HomeMy WebLinkAboutJEFF MCKINLEY BLDG - FOUNDATION DESIGNNOTES:l.
FOUNDATION DESIGN FOR JEFF MCKINLEY BUILDING
REXBURG.IDAHO
For Teton West Construction
Foundation configuration provided by John Bagley of Teton West
Construction.
Foundation loads from Behlen Drawing 2, Job No. M1907, dated 12/18/01.
Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 3-4.5 in.
Reinforcement bars shall be ASTM ,{6l5 with F":40,000 psi.
Concrete construction per ACI-3 18.
Allowable soil bearing pressure = 3000 psf
Rectangular piers shown on drawings may be replaced with circular piers
formed by sonotubes if the reinforcement is the same, the concrete area is equal
to that ofthe rectangular pier, and there is sufficient cover for the
reinforcement as required by ACI-3 18.
2.
a
)
5.
6,
INDEX
Detail
Corner Column Foundation for Frameline I
Interior Column Foundation for Frameline I
Foundation for Columns 2A,3A,4A, & 5A
Foundation for Columns 6A &74
Foundation for Columns 2D,3D,4D, & 5D
Foundation for Columns 6D &7D
Comer Column Foundation for Frameline 8
Interior Column Foundation for Frameline 8
2
J
4+
6
7
8
9
f*d€.Ylon"
3336di"ie
!\
a
ENDVALL
CENTER IN VALL
S I DEVAL L
PLAN VIfV
3/4
l8'
DIA. ANCHOR BOLTS
IN LENGTH
1.5' TYP,
4t \fcoa D oe t<, nn
5 S4 HORIZ. BARS CONTINUOUS
iN VALL
E S4 VERT, BARS IN CORNERS
OF ENLARGED VALL
l*_.,_o__*l E 18' O.C. TRANSVERSE
Sf CT i[N
JfFF MCKINLTY BUILDING
C!RNfR C!LUMN FlUNDATI[N F!R IRAMtLiNf 1
r ------ 3 H4 L0NGINTUDINAL BARS
IN VAI-L FOOIIN6
t?/?6/01
3
CENTER IN VALL
HAIRPIN BAR
INTO SLAB.
EX IEND
PLAN VIEV
t-II
SECTION
JtIF MCKINLfY BU]LDING
INTtRi!R C[LUMN FlUNDATI!N T[R TRAMTLINf 1
l?/?6/Ol
DIA. X I8' ANCHOR BOLTS
TIES AT IO' O,C.
S4 HAIRPIN INTO
l__...
SLAB
J ILNWALL KLII\I UKULMLN I
4 S4 VERT, BARS IN CORNERS
OF ENLARGED VALL
3 S4 LONoITUDINAL BARS
IN VALL TOOTIruC
S4 @ 18' O.C, TRANSVERSE
HAIRPIN, EXTEND MINIMUM OFFT, INTO SLAB,
l1!t-r
ltll\\-.-<#--....- ----
lB' viDE STEMVALL F00tN6
PLAN VIEV
DIA. X 18' ANCHOR BI]LTS.
$3 TIES, PLACED AS SHOVN
H5 HAIRPIN BAR INTOSLAB
BARS. EXTEND
SHOVN
SECTION
JIFF MCKINLEY BUILDING
FOUNDAIION FOR CDLUMNS 2A 34. 44 & 5A
t?/26/01
3/ 4'
4
4 S6 VERTICAL
INTO FOOTiNG AS
7 S5 BARS
SPACED AS
EACH VAY
SHO\/N
5
S5 HAIRPIN, EXTEND
4 FT. INTO SLAB.
MINIMUM OF
7',-0' s0. 27'
14 S6 VERTICAL BARS. EXTEND
INTE FOOTING AS SHOVN
PLAN VIEV
18' VIDE STEMVALL FOOTING
3/4' DlA. X l8',.ANCHoR B0LTS
S3 TIES, PLACED AS SHOVN
H5 HAIRPIN BAR INTO SLAB
stx
?4'
II
7',-0' s0
SECTION
ItrF'F' MCKTN Y PI ITI NING
FOUNDATINN FOR COLUMNS 64 & 7A
l2/?6/01
7 #6 BARS EACH VAY
SPACED AS SHOVN
lo
HAIRPIN, EXTEND MINIMUM OFFT, INIO SLAB.
III
18' VIDE STEMVALL FOOTING
7 frs BARS
SPACED AS
3/4' DIA, X 18' ANCHOR BOLTS
4 *3 TIES, PiACED AS SHOVN
H5 !]AIRPII\I BAR II.JTB SLAB
4 S5 VERTICAL
INTO FOOTING AS
t?,I
EACH VAY
SHOVN
SECTION
JEFF MCKINLEY BUILDING
lrlr\\==LL4J i \-,-
/-'-r-
PLAN VIEV
BARS, EXTEND
SHOVN
t?/26/01
$5 HAIRPIN, EXTEND MINIMUM OF
4 FT. INTO SLAB,
i i i l---------I.--L"f-< -\- ts' vtDE 'TEMVALL F00TING
PLAN VIEV
STEMVALL
3/4' DIA, X 18' ANCHOR.BOLTS.
4 S3 TIES, PLACED AS SHOVN
S5 HAIRPIN BAR INTO SLAB
4 S5 VERTICAL BARS. EXTEND
INTO FOOIIN6 AS SHOVN
7',-0' so
SECTiON
JEFF MCKINLEY BUILDING
FDUNDATIDN FER COLUMNS 6D & 7D
-l
II
I
EACH VAY
SHOVN
?4'II
7 S6 BARS
SPACED AS
g
ENDVALL
CTNTER IN VALL
S IDEVALL
PLAN VitV
/4
18',
DiA. ANCHOR BOLTS
IN .LINGTH
6RADE
#4 VERT. BARS 16'
3 #4 HORIZ. BARS
E.C.
CONTINUOUS
IN VALL
2 fl4 VERT. BARS IN CORNIRS
OF ENLARGED VALL
IF-e.-o,---l E I8' O.C. TRANSVERSE
STCTI!N
JfTI MCKINLTY BUILDING
C!RNfR ClLUMN tlUNDATI!N T!R fRAMfLINf B
?4'
IIIIT-
10'
_i_1 ===--3 S4 LONGiNTUDINAL BARS
IN VALL FOOTiNG
L?/?6/01
+
J(
IN VALL
HAIRPIN BAR.
INTO SLAB.
TXITND
PLAN VItV
I "'---J
X 18' ANCHOR
HAIRPIN INTO
BOLTS
SLAB
T-II
?'-0'
SEC T I[N
JtTT MCKINLTY BU]LDiNG
INTfR]!R C!LUMN T!UNDAT]!N F-!R FRAMtLINt B
l?/?6/01
10'
l_
.,,,"0LL REINFORCTMTNT
TYP. 4 S4 VTRT. BARS IN CORNERS
OT INLARGID VALL
3 S4 LONGITUDINAL BARS
IN VALL FOOTIN6
S4 E 18' O,C. TRANSVERSE
't