T A T E O F C A L I F O R N I ASTRUCTURAL

R

EFORPDERETSIGE

S I N

E N G I NE

ER

O A L

0

THIS DRAWING IS NOT FINAL OR TO BEUSED FOR CONSTRUCTION UNTIL IT ISSIGNED BY THE ARCHITECT/ENGINEER

REVISION BY DATE

4'

LAWRENCE E.JONES

Exp. 12/31/13No. 3138

As indicated

4/19

/201

2 10

:23:

15 A

MC:\

Use

rs\T

omKs\

Des

ktop

\_REV

IT\_

REV

IT 2

012\

S09

-167

00_C

ampu

s-Ty

pica

ls_T

KK_R

12.r

vt

19 APRIL 2012

S1.03

A DISCOVERY MUSEUM PROJECT

A9007.03

POWERHOUSE SCIENCECENTER

100% DESIGN DEVELOPMENT

PILE CAP DETAILS

S1.03

2

S1.03 3/8" = 1'-0"3Detail

S1.03 3/8" = 1'-0"4Detail S1.03

3/8" = 1'-0"5Detail S1.03 3/8" = 1'-0"6Detail

No ScaleS1.03

114"Ì Prestressed Concrete Pile

S1.03 3/8" = 1'-0"8Five Pile CapS1.03

3/8" = 1'-0"7Four Pile Cap

S1.03

9

No ScaleS1.03

10Detail

.

blockout

bottom reinf per pilecapdetails w/ 180° std hookea end, ea way typ

se

e p

ilec

ap

de

tail

for

thic

kn

es

s

columnper plan

8"

clr

#6 @ 12"cc EWtop, typ uno

3"

clr

6"

t.o

.p

ile

pile cap perplan, seespecific pilecap details forsize & reinf

typ

un

o

conc slabon gradeper plan

see plantof

see plantoc

se

ep

lan

#5 @ 12"cc aroundperimeter of pilecap(8"cc where slabedge occurs)

2'-6"

1'-6

"m

in

piles per

Plan @ EdgePlan

#5 Z-bars@ 8"cc

Ê col

pile cap

conc wall

pile cap Ê col

#5 Z-bars@ 12"cc

1S6.01

7S1.02

Typical Augered Pressure Grouted Pile(APG) Notes

bo

tto

m o

f

M

P.I

.

pile

ca

p

point offixity

Pinned Pile Moment Diagram

Designs herein are based on the use of 18" diameter augered pressure groutedpiles. The pile length is expected to be as noted in details & .Actual depth of piles is subject to field recommendationsby the Geotechnical Engineer.

Pile grout requirements:f'c = 4500 psi minimum compressive strength @ 28 daysFly ash content: 25-30% maximum cement replacementSee also spec section 31 63 16

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 ftlocation of M = 4 ftNote: Piles not relied upon for lateral load reistance.Pile reinforcing shown on sheet is adequate toresist 1/4" deflection at pile head.

Pile Design Criteria: Governing Load Combinationsa) D+L (allowable)b) 1.29D + 0.5L + ΩE (ultimate)c) 0.81D - ΩE @ tension piles (ultimate)

Combine axial load & bending in design of pile.Design shall be performed in accordance w/ 2010CBC, Section 1810.

Pile design and installation shall conform to the project soils report:#59633-06-1 by Geocon Consultants Inc. dated September 9, 2011 with continuousobservation by a representative of that firm. Pile design calculations, signed by alicensed structural engineer in the State of California, shall be submitted for reviewprior to contruction of piles.

1.

2.

3.

4.

5.

3S6.01

4S6.01

Fle

xu

ral L

en

gth

Provide testing on piles per the requirements of the specifications and 2010 CBCSection 1808.3.3. Additionally, pile load testing shall conform to therecommendations of the solis report. Submit a test pile plan showing the location ofthe test piles for approval prior to the commencement of testing. The test programshall 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 asdetermined by the geotechnical engineer. The construction of productionpile/foundations will not be allowed until the tests for pile capacities have beencompleted and the test results have been accepted by Geotechnical & StructuralEngineers.

6.

Typical Pile Cap Notes1. 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.

3. Where wall pours across the top or into the sideof pile caps, provide dowels from pile cap same sizeand spacing as wall reinforcing. Embed wall dowels tobottom layer of pile cap reinforcing per

Dowel projection into wall above perspecific sections at each condition.

4. Bottom mat reinforcing at pile caps to be 8" clearfrom bottom of cap w/ 180° standard hooks ea. end.Place longitudinal bars on bottom uno.

5. Minimum compressive strength of pile cap concrete isto be f'c = 5000 psi @ 28 days. See specs for type G concrete.

6. See for typical pile cap detail.

7. All pile caps shall be poured against undisturbednative soil or engineered fill per soils report.

8. No dobies allowed on top of piles.

5S6.01

3S6.02

6"

len

gth

pe

r G

eo

tec

hn

ica

l En

gin

ee

r

top ofpile cap

pile capbottom of

dri

lled

ho

le f

ille

d w

/ g

rou

t p

er

augered pressuregrouted pile

round HRC 555 T-headterminator at top of bars, typ(by Headed ReinforcementCorporation, ICC-ESR-2935)

1'- 4"Ø

#3 spiralsASTM A706

6-#8 vertsASTM A706

#9 grade 60 center reinf. barcontinuous full height of pile w/Lenton thrd coupler as required(by ERICO, ICC-ER 3967).Coordinate length w/ GeotechnicalEngineer and pile contractor. Couplerto develop 125% of rebar yield stress

3" clr

Section A-A

Pile Elevation

Notes:

Contractor shall submit pile design/build drawingsfor review and approvalAll piles are compression piles unless designatedas tension piles on plan per

All piles to be installed to specified length (minimum) orto practical refusal as determined by the GeotechnicalEngineer in the field.

1.

2.

3.

A A

3" clrtyp

3"c

c p

itc

h

3"

clr

spiral

#9 grade 60center bar

longitudinalbar typASTM A706

4S6.01

CompressionPile Detail

35ft. min,bottom of spiralreinf. cage(coordinate w/GeotechnicalEngineer & pilecontractor)

extend verticalreinforcing cont.out of augercast pile

center bar centralizer belowbottom of cage & at bottomof pile, see ,

10-

12-

11-

b.o.T-head

minimum of 2 tightturns at top

provide a minimumof 3 spacers,distributed radially@ 10'cc max alonglength of cagesee 1

S6

.01

3'-

6"

typ

1'-8

" ty

p a

to

ne

pile

ca

p

± 20

'-0

"cc

±10

'-0

"

ma

x

em

be

dm

en

t5

'- 0

" m

in

dense gravel layer-40.0' to 45.0' datum

TensionPile Detail

6"

35ft. min,bottom of spiralreinf. cage(coordinate w/GeotechnicalEngineer & pilecontractor)

top ofpile cap

bottom ofpile cap

dri

lled

ho

le f

ille

d w

/ g

rou

t p

er

augered pressuregrouted pile

1'- 4"Ø

#3 spiralsASTM A706

8-#8 vertsASTM A706

ASTM A615, grade 75, #18 centerreinf. bar continuous full heightofpile w/ Lenton thrd coupler asrequired (by ERICO, ICC-ER3967). Coordinate length w/Geotechnical Engineer and pilecontractor. Coupler to develop125% of rebar yield stress

3" clr

Section A-A

Pile Elevation

Notes:

Tension piles are indicated on foundation plan sheet S2.11& S2.12 and designated with a "T" next to the pile cap mark.

All piles to be installed to specified length (minimum) orto practical refusal as determined by the GeotechnicalEngineer in the field.

1.

2.

A A

len

gth

pe

r G

eo

tec

hn

ica

l En

gin

ee

r

3"c

c p

itc

h

typ3" clr

#18 grade 75center bar

longitudinalbar typASTM A706

spiral

3"

clr

see abv for condition @anchor É where occurs

Condition @Anchor É

12"

min

t.o. pilecap

#8 verts w/T-head attop @ pile,typ

column baseanchor bolts

Lenton thrd coupler asreq'd, coupler todevelop 125% of rebaryield stress

anchor Éwhere occurs

round HRC 555 T-headterminator at top of bars, typ(by Headed ReinforcementCorporation, ICC-ESR 2935)

extend verticalreinforcing cont.out of augercast pile

center bar centralizer belowbottom of cage & at bottomof pile, see ,10

-11-

12-

minimum of 2 tightturns at top

provide a minimumof 3 spacers,distributed radially@ 10'cc max alonglength of cagesee

b.o.T-head

Note:Center bar to be cut off to matchT-head location at Contractor'soption. Bar permitted to be cut off attop of pile.

1S

6.0

1

3'-

6"

typ

1'-8

" ty

p a

to

ne

pile

ca

p

± 20

'-0

"cc

±10

'-0

"m

ax

dense gravel layer-40.0' to 45.0' datum

2' -

5"

È col

È c

ol

2'-6" thick

6-#11 ea waybottom

3" clrtyp

columnper plan

pile per or , typ

1

3S6.01

4S6.01

5'

- 0

"

5' - 0"

2' - 6" 2' - 6"

2' -

6"

2' -

6"

È c

ol

È col

4'-6" thick

2'-3"

3" clrtyp

columncol per plan

6-#

11 b

ott

om

8-#5

2'-3"

piles peror , typ

2

4S6.01

3S6.01

5'

- 0

"

2' -

6"

2' -

6"

9' - 6"

2' - 6" 2' - 6"

È c

ol

È col

piles per or , typ

4'-6" thick

5-#11 bottom3 ways, centeredover piles

#5 bottom easide of cap

2'-3" 2'-3"

3" clrtyp

shaped cap @contractor'soption

2'-8

"1'-

4"

È columnper plan

3

4S6.01

3S6.01

9' - 6"

9'

- 0

"

2' -

6"

2' -

6"

2' - 6" 2' - 6"

1' - 6" 1' - 6"

3'

- 3

"

È col

È c

ol

4'-6" thick

3" clrtyp

columnper plan

11-#11 bottom

11-#

11 b

ott

om

2'-3"2'-3"

2'-3

"2'

-3"

piles peror , typ

4

3S6.01

4S6.01

9' - 6"

2' - 6" 2' - 6"

9'

- 6

"

2' -

6"

2' -

6"

È col

È c

ol

4'-6" thick

3" clrtyp

columnper plan

11-#11 bottom

11-#

11 b

ott

om

2'-3"2'-3"

2'-3

"2'

-3"

piles peror , typ

5

3S6.01

4S6.01

9' - 6"

2' - 6" 2' - 6"

9'

- 6

"

2' -

6"

2' -

6"

center bar

HDPE or PVCpipe, sch. 80

4-6 straps

pile Ø less 2"±

Upper Centralizer

end cap

center bar

HDPE or PVCpipe, sch. 80

galvanized bolt

4-6 straps

3"

pile Ø less 2" ±

Lower Centralizer

7"

2 3

/4"

2"

3"clr

3" Cover Clip Spacers- HDPE Plastic

Structural Engineers, Inc.Buehler & Buehler

tel 916.443.0303 fax 916.443.0313600 Q Street, Suite 200, Sacramento, CA 95811

S

S T A T E O F C A L I F O R N I ASTRUCTURAL

R

EFORPDERETSIGE

S I N

E N G I NE

ER

O A L

THIS DRAWING IS NOT FINAL OR TO BEUSED FOR CONSTRUCTION UNTIL IT ISSIGNED BY THE ARCHITECT/ENGINEER

REVISION BY DATE

LAWRENCE E.JONES

Exp. 12/31/13No. 3138

As indicated

4/19

/201

2 10

:23:

16 A

MC:\

Use

rs\T

omKs\

Des

ktop

\_REV

IT\_

REV

IT 2

012\

S09

-167

00_C

ampu

s-Ty

pica

ls_T

KK_R

12.r

vt

19 APRIL 2012

S1.03A

A DISCOVERY MUSEUM PROJECT

A9007.03

POWERHOUSE SCIENCECENTER

100% DESIGN DEVELOPMENT

ALTERNATE APG PILE & PILECAP DETAILS

S1.03A 3/8" = 1'-0"5Typical Pile Cap Detail

S1.03A

1

S1.03A

2

S1.03A

3

S1.03A

4

S1.03A 3/8" = 1'-0"6One Pile Cap

S1.03A 3/8" = 1'-0"7Two Pile Cap

S1.03A 3/8" = 1'-0"8Three Pile Cap S1.03A

3/8" = 1'-0"9Four Pile Cap

1 Revision 1 Date 1

S1.03A 3/8" = 1'-0"10Five Pile Cap

S1.03A 1 1/2" = 1'-0"11Detail S1.03A

1 1/2" = 1'-0"12Detail S1.03A 1 1/2" = 1'-0"13Detail