HomeMy WebLinkAboutHarris Architecture Palisades Apartments (Rexburg) 3110323 - Stamped (1)G
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SOIL AND FOUNDATIONS1.Geotechnical investigations shall confo
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Footings and foundations shall be cons
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2.Where required, the owner shall submi
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IBC 1803. The contractor shall inform t
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consistent with the investigation report
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3.Excavations for any purpose shall not r
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protecting the footing or foundation ag
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4.Excavation outside the foundation shall
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and boulders or with a controlled low-s
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5.The ground immediately adjacent to th
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distance of 10 feet measured perpendi
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from the foundation. Impervious surfac
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(2018 IBC 1804.4).6.Footings and foundations shall be built
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CLSM shall conform to 2018 IBC 1804.
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7.The top surface of the footings shall be
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slope. Footings shall be stepped wher
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surface of the ground has more than a
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8.The minimum depth of footings below t
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F
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walls, piers and other permanent supp
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frost (2018 IBC 1809.5).9.The placement of footings on or adjace
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10.Floors of basements shall be placed ov
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around the foundation perimeter that c
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passes through a No. 4 sieve (2018 IB
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11.Backfill shall not be placed against a fo
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or is sufficiently braced to prevent dam
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4
feet of unbalanced backfill (R404.1.7).12.Foundation waterproofing and damppr
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.
CONCRETE1.Concrete materials, quality control, and
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.
2.Compressive strength (minimum specif
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2.1.Footings: 3,0
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2.2.Interior floor slabs on grade:3,0
0
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2.3.Exterior floor slabs on grade:4,0
0
0
p
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2.4.Suspended slabs: 4,0
0
0
p
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2.5.Walls: 3,0
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(
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3.Materials3.1.Cements (ASTM C 150). Concret
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maximum water-cementitious mat
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19.3.1.1 & 19.3.2.1.3.2.Aggregates (ASTM C 33): nomina
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dimension between forms, nor 1/3
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wires, tendons, or ducts (ACI 318-
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.
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.
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)
.
3.3.Water used in mixing concrete sh
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organic materials, or other substa
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3.4.Admixtures shall be subject to pri
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26.4.1.4.1.b).3.5.Concrete exposed to freezing and
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318-14 Table 19.3.3.1. Tolerance
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e
r
e
d
s
h
a
l
l
b
e
p
l
u
s
/
m
i
n
u
s
1
.
5
p
e
r
c
e
n
t
(
A
C
I
3
1
8
-
1
4
R26.4.2.1(a)(5)).4.Steel Reinforcement4.1.Deformed bars: fy = 60 ks
i
(
A
S
T
M
A
6
1
5
)
4.2.Welded plain wire: fy = 60 ks
i
(
A
S
T
M
A
1
0
6
4
)
4.3.Deformed Bar Anchors (DBA) (AS
T
M
A
1
0
6
4
)
4.4.Headed Stud Anchors (HSA) (AS
T
M
A
1
0
8
)
4.5.At the time concrete is placed, rei
n
f
o
r
c
e
m
e
n
t
s
h
a
l
l
b
e
f
r
e
e
f
r
o
m
i
c
e
,
m
u
d
,
o
i
l
,
o
r
o
t
h
e
r
n
o
n
m
e
t
a
l
l
i
c
c
o
a
t
i
n
g
s
t
h
a
t
decrease bond (ACI 318-14 26.6.
1
.
2
)
.
4.6.Reinforcement shall be accurately
p
l
a
c
e
d
a
n
d
a
d
e
q
u
a
t
e
l
y
s
u
p
p
o
r
t
e
d
b
e
f
o
r
e
c
o
n
c
r
e
t
e
i
s
p
l
a
c
e
d
,
a
n
d
s
h
a
l
l
b
e
s
e
c
u
r
e
d
against displacement (ACI 318-14
2
6
.
6
.
2
.
2
)
.
4.7.Details of reinforcement shall conf
o
r
m
t
o
A
C
I
3
1
8
-
1
4
C
h
a
p
t
e
r
2
5
.
5.Minimum concrete cover (ACI 318-14
T
a
b
l
e
2
0
.
6
.
1
.
3
.
1
)
5.1.Concrete cast against and expose
d
t
o
e
a
r
t
h
:
3
i
n
c
h
e
s
5.2.Concrete exposed to earth or wea
t
h
e
r
:
5.2.1.No. 6 through No. 18 bars:
2
i
n
c
h
e
s
5.2.2.No. 5 bar, W31 wire, and sm
a
l
l
e
r
:
1
.
5
i
n
c
h
e
s
5.3.Concrete not exposed to earth or
w
e
a
t
h
e
r
:
5.3.1.Slabs, walls, joists No. 11 ba
r
a
n
d
s
m
a
l
l
e
r
:
0
.
7
5
i
n
c
h
e
s
5.3.2.Beams, columns primary rein
f
.
,
t
i
e
s
,
s
t
i
r
r
u
p
s
:
1
.
5
i
n
c
h
e
s
6.Formwork shall conform to ACI 318-14
S
e
c
t
i
o
n
s
2
6
.
1
1
a
n
d
2
6
.
1
2
a
n
d
A
C
I
3
4
7
.
F
o
r
m
s
s
h
a
l
l
b
e
r
e
m
o
v
e
d
i
n
a
m
a
n
n
e
r
a
s
n
o
t
to impair safety and serviceability of th
e
s
t
r
u
c
t
u
r
e
.
C
o
n
c
r
e
t
e
e
x
p
o
s
e
d
b
y
f
o
r
m
r
e
m
o
v
a
l
s
h
a
l
l
h
a
v
e
s
u
f
f
i
c
i
e
n
t
s
t
r
e
n
g
t
h
n
o
t
t
o
be damaged by removal operation (AC
I
3
1
8
-
1
4
2
6
.
1
1
.
2
)
.
7.Conduits, pipes, and sleeves of any m
a
t
e
r
i
a
l
n
o
t
h
a
r
m
f
u
l
t
o
c
o
n
c
r
e
t
e
a
n
d
w
i
t
h
i
n
t
h
e
l
i
m
i
t
a
t
i
o
n
s
o
f
A
C
I
3
1
8
-
1
4
2
0
.
7
s
h
a
l
l
b
e
approved by the registered design prof
e
s
s
i
o
n
a
l
i
n
r
e
s
p
o
n
s
i
b
l
e
c
h
a
r
g
e
(
A
C
I
3
1
8
-
1
4
2
0
.
7
)
.
8.Construction joints shall be so made a
n
d
l
o
c
a
t
e
d
a
s
n
o
t
t
o
i
m
p
a
i
r
t
h
e
s
t
r
e
n
g
t
h
o
f
t
h
e
s
t
r
u
c
t
u
r
e
(
A
C
I
3
1
8
-
1
4
1
8
.
1
0
.
9
)
.
S
a
w
c
u
t
or tooled joint 25% of slab thickness wi
t
h
i
n
1
2
h
o
u
r
s
o
f
p
o
u
r
o
r
p
r
o
v
i
d
e
e
x
p
a
n
s
i
o
n
s
t
r
i
p
s
w
i
t
h
#
4
x
4
8
"
@
1
6
"
O
.
C
.
c
r
o
s
s
i
n
g
the joint. Max spacing between joints s
h
a
l
l
n
o
t
e
x
c
e
e
d
3
6
t
i
m
e
s
t
h
e
s
l
a
b
t
h
i
c
k
n
e
s
s
o
r
1
5
'
-
0
"
.
9.The thickness of concrete floor slabs o
n
g
r
a
d
e
s
h
a
l
l
n
o
t
b
e
l
e
s
s
t
h
a
n
3
.
5
i
n
c
h
e
s
.
A
6
-
m
i
l
p
o
l
y
e
t
h
y
l
e
n
e
v
a
p
o
r
r
e
t
a
r
d
e
r
w
i
t
h
joints lapped not less than 6 inches (or
a
n
e
q
u
i
v
a
l
e
n
t
m
a
t
e
r
i
a
l
)
s
h
a
l
l
b
e
p
l
a
c
e
d
b
e
t
w
e
e
n
t
h
e
b
a
s
e
c
o
u
r
s
e
o
r
s
u
b
g
r
a
d
e
a
n
d
the concrete floor slab, except a vapor
r
e
t
a
r
d
e
r
i
s
n
o
t
r
e
q
u
i
r
e
d
i
n
d
e
t
a
c
h
e
d
u
t
i
l
i
t
y
b
u
i
l
d
i
n
g
s
o
r
o
t
h
e
r
u
n
h
e
a
t
e
d
f
a
c
i
l
i
t
i
e
s
(
2
0
1
8
IBC 1907).MASONRY1.Masonry materials, construction, and q
u
a
l
i
t
y
s
h
a
l
l
c
o
n
f
o
r
m
t
o
2
0
1
8
I
B
C
2
1
0
3
-
2
1
0
5
,
T
M
S
4
0
2
/
6
0
2
-
1
6
1.1.Compressive strength: f'c = 2,000
p
s
i
(
T
M
S
6
0
2
-
1
6
1
.
4
B
.
2
T
A
B
L
E
2
)
2.Concrete masonry units (CMU) (ASTM
C
9
0
)
2.1.Grade N2.2.Comprehensive strength: f'm = 2,
0
0
0
p
s
i
(
T
M
S
6
0
2
-
1
6
1
.
4
B
.
2
T
A
B
L
E
2
)
3.Mortar (ASTM C 270)3.1.Type S Portland cement (TMS 40
2
-
1
6
7
.
4
.
4
.
2
.
2
)
3.2.Compressive strength: f'c = 2,000
p
s
i
(
T
M
S
6
0
2
-
1
6
1
.
4
B
.
2
T
A
B
L
E
2
)
4.Grout (ASTM C 476)4.1.Type: fine or coarse (2018 IBC 21
0
3
.
3
)
4.2.Compressive strength (minimum s
p
e
c
i
f
i
e
d
a
t
2
8
d
a
y
s
)
:
f
'
c
=
2
,
0
0
0
p
s
i
(
A
S
T
M
C
1
0
1
9
)
5.Steel reinforcement5.1.Deformed bars: fy = 60 ksi (ASTM
A
6
1
5
G
r
.
6
0
)
6.Bed joint thickness shall be 5/8 inch m
a
x
i
m
u
m
(
T
M
S
6
0
2
-
1
6
1
.
4
B
.
2
)
7.Grout shall have an 8”-11” slump using
a
3
/
8
”
m
a
x
i
m
u
m
a
g
g
r
e
g
a
t
e
.
G
r
o
u
t
l
i
f
t
s
s
h
a
l
l
n
o
t
e
x
c
e
e
d
5
f
e
e
t
i
n
h
e
i
g
h
t
u
n
l
e
s
s
n
o
t
e
d
otherwise. Consolidate by mechanical
v
i
b
r
a
t
i
o
n
p
o
u
r
s
t
h
a
t
e
x
c
e
e
d
1
2
i
n
c
h
e
s
i
n
h
e
i
g
h
t
.
8.The clear distance between parallel ba
r
s
s
h
a
l
l
n
o
t
b
e
l
e
s
s
t
h
a
n
t
h
e
n
o
m
i
n
a
l
d
i
a
m
e
t
e
r
o
f
t
h
e
b
a
r
s
,
n
o
r
l
e
s
s
t
h
a
n
1
i
n
c
h
(
T
M
S
402-16 6.1.3). Joint reinforcement shal
l
h
a
v
e
c
o
v
e
r
n
o
t
l
e
s
s
t
h
a
n
5
/
8
"
.
(
T
M
S
4
0
2
-
1
6
6
.
1
.
4
.
2
)
9.The diameter of bend measured on the
i
n
s
i
d
e
o
f
r
e
i
n
f
o
r
c
i
n
g
b
a
r
s
,
o
t
h
e
r
t
h
a
n
f
o
r
s
t
i
r
r
u
p
s
a
n
d
t
i
e
s
,
s
h
a
l
l
n
o
t
b
e
l
e
s
s
t
h
a
n
specified in table 6.1.8 (TMS 402-16 6.
1
.
8
.
2
)
10. All masonry below grade shall be solid
g
r
o
u
t
e
d
.
11. Control joint spacing not to exceed 30'
-
0
"
.
S
e
e
A
r
c
h
i
t
e
c
t
u
r
a
l
f
o
r
l
o
c
a
t
i
o
n
s
.
MASONRY AND STONE VENEER1.Masonry veneer materials, constructio
n
,
a
n
d
q
u
a
l
i
t
y
s
h
a
l
l
c
o
n
f
o
r
m
t
o
2
0
1
8
I
B
C
2
1
0
3
-
2
1
0
5
a
n
d
T
M
S
4
0
2
-
1
6
C
h
a
p
.
6
.
2.Lintels2.1.Veneer shall not support any verti
c
a
l
l
o
a
d
o
t
h
e
r
t
h
a
n
t
h
e
d
e
a
d
l
o
a
d
o
f
t
h
e
v
e
n
e
e
r
a
b
o
v
e
.
V
e
n
e
e
r
a
b
o
v
e
o
p
e
n
i
n
g
s
s
h
a
l
l
be supported on lintels of noncom
b
u
s
t
i
b
l
e
m
a
t
e
r
i
a
l
s
.
L
i
n
t
e
l
s
s
h
a
l
l
h
a
v
e
1
i
n
c
h
o
f
b
e
a
r
i
n
g
f
o
r
e
a
c
h
1
f
o
o
t
o
f
s
p
a
n
,
b
u
t
n
o
t
less than 4 inches of bearing.3.Anchorage3.1.Veneer shall be anchored to the s
u
p
p
o
r
t
i
n
g
w
a
l
l
f
r
a
m
i
n
g
w
i
t
h
h
o
t
-
d
i
p
p
e
d
g
a
l
v
a
n
i
z
e
d
m
e
t
a
l
t
i
e
s
.
(
S
t
r
a
n
d
w
i
r
e
o
r
corrugated sheet metal)3.2.Engage all anchor ties with a No.
9
g
a
g
e
w
i
r
e
i
n
t
h
e
c
e
n
t
e
r
o
f
t
h
e
v
e
n
e
e
r
a
n
d
e
m
b
e
d
d
e
d
i
n
t
h
e
m
o
r
t
a
r
j
o
i
n
t
.
(R703.8.4.1)3.3.Each tie shall be spaced not more
t
h
a
n
1
6
i
n
c
h
e
s
o
n
c
e
n
t
e
r
h
o
r
i
z
o
n
t
a
l
l
y
a
n
d
v
e
r
t
i
c
a
l
l
y
a
n
d
s
h
a
l
l
s
u
p
p
o
r
t
n
o
t
m
o
r
e
t
h
a
n
2 square feet of wall area. Additio
n
a
l
m
e
t
a
l
t
i
e
s
s
h
a
l
l
b
e
p
r
o
v
i
d
e
d
a
r
o
u
n
d
a
l
l
w
a
l
l
o
p
e
n
i
n
g
s
g
r
e
a
t
e
r
t
h
a
n
1
6
i
n
c
h
e
s
i
n
either dimension. (R703.8.4.1)
W
O
O
D
1
.
W
o
o
d
m
a
t
e
r
i
a
l
s
,
q
u
a
l
i
t
y
,
a
n
d
c
o
n
s
t
r
u
c
t
i
o
n
s
h
a
l
l
c
o
n
f
o
r
m
t
o
2
0
1
8
I
B
C
C
h
a
p
t
e
r
2
3
a
n
d
T
a
b
l
e
2
3
0
4
.
1
0
.
2
.
S
t
r
u
c
t
u
r
a
l
l
u
m
b
e
r
(
2
0
1
8
I
B
C
2
3
0
3
.
1
.
1
-
9
,
2
0
1
8
N
D
S
)
2
.
1
.
B
e
a
r
i
n
g
w
a
l
l
s
:
D
o
u
g
l
a
s
-
F
i
r
L
a
r
c
h
(
D
F
)
S
t
u
d
(
A
S
T
M
D
1
9
9
0
,
D
O
C
P
S
2
0
)
2
.
2
.
P
o
s
t
s
:
D
o
u
g
l
a
s
-
F
i
r
L
a
r
c
h
(
D
F
)
S
t
u
d
(
A
S
T
M
D
1
9
9
0
,
D
O
C
P
S
2
0
)
2
.
3
.
B
e
a
m
s
a
n
d
h
e
a
d
e
r
s
:
D
o
u
g
l
a
s
-
F
i
r
L
a
r
c
h
(
D
F
)
N
o
.
2
(
A
S
T
M
D
1
9
9
0
,
D
O
C
P
S
2
0
)
2
.
4
.
H
e
a
v
y
t
i
m
b
e
r
:
D
o
u
g
l
a
s
-
F
i
r
L
a
r
c
h
(
D
F
)
N
o
.
1
(
A
S
T
M
D
1
9
9
0
,
D
O
C
P
S
2
0
)
2
.
5
.
S
i
l
l
p
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GENERAL1.Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproducedwithout written approval of the registered design professional in responsible charge.2.General notes and typical details are provided as a supplement to the construction documents and apply where specificnotes and details are not available. Specific notes and structural details shall take precedence over general notes andtypical details. Structural requirements shown in the framing plans and in structural details shall take precedence overstructural notes indicated in architectural sections.3.Printed dimensions shall take precedence over scales shown on construction documents. The registered designprofessional in responsible charge does not warrant the accuracy of scaled dimensions.4.Approval by the inspector does not imply approval by the registered design professional in responsible charge. Structuralspecifications that are unclear or ambiguous shall be referred to the registered design professional in responsible chargefor interpretation or clarification.5.The registered design professional in responsible charge assumes no liability for the accuracy, completeness, or codecompliance of architectural, electrical, mechanical, drainage, or other non-structural specifications.6.Omissions in and conflicts between the various elements of the construction documents shall be brought to the immediateattention of the registered design professional in responsible charge and shall be resolved by the same before proceedingwith any work involved.7.Requests for substitutions shall be submitted in writing to the registered design professional in responsible charge and shallinclude the reasons for the request and any cost differentials. Substitutions are not allowed unless approved in writing bythe registered design professional in responsible charge.8.The contractor shall become familiar with all portions of the construction documents and shall ensure that all subcontractorsare familiar with those portions pertaining to their area of work. The contractor shall verify all site conditions, dimensions,elevations, coordinate all doors, windows, non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains,recesses, depressions, railings, waterproofing, finishes, chamfer, kerfs, and so forth, and immediately notify the registereddesign professional in responsible charge regarding actual conditions which are not in agreement with the constructiondocuments.9.The contractor is responsible for the method, means, and sequence of all structural erection except when specifically notedotherwise in the construction documents. The contractor shall provide temporary shoring and bracing, providing adequatevertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members areplaced and all final connections are completed.10.The contractor is responsible for standard connections, unless noted otherwise. The contractor shall obtain additionalassistance from the registered design professional in responsible charge for non-standard connections.DESIGN CRITERIA Harris Architecture Palisades Apartments (Rexburg) 31103231. Building code: Idaho Administrative Code (IDAPA) 07.03.01.004 1.1 Model building code: 2018 IBC 1.2 Use and occupancy classification: R-2 (Residential - permanent) 1.3 Risk Category: II (Not occupancy categories I, III, IV)2. Dead loads 2.1 Roof = 17 psf (10 psf top chord, 7 psf bottom chord) 2.2 Floor = 22 psf 2.3 Walls = 10 psf (interior walls), 12 psf (exterior walls)3. Live loads -- Roofs (ordinary construction) = 20 psf (or 300 lb point load) -- Residential (hotels and multi-unit private areas and corridors serving them) = 40 psf -- Stairs and exits = 100 psf (or 300 lb point load)4. Rain load 4.1 Median 15-minute duration rainfall intensity = in/hr 4.2 Median 60-minute duration rainfall intensity = in/hr5. Snow load 5.1 Ground snow load, Pg = 50 psf (elevation 4860 ft) 5.2 Exposure factor, Ce = 1 5.3 Thermal factor, Ct = 1 5.4 Snow importance factor, Is = 1 5.5 Flat roof snow load, Pf = 35 psf 5.6 Roof slope factor, Cs = 16. Earthquake design data 6.1 Mapped acceleration parameters 6.1.1 Latitude, Longitude: 43.814, -111.805 6.1.2 MCE short periodSs = 0.36 SDS = 0.37 6.1.3 MCE 1.0 sec. periodS1 = 0.14 SD1 = 0.22 6.2 Seismic design category: D 6.3 Seismic importance factor, Ie = 1 6.4 Basic structural system: Bearing wall systems 6.5 Seismic force-resisting system: Light-frame CFS walls (wood or steel sheathing) 6.5.1 Response modification factorR = 6.5 6.5.2 System overstrength factor Omega = 3 6.5.3 Deflection amplification factor Cd = 4 6.6 Equivalent Lateral Force Procedure 6.6.1 Seismic response coefficientCs = 0.06 6.6.2 Seismic base shear (LRFD)V = 49048 lb7. Wind design data 7.1 Exposure category: C 7.2 Basic design wind speed, V = 105 mph 7.3 Components and cladding pressure = 30 psf (end), 25 psf (interior) 7.4 Internal pressure coeff., Gcpi = 0.188. Geotechnical design basis: - Presumptive values, 2018 IBC Table 1806.2 8.2 Site class = D-Default 8.3 Soil notes: None 8.4 Lateral earth pressure 8.4.1 Active = 30 psf/ft 8.4.2 At-rest = 60 psf/ft 8.5 Allowable foundation parameters 8.5.1 Allowable soil bearing, Qa = 1500 psf 8.5.2 Allowable lateral bearing = 150 psf/ft 8.5.3 Coefficient of friction = 0.25 8.6 Minimum frost cover = 36 in.DEFERRED SUBMITTALS1. The following items are to submitted subsequent to the time of application (deferred submittals): -- Prefabricated metal plate wood trusses - roof (truss manufacturer)2. Deferred submittals shall have the prior approval of the building official (2018 IBC 107.3.4.1).3. Deferred submittal documents shall be submitted to the registered design professional in responsible charge who shall review and forward them to the building official with a notation indicating that the documents have been reviewed and found to be in general conformance to the design of the building (2018 IBC 107.3.4.1).4. Deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official (2018 IBC 107.3.4.1).DETAIL SHEETS AND NOTES
HARRIS ARCHITECTURE PALISADES APARTMENTS
(REXBURG)
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GENERAL STRUCTURAL NOTES
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2018 IBC TABLE 1705.3 REQUIRED VERIFICATION ANDINSPECTION OF CONCRETE CONSTRUCTIONVerification and inspectionContinuousPeriodicSt
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1. Inspect reinforcement, including prestressing tendons, and verifyplacement.--XACI 318-1
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2. Reinforcing bar welding:AWS D1.4
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a. Verify weldability of reinforcing bars other than ASTM A706--Xb. Inspect single-pass fillet welds, maximum 5/16"; and--Xc. Inspect all other weldsX--3. Inspect anchors cast in concrete.--XACI 31
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a. Adhesive anchors installed in horizontally or upwardly inclinedorientations to resist sustained tension loads.X--b. Mechanical anchors and adhesive anchors not defined in 4.a.X5. Verify use of required design mix.--XACI 318-14
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ACI 318
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b Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in acc
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HARRIS ARCHITECTURE PALISADES APARTMENTS
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SPECIAL INSPECTION NOTES
S
N
2
P R O F E
S
S
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T
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FW10D
TYP.
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
FT24
F
T
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4
F
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4
F
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2
4
F
T
2
4
TYP.TYP.
SF48 SF48
SF48SF48
SF48
SF48
SF48
SF48
AA AA
A
A
A
A
A
A
A
A
AAA
A
A
A
A
A
A
A
A
A
A
A
A
A
A
K K
J
J
J
J
J
J
J
J
JJ
K K
LL
L L
KK
CW ADS
T
Y
P
.
F
O
R
A
L
L
F
O
O
T
I
N
G
S
B
E
L
O
W
F
O
U
N
D
A
T
I
O
N
W
A
L
L
S
(
U
.
N
.
O
.
)
T
Y
P
.
F
O
R
A
L
L
F
O
U
N
D
A
T
I
O
N
W
A
L
L
S
(
U
.
N
.
O
.
)
A
F
O
O
T
I
N
G
S
C
H
E
D
U
L
E
M
A
R
K
W
I
D
T
H
L
E
N
G
T
H
T
H
I
C
K
N
E
S
S
R
E
I
N
F
O
R
C
E
M
E
N
T
T
R
A
N
S
V
E
R
S
E
L
E
N
G
T
H
W
I
S
E
F
T
2
4
2
4
"
C
O
N
T
.
1
0
"
-
(
3
)
#
4
S
F
4
8
4
8
"
4
8
"
1
2
"
(
6
)
#
4
(
6
)
#
4
1
.
C
O
N
T
I
N
U
O
U
S
F
O
O
T
I
N
G
S
S
H
A
L
L
B
E
C
E
N
T
E
R
E
D
U
N
D
E
R
W
A
L
L
S
A
N
D
S
P
O
T
F
O
O
T
I
N
G
S
S
H
A
L
L
B
E
C
E
N
T
E
R
E
D
U
N
D
E
R
C
O
L
U
M
N
S
U
N
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
.
2
.
F
O
O
T
I
N
G
S
A
N
D
F
O
U
N
D
A
T
I
O
N
S
,
E
X
C
A
V
A
T
I
O
N
S
,
G
R
A
D
I
N
G
,
A
N
D
F
I
L
L
S
H
A
L
L
C
O
M
P
L
Y
W
I
T
H
T
H
E
P
R
O
V
I
S
I
O
N
S
O
F
T
H
E
G
E
O
T
E
C
H
N
I
C
A
L
R
E
P
O
R
T
(
S
E
E
G
S
N
)
F
O
U
N
D
A
T
I
O
N
W
A
L
L
S
C
H
E
D
U
L
E
M
A
R
K
H
E
I
G
H
T
W
I
D
T
H
R
E
I
N
F
O
R
C
E
M
E
N
T
V
E
R
T
I
C
A
L
H
O
R
I
Z
O
N
T
A
L
P
L
A
C
E
M
E
N
T
F
W
1
0
1
0
'
8
"
#
5
@
1
0
"
(
1
0
)
#
4
C
E
N
T
E
R
F
W
1
0
D
1
0
'
1
3
.
5
"
#
5
@
1
0
"
(
1
7
)
#
4
C
E
N
T
E
R
1
.
D
O
W
E
L
V
E
R
T
I
C
A
L
B
A
R
S
I
N
T
O
F
O
O
T
I
N
G
.
2
.
P
L
A
C
E
T
O
P
A
N
D
B
O
T
T
O
M
B
A
R
S
W
I
T
H
I
N
4
"
O
F
T
O
P
A
N
D
B
O
T
T
O
M
O
F
W
A
L
L
.
3
.
P
L
A
C
E
R
E
I
N
F
O
R
C
E
M
E
N
T
I
N
C
E
N
T
E
R
O
F
W
A
L
L
O
R
N
E
A
R
E
A
C
H
F
A
C
E
,
A
S
N
O
T
E
D
.
HOLD-
D
O
W
N
S
C
H
E
D
U
L
E
MARKHOLD-DOWN MINIM
U
M
FASTEN
E
R
S
A
N
C
H
O
R
P
O
S
T
ALSTHD8(SEE NOTE 3)10d X 2-
1
/
2
"
(.148 X 2-
1
/
2
"
)
S
T
R
A
P
8
"
E
M
B
E
D
.
(
2
)
2
X
P
O
S
T
D CS16(11" ENDLENGTHS)10d X 2-
1
/
2
"
(.148 X 2-
1
/
2
"
)
(
F
L
O
O
R
S
T
R
A
P
)
(
2
)
2
X
P
O
S
T
EMST3710d X 2-
1
/
2
"
(.148 X 2-
1
/
2
"
)
(
F
L
O
O
R
S
T
R
A
P
)
(
2
)
2
X
P
O
S
T
FMST4810d X 2-
1
/
2
"
(.148 X 2-
1
/
2
"
)
(
F
L
O
O
R
S
T
R
A
P
)
(
2
)
2
X
P
O
S
T
JHDU2-SDS2.5SDS1/4" X
2
-
1
/
2
"
(SDS25
2
1
2
)
5
/
8
"
A
.
B
.
5
"
E
M
B
E
D
.
(
D
R
I
L
L
&
E
P
O
X
Y
)
(
2
)
2
X
P
O
S
T
KHDU4-SDS2.5SDS1/4" X
2
-
1
/
2
"
(SDS25
2
1
2
)
5
/
8
"
A
.
B
.
7
"
E
M
B
E
D
.
(
S
I
M
P
S
O
N
S
E
T
-
3
G
E
P
O
X
Y
)
(
2
)
2
X
P
O
S
T
LHDU5-SDS2.5SDS1/4" X
2
-
1
/
2
"
(SDS25
2
1
2
)
5
/
8
"
A
.
B
.
7
-
1
/
2
"
E
M
B
E
D
.
(
S
I
M
P
S
O
N
S
E
T
-
3
G
E
P
O
X
Y
)
(
2
)
2
X
P
O
S
T
1. HOLD-DOWNS SHALL BE
S
I
M
P
S
O
N
S
T
R
O
N
G
-
T
I
E
O
R
E
Q
U
I
V
A
L
E
N
T
.
2. SHEAR WALL EDGE NAI
L
I
N
G
S
H
A
L
L
B
E
T
O
H
O
L
D
-
D
O
W
N
P
O
S
T
.
3. STHD STRAPS SHALL B
E
"
R
J
"
T
Y
P
E
A
T
R
I
M
J
O
I
S
T
L
O
C
A
T
I
O
N
S
.
HARRIS ARCHITECTURE PALISADES APARTMENTS
(REXBURG)
1
5
M
A
Y
2
0
2
3
3
1
1
0
3
2
3
O
R
I
G
I
N
A
L
P
R
O
J
E
C
T
#
D
A
T
E
:
I
S
S
U
E
S
/
R
E
V
I
S
I
O
N
S
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
E
N
G
I
N
E
E
R
S
T
A
M
P
8
0
1
.
2
2
4
.
0
0
5
0
8
0
1
.
2
2
9
.
9
0
2
0
i
n
f
o
@
a
c
u
t
e
e
n
g
i
n
e
e
r
i
n
g
.
c
o
m
P
h
o
n
e
F
a
x
T
H
E
S
E
S
T
R
U
C
T
U
R
A
L
D
R
A
W
I
N
G
S
A
R
E
B
A
S
E
D
O
N
A
R
C
H
I
T
E
C
T
U
R
A
L
D
R
A
W
I
N
G
S
.
S
E
E
C
U
R
R
E
N
T
I
S
S
U
E
O
R
R
E
V
I
S
I
O
N
D
A
T
E
.
D
I
M
E
N
S
I
O
N
S
A
N
D
E
L
E
V
A
T
I
O
N
S
A
R
E
S
U
P
P
L
I
E
D
B
Y
T
H
E
A
R
C
H
I
T
E
C
T
.
T
H
E
Y
M
A
Y
B
E
P
R
O
V
I
D
E
D
O
N
T
H
E
S
T
R
U
C
T
U
R
A
L
P
L
A
N
S
A
N
D
D
E
T
A
I
L
S
F
O
R
T
H
E
C
O
N
V
E
N
I
E
N
C
E
O
F
T
H
E
C
O
N
T
R
A
C
T
O
R
.
V
E
R
I
F
Y
D
I
M
E
N
S
I
O
N
S
A
N
D
E
L
E
V
A
T
I
O
N
S
W
I
T
H
A
R
C
H
I
T
E
C
T
U
R
A
L
D
R
A
W
I
N
G
S
.
FOOTING AND FOUNDATION PLAN
S
0
-
0
F
O
O
T
I
N
G
A
N
D
F
O
U
N
D
A
T
I
O
N
P
L
A
N
1
/
8
"
=
1
'
-
0
"
P R O F E
S
S
I
O
N
A
L
E
N
G
I
N
E
E
R
L
I
C
E
N
S
E
D
S
T
A
T
E
O
F
I
D
A
H
O
C
H
R
I
S
T
O
P
H
E
R
H
I
R
O
S
H
I YEATES
2
0
7
7
2
0
5
/
1
6
/
2
0
2
3
SW2
S
W
1
S
W
1
(20'-0")K K
J
J
J
J
J
S
W
1
S
W
1
J
J
J
T
Y
P
.
T
Y
P
.
SW2
(20'-0")JJ
SW1
K K(16'-0")
SW2
LL(16'-0")
SW2
L L(16'-0")
SW1
KK(16'-0")
TYP.TYP.TYP.
B
L
G
T
ZCZDZG
S
H
E
A
R
W
A
L
L
S
C
H
E
D
U
L
E
M
A
R
K
S
H
E
A
T
H
I
N
G
E
D
G
E
N
A
I
L
I
N
G
A
B
U
T
T
I
N
G
P
A
N
E
L
E
D
G
E
F
R
A
M
I
N
G
A
N
C
H
O
R
A
G
E
S
O
L
E
P
L
A
T
E
S
I
L
L
P
L
A
T
E
S
W
1
7
/
1
6
"
8
d
@
6
"
2
X
1
0
d
@
6
"
5
/
8
"
A
.
B
.
@
3
2
"
S
W
2
7
/
1
6
"
8
d
@
4
"
2
X
1
0
d
@
4
"
5
/
8
"
A
.
B
.
@
3
2
"
1
.
S
H
E
A
T
H
I
N
G
S
H
A
L
L
C
O
N
S
I
S
T
O
F
W
O
O
D
S
T
R
U
C
T
U
R
A
L
P
A
N
E
L
S
(
S
E
E
G
S
N
)
.
2
.
U
N
L
E
S
S
N
O
T
E
D
O
N
D
R
A
W
I
N
G
S
,
E
X
T
E
R
I
O
R
S
T
U
D
S
S
H
A
L
L
B
E
S
P
A
C
E
D
A
T
1
6
"
O
.
C
.
3
.
S
H
E
A
T
H
I
N
G
N
A
I
L
S
S
H
A
L
L
B
E
C
O
M
M
O
N
O
R
G
A
L
V
A
N
I
Z
E
D
B
O
X
N
A
I
L
S
.
-
F
I
E
L
D
N
A
I
L
S
P
A
C
I
N
G
S
H
A
L
L
B
E
1
2
"
F
O
R
S
T
U
D
S
S
P
A
C
E
D
1
6
"
O
.
C
.
O
R
L
E
S
S
A
N
D
6
"
O
.
C
.
F
O
R
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T
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D
S
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P
A
C
E
D
A
T
2
4
"
O
.
C
.
4
.
F
O
R
S
W
1
O
N
L
Y
,
E
D
G
E
N
A
I
L
S
M
A
Y
B
E
S
U
B
S
T
I
T
U
T
E
D
W
I
T
H
1
-
1
/
2
"
1
6
G
A
G
E
S
T
A
P
L
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S
S
P
A
C
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D
A
T
3
"
O
.
C
.
A
N
D
F
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L
D
N
A
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M
A
Y
B
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B
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T
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T
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D
W
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H
1
6
G
A
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T
A
P
L
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S
A
T
1
2
"
O
.
C
.
5
.
A
N
C
H
O
R
A
G
E
N
A
I
L
S
S
H
A
L
L
B
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C
O
M
M
O
N
N
A
I
L
S
.
6
.
A
N
C
H
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R
B
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L
T
S
S
H
A
L
L
H
A
V
E
A
3
X
3
X
0
.
2
2
9
"
W
A
S
H
E
R
A
N
D
7
"
M
I
N
E
M
B
E
D
M
E
N
T
.
T
H
E
W
A
S
H
E
R
S
H
A
L
L
E
X
T
E
N
D
T
O
W
I
T
H
I
N
1
/
2
"
F
R
O
M
T
H
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S
H
E
A
T
H
I
N
G
.
7
.
A
N
C
H
O
R
B
O
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T
S
M
A
Y
B
E
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U
B
S
T
I
T
U
T
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D
W
I
T
H
T
I
T
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N
H
D
A
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S
A
M
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A
C
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N
G
.
P
R
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I
D
E
M
I
N
.
4
-
1
/
4
"
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M
B
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D
M
E
N
T
F
O
R
1
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2
-
D
I
A
.
B
O
L
T
S
A
N
D
M
I
N
.
4
-
3
/
4
"
E
M
B
E
D
M
E
N
T
F
O
R
5
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8
-
D
I
A
.
B
O
L
T
S
.
H
O
L
D
-
D
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W
N
S
C
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D
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L
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M
A
R
K
H
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L
D
-
D
O
W
N
M
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N
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M
U
M
F
A
S
T
E
N
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R
S
A
N
C
H
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P
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T
A
L
S
T
H
D
8
(
S
E
E
N
O
T
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3
)
1
0
d
X
2
-
1
/
2
"
(
.
1
4
8
X
2
-
1
/
2
"
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.
LEVEL 1 FRAMING PLAN
S
1
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0
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2
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3
NO HOLD-DOWNS REQUIREDSW1NO HOLD-DOWNS REQUIREDSW1
SW2
NO HOLD-DOWNS REQUIRED
SW1
NO HOLD-DOWNS REQUIRED
SW1
SW1 SW1
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TYP.
(20'-0")E E
AA AA
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.
HARRIS ARCHITECTURE PALISADES APARTMENTS
(REXBURG)
1
5
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.
LEVEL 1 SHEAR WALL PLAN
S
1
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1
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1
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E
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I YEATES
2
0
7
7
2
0
5
/
1
6
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2
0
2
3
T
Y
P
.
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
BEARING WALL
B
E
A
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BEARING WALL
BEARING WALL
BEARING WALL
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S
H
I YEATES
2
0
7
7
2
0
5
/
1
6
/
2
0
2
3