HomeMy WebLinkAboutFLOOD ZONE - 4610 W Melric Dr & 406 S Andres Pl - PlanRE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
A-000
AS SHOWN
1
PROJECT DATA
TI
T
L
E
S
H
E
E
T
,
S
H
E
E
T
I
N
D
E
X
,
V
I
C
I
N
I
T
Y
M
A
P
,
&
P
R
O
J
E
C
T
I
N
F
O
R
M
A
T
I
O
N
NGHIBOT232 RESIDENCE
PROPOSED DETACHED ADU
4610 W Melric Dr, Santa Ana, CA 92704 For Main House
JOB SITE
406 S Andres Pl, Santa Ana, CA 92704 For ADU
VICINITY & TRANSIT MAP
NOT TO SCALE
SCOPE OF WORK
ABBREVIATIONS
DRAWING SYMBOLS
DET
SHT
DET
SHT
DET
SHT
DET
SHT
SITE PLAN
#
DET
HEREON
1
3
4 2
DET
SHT
GENERAL NOTES:DRAWING SYMBOLS
SHEET INDEX DESIGNING NOTES:
DET
SHT
DET
SHT
DET
SHT
DET
SHT
#
DET
HEREON
1
3
4 2
DET
SHT
OWNER: BUILDING CODE DESCRIPTION
STRUCTURE
DESIGN BY:
CONSTRUCTION:
T24
SOLAR
NOTES:
x
x
x
“”
“”
x Building Security Regulations : For new buildings and additions, alterations, and repairs within
any twelve-month period exceed fifty (50%) percent of the value of any existing building or
structure, each building or structure shall be made to conform to the requirements for new
buildings or structures and comply with the Building Security Regulations. Santa Ana
Municipal Code Chapter 8, Division 3.
NOTES DEFERRED ITEMS:
MEASURES REQUIRING FIELD VERIFICATION AND/OR DIAGNOSTIC TESTING
3/31/233/31/253/31/20273/31/27
3/31/233/31/253/31/20273/31/27
3/31/233/31/253/31/20273/31/27
A-001
1/8" = 1'-0"
2
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
EXISTING and PROPOSED DEMOLITION SITE AND FLOOR PLAN
KEY NOTES
NOTES
WALL FRAMING LEGEND
EX
I
S
T
I
N
G
S
I
T
E
A
N
D
F
L
O
O
R
P
L
A
N
PR
O
P
O
S
E
D
D
E
M
O
L
I
T
I
O
N
S
I
T
E
A
N
D
F
L
O
O
R
P
L
A
N
EXISTING HOUSE
(E) 2-CAR GAR.
(E) DRIVEWAY
(E) LIV.
(E) LIV.
(E) DIN.
(E) KIT.
(E) BA1
(E) BR1
(E) BR2
(E) BR3 (E) BA2
2 TYP.2 TYP.
2 TYP.
2 TYP.
EXISTING and PROPOSED DEMOLITION SITE AND FLOOR PLAN
EXISTING ROOF PLAN
(E)RIDG
E
(E
)
3
:
1
2
(E
)
3
:
1
2
(E
)
R
I
D
G
E
(E)3:12
(E)3:12
(E
)
R
I
D
G
E
(E)3:12
(E)3:12
(E)2%M
I
N
.
EX
I
S
T
I
N
G
R
O
O
F
P
L
A
N
A-002
1/8" = 1'-0"
3
PR
O
P
O
S
E
D
S
I
T
E
A
N
D
L
A
N
D
S
C
A
P
E
P
L
A
N
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
x Grading, Erosion and Sediment controls REFER TO (Permit
Number: P 0115924 Site Plan: Lots shall be graded to drain surface
water away from the dwelling. The grade shall fall a minimum of
6" within the first 10'
LANDSCAPING LEGEND
ITEM NO. BOTANICAL NAME COMMON NAME QUANTITYSIZE TYPESYMBOL
1
2
3
4
5
6
PROPOSED SITE PLAN & LANDSCAPE PLAN
PROPOSED
ADU
2-CAR GARAGE
EXISTING HOUSE
(E) 2-CAR GAR.
(E) DRIVEWAY
(N) DRIVEWAY
AC
WH
PORCH
BR1
BA1
LIV & KIT
(E) LIV.
(E) ENTRY
(E) DIN.
(E) KIT.
(E) BA1
(E) BR1
(E) BR2
(E) BR3 (E) BA2
5
5
1
2 3
4
6
1ST FL: 545.00 SQ.FT.2ND FL: 454.00 SQ.FT.
COMMON AND PRIVATE AREA CALCULATION:
PROPOSED DETACHED ADU
THE APPLICANT/ PROPERTY OWNER SHALL BE RESPONSIBLE FOR
CONFIRMING ALL EXISTING UTILITY EASEMENTS AND /OR CLEARANCE ON-SITE
THAT MAY AFFECT THE PROJECT.
(E) CONCRETE
TO BE REMOVED
& REPLACED
(N)LAWN
OPEN SPACE
(E)W(E)D
(E)WH
NOTE:
THE PANELS TO BE MOUNTED ON OR BUILT UP THE SHEAR WALL
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
A-101
1/4" = 1'-0"
7
PR
O
P
O
S
E
D
1
S
T
F
L
O
O
R
P
L
A
N
PROPOSED ADU 1ST FL PLAN
1/4" = 1'-0"
PROPOSEDADU
BEDROOM 1 2-CAR GARAGE
PORCH
BATH 1
Wa
t
e
r
h
e
a
t
e
r
s
h
a
l
l
b
e
N
E
E
A
r
a
t
e
d
h
e
a
t
p
u
m
p
p
e
r
T
-
2
4
e
n
e
r
g
y
r
e
g
u
l
a
t
i
o
n
sta
n
d
a
r
d
f
e
a
t
u
r
e
r
e
q
u
i
r
e
m
e
n
t
s
.
Heat pump heating
facility on plan to match with T-24
energy calculation.4 ZONES
LIVING ROOM & KITCHEN
W&D
S.D.
CO
S.D.
FF
F F
FLOOR PLAN NOTES
SMOKE & CARBON MONOXIDE ALARM NOTES
UTILITY SYMBOLS
ELECTRICAL NOTES
S.D.
CO
F
PP
THE OWNER MUST BE PROVIDED
Identifying the location of grab bar reinforcement in the operation
and maintenance manual of the residence to the occupant
All lighting must be high efficacy. Screw based luminaires
must contain JA8 -compliant (marked as JA8-2016 or
JA8-2016-E shall be controlled by vacancy sensors or dimmers)
LIGHTING SHALL COMPLY WITH THE APPLICABLE HIGH
EFFICACY REQUIREMENT OF THE CALIFORNIA TITLE 24
PART 6 SECTION 150.
Aging-in-place and fall prevention (CRC R327)
”
”
”
Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)):
Electric Readiness requirements s (CEnC Section150.0(t)-(v)):
WALL FRAMING LEGEND
*NOTE:
Habitable Spaces. All luminaires shall be high efficacy and shall be
controlled by a vacancy/ occupancy sensor or dimmer. for ADU
living rooms
“
”
F
REF
F
F
F
F
F
F
WH
F F F
NOTE:
THE PANELS TO BE MOUNTED ON OR BUILT UP THE SHEAR WALL
GRAB BAR SEE DETAIL E/ A-000.1
GRAB BAR SEE DETAIL G/ A-000.1
22
22
22
F F F
F F F
F F F
AC
B
A-301
A A-
3
0
1
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
A-102
1/4" = 1'-0"
8
PR
O
P
O
S
E
D
A
D
U
2
N
D
F
L
O
O
R
&
R
O
O
F
P
L
A
N
S.D.
CO
S.D.
BEDROOM 2
FAMILY ROOM
BATH 2
OPEN TO BELOW
PROPOSED ADU 2ND FL PLAN
1/4" = 1'-0"
RIDGE
(N
)
3
:
1
2
(N
)
3
:
1
2
TO
M
A
T
C
H
(
E
)
TO
M
A
T
C
H
(
E
)
RIDGE
(N
)
3
:
1
2
(N
)
3
:
1
2
TO
M
A
T
C
H
(
E
)
TO
M
A
T
C
H
(
E
)
RIDGE
(N
)
3
:
1
2
(N
)
3
:
1
2
TO
M
A
T
C
H
(
E
)
TO
M
A
T
C
H
(
E
)
RI
D
G
E
(N)3:12 (N)3:12
TO MATCH (E)TO MATCH (E)
PROPOSED ADU ROOF PLAN
1/4" = 1'-0"
F
F F F
F F F
F F
FF
ROOF NOTES
ATTIC VENT CALCULATIONS
•
ATTIC VENTS
WARM AIR FURNACE - ATTIC
ZONE-2
50 51
ZONE-3
50 51
Minimum 2 Layers of Underlayment
For 3:12 Roof Slope
GAF ASPHALT SHINGLE (CRRC #0676 0043)
"ICC-ES: ESR-3267"
WILL MATCH EXISTING HOUSE
NEW PV MODULES
SOLAR PANEL (SEPARATE PERMIT)
206 SF
220 SF
ZONE-1
50 51
477 SF
R = 30 SPRAY INSULATION
RIDGE
(N
)
3
:
1
2
(N
)
3
:
1
2
TO
M
A
T
C
H
(
E
)
TO
M
A
T
C
H
(
E
)
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
A-201
1/4" = 1'-0"
9
PR
O
P
O
S
E
D
E
L
E
V
A
T
I
O
N
S
12
3
12
3
01 02 04 05 03 06 03 0603070307
PROPOSED FRONT (EAST) ELEVATION
1/4" = 1'-0"
01 02 04 05
PROPOSED REAR (WEST) ELEVATION
1/4" = 1'-0"
03 07 03 06
01 02 04 05 03 06 04 05 03 06
01 02 04 05 03 060306 03 06
PROPOSED LEFT (SOUTH) ELEVATION
1/4" = 1'-0"
PROPOSED RIGHT (NORTH) ELEVATION
1/4" = 1'-0"
12
3
12
3
12
3
12
3
12
3
ELEVATION NOTES
ROOF NOTES
Minimum 2 Layers of Underlayment
For 3:12 Roof Slope
GAF ASPHALT SHINGLE (CRRC #0676 0043)
"ICC-ES: ESR-3267"
WILL MATCH EXISTING HOUSE
(THE NEW ROOF MATERIALS AND FASCIA ARE CONSISTENT WITH EXISTING)
NOTE:
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
A-301
1/4" = 1'-0"
10
PR
O
P
O
S
E
D
E
L
E
V
A
T
I
O
N
S
ROOF NOTES
Minimum 2 Layers of Underlayment
For 3:12 Roof Slope
GAF ASPHALT SHINGLE (CRRC #0676 0043)
"ICC-ES: ESR-3267"
WILL MATCH EXISTING HOUSE
SECTION NOTES
PROPOSED SECTION A-A
1/4" = 1'-0"
12
3
03
01
02
14
12
R=15
14
12
R=15
14
21
09
18
14
21
09
18
R=19
19
14
12
R=15
14
21
09
18
14
R=15
R = 30 SPRAY INSULATION
BEDROOM 1 LIVING ROOM & KITCHEN
FAMILY ROOM
OPEN TO BELOW
12
3
PROPOSED SECTION B-B
1/4" = 1'-0"
03
01
02
14
12
R=15
14
12
R=15
14
21
09
18
14
21
09
18
R=19
19
FAMILY ROOM
R=30
R=30
R=15
R = 30 SPRAY INSULATION
BEDROOM 2
2-CAR GARAGE
LIVING ROOM & KITCHEN
SEE STRUCTURAL DRAWINGS
SEE STRUCTURAL DRAWINGS
SEE STRUCTURAL DRAWINGS
SEE STRUCTURAL DRAWINGS
SEE STRUCTURAL DRAWINGS
14
12
R=15
14
21
09
18
14
21
09
18
21 21
STUCCO SOFFIT HORIZ. DRYER VENT CHASE
NOTES:
SECTION ELEVATION
EAVE VENT BLOCK DETAIL
STRINGER AT HEADERSTRINGER AT LANDINGSTRINGER AT FLOORHANDRAIL ATTACHMENT
THRESHOLD AT WOOD DOOR
SILL AT SLIDING DOOR
SLAP DROP @ HOUSE TO PATIO
EXTERIOR STUCCO SCREED
WINDOW HEAD
WINDOW JAMB
WINDOW SILL
WINDOW HEAD W/ FOAM
WINDOW JAMB W/ FOAM
WINDOW SILL W/ FOAM
WINDOW FLASHING INSTALLATION
OF 25
AD-401
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
DRAWN BY:
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
N.T.S.
11
QD
DE
T
A
I
L
S
DATE: 07/30/2025
JOB NO.: 0124-394
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
LOW POINT
IN DECK
DOWNSPOUT
CONNECTED TO
DRAIN SYSTEM
SLOPE 1% MIN
SLOPE 14" =1'-0"
SEE GUARD-RAIL DETAIL
OVERFLOW
6"
42
"
M
I
N
I
I
II
I
I
4'-0" MAX
4" SQ. X 3 16"
MOUNTING PLATE
w/ (4) -3 8" x 5" LONG
SS LAG SCREW FOR WOOD
(4) -3 8" x 5" LONG
SS SLEEVE ANCHORS FOR CONCRETE
114" SQ. STL. POST
12" SQ. VERT.
114" SQ. TOP &
BOTTOM RAIL
4" OC 4"4"
38
"
42
"
M
I
N
6x BLOCKING @ POST
OR CONCRETE SLAB
212"
2-2x6
TOP PLATES
112"112"
5"
HORIZ. ATTIC F.A.U.
DRAIN DETAIL
LOW WALL CAP
TYP. HANDRAIL AND GUARD-RAIL OR EQUAL APPROVEDTYP. HANDRAIL AND GUARD-RAIL OR EQUAL APPROVED EAVE AT TRUSS -Shingles
RAKE AT TRUSS - Shingles
RIDGE CAP -Shingles
VALLEY FLASHING -Shingles
ROOF TO WALL FLASH'G -Shingles
ROOF TO WALL FLASH'G -Shingles
FALSE FRAMING -Shingles
VENT THRU ROOFRain-gutters-downspouts-parts-diagramROOF DRAIN/ OVERFLOW SCUPPER
DRYER VENT LENGTH/ SIZE REQUIREMENTS
TYPICAL W.I GUARDRAIL DETAIL OR EQUAL APPROVED
AD-402
WALL TILE INSTALLATION
OF 25
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
DRAWN BY:
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
N.T.S.
12
QD
DE
T
A
I
L
S
DATE: 07/30/2025
JOB NO.: 0124-394
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
A B C
2
1
3
2
L=18'-0"
1
L=8'-0"
2
L=
8
'
-
0
"
1
L=10'-0"
1
L=
6
'
-
0
"
F1
F1
F1
F1
F1
F1
A B C D
2
L=6'-9"
2
L=10'-0"
2
L=10'-0"
2
L=8'-0"
2
L=6'-0"
2
L=
8
'
-
0
"
2
L=
4
'
-
0
"
3
L=
8
'
-
0
"
SD1
11
SD1
11
SD1
2
SD1
12
SD1
2
SD1
12
SD1
14
SD1
13
SD1
6
2
L=
4
'
-
0
"
2
L=
1
2
'
-
0
"
3
L=
8
'
-
0
"
5
L=
2
'
-
4
"
5
L=
2
'
-
4
"
1
L=8'-0"
(1)-CMST
C
1
6
(1)
-
C
M
S
T
C
1
6
(1)
-
C
M
S
T
C
1
6
(1)
-
C
M
S
T
C
1
6
(1)
-
C
M
S
T
C
1
6
OPEN TO ABOVE
2
1
3
1
L=6'-0"
4
SD1
2
SD1
1
SD1
1
SD1
12
4x4 K
.
P
.
SD1
9
SD1
5B
4x4
P
O
S
T
4x4
P
O
S
T
4x4 PO
S
T
4x4
P
O
S
T
SD1
5TYP.
'HUC' H
G
R
.
4x4
P
O
S
T
SD1
5 TYP.
4x4 K
.
P
.
4x4
K
.
P
.
SD1
3
SD1
14
SD1
5 TYP.
SD1
1
SD1
15
SD1
1
SD1
3
SD1
3
2
L=
6
'
-
0
"
SYMBOL FOOTING DESCRIPTION
PAD FOOTING SCHEDULE
F1
UPPER ROOF FRAMING PLAN
SCALE: 1/4" = 1'
2ND FLOOR & LOWER ROOF FRAMING PLAN
SCALE: 1/4" = 1'
FOUNDATION PLAN
SCALE: 1/4" = 1'
A B C D
2
L=6'-9"
2
L=10'-0"
2
L=10'-0"
2
L=8'-0"
2
L=6'-0"
2
L=
8
'
-
0
"
2
L=
4
'
-
0
"
3
L=
8
'
-
0
"
3
L=
8
'
-
0
"
5
L=
2
'
-
4
"
5
L=
2
'
-
4
"
2
1
3
1
L=6'-0"
4
SD3
7
SD3
1
SD3
15
SD3
8
2
L=
6
'
-
0
"
SD3
6
(1)
-
C
M
S
T
C
1
6
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5 HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
HDU
5
SD2
2
SD2
1
SD2
2
SD1
1
SD2
2
SD2
1
SD2
5
SD3
1
SD3
1
SD3
3
SD3
8
4x4
P
O
S
T
4x4
P
O
S
T
4x4
P
O
S
T
4x4
P
O
S
T
4x4
P
O
S
T
4x4
P
O
S
T
SD3
5
4x4
P
O
S
T
SD3
16TYP.
SD3
16TYP.
SD3
16TYP.
SD3
16TYP.
SD3
16TYP.
SD3
16TYP.
SD3
20TYP.SD1
10TYP.
SD3
6
SD3
4
SD2
3
SD2
4
(1)-CMST
C
1
6
(1)-CM
S
T
C
1
6
SD2
1 TYP.
SD2
1 TYP.
(1)-CMST
C
1
6
(1)-CMST
C
1
6
(1)-CMST
C
1
6
(1
)
-
C
M
S
T
C
1
6
(1
)
-
C
M
S
T
C
1
6
(1
)
-
C
M
S
T
C
1
6
(1
)
-
C
M
S
T
C
1
6
SD2
10 TYP.
SD2
10
TYP.
4x4
P
O
S
T
SD1
5TYP.
F1
4x4
P
O
S
T
SD3
5
SD3
5
SD3
17TYP.
SD3
6
SD3
10
SD2
6
SD2
11
SD2
13
4
SD1
4
SD1
4
SD1
16
SD1
16
SD1
17
SD1
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
S1
FOUNDATION,
2ND FLOOR FRAMING &
UPPER ROOF FRAMING
PLAN
ANCHOR BOLT AND HOLDOWNS :
1. PROVIDE 3"x3"x0.229" THICK WASHER PLATES AT ALL ANCHOR
BOLTS. PLATE WASHER EDGE IS TO BE LOCATED MAX 1/2" FROM
THE FACE OF WALL SHEATHING.
2. ALL TIE-DOWN HARDWARE (ANCHOR BOLTS, HOLDOWNS, STRAPS,
ETC.) SHALL BE TIED-IN-PLACE PRIOR TO FOUNDATION INSPECTION.
INSPECTOR SHALL BE NOTIFIED AND MUST INSPECT PLACEMENT
PRIOR TO POURING OF FOUNDATION OR SLAB.
3. HOLD-DOWNS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING
THE WALL FRAMING. HOLD-DOWN CONNECTORS SHALL BE
TIGHTENED TO FINGER TIGHT PLUS ONE HALF (12) WRENCH TURN JUST
PRIOR TO COVERING THE WALL FRAMING.
4. FASTENERS IN PRESERVATIVE-TREATED WOOD (I.E. ANCHOR BOLTS,
PLATE WASHERS, NAILS, SCREWS, ETC.) SHALL BE APPROVED
SILICON BRONZE OR COPPER, STAINLESS STEEL, OR HOT-DIPPED
ZINC-COATED STEEL. (CBC 2304.9.5.1)
ANCHOR BOLTS MAY HAVE A MECHANICALLY DEPOSITED ZINC
COATING WITH WEIGHTS PER ASTM B 696, CLASS 55.
5. FOUNDATION PLATE BOLTING (MIN.): PROVIDE 5/8" x 12" A307
ANCHOR BOLTS, EMBEDDED 9" MIN. INTO CONCRETE. THERE SHALL
BE A MINIMUM OF TWO (2) BOLTS PER PLATE, WITH ONE (1) BOLT
LOCATED WITHIN 12" OF END, AND SPACED 6'-0" O.C. UNLESS
OTHERWISE NOTED.
6. FOR ANCHOR BOLTS SPACING AT SHEAR PANELS, SEE SHEAR WALL
SHCEDULE (S.W. SCHD.) PER SHEAR WALL TYPE SPECIFIED ON
FOUNDATION PLAN.
FOUNDATION MATERIALS
7. WHERE FRAMING LUMBER IS IN DIRECT CONTACT WITH, OR LESS
THAN 1-12" FROM CONCRETE, USE FOUNDATION GRADE REDWOOD
OR PRESSURE TREATED DOUGLAS-FIR LUMBER.
8. PROVIDE 116" THICK (MIN.) CORROSIVE-RESISTANT METAL BASE-PLATE
FOR UNTREATED WOOD POSTS IN-CONTACT WITH ALL CONCRETE.
9. POSTS ON CONCRETE FLOORS EXPOSED TO WEATHER OR, IN
BASEMENTS SHALL BE SUPPORTED BY CONCRETE PIERS OR METAL
PEDASTALS AT LEAST 6" ABOVE GROUND AND/OR 1" ABOVE FLOOR.
10. VAPOR-BARRIER MATERIAL SHALL BE POLYETHYLENE FILM (VISQUEEN
OR EQUIVALENT) AND SHALL BE PLACED UNDER ALL HOUSE SLABS
AND UNDER GARAGE SLABS, WHERE NOTED ON PLANS, WITH SIX
INCH (6") MIN. SEALED LAP SPLICES.
11. PROVIDE SUCCO BASE SCREED (SEC.4706E)
12. ALL REINFORCEMENT BARS SHALL CONFORM TO ASTM A615,
GARDE-60 (fY = 60 KSI).
SOIL PARAMETERS & SOIL PREPARATION:
13. SOIL BEARING VALUES ARE USED 1500 PSF. ADDITIONAL SOIL
PARAMETERS ARE LISTED ON DESIGN CRITERIA ON GENERAL NOTES
SHEET.
14. PRIOR TO PLACING CONCRETE, SUB-GRADE SOIL BELOW ALL
CONCRETE FLOOR SLABS SHALL BE RE-MOISTURIZED TO 90% OF
OPTIMUM MOISTURE TO A DEPTH OF 12 INCHES IMMEDIATELY
PRIOR TO PLACEMENT OF THE MOISTURE BARRIER OR POURING OF
CONCRETE.
15. PRIOR TO FOUNDATION INSPECTION, A REGISTERED SOILS ENGINEER
SHALL BE REQUIRED TO TEST THE SOIL AT THE BOTTOM OF THE
FOUNDATION EXCAVATION AND SUBMIT A CERTIFICATE TO THE
BUILDING OFFICIAL JUSTIFYING THE BEARING VALUE AND
COMPETENCE OF THE SOIL ACCORDING TO THE DESIGN VALUE USED
IN LIEU OF REQUIRING A SOILS REPORT PRIOR TO PALCEMENT OF
REINFORCEMENT STEEL.
GENERAL NOTES TO CONTRACTOR:
16. CONTRACTOR SHALL VERIFY FOUNDATION DIMENSIONS WITH FLOOR
PLAN DIMENSIONS AND REPORT ANY DISCREPANCIES TO ARCHITECT
PRIOR TO START OF CONSTRUCTION.
17. CONTRACTOR SHALL COORDINATE WITH OTHER TRADES ALL
REQUIREMENTS FOR THEIR MATERIALS TO BE INSTALLED UNDER/IN
SLAB.
18. VERIFY LOCATIONS OF ALL HOLDDOWNS WITH FRAMING PLANS &
FRAMING CONTRACTOR PRIOR TO INSTALLATION.
19. ALL FOUNDATION EXCAVATIONS MUST BE OBSERVED AND
APPROVED BY THE PROJECT ENGINEERING GEOLOGIST AND/OR
PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF
REINFORCING STEEL.
20. PLUMBING AND ELECTRICAL TRENCHES UNDER THE SLAB SHALL BE
BACKFILLED WITH SAND AND COMPACTED BY MECHANINICAL
TAMPING.
21. FOUNDATION CONSTRUCTION MAY BE OF TWO-POUR
CONFIGURATION, HOWEVER, IF CONTRACTOR OPTS TO UTILIZE A
TWO-POUR CONFIGURATION, FOUNDATION SHALL BE FORMED SO
AS TO CREATE A 'CURB' CONDITION @ ALL PERIMETER AND STEP
BREAK LOCATIONS THEREBY, ASSURING A MONOLITHIC CONDITION
FOR HOLDOWNS, STRAPS AND ANCHOR BOLTS.
22. ANY PLUMBING DRAINPIPE OR VENT PIPE CUT THROUGH A STUD
WALL SHALL BE 2x6 STUD WALL OR TWO 2x4 WALLS WITH PLYWOOD
SHEAR PANEL ON NON-PLUMBING WALL.
FOUNDATION NOTES
HOLDOWN SCHEDULE
LOADSHOLDOWN
HOLDOWN SCHEDULE
LOADSANCHORHOLDOWN
A35 OR LTP4 @
24"o.c.
ANCHOR BOLT SCHD.
532
MATERIAL AND NAILING DESCRIPTIONSYMBOL
SHEARWALL SCHEDULE - CBC 2022 (1, 2, 3, 4, 5)
2x PLATE W/ 16d @ 3"o.c.
2x PLATE W/ 16d @ 6"o.c.
2x PLATE W/ 16d @ 4"o.c.A35 OR LTP4 @
16"o.c.
A35 OR LTP4 @
12"o.c.
365
8d @ 4"o.c. E.N. / 12"o.c. F.N.
8d @ 6"o.c. E.N. / 12"o.c. F.N.
1/2" OSB W/2x SILL PLATE W/
12" DIA A.B. @ 36"o.c.
3x SILL PLATE W/ 58" DIA
A.B. @ 24"o.c.
1/2" OSB W/
685 8d @ 3"o.c. E.N. / 12"o.c. F.N.
(SEE NOTE 13)
1/2" OSB W/
ON 3x FRAMING
895 8d @ 2"o.c. E.N. / 12"o.c. F.N.
ON 3x FRAMING (SEE NOTE 13)
2x PLATE W/ 12" x 8" LONG LAG
SCREWS @ 8"o.c. INTO 4x RIM
JOIST/BLOCK'G.
A35 OR LTP4 @
10"o.c.
1/2" OSB W/
10d @ 2"o.c. E.N. / 12"o.c. F.N.
1/2" STRUCTURAL 1 PLYWOODW w/3x PLATE W/ 12" x 8" LONG LAG
SCREWS @ 6"o.c. INTO 4x RIM
JOIST/BLOCK'G.
A35 OR LTP4 @
8"o.c.1217
3x SILL PLATE W/ 58" DIA
A.B. @ 24"o.c.
(SEE NOTES 13)ON 3x FRAMING
SHEAR TRANSFER
RIM JOIST/BLOCKING
*(SEE NOTE 15)
BOTTOM PLATE
SIZE & NAILING
(SEE NOTE 16)
(SEE NOTE 16)
(SEE NOTE 16)
& SILL PLATE SIZE
*(SEE NOTE 9, 10, 11)
3x SILL PLATE W/ 58" DIA
A.B. @ 20"o.c.
3x SILL PLATE W/ 58" DIA
A.B. @ 18"o.c.
1
2
3
4
5
(SEE NOTE 13)ON 3x FRAMING
MAX DESIGN SHEAR CAP. (PLF)
EQ WIND
532
364
686
896
1218
* SEE SHEAR WALL NOTES ON SHEET-SN
1.ROOF SHEATHING SHALL BE:
12" APA PLYWOOD OR ORIENTED STRAND BOARDS WITH 24"/16" SPAN RATING.
UNBLOCKED = 8d COMMON NAILS @ 6" o.c. AT ALL EDGES,/12" OC FIELD MINIMUM PENETRATION IS 158" INTO FRAMING.
B.N. APPLIES TO ALL SUPPORTED PLYWOOD EDGES AT:
PLYWOOD EDGES, PERIMETER WALLS, & SHEARWALLS.
** INSTALLATION OF ROOFING SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
2.FLOOR SHEATHING SHALL BE:
3/4" APA RATED STURDI-I-FLOOR, T&G, 24" o.c. SPAN RATING, EXPOSURE 1
10d COMMON NAILS @ 6" o.c. B.N.,
10d COMMON NAILS @ 12" o.c. F.N.,
B.N. APPLIES TO ALL SUPPORTED PLYWOOD EDGES AT:
PLYWOOD EDGES, PERIMETER WALLS, & SHEARWALLS.
3. TJI JOISTS (ESR-1153), TIMBERSTRANDS, AND PARALLAMS (ESR-1387)
MANUFACTURER SHALL BE 'TRUSS JOIST MACMILLAN' OR EQUIVALENT.
4. DO NOT CUT, NOTCH, DRILL, BORE, SHAVE, TAPER OR FOR ANY REASONS MODIFY PRE-ENGINEERED / MANUFACTURED
STRUCTURAL ELEMENTS SUCH AS GLUED-LAMINATED MEMBERS, PARALLAMS, MICROLLAMS, I-JOISTS, LIGHT GAUGE
METAL MEMBERS AND OTHER SIMILAR TIMBER OR STEEL PRODUCTS UNLESS SUCH MODIFICATIONS ARE WITHIN THE
WRITTEN PARAMETERS SET FORTH BY THE MANU- FACTURER OF THAT PRODUCT OR A LETTER OF CERTIFICATION FROM
THE MANUFACTURER'S ENGINEER WITH DETAIL SIGNED AND STAMPED IS ISSUED AND AUTHORIZED BY THE PROJECT
ENGINEER OF RECORD AND APPROVED BY THE CITY OF GOVERNING BUILDING OFFICIAL.
5. USE SIMPSON "LU" HANGERS TYPICALLY FOR ALL DECK JOIST & OTHER DIMENSIONAL LUMBER, U.N.O.
6. USE SIMPSON 'IUS' HANGERS WHERE TJI FLOOR JOIST ARE UTILZED, U.N.O.
7. BEAMS BEARING ON TOP PLATES SHALL HAVE A SIMPSON 'A34' EACH SIDE (U.N.O.). ALIGN DBL 2x STUDS (U.N.O.)
BELOW. NAIL TOGETHER WITH 16d @ 16"o.c.
8. ALL POSTS TO TOP PLATE AND SILL PLATE CONNECTIONS SHALL BE SIMPSON 'A34' U.N.O.
9. PROVIDE 'MSTC28' STRAP ACROSS ALL DISCONTINUOUS DBL. TOP PLATES.
10. PROVIDE DOUBLE JOISTS @ SIDES & ENDS OF ALL OPENINGS. (U.N.O.) NAIL TOGETHER WITH 16d @ 12"o.c. (TYP.)
11. PROVIDE DBL. JOISTS BELOW ALL INTERIOR WALLS 8'-0" OR GREATER IN LENGTH. PROVIDE BLOCKING @ 1/3 SPANS.
12. ALL SHEAR PANEL SHALL BE APPLIED DIRECTLY TO STUDS PRIOR TO INSTALLATION OF DECORATIVE POP-OUTS AND TRIM.
13. FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN PLYWOOD SHEARWALLS.
14. ALL PLYWOOD EDGES OF FLOOR/DECK DIAPHRAGMS SHALL BE SUPPORTED BY 2x OR WIDER FRAMING ELEMENTS.
15. PROVIDE MULTIPLE STUDS UNDER BEAMS OR TRUSSES TO MATCH WIDTH OF SUPPORTED MEMBER, TYP. STUDS SHALL
BE CONTINUED IN LOWER FLOORS AND/OR CRAWL SPACE TO FOOTING, TYP.
16. PROVIDE SOLID BLOCKING UNDER POSTS AND MULTIPLE STUDS TO TRANSFER LOADS TO POSTS/STUDS BELOW.
17. ANY PLUMBING DRAINPIPE OR VENT PIPE CUT THROUGH A STUD WALL SHALL BE 2x6 STUD WALL OR TWO 2x4 WALLS
WITH PLYWOOD SHEAR PANEL ON NON-PLUMBING WALL.
18. PROVIDE DOUBLE-FLOOR JOIST BELOW BATH-TUBS.
FRAMING NOTES
3-31-233-31-253/31/273/31/27
08/01/2025
3 4 5
10
15
1 2
12 13
16 1817 20
6 8 97
14
19
11
2x4 FLAT @ 24"O.C.
2x NAILER W/ 16d NAILS @
16"O.C.
DOUBLE TOP
PLATE
STUD WALL
2-16d NAILS
PER 2x4 FLAT
JOIST OR
RAFTER
DOUBLE
TOP PLATE
STUD WALL
1/2" CLEAR
PLATE TO JOIST
SIMPSON 'STC' TRUSS
CLIPS @ 48" O.C.
JOIST OR RAFTER
CALIFORNIA FRAMING OVERBUILD, TYP.ROOF CONNECTION AT WALL W/ CALIF. FRAMING
DRAG CONNECTION
KING POST TO HDR CONNECTIONC.J. CONNECTION TO WALL
ROOF CONNECTION AT GABLE-ENDROOF CONNECTION AT WALL
ROOF CONNECTION AT WALL RIDGE CONNECTION
2x RAFTER PER PLAN
SIMPSON A35
PER S.W. SCHD
B.N.2xBLK'G
BEAM PER PLAN
ROOF SHEATING
PER PLAN
BEAM CONNECTION W/ A35 AT T.P.
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
SD1
CONSTRUCTION
DETAILS
3 4 5
10
11 15
1 2
12 13
16 1817 20
6 8 97
14
19
HDR / BEAM PER PLAN
AS OCCURS
1 1/8" PLYWOOD LANDING
LANDING JOIST w/
SIMP. "UTF" HANGER
SEE FRMG. PLAN
STUD WALL WHERE OCCURS
NOTCH STRINGER AS REQUIRED
SIMPSON HANGER TYP.
118" PLYWOOD GLUE
& SCREW TO STRINGERS
1/2" R. EASED EDGE
(2)-2x14 STRINGER
1/8"TYP.
3x6 BLOCK
OR
,
4
2
"
G
U
A
R
D
R
A
I
L
TYP.
MA
X
O
/
C
2x STRINGER
OR, BEAM PER PLAN
2"X6" S.S.
WOOD RAIL
2" SQ. x 3 16" THK.
TUBE POSTS @
4'-0" O.C. MAX.
NOTE:
PROVIDE INTERMEDIATE
RAILS SPACED SUCH THAT
A 4"Ø SPHERE CANNOT
PASS THRU
(4)-3/8"Ø x 6"
LAG SCREWS
4x6 BLKG. WITH
A35 EA. END
4"x4"x1 2"
STL. PLATE
11 4"
1/2"
4"
34
"
-
3
8
"
H
A
N
D
R
A
I
L
4"
4"
3"
3"1/2"
1
14"-
2
"
A
T
S
T
A
I
R
HA
N
D
R
A
I
L
2" MAX.
STANDARD METAL HANDRAIL
HARDWARE @ 4'-0"
INTARVALS MAX SCREWS
SET INTO STUDS
114" DIA. WOOD DOWEL
112" CLR.
(2)-16d (16 GA) x 3"
LONG WOOD SCREWS
2x SOLID BLK'G.
ALONG HANDRAIL
FASTENERS
2x STUDS @
16" O.C. TYP.
1/2" GYP. BRD.
TYP.
STANDARD PICKET RAILING TOP RAIL
BOT. RAIL
PICKETS
2"x3"
58" PICKETS
2"x3"
ALL STEEL TUBING 12 GAUGE
4" MAX. OPENING (TYP.)
2" SQ.x 316"
TUBE POST
3/16"
MAX. OPENING < 4"
A 4"∅ SPEHRE SHALL NOT
PASS THRU. (TYP.)
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
SD2
CONSTRUCTION
DETAILS
3 4 5
10
11 15
1 2
12 13
16 17 20
6 8 97
14
HOLDOWN @ EXTERNAL CONT. FOOTING
Le
Pe
r
P
l
a
n
E.N.
26 GA. GALV. STL. WEEP
SCREED TYP.
24
"
M
I
N
.
MIN. 2-#4 BARS
(TOP & BOT)
x
x
18 19
2-#4 TOP & BOTT.
24
"
M
i
n
.
8"
24
"
M
i
n
.
SQ. PAD FOOTING
PER PLAN
3"
C
L
R
.
#4 REBARS (PER PLAN)
EA. WAY
2-#4 REBARS T&B CONC. SLAB. PER PLAN
2" THK SAND
2-# 4 (T&B)
W/ #3 TIES @ 12" O.C.
15"
3" CLR.
24
3"
C
L
E
A
R
#4 DOWELS (24" LONG EW.)
TO MATCH SLAB REBAR SPACING1218"24"
24"
24
"
12"
2x P.T. SILL W/ 2- 5/8" DIA. A.B.
(FULL BEARING)
(2)-A35 EA
STRINGER
2x14 STRINGER
PER PLAN
5/8" TYPE "X" GYP. BRD.
3/4" CDX PLYWD.
3/4" CDX PLYWD.
FIRE BLOCK
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
SD3
CONSTRUCTION
DETAILS
3-31-233-31-253/31/273/31/27
08/01/2025
3 5
10
11
1 2
12 13
16 1817 20
6 87
FOOTING DETAIL AT CORNER
6Ø
S
t
i
r
r
u
p
s
&
T
i
e
s
2~
8
"
M
i
n
.
S
t
i
r
r
u
p
s
&
T
i
e
s
4"
M
i
n
.
T
y
p
.
12
Ø
E
x
t
e
n
s
i
o
n
Ø
6Ø or
4" Min.
6Ø O
R
4" M
i
n
.
L
Ø
o
r
1"
C
l
r
.
BAR BENDING 14 15
19
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
SD4
CONSTRUCTION
DETAILS
WOOD NOTES
CONCRETE NOTES
WOOD NOTES (cont.)GENERAL NOTES STRUCTURAL STEEL NOTES MASONRY NOTES
REINFORCING STEEL NOTES
SIMPLE SPANS
CANTILEVERS
24F-V4
24F-V8
USECOMBINATION NO.
24/0
48/24
24/0
OSB
APA
OSB (U.N.O.)
ROOF SHEATING
FLOOR SHEATHING
SHEAR PANEL
PANEL
INDENTIFICATION INDEXGRADEUSE
A.
B.
C.
D.
E.
EMBEDDED AT LEAST 7" INTO CONCRETE OR MASONRY.
SPACED NOT MORE THAN 6' APART.
PLACED A MIN. OF 4" AND A MAX. OF 12" FROM EACH END. A MINIMUM OF
TWO BOLTS PER PIECE.
SIZE AND SPACED AS SHOWN ON THE DRAWINGS.
GRADEMEMBERS
CONSTRUCTION
# 2
# 2
# 1
# 1
# 1
MATCH WALL MEMBERS
SAWN WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (U.N.O.), CONFORM TO
THE "CALIFORNIA BUILDING CODE" (CBC) SEC. 2303, and NDS 2018 AND SHALL BE
GRADE MARKED BY AN ACCREDITATION BODY THAT COMPLIES WITH DOC PS 20
OR EQUIVALENT.
WOOD GRADES, U.N.O., SHALL BE AS FOLLOWS:
ALL WOOD THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8"
FROM EXPOSED EARTH, ALL WOOD ATTACHED DIRECTLY TO INTERIOR OR
EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE, AND ALL WOOD
SLEEPERS AND SILLS ON CONCRETE THAT IS IN DIRECT CONTACT WITH EARTH
SHALL BE PRESERVATIVE-TREATED DOUGLAS FIR.
ALL SILLS OR PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR
BOLTS:
WOOD STRUCTURAL PANELS SHALL CONFORM TO THE "CALIFORNIA BUILDING
CODE" (CBC) SEC. 2303, AND SHALL CONFORM TO THE REQUIREMENTS FOR THEIR
TYPE IN DOC PS 1 OR PS2. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND
GLUE TYPE BY THE TRADEMARKS OF AN APPROVED TESTING AND GRADING
AGENCY. WOOD STRUCTURAL PANELS THAT ARE PERMANENTLY EXPOSED IN
OUTDOOR APPLICATIONS SAHLL BE OF EXTERIOR TYPE (U.N.O.). ALL WOOD
STRUCTURAL PANELS SHALL BE OF THE FOLLOWING GRADES AND PANEL
INDENTIFICATION INDEXES (U.N.O. ON DRAWINGS):
GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS
REQUIRED IN AITC A190.1 AND ASTM D 3737, USING DOUGLAS FIR INDUSTRIAL
APPEARANCE GRADE WOOD AND EXTERIOR GLUE WITH INTENDED DRY USE
CONDITION AND USE SHALL BE AS FOLLOWS:
FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS
SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY"
OR AN ENGINEER- APPROVED EQUAL.
1.
2.
3.
4.
5.
6.
7.
BARS, PLATES, UNHEADED BOLTS, WASHERS AND DRIFT BOLTS SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A36.
BOLTS SHALL CONFORM TO ASTM A307. BOLTS IN PRESSURE TREATED WOOD SHALL BE
HOT DIPPED ZINC-COATED GALVANIZED STEEL PER ASTM A 153 OR MECHANICALLY
DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 695, CLASS 55.
NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A.
ALL BOLT HEADS, NUTS, AND LAG SCREWS BEARING ON WOOD SHALL HAVE CUT
WASHERS UNLESS NOTED.
BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" LARGER THAN THE NOMINAL BOLT
DIAMETER. BOLT HOLES SHALL BE ACCURATELY ALIGNED AND NOT FORCIBLY DRIVEN.
SPECIAL CONNECTORS FOR CONNECTING WOOD OR GLUED LAMINATED TIMBER SHALL
BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO
THE REQUIREMENTS OF AWS D1.1-15.
8.
9.
10.
11.
12.
13.
FOR SHANK:
FOR THREADED PORTION:
SAME DIAMETER AND LENGTH AS UNTHREADED
SHANK.
60% TO 75% OF SHANK DIAMETER & LENGTH EQUAL
TO THE THREADED PORTION.
BN =
EN =
FN =
NAILING AT DIAPHRAGM BOUNDARIES, CONTINUOUS PANEL
EDGES, AND AT EDGES OF OPENING.
EDGE NAILING
FIELD NAILING
SILL PLATE SHALL BE 3x6 P.T. D.F.
ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 4x6.
ALL OTHER INTERMEDIATE STUDS SHALL BE 3x6 @ 16"o.c.
END POSTS SHALL BE AS SPECIFIED ON THE DRAWINGS.
BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS
ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED.
THE PLYWOOD ON ONE SIDE MUST BE NAILED BEFORE THE FRAME INSPECTION.
THE PLYWOOD ON THE OTHER SIDE
MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION
OF WALL SURFACE COVERING.
NO PENETRATIONS OR NOTCHES ARE PERMITSED OTHER THAN THOSE SHOWN
ON THE STRUCTURAL DRAWINGS.
A.
B.
C.
D.
E.
F.
G.
DIAPHRAGM NAILING SHALL CONFORM TO CBC WITH NOMENCLATURE DEFINED AS
FOLLOWS:
WHERE DIAPHRAGM BLOCKING IS SPECIFIED, USE 2 X 4 FLAT BLOCKING (WITH "Z"
CLIPS). (U.N.O.)
SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE
NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT WITH
ENGINEER.
LEAD HOLES FOR LAG SCREWS IN WOOD SHALL BE BORED AS FOLLOWS:
SPECIAL PROVISIONS FOR SHEAR WALLS WITH PLYWOOD ON BOTH SIDES: WHERE
SPECIFICALLY INDICATED ON PLANS
PROVIDE DOUBLE STUD TO SUPPORT ALL BEAMS UNLESS POSTS ARE SPECIFIED.
DOUBLE BLOCK UNDER ALL POSTS.
DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS U.N.O.
TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2 X (SAME WIDTH AS STUDS), LAP
48" (MIN.), WITH AT LEAST 36-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 12"
BETWEEN.
CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS SHALL BE PERMITSED ONLY AS
DETAILED OR APPROVED BY THE ENGINEER.
MOISTURE CONTENT OF WOOD AT TIME OF PLACEMENT SHALL NOT EXCEED 19%.
PROVIDE 'MSTC28' STRAPS ACROSS ALL DISCONTINUOUS TOP PLATES.
THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE
LESS THAN THE FOLLOWING TABLE.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
26.
ASTM A992, Fy= 50ksi
ASTM A500 GRADE B, Fy= 46ksi
ASTM A500, GRADE B, Fy= 42ksi
ASTM A53, GRADE B, Fy= 35ksi
ASTM A36, Fy = 36 ksi
GRADE 40 - # 3 AND SMALLER
GRADE 60 - # 4 AND LARGER
BAR REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615. THE
FOLLOWING GRADES SHALL BE USED:
DETAILS OF REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CH.
7 AND OTHER SECTIONS ACCORDING TO APPLIC.
LAPS AT BAR SPLICES IN CONC. CONSTRUCTION SHALL BE AS FOLLOWS:
LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE 48 BAR DIAMETERS BUT NOT
LESS THAN 2'-0".
VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP
AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 48" O.C..
WELDED STEEL WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ASTM A185. 12" LAPS
OF WELDED STEEL WIRE FABRIC AT SPLICES ARE REQ'D.
WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THE SUPPORTING FOOTINGS
WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND AT THE SAME SPACING AS THE
VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, OR COLUMNS (U.N.O).
BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR
SUPPORT SPECIFICATIONS" AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF
STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI).
REINFORCING STEEL DETAILING, BENDING AND PLACING SHALL BE IN ACCORDANCE WITH
THE CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE",
LATEST EDITION.
ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE
OR GROUT.
WELDING OF REINFORCING BARS SHALL CONFORM TO "STRUCTURAL WELDING
CODE-REINFORCING STEEL," ANSI/AWS D1.4 OF THE A.W.S.
WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO
THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL
REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR, AND
STRUCTURAL ENGINEER.
WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE
PERMITSED.
ALL WELDS SHALL, IN ADDITION, TO ALL THE SPECIFICATIONS LISTED ABOVE, COMPLY
WITH THE REQUIREMENTS OF THE 14th EDITION OF THE "STEEL CONSTRUCTION MANUAL"
AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
(CLASS B)
f'c = 3000
21
29
25
33
f'c = 3000
27
38
33
f'c = 2500
30
40
35
(CLASS B)TOP BARS
# 7
# 6
# 5
BAR SIZE
# 8 4345
OTHER THAN TOP BARS
32
28
f'c = 2500
24
36
# 6 AND LARGER BAR
# 5 BARS, 5/8 INCH WIRE, AND SMALLER
MIN. CVR.
(INCHES)LOCATION:
STRENGTH:CONVENTIONAL FOUNDATIONS:
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER:
3"
2"
1 12"
2500
2500
2500
2500
SLAB ON GRADE
SLAB ON GRADE-GARAGE
FOOTINGS
GRADE BEAM / CAISSON
CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 CHAPTER 5. THE MINIMUM 28-DAY
CYLINDER STRENGTH SHALL BE AS FOLLOWS:
WHERE CONCRETE STRENGTH IS GREATER THAN 2500 PSI, CYLINDER TESTS ARE REQUIRED PER ACI
318-19 5.6.3.3.
PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150, TYPE V. MAXIMUM
WATER-CEMENT RATIO = 0.45
AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C33
FOR NORMAL WEIGHT CONCRETE AND ASTM C330 FOR LIGHTWEIGHT CONCRETE.
ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND
APPROVED BY THE ENGINEER OF RECORD.
READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS
OF "STANDARD SPECIFICATION FOR READY-MIXED CONCRETE" ASTM C94.
MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON-PRESTRESSED
CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS, U.N.O:
ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND
SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL
DRAWINGS, SLEEVING SHALL NOT BE PERMITSED UNLESS APPROVED BY THE DESIGNER AND
STRUCTURAL ENGINEER.
SLEEVES, PIPES, OR CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS,
GRADE BEAMS, PILE CAPS, OR TIE BEAMS, UNLESS SPECIFICALLY DETAILED BY THE ENGINEER.
CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN
3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT
BE GREATER THAN 1/3 OF THE SLAB THICKNESS. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS
SHALL
BE 3 INCHES.
ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH, U.N.O.
REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES,
ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF
DEPRESSIONS, CURBS, AND RAMPS.
ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE
SHALL BE FORMED.
REFERENCE ARCH. DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO
ARCHITECTURAL C.I.P. CONCRETE.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
PSI
PSI
PSI
PSI
ALL CONSTRUCTION, INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO
THE PROVISIONS OF THE 2022 EDITION OF THE "CALIFORNIA BUILDING CODE" (CBC) WITH
THE GOVERNING AGENCY AMENDMENTS, AND STANDARDS REFERENCED THEREIN.
WHERE EVER CODE OR CALIFORNIA BUILDING CODE (CBC) IS REFERENCED IN THE
FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE CBC
CODE WITH GOVERNING AGENCY AMMENDMENTS.
ALL ASTM STANDARDS LISTED HEREIN, SHALL BE CURRENT AND COMPLIANT TO 2022
CBC, CHAPTER 35.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS
BEFORE STARTING WORK. THE DESIGNER AND STRUCTURAL ENGINEER SHALL
IMMEDIATELY BE NOTIFIED, IN WRITING, OF ANY DISCREPANCIES.
ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF
THE FIELD INSPECTOR, AND A SOLUTION GIVEN BY, THE DESIGNER AND STRUCTURAL
ENGINEER PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR
OMISSION.
IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL
TAKE PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE.
IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION
SHALL BE THE SAME AS FOR SIMILAR WORK.
WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON
THESE STRUCTURAL DRAWINGS.
THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE ERECTION SHORING AND
BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF
CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
INDICATE THE METHOD OF CONSTRUCTION.
PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK-OUTS, ETC., SHALL NOT
BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, ETC., NOR
SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY
DETAILED ON THESE STRUCTURAL DRAWINGS. (IF ANY PIPES, DUCTS, ETC., DO OCCUR,
THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE DESIGNER AND
STRUCTURAL ENGINEER SHALL BE NOTIFIED.) SEE PARAGRAPH 4, ABOVE.
ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE
DESIGNED FOR SEISMIC CATEGORY D BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER
REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE SHOWN ON THE MECHANICAL
OR ELECTRICAL SHOP DRAWINGS.
THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE
CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING
SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY
CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR
SHALL DEFEND, INDEMNIFY, AND HOLD THE STRUCTURAL ENGINEER FREE AND
HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABIBLITY, REAL OR ALLEGED, IN
CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR
LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE STRUCTURAL ENGINEER.
IF ANY SUBSTITUTION IS PROPOSED BY THE CONTRACTOR, NEW CALCULATIONS MAY
HAVE TO BE PREPARED, THE DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS
MAY HAVE TO BE SUBMITSED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL
PAY THE STRUCTURAL ENGINEER'S FEES TO ALTER THE APPROVED PLANS. THE
CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL
SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
1.
2.
3.
4.
5.
6.
7.
8.
MASONRY UNITS SHALL CONFORM TO ASTM C90 HOLLOW CORE,
NORMAL WEIGHT, f'm= 1500 psi (U.N.O.).
ALL UNITS SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140.
MORTAR SHALL BE TYPE 'S' AND CONFORM TO ASTM C270 AND TABLE SC-1 AND SC-2 OF TMS 402-16. THE
MINIMUM STRENGTH SHALL BE 1,800 psi AT 28 DAYS. THE BED JOINTS SHALL NOT EXCEED }" THICK.
GROUT SHALL CONFORM WITH ARTICLE 2.2 OF TMS 402-16.
THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C1019.
WHEN THE GROUT CONFORMS TO ASTM C476, THE GROUT SHALL BE SPECIFIED BY PROPORTION
REQUIRMENTS OR PROPERTY REQUIREMENTS. THE MINUMUM STRENGTH SHALL BE 2,000 psi AT 28 DAYS.
PORTLAND CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C150.
BLENDED CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C595.
MASONRY CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C91.
MORTAR CEMENT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C1329.
COARSE AGGREGATE SHALL CONFORM TO ASTM C404.
COARSE AGGREGATE SHALL BE PEA GRAVEL.
FINE AGGREGATE SHALL CONFORM TO ASTM C144.
LIME SHALL BE HYDRATED LIME AND CONFORM TO ASTM C207, TYPE S.
ADMIXTURES SHALL BE USED IN ACCORDANCES WITH THE MANUFACTURER'S RECOMMENDATIONS AND
APPROVED BY THE ENGINEER OF RECORD.
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
1.
2.
3.
4.
5.
THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN
ACCORDANCE WITH AISC 360-16.
ALL STRUCTURAL STEEL TO BE THE FOLLOWING:
W SHAPES:
HSS SHAPES (RECTANGULAR)
HSS SHAPES (ROUND):
PIPE SHAPES:
ALL OTHER STEEL:
ALL STRUCTURAL WELDS TO BE THE FOLLOWING:
E70 SERIES-TYP.
E90 SERIES FOR A615 GRADE 60 REINFORCING BARS
ALL STRUCTURAL WELDING SHALL BE DONE IN AN APPROVED FABRICATING SHOP. IN
ABSENCE OF AN APPROVED FABRICATING SHOP, STRUCTURAL WELDING SHALL BE DONE
UNDER THE SUPERVISION OF A CERTIFIED SPECIAL INSPECTOR. (CBC 1705.2.2)
FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION.
WALLS 2 X 4 (8'-0")
WALLS 2 X 4 (8'-1" TO 12'-0")
WALLS 2 X 6 (12'-0" to 16'-0")
STRUCTURAL JOISTS AND PLANKS (2x)
BEAMS AND STRINGERS (4x8 & WIDER)
POSTS AND TIMBERS
TOP PLATE
SHEAR WALL SCHEDULE NOTES
A35 OR LTP4 @
24"o.c.
ANCHOR BOLT SCHED.MATERIAL AND NAILING DESCRIPTIONSYMBOL
2x PLATE W/ 16d @ 3"o.c.
2x PLATE W/ 16d @ 6"o.c.
2x PLATE W/ 16d @ 4"o.c.A35 OR LTP4 @
16"o.c.
A35 OR LTP4 @
12"o.c.
8d @ 4"o.c. E.N. / 6"o.c. F.N.
8d @ 6"o.c. E.N. / 6"o.c. F.N.
1/2" OSB W/2x SILL PLATE W/
12" DIA A.B. @ 36"o.c.
3x SILL PLATE W/ 58" DIA
A.B. @ 24"o.c.
1/2" OSB W/
8d @ 3"o.c. E.N. / 6"o.c. F.N.
(SEE NOTE 13)
1/2" OSB W/
ON 3x FRAMING
8d @ 2"o.c. E.N. / 6"o.c. F.N.
ON 3x FRAMING (SEE NOTE 13)
2x PLATE W/ 12" x 8" LONG LAG
SCREWS @ 8"o.c. INTO 4x RIM
JOIST/BLOCK'G.
A35 OR LTP4 @
10"o.c.
1/2" OSB W/
10d @ 2"o.c. E.N. / 6"o.c. F.N.
1/2" STRUCTURAL 1 PLYWOODW w/3x PLATE W/ 12" x 8" LONG LAG
SCREWS @ 6"o.c. INTO 4x RIM
JOIST/BLOCK'G.
A35 OR LTP4 @
8"o.c.
3x SILL PLATE W/ 58" DIA
A.B. @ 24"o.c.
(SEE NOTES 13)ON 3x FRAMING
SHEAR TRANSFER
RIM JOIST/BLOCKING
(SEE NOTE 15)
BOTTOM PLATESIZE & NAILING
(SEE NOTE 16)
(SEE NOTE 16)
(SEE NOTE 16)
& SILL PLATE SIZE
(SEE NOTE 9, 10, 11)
3x SILL PLATE W/ 58" DIA
A.B. @ 20"o.c.
3x SILL PLATE W/ 58" DIA
A.B. @ 18"o.c.
1
2
3
4
5
(SEE NOTE 13)ON 3x FRAMING
MAX DESIGN SHEAR CAP. (PLF)
1. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FRAMING.
2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY.
3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED W/ 2x BLOCKING MIN.
4. SHEAR WALLS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS.
5. PROVIDE 112" MIN. EDGE DISTANCE FOR ALL PLYWOOD EDGE NAILING. NAILS SHALL BE PLACED NOT LESS THAN 12"in FROM THE PANEL EDGES AND NOT LESS THAN 38" FROM THE EDGE
OF THE CONNECTION MEMBERS FOR SHEAR GREATER THAN 350 plf. NAILS SHALL BE PLACED NOT LESS THAN 38" FROM PANEL EDGES AND NOT LESS THAN 14" FROM THE EDGE OF THE
CONNECTING MEMBERS FOR SHEARS OF 350plf OR LESS.
6. ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEATHING ATTACHMENT.
7. NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE.
8. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX. OVERSIZED.
9. USE DOUGLAS FIR # 2 PRESSURE TREATED SILL PLATES. ALL NAILS & ANCHOR BOLTS IN PRESSURE TREATED SILL PLATES SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL
PER ASTM A 153. ANCHOR BOLTS MAY HAVE A MECHANICALLY DEPOSITED ZINC COATING WITH WEIGHTS PER ASTM B 696, CLASS 55.
10. ANCHOR BOLTS MUST BE EMBEDDED 7" MIN. INTO NEW CONCRETE. WHERE SHEAR WALLS ARE TO BE ATTACHED TO EXISTING FOOTINGS, EPOXY 5/8"DIA THREADED ROD ANCHORS
WITH 5" MIN. EMBEDMENT USING SIMPSON 'SET-XP' HIGH STRENGTH ADHESIVE (ESR-2508) WITH SPECIAL INSPECTION (OR) 5 8" DIA x 6" LONG SIMPSON 'TITEN HD' ANCHORS
(ESR-2713) INSTALLED AT THE SPACING INDICATED IN THE SHEAR WALL SCHEDULE
11. FOUNDATION ANCHOR BOLTS IN ALL SHEAR WALLS SHALL HAVE A MINIMUM 3" x 3" x 1 4" THICK PLATE WASHERS BETWEEN THE SILL PLATE AND NUT. THE NUTS SHALL BE TIGHTENED
JUST PRIOR TO COVERING THE WALL FRAMING.
12. STUCCO AND/OR EXTERIOR VENEER OVER A PLYWOOD SHEARWALL SHALL BE WATERPROOFED W/ A MIN. OF (2) LAYERS OF # 15LB. FELT PAPER.
13. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED.
14. WHERE PLYWOOD PANELS ARE APPLIED ON BOTH FACES OF A WALL, USE A 3x6 BOT./SILL PLATE, 3x6 STUDS @ 16"o.c., AND 3x6 df. # 2 DOUBLE TOP PLATES. ALL FRAMING MEMBERS
RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 4-INCH NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED AND BOTH VERTICAL AND HORIZONTAL
INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. SEE WOOD NOTES # 18 FOR ADDITIONAL REQUIREMENTS.
15. WHEN 'LTP4' IS INSTALLED OVER PLYWOOD, USE USE 8d COMMON NAILS.
16. WHERE BOTTOM PLATE NAILING GOES THROUGH FLOOR SHEATHING THICKER THAN3 4", USE 20d NAILS AT SAME SPACING AS INDICATED OR SIMPSON SDS25412 SCREWS AT TWICE
THE SPACING AS INDICATED.
17. IN SEISMIC CATEGORY "D", ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH A MIN. 12" THICK PLY/WOOD STRUCTURAL PANEL.
18. WHERE NAILS ARE IDENTIFIED AT 4" O.C. OR LESS, SPECIAL INSPECTION (SEISMIC) IS REQUIRED FOR STRUCTURAL WOOD.
19. WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL
ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT
ALL PANEL EDGES SHALL BE STAGGERED.
SHEAR WALL
DESIGN CRITERIA
SN
STRUCTURAL NOTES
EQ.WIND
532
364
686
896
1218
380
260
490
640
870
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
sheet no:
sheet title:
revisions:
-
-
-
-
drawn by:
job number:
AM
-
N
e
w
A
D
U
-
4
0
6
S
A
n
d
r
e
s
P
l
a
c
e
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
AR24-1018
DATE: 07/29/2025
THESE DRAWINGS AND
SPECIFICATIONS, IDEAS, DESIGNS AND
ARRANGEMENTS ARE, AND SHALL
REMAIN, THE PROPERTY OF AB33R
ENGINEERING LLC. NO PART SHALL BE
COPIED, REPRODUCED OR OTHERWISE
USED, DIRECTLY OR INDIRECTLY, IN
WHOLE OR IN PART, IN CONNECTION
WITH ANY OTHER WORK OR PROJECT
WITHOUT THE WRITTEN CONSENT OF
AB33R ENGINEERING. VISUAL CONTACT
WITH THESE DRAWINGS AND/OR
SPECIFICATIONS SHALL CONSTITUTE A
PRIMA FACIE EVIDENCE OF
ACCEPTANCE OF THESE RESTRICTIONS.
2610 E EMBRY LN.
ONTARIO, CA 91762
TEL: (909) 907 - 3949
EMAIL:
ab33r.engineering@gmail.com
AB33R
ENGINEERING
SN2
FASTERNER SCHEDULE
GRN-1
20
2
2
C
A
L
G
r
e
e
n
R
E
S
I
D
E
N
T
I
A
L
M
A
N
D
A
T
O
R
Y
M
E
A
S
U
R
E
S
C
H
E
C
K
L
I
S
T
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
N.T.S
23
GRN-2
20
2
2
C
A
L
G
r
e
e
n
R
E
S
I
D
E
N
T
I
A
L
M
A
N
D
A
T
O
R
Y
M
E
A
S
U
R
E
S
C
H
E
C
K
L
I
S
T
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
N.T.S
24
T-24-1T-24-1
New ADU
406 S. Andres Pl Unit 2
Santa Ana, Ca 92704
T-24-2
Pages from 17-001-1-1.jpg
Pages from 17-001-1-1.jpg
New ADU
406 S. Andres Pl Unit 2
Santa Ana, Ca 92704
pg
jpg
T-24-3
2022 Single-Family Residential Mandatory Requirements Summary
NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach
used. Review the respective section for more information.
(04/2022)
Building Envelope:
§ 110.6(a)1:
§ 110.6(a)5:
§ 110.6(b):
§ 110.7:
§ 110.8(a):
§ 110.8(g):
§ 110.8(i):
§ 110.8(j):
§ 150.0(a):
§ 150.0(b):
§ 150.0(c):
§ 150.0(d):
§ 150.0(f):
§ 150.0(g)1:
§ 150.0(g)2:
§ 150.0(q):
Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or
less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. *
Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a).
Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from
Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. *
Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be
caulked, gasketed, or weather stripped.
Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household
Goods and Services (BHGS).
Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g).
Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the
roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified
on the CF1R.
Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer
Affairs.
Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted
average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average
U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access
doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to
prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration
as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. *
Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value.
Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood
framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102.
Masonry walls must meet Tables 150.1-A or B. *
Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. *
Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone
without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from
physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g).
Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II
vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to
§150.0(d).
Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of
all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation.
Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have
a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. *
Fireplaces, Decorative Gas Appliances, and Gas Log:
§ 110.5(e)
§ 150.0(e)1:
§ 150.0(e)2:
§ 150.0(e)3:
Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox.
Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in
area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. *
Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. *
Space Conditioning, Water Heating, and Plumbing System:
§ 110.0-§ 110.3:
§ 110.2(a):
§ 110.2(b):
§ 110.2(c):
§ 110.3(c)3:
§ 110.3(c)6:
5/6/22
Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other
regulated appliances must be certified by the manufacturer to the California Energy Commission. *
HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. *
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance
heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone;
and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and
the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. *
Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a
setback thermostat. *
Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank
surface heat loss rating.
Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with
hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed.
2022 Single-Family Residential Mandatory Requirements Summary
§ 110.5:
§ 150.0(h)1:
§ 150.0(h)3A:
§ 150.0(h)3B:
§ 150.0(j)1:
§ 150.0(j)2:
Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances
(except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and
spa heaters. *
Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook,
Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation
Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2.
Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any
dryer.
Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the
manufacturer’s instructions.
Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water
piping must be insulated as specified in § 609.11 of the California Plumbing Code. *
Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment`
maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no
adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must
include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and
non-crushable casing or sleeve.
§ 150.0(n)1:
§ 150.0(n)3:
Ducts and Fans:
§ 110.8(d)3:
Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must
designate a space at least 2.5’ x 2.5’ x 7’ suitable for the future installation of a heat pump water heater, and meet electrical and
plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no
more than 2” higher than the base of the water heater
Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and
Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO
R&T), or by a listing agency that is approved by the executive director.
Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a
contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement.
§ 150.0(m)1:
CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC
Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to
R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8)
do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be
sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723.
The combination of mastic and either mesh or tape must be used to seal openings greater than ¼”, If mastic or tape is used. Building
cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or
flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in
these spaces must not be compressed. *
§ 150.0(m)2:
§ 150.0(m)3:
§ 150.0(m)7:
§ 150.0(m)8:
§ 150.0(m)9:
§ 150.0(m)10:
§ 150.0(m)11:
§ 150.0(m)12:
Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction,
connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive
duct tapes unless such tape is used in combination with mastic and draw bands.
Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes,
mastics, sealants, and other requirements specified for duct construction.
Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic
dampers.
Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible,
manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents.
Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind.
Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic
cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating.
Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and
outer vapor barrier.
Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an
occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in
accordance with Reference Residential Appendix RA3.1.
Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13
or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A.
Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter
racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the
filter. *
5/6/22
2022 Single-Family Residential Mandatory Requirements Summary
§ 150.0(m)13:
Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have
a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must
be ≥ 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy ≤ 0.45 watts per CFM for gas furnace air
handlers and ≤ 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow ≥ 250 CFM per ton of nominal
cooling capacity, and an air-handling unit fan efficacy ≤ 0.62 watts per CFM. Field verification testing is required in accordance with
Reference Residential Appendix RA3.3. *
Ventilation and Indoor Air Quality:
§ 150.0(o)1:
§ 150.0(o)1B:
Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2,
Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. *
Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole-
dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that
prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI
ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for
compliance with §150.0(o)1C.
§ 150.0(o)1C:
§ 150.0(o)1G:
Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units,
and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial
spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii.
Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand-
controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or
continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1Gv, and rated for sound per
§150.0(o)1Gvi. *
§ 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must
be measured by using a flow hood, flow grid, or other airflow measuring device at the fan’s inlet or outlet terminals/grilles per Reference
Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the
minimum airflow rate required by §150.0(o)1C.
§ 150.0(o)2:
Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating,
and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods
must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow
rates and sound requirements per §150.0(o)1G
Pool and Spa Systems and Equipment:
§ 110.4(a):
§ 110.4(b)1:
§ 110.4(b)2:
§ 110.4(b)3:
§ 110.5:
§ 150.0(p):
Lighting:
§ 110.9:
§ 150.0(k)1A:
§ 150.0(k)1B:
§ 150.0(k)1C:
§ 150.0(k)1D:
§ 150.0(k)1E:
§ 150.0(k)1F:
5/6/22
Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance
with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off
the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not
use electric resistance heating. *
Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or
dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating.
Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover.
Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time
switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods.
Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light.
Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump
sizing, flow rate, piping, filters, and valves. *
Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable
requirements of § 110.9. *
Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen
range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen
closets with an efficacy of at least 45 lumens per watt.
Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight,
and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met.
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a
luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor
control, low voltage wiring, or fan speed control.
Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust
hoods) must meet the applicable requirements of § 150.0(k). *
§ 150.0(k)1G:
§ 150.0(k)1H:
§ 150.0(k)1I:
§ 150.0(k)2A:
§ 150.0(k)2B:
§ 150.0(k)2A:
§ 150.0(k)2B:
§ 150.0(k)2C:
§ 150.0(k)2D:
§ 150.0(k)2E:
§ 150.0(k)2F:
§ 150.0(k)2K:
§ 150.0(k)3A:
§ 150.0(k)4:
§ 150.0(k)5:
Solar Readiness:
§ 110.10(a)1:
2022 Single-Family Residential Mandatory Requirements Summary
Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required
to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of
power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or
linen closet is closed.
Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A.
Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. *
Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned
on and off. *
Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed
to comply with § 150.0(k).
Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9.
Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming,
occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified
in § 150.0(k)2A.
Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire
must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with
opaque fronts or doors must have controls that turn the light off when the drawer or door is closed.
Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall-
mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light
sources in these spaces must comply with NEMA SSL 7A.
Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or
shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting.
Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to
other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch
control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all
applicable requirements may be used to meet these requirements.
Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5
watts of power.
Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the
applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0.
Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the
application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency,
which do not have a photovoltaic system installed, must comply with the requirements of § 110.10(b)-(e).
§110.10(b)1A:
§ 110.10(b)2:
§ 110.10(b)3A:
§ 110.10(b)3B:
§ 110.10(b)4:
§ 110.10(c):
§ 110.10(d):
§ 110.10(e)1:
§ 110.10(e)2:
Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with
access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any
requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5
feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160
square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be
located on the roof or overhang of the building and have a total area no less than 250 square feet. *
Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north.
Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof
mounted equipment. *
Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the
horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the
solar zone, measured in the vertical plane. *
Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for
roof dead load and roof live load must be clearly indicated on the construction documents.
Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a
pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family
residences and central water-heating systems, a pathway reserved for routing plumbing from the solar zone to the water-heating system.
Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be
provided to the occupant.
Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps.
Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole
circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.”
Electric and Energy Storage Ready:
5/6/22
2022 Single-Family Residential Mandatory Requirements Summary
Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection
equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, or a dedicated raceway from the
main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their
source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit
near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of
225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3’ of the main
panelboard, with raceways installed between the panelboard and the switch location to allow the connection of backup power source.
Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated
unobstructed 240V branch circuit wiring installed within 3’ of the furnace with circuit conductors rated at least 30 amps with the blank cover
identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker
permanently marked as “For Future 240V use.”
Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed
240V branch circuit wiring installed within 3’ of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as
“240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently
marked as “For Future 240V use.”
Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A
dedicated unobstructed 240V branch circuit wiring installed within 3’ of the dryer location with circuit conductors rated at least 30 amps with
the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole
circuit breaker permanently marked as “For Future 240V use.”
*Exceptions may apply.
New ADU
406 S. Andres Pl Unit 2
Santa Ana, Ca 92704
SPEC
N.T.S
25
SP
E
C
.
M
A
N
U
.
S
H
E
E
T
S
RE
V
I
S
I
O
N
DA
T
E
:
BY
:
SHEET NO.
OF 25
DATE: 07-30-2025
JOB NO.: 0124-394
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
O
J
E
C
T
:
123
NG
H
I
B
O
T
2
3
2
R
E
S
I
D
E
N
C
E
TW
O
S
T
O
R
Y
R
E
S
I
D
E
N
T
I
A
L
PR
O
P
O
S
E
D
D
E
T
A
C
H
E
D
A
D
U
46
1
0
W
e
s
t
M
e
l
r
i
c
D
r
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
M
a
i
n
H
o
u
s
e
DE
S
I
G
N
E
D
B
Y
:
AD
D
R
E
S
S
:
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
(C
E
L
L
)
:
7
1
4
4
5
8
5
3
7
4
-
E
M
A
I
L
:
D
O
Q
U
O
C
P
L
@
Y
A
H
O
O
.
C
O
M
CO
N
T
A
C
T
P
E
R
S
O
N
:
Q
U
O
C
D
O
Q3
D
E
S
I
G
N
&
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
12
1
8
C
A
M
D
E
N
P
L
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
7
40
6
S
A
n
d
r
e
s
P
l
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
4
F
o
r
A
D
U
RE
V
I
E
W
E
D
B
Y
:
AD
D
R
E
S
S
:
ON
T
A
R
I
O
,
C
A
9
1
7
6
2
PH
O
N
E
:
(
9
0
9
)
9
0
7
-
3
9
4
9
26
1
0
E
E
M
B
R
Y
L
N
.
EM
A
I
L
:
A
B
3
3
R
.
E
N
G
I
N
E
E
R
I
N
G
@
G
M
A
I
L
.
C
O
M
EN
G
I
N
E
E
R
I
N
G
AB
3
3
R
SP
E
C
.
M
A
N
U
.
S
H
E
E
T
S
Reinforcement for Grab Bars.
[R327.1.1]At least one bathroom on the entry level shall be provided with
reinforcement installed in accordance with this section. Where there is no
bathroom on the entry level, at least one bathroom on the 2nd or 3rd floor
of the dwelling shall comply with this section.
1. Reinforcement shall not be less than 2 by 8 inch nominal lumber (1-1/2” x
7-1/4” actual dimension) or other construction material providing equal
height and load capacity. Reinforcement shall be located between 32”
and 39-1/4” above the finished floor, flush with the wall framing.
2. Shower reinforcement shall be continuous where wall framing is provided.
THE OWNER MUST BE PROVIDED
Identifying the location of grab bar reinforcement in the operation
and maintenance manual of the residence to the occupant
CITY OF SANTA ANA
Planning and Building Agency
Garden Grove Unified School Dist .:_;
Certification of Compliance
Payment of School Facility Fees
Developer/Applicant _ &aluC 1)6
Address _ '�� ,S
�1�i�S 01�1 Cx
Telephone Number (V) _V1 V - N.-JC)
Project Location
Strut Awr"s
11 S
'#IliezX f-1 n
Srhooi int sc►wd 041gh
h'"rt ve d
FOR PERMIT ISSUANCE
Data
ZIP
rlvx Map no
---------------•---•---•------------��---i���. Number of of Square Feet �C19
of Residential Space
X Total $ �^
Number of Square Feet
of Commercial and
Industnal Space
X
I;
Total E �f
The above representations as to square footage are true. Developer/Applicant agrees that if :t is
later determined that such representations are not true then this certificate shall automaticaiN
terminate and the appropriate City/County shall be notified
Applicant 1s hereby noticed that any party filing a protest regarding the imposition of fees
pursuant to Government Code Section 65995 and Education Code Section 17620 must do so
within 90 days from the payment of the fee
(j p 1
Oa Developer plicant
---
Receipt of Paymentw_��__�--•-�-'�T
This certifies that the above -names! Developer/Applicant has paid school facility fees in
compliance with Government Code Secttii4'ttb
on 65995 and Education Code Section 17620
These fee have been re�etved from / L s�
6/ u
Cash Check ✓ Check No
1
! r1
D e
Bar*
Superinte
Garden Grove Ur
(714)
: S' 16 V.,r
2
District
9703 W IR" W14)
National Flood Insurance Program
Elevation
Certificate
and Instructions
2023 EDITION
PAPERWORK REDUCTION ACT NOTICE
PRIVACY ACT STATEMENT
PURPOSE OF THE ELEVATION CERTIFICATE
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE AND INSTRUCTIONS
The Elevation Certificate is an important administrative tool of the NFIP. It can be used to provide elevation information necessary to ensure
compliance with community floodplain management ordinances, to inform the proper insurance premium, and to support a request for a
LOMA, CLOMA, LOMR-F, or CLOMR-F.
The Elevation Certificate is used to document floodplain management compliance for Post-Flood Insurance Rate Map (FIRM) buildings,
which are buildings constructed after publication of the FIRM, located in flood Zones A1–A30, AE, AH, AO, A (with Base Flood Elevation
(BFE)), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO, and A99. It may also be used to provide elevation
information for Pre-FIRM buildings or buildings in any flood zone.
As part of the agreement for making flood insurance available in a community, the NFIP requires the community to adopt floodplain
management regulations that specify minimum requirements for reducing flood losses. One such requirement is for the community to obtain
the elevation of the lowest floor (including basement) of all new and substantially improved buildings, and maintain a record of such
information. The Elevation Certificate provides a way for a community to document compliance with the community's floodplain
management ordinance.
Use of this certificate does not provide a waiver of the flood insurance purchase requirement. Only a LOMA or LOMR-F from the Federal
Emergency Management Agency (FEMA) can amend the FIRM and remove the federal mandate for a lending institution to require the
purchase of flood insurance. However, the lending institution has the option of requiring flood insurance even if a LOMA/LOMR-F has been
issued by FEMA. The Elevation Certificate may be used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. Lowest Adjacent
Grade (LAG) elevations certified by a land surveyor, engineer, or architect, as authorized by state law, will be required if the certificate is
used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. A LOMA, CLOMA, LOMR-F, or CLOMR-F request must be submitted
with either a completed FEMA MT-EZ or MT-1 application package, whichever is appropriate. If the certificate will only be completed to
support a LOMA, CLOMA, LOMR-F, or CLOMR-F request, there is an option to document the certified LAG elevation on the Elevation Form
included in the MT-EZ and MT-1 application.
This certificate is used only to certify building elevations. A separate certificate is required for floodproofing. Under the NFIP, non-residential
buildings can be floodproofed up to or above the BFE. A floodproofed building is a building that has been designed and constructed to be
watertight (substantially impermeable to floodwaters) below the BFE. Floodproofing of residential buildings is not permitted under the NFIP
unless FEMA has granted the community an exception for residential floodproofed basements. The community must adopt standards for
design and construction of floodproofed basements before FEMA will grant a basement exception. For both floodproofed non-residential
buildings and residential floodproofed basements in communities that have been granted an exception by FEMA, a floodproofing certificate
is required.
The expiration date on the form herein does not apply to certified and completed Elevation Certificates, as a completed Elevation Certificate
does not expire, unless there is a physical change to the building that invalidates information in Section A Items A8 or A9, Section C, Section
E, or Section H. In addition, this form is intended for the specific building referenced in Section A and is not invalidated by the transfer of
building ownership.
Additional guidance can be found in FEMA Publication 467-1, Floodplain Management Bulletin: Elevation Certificate.
OMB Control No. 1660-0008
Expiration Date: 06/30/2026
Public reporting burden for this data collection is estimated to average 3.75 hours per response. The burden estimate includes the time for
reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and submitting this form.
You are not required to respond to this collection of information unless a valid OMB control number is displayed on this form. Send comments
regarding the accuracy of the burden estimate and any suggestions for reducing the burden to: Information Collections Management,
Department of Homeland Security, Federal Emergency Management Agency, 500 C Street SW, Washington, DC 20742, Paperwork
Reduction Project (1660-0008). NOTE: Do not send your completed form to this address.
Authority: Title 44 CFR § 61.7 and 61.8.
Principal Purpose(s): This information is being collected for the primary purpose of documenting compliance with National Flood
Insurance Program (NFIP) floodplain management ordinances for new or substantially improved structures in designated Special Flood
Hazard Areas. This form may also be used as an optional tool for a Letter of Map Amendment (LOMA), Conditional LOMA (CLOMA), Letter
of Map Revision Based on Fill (LOMR-F), or Conditional LOMR-F (CLOMR-F), or for flood insurance rating purposes in any flood zone.
Routine Use(s): The information on this form may be disclosed as generally permitted under 5 U.S.C. § 552a(b) of the Privacy Act of 1974,
as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/ FEMA-003 – National
Flood Insurance Program Files System of Records Notice 79 Fed. Reg. 28747 (May 19, 2014) and upon written request, written consent, by
agreement, or as required by law.
Disclosure: The disclosure of information on this form is voluntary; however, failure to provide the information requested may impact the
flood insurance premium through the NFIP. Information will only be released as permitted by law.
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 1 of 8
SECTION B – FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
SECTION A – PROPERTY INFORMATION FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
A1. Building Owner's Name:NGHIBOT232 LLC c/o Hoang Nguyen
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
A3. Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number:
Lot 23 of Tract No. 1550, M.M. 54/15, APN No. 108-114-58
A4. Building Use (e.g., Residential, Non-Residential, Addition, Accessory, etc.):Residential - New ADU
A5. Latitude/Longitude:Lat. 33.74179˚Long. -117.93047˚Horiz. Datum:NAD 1927 NAD 1983 WGS 84
A6. Attach at least two and when possible four clear color photographs (one for each side) of the building (see Form pages 7 and 8).
A7. Building Diagram Number:1B
A8. For a building with a crawlspace or enclosure(s):
a) Square footage of crawlspace or enclosure(s):sq. ft.
b) Is there at least one permanent flood opening on two different sides of each enclosed area?NoYes
c) Enter number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade:
Non-engineered flood openings:Engineered flood openings:
sq. in.d) Total net open area of non-engineered flood openings in A8.c:
sq. ft.e) Total rated area of engineered flood openings in A8.c (attach documentation – see Instructions):
sq. ft. f) Sum of A8.d and A8.e rated area (if applicable – see Instructions):
A9. For a building with an attached garage:
sq. ft.a) Square footage of attached garage:427
Yes No N/Ab) Is there at least one permanent flood opening on two different sides of the attached garage?
c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade:
Non-engineered flood openings:0 Engineered flood openings:0
sq. in.d) Total net open area of non-engineered flood openings in A9.c:0
sq. ft.e) Total rated area of engineered flood openings in A9.c (attach documentation – see Instructions):0
sq. ft. f) Sum of A9.d and A9.e rated area (if applicable – see Instructions):0
B1.a. NFIP Community Name:City of Santa Ana B1.b. NFIP Community Identification Number:060232
B2. County Name:Orange B3. State:CA B4. Map/Panel No.:06059C0256 B5. Suffix:J
B6. FIRM Index Date:09/15/1989 B7. FIRM Panel Effective/Revised Date:12/03/2009
B8. Flood Zone(s):B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth):62.90 FT
B10. Indicate the source of the BFE data or Base Flood Depth entered in Item B9:
FIS FIRM Community Determined Other:BFE Interpolation based on LOMA #25-09-0548A
B11. Indicate elevation datum used for BFE in Item B9:NGVD 1929 NAVD 1988 Other/Source:
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?Yes No
Designation Date:CBRS OPA
B13. Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)?Yes No
N/A
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner.
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE
OMB Control No. 1660-0008
Expiration Date: 06/30/2026
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 2 of 8
SECTION D – SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
SECTION C – BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
C1. Building elevations are based on:Construction Drawings* Building Under Construction*Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations – Zones A1–A30, AE, AH, AO, A (with BFE), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO,
A99. Complete Items C2.a–h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters.
Benchmark Utilized:OCS SA-314-83, ELE: 67.783 FT Vertical Datum:NAVD88
Indicate elevation datum used for the elevations in items a) through h) below.
NGVD 1929 NAVD 1988 Other:
Datum used for building elevations must be the same as that used for the BFE. Conversion factor used?
If Yes, describe the source of the conversion factor in the Section D Comments area.
Yes No
Check the measurement used:
a) Top of bottom floor (including basement, crawlspace, or enclosure floor): 65.75 feet meters
b) Top of the next higher floor (see Instructions): N/feet meters
c) Bottom of the lowest horizontal structural member (see Instructions): N/feet meters
d) Attached garage (top of slab): 64.85 feet meters
e) Lowest elevation of Machinery and Equipment (M&E) servicing the building
(describe type of M&E and location in Section D Comments area): N/metersfeet
f) Lowest Adjacent Grade (LAG) next to building: Natural Finished 64.61 feet meters
g) Highest Adjacent Grade (HAG) next to building:Natural Finished 65.04 feet meters
h) Finished LAG at lowest elevation of attached deck or stairs, including structural
support: N/feet meters
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation
information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any
false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
Were latitude and longitude in Section A provided by a licensed land surveyor?Yes No
Check here if attachments and describe in the Comments area.
Certifier's Name:Lan Pham License Number:C29595
Title:Chief Engineer
Company Name:Lan & Associates
Address:13139 Harbor Boulevard
City:Garden Grove State:CA ZIP Code:92843
Ext.:Email:lanpham9@hotmail.comTelephone:(714) 414-9215
Signature:Date:05/05/2025
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments):
Lowest machinery found "Water heater".
Place Seal Here
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 3 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
3/31/233/31/253/31/20273/31/27
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
SECTION E – BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED)
FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE)
For Zones AO, AR/AO, and A (without BFE), complete Items E1–E5. For Items E1–E4, use natural grade, if available. If the Certificate is
intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only,
enter meters.
Building measurements are based on:
*A new Elevation Certificate will be required when construction of the building is complete.
Construction Drawings*Building Under Construction*Finished Construction
E1. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the
measurement is above or below the natural HAG and the LAG.
a) Top of bottom floor (including basement,
crawlspace, or enclosure) is:0.71 metersfeet above or below the HAG.
b) Top of bottom floor (including basement,
crawlspace, or enclosure) is:1.14 below the LAG.above ormetersfeet
E2. For Building Diagrams 6–9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1–2 of Instructions), the
next higher floor (C2.b in applicable
Building Diagram) of the building is:N/below the HAG.above ormetersfeet
E3. Attached garage (top of slab) is:0.19 below the HAG.above ormetersfeet
E4. Top of platform of machinery and/or equipment
servicing the building is:N/below the HAG.above ormetersfeet
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's
floodplain management ordinance?Yes No Unknown The local official must certify this information in Section G.
SECTION F – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must
sign here. The statements in Sections A, B, and E are correct to the best of my knowledge
Check here if attachments and describe in the Comments area.
Comments:
Property Owner or Owner's Authorized Representative Name:NGHIBOT232 LLC c/o Hoang Nguyen
Address:10666 Chapman Avenue
City:Garden Grove State:CA ZIP Code:92840
Ext.:Email:Telephone:
Signature:Date:
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 4 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete
Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below when:
G1.The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,
engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the
elevation data in the Comments area below.)
G2.a.A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item
E5 is completed for a building located in Zone AO.
G2.b.A local official completed Section H for insurance purposes.
G3.In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H.
G4.The following information (Items G5–G11) is provided for community floodplain management purposes.
Permit Number:
G8. This permit has been issued for:New Construction Substantial Improvement
G9.a. Elevation of as-built lowest floor (including basement) of the
building:Datum:metersfeet
G9.b. Elevation of bottom of as-built lowest horizontal structural
member:Datum:
G10.a. BFE (or depth in Zone AO) of flooding at the building site:Datum:
G10.b.
Datum:
Community's minimum elevation (or depth in Zone AO)
requirement for the lowest floor or lowest horizontal structural
member:
G11. Variance issued?Yes No If yes, attach documentation and describe in the Comments area.
The local official who provides information in Section G must sign here. I have completed the information in Section G and certify that it is
correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section.
NFIP Community Name:
Local Official's Name:Title:
Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in
Sections A, B, D, E, or H):
SECTION G – COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION)
G6. Date Permit Issued:
Date Certificate of Compliance/Occupancy Issued:
G5.
G7.
metersfeet
metersfeet
metersfeet
Address:
City:State:ZIP Code:
Ext.:Email:Telephone:
Signature:Date:
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 5 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
SECTION H – BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL ZONES
(SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY)
The property owner, owner's authorized representative, or local floodplain management official may complete Section H for all flood zones
to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the
nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H
Instructions) and the appropriate Building Diagrams (at the end of Section I Instructions) to complete this section.
H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG):
a) For Building Diagrams 1A, 1B, 3, and 5–8. Top of bottom
floor (include above-grade floors only for buildings with
crawlspaces or enclosure floors) is:
meters above the LAGfeet
b) For Building Diagrams 2A, 2B, 4, and 6–9. Top of next
higher floor (i.e., the floor above basement, crawlspace, or
enclosure floor) is:
above the LAGmetersfeet
H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the
H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram?
Yes No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 6 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections
A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should
indicate in Item G2.b and sign Section G.
Check here if attachments are provided (including required photos) and describe each attachment in the Comments area.
Property Owner or Owner's Authorized Representative Name:
Comments:
SECTION I – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
Address:
City:State:ZIP Code:
Ext.:Email:Telephone:
Signature:Date:
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
BUILDING PHOTOGRAPHS
See Instructions for Item A6.
Instructions: Insert below at least two and when possible four photographs showing each side of the building (for example, may only be
able to take front and back pictures of townhouses/rowhouses). Identify all photographs with the date taken and "Front View," "Rear View,"
"Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one
close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9.
Photo One
Photo One Caption:FRONT VIEW Clear Photo One
Photo Two
Photo Two Caption:REAR VIEW Clear Photo Two
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 7 of 8
FOR INSURANCE COMPANY USE
Policy Number:
Company NAIC Number:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
406 S. Andres Place
City: Santa Ana State:CA ZIP Code:92704
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES 1-11
BUILDING PHOTOGRAPHS
Continuation Page
Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View," "Rear View," "Right Side
View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or
vents, as indicated in Sections A8 and A9.
Photo Three
Photo Three Caption:NORTH SIDE VIEW Clear Photo Three
Photo Four
Photo Four Caption:SOUTH SIDE VIEW Clear Photo Four
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 8 of 8
Case No.: 25-09-0548ADate: LOMA
Federal Emergency Management Agency
Washington, D.C. 20472
Page 1 of 2 April 04, 2025
APPROXIMATE LATITUDE & LONGITUDE OF PROPERTY:33.741708, -117.930484
SOURCE OF LAT & LONG: LOMA LOGIC
COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION
COMMUNITY
AFFECTED
MAP PANEL
FLOODING SOURCE: EAST GARDEN GROVE
WINTERSBURG CHANNEL; SANTA ANNA RIVER
CITY OF SANTA ANA, ORANGE
COUNTY, CALIFORNIA
Lot 23, Tract 1550, as described in the Grant Deed recorded as
Document No 2023000201993, in the Office of the Clerk and Recorder,
Orange County, California
DATUM: NAD 83
DETERMINATION DOCUMENT (REMOVAL)
LETTER OF MAP AMENDMENT
DETERMINATION
STREET FLOOD
ZONE
LOWEST
LOT
ELEVATION
(NAVD 88)
BLOCK/
SECTION SUBDIVISIONLOT
OUTCOME 1% ANNUAL
CHANCE
FLOOD
ELEVATION
(NAVD 88)
LOWEST
ADJACENT
GRADE
ELEVATION
(NAVD 88)
WHAT IS REMOVED
FROM THE SFHA
23 --62.9 feet--X
(shaded)
Structure4610 West Melric
Drive
Tract No. 1550--
Special Flood Hazard Area (SFHA) - The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or
exceeded in any given year (base flood).
ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.)
PORTIONS REMAIN IN THE SFHA
LEVEE PROTECTED
ZONE A
STATE LOCAL CONSIDERATIONS
This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Amendment for the
property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined
that the structure(s) on the property(ies) is/are not located in the SFHA, an area inundated by the flood having a 1-percent chance of being
equaled or exceeded in any given year (base flood). This document amends the effective NFIP map to remove the subject property from the
SFHA located on the effective NFIP map; therefore, the Federal mandatory flood insurance requirement does not apply. However, the lender has
the option to continue the flood insurance requirement to protect its financial risk on the loan.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this
determination. If you have any questions about this document, please contact the FEMA Mapping and Insurance eXchange (FMIX) toll free at
(877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 3601
Eisenhower Avenue, Suite 500, Alexandria, VA 22304-6426.
Case No.: 25-09-0548ADate: LOMA
Federal Emergency Management Agency
Washington, D.C. 20472
Page 2 of 2 April 04, 2025
LETTER OF MAP AMENDMENT
DETERMINATION DOCUMENT (REMOVAL)
ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS)
PORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the
preceding 1 Property.)
Portions of this property, but not the subject of the Determination/Comment document, may remain in the
Special Flood Hazard Area. Therefore, any future construction or substantial improvement on the property
remains subject to Federal, State/Commonwealth, and local regulations for floodplain management.
LEVEE PROTECTED (This Additional Consideration applies to the preceding 1 Property.)
The subject property is located in an area protected from the 1-percent annual chance flood (base flood) by a
levee or other structure subject to possible failure or overtopping by a flood larger than the base flood.
ZONE A (This Additional Consideration applies to the preceding 1 Property.)
The National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that
was determined using the best flood hazard data available to FEMA, but without performing a detailed
engineering analysis. The flood elevation used to make this determination is based on approximate methods
and has not been formalized through the standard process for establishing base flood elevations published in
the Flood Insurance Study. This flood elevation is subject to change.
STATE AND LOCAL CONSIDERATIONS (This Additional Consideration applies to all properties in the
LOMA DETERMINATION DOCUMENT (REMOVAL))
Please note that this document does not override or supersede any State or local procedural or substantive
provisions which may apply to floodplain management requirements associated with amendments to State or
local floodplain zoning ordinances, maps, or State or local procedures adopted under the National Flood
Insurance Program.
This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA
Mapping and Insurance eXchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency
Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue, Suite 500, Alexandria, VA 22304-6426.
Patrick “Rick” F. Sacbibit, P.E., Branch Chief
Engineering Services Branch
Federal Insurance and Mitigation Administration
ORANGE COUNTY FIRE AUTHORIT
' Plan Submittal Criteria Form
,
Required for Single Family or Duplex Residences
r H"VA� (Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applic
Project Information
CITY OF SANTA ANA
Plan iing and Building A en(
SFR
FOR PERMIT ISSUANCE
Certification.
Master ID:
D t
❑ New Single Family Residence/Duplex ❑ Addition/Remodel )0 ADU I a e. ❑ Other
Address: Unit #: City or Unincorporated County Area: ZIP:
406 South Andres Place Santa Ana �CA 92704
Scope of work: PROPOSED DETACHED ADU W/ 2BR AND 2BR: LIVING AREA: 999.00 SQ.FT
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Area: 1025 be Added: 999 Area: 2024 2 (excludina this Droiect): NO
Yes No
Questionnaire
OCFA Plan Type if "Yes"
I.
El
®
New — Is this a new single family residence or duplex?
*(PR160) Residential Site
with Water Availability
PR400-402 Fire Sprinkler
2
El
®
ADU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
(PR400-402) Fire Sprinkler
fire sprinklers or a house that will have firesprinklers added as part of thisproject?
3.
El
M
Addition — Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
(PR400-402) Fire Sprinkler
sprinkler retrofit based on a threshold set by local ordinance?
4.
El
M
Distance — Is the most remote portion of the addition, ADU or other detached structure greater than
*(PR160) Residential Site
140-feet from the fire access roadway?
5.
Ei
®
Total Area — Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
*(PR160) Residential Site
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
with Water Availability
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
6.
❑
Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or
(PR400-402) Fire Sprinkler
removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed
contractor to determine if a firesprinkler modification is needed.
7.
❑
Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a
*(PR160) Residential Site
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
(PR400-402) Fire Sprinkler
set by local ordinance?
8.
®
Gate — Is a gate being installed across a driveway or road that is designated as a fire department
(PR180) Gate
access roadway, or a driveway or road that serves more than a single home/duplex?
9.
[J
JX]
Methane — Is project located in or less than 100' from a "Division of Oil, Gas, and Geothermal
*(PR160) Residential Site
*(PR172-174)
Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
Methane
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
TestlMitigation Plans
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU's).
10.
[R]
Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to
*(PR125) Fuel Modification
slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation,
(PR182) Accessory
or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as
Structure
defined by the State, or D near an area that could be affected by a wildfire in the open space.
*OCFA approval required before issuance of a grading1building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name: QUOC DO Signature: Date05 08 2025
Phone Number: 714 458 5374 Email:;� DOQUOCPL@YAHOO.COM
Attention Building Department Staff — After you've verified all questions were answered accurately as "No", then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as "Yes", then the plan type on the right side may be required.
If all answers are "No" and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are "Yes"
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
GEOTECHNICAL INTERNATIONAL
CITY OF SANTA ANA
Planning and Building Agency
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 — 7974, Email: Lanpham9gf
May 5, 2025
Hoang Nguyen
714-414-6120
drn guy entranh o an g_k gm ai l . c o m
Approved
FOR PERMIT ISSUANCE
Date:
Project No. SSA-11-05-25
SUBJECT: Soil Report for Proposed New 2-Story Detached ADU, 4610W. Melric
Drive, Santa Ana, CA 92704.
Dear Mr. Nguyen:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the City of Santa Ana. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located at the southwest corner of W. Mehic Drive and S. Andres
Place, north of of W. McFadden Avenue, south of W. 1st Street, east of Euclid Street, and
west of Newhope Street, within a developed residential area.
A one-story house with an attached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed new 2-
story detached ADU with an attached 2-car garage will be located in the rear yard area.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
The site is relatively flat; and we understand that additional raw cut/raw fill is not
proposed for the site.
Page 1
CITY OF SANTA ANA
Planning and Building Agency
Geotechnical Conditions
Approved
FOR PERMIT ISSUANCE
Based on the published geologic map prepared by the California Division joMM ljiene�and
Geology (CDMG), the site is located within a broad flat alluvium and collu iA� area.
Based on the State of California SEISMIC HAZARD ZONES Map, Nt 13ea(
Quadrangle, the subject site is located within a potential liquefaction zone. For
conservative purposes, we assume that the site will be subjected to liquefaction.
Therefore, a conventional liquefaction study with a 50 ft. deep test hole, and substantial
sampling and laboratory testing and engineering analysis for verification whether the
subject site is subject to liquefaction or is not considered necessary for this project.
To mitigate the potential adverse effects due to potential liquefaction, as for all other
near -by projects, a strengthened/stiffened foundation system [in accordance with the
Special Publication 117A (SP117A), "Guidelines for Evaluating And Mitigating Seismic
Hazards in California" dated 2008, published by California Geotechnical Survey (CGS),
page 60] will be recommended to be used for the proposed new structure.
The subject site is a previously graded lot where a house exists. The underlying soils
were previously properly treated, as necessary, and previously evaluated to be suitable
for structural support prior to approval for construction of the existing house. Distress
to the existing house due to settlement and/or any other geotechnical issues was not
observed / reported. Therefore, drilling a deep test hole, sampling, and performing
consolidation testing for evaluation of the potential deep-seated settlement of the
underlying soils is not considered necessary for this project.
To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a
hand-held drilling tool and soil samples were collected for laboratory testing. The
approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The
geotechnical boring log and summary of results of the laboratory testing are included in
Appendix B.
Based on the data of our test hole, the near ground surface earth materials generally
consisted of silty fine sand, damp to moist, medium dense and have a very low expansion
potential.
It is noted that, for conservative purposes, current minimum code values such as an
allowable bearing earth pressure of 1,500 ps£ and type 5 cement and 4,500 psi concrete
strength, etc. as well as remedial removal of minimum 3 ft deep are recommended for
this project. Deeper & wider footings with heavy reinforcement are also recommended to
be used for this project, Therefore, laboratory testing such as direct shear, grain -size
distribution, consolidation, sulfate content, etc. are not considered necessary and not
performed for this residential development project.
Page 2
CITY OF SANTA ANA
Planning and Building Agency
(l rmililduiatPr
Approved
FOR PERMIT ISSUANCE
Free standing groundwater was not encountered in our test hole. Master ID:
a e
Based on the "Historically Highest Ground Water Contours and Boreh e To:g Data
Locations, Newport Beach Quadrangle", Plate 1.2 of the Open -File teport 97-08
prepared by California Division of Mines and Geology (CDMG), Department of
Conservation, the historically highest groundwater level at the subject site is about 5 ft.
below the ground surface.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Seismicity
The subject site is located in Southern California, which is a major earthquake -prone
zone. Therefore, the owner(s) of this property should be aware of the seismic risks
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
California] in conjunction with California's Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
• Fa = 1.2
• Fv = null*
• Mapped Spectral Accelerations Values:
SS =1.328 (for the short period of 0.2 second)
Si = 0.474 (for the 1-second period)
• Maximum Considered Earthquake Spectral Response Accelerations:
Page 3
CITY OF SANTA ANA
Planning and Building Agency
SM, = F,,S, = 1.593 (for the short period of 0.2 second)
SM1 = F,Si = null* (for the 1-second period)
• Design Spectral Response Accelerations:
SD, = 2/3 SM, = 1.062 (for the short period of 0.2 second)
SD1 = 2/3 SK = null* (for the 1-second period)
• PGA = 0.568
* Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX C for additional seismic parameters, as needed.
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for structural seismic design.
Faults
No active faults are known to exist within or near the site. The probability of primary
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
As previously mentioned, for conservative purposes, the subject site is assumed to be
subject to the liquefaction. Therefore, the owner(s) of this property should be aware of
the risks associated with the potential liquefaction such as structural distress due to the
potential differential settlement caused by the potential liquefaction.
As previously mentioned, for conservative purposes, a strengthened / stiffened
foundation system (having thicker slabs with more reinforcements and deeper and
wider footings with more reinforcement as recommended in this report) should be
used for support of the proposed structure.
Page 4
CITY OF SANTA ANA
Planning and Building Agency
Approved
Potential Consequences of Liquefaction or SecondM Liquefaction Included Ifag dP E R M I T ISSUANCE
Potential consequences of liquefaction or secondary liquefaction incl*d rds
generally consist of differential settlement (vertical deformati N&s : 'lateral
re:
movement/lateral spreading (horizontal deformations), oscillation, and reduction in
foundation soil -bearing capacity (bearing failure).
A sloping condition or drainage or stream channel does not exist at the site; therefore,
lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not
anticipated to be credible hazards for the proposed new structure.
We believe if the area would be "liquefied" in the future due to a very strong earthquake,
the potential damage to the proposed new structures which will be properly structurally
designed in accordance with the new up-to-date codes would be much less severe than
the existing on -site structures and surrounding existing houses which have been
previously structurally designed based on old codes (which are much less stringent than
the current new codes). However, the owner(s) of this property should be aware of the
potential damage to the new structures due to liquefaction.
In summary, it should be recognized that structural mitigation may not reduce the
potential of the soils to liquefy during an earthquake; and there will remain some risk that
the new structures could still suffer damage if liquefaction occurs, during a very strong
earthquake.
For conservative purposes, a strengthened / stiffened foundation system as
recommended in this report should be used for support of the proposed structure.
Slope Stability
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
Page 5
CITY OF SANTA ANA
Planning and Building Agency
The following recommendations are considered minimum and may be
more restrictive requirements of the architect, civil/structural engineer, bu
governing agencies.
Geotechnical Impact on Neighboring Properties
Approved
R PERMIT ISSUANCE
iferseded by
o$s�ode, or
er
Date:
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Site Preparation/Grading
To create a relatively uniform new engineered compacted fill layer for a proposed new
structural slab -on -grade area, over -excavation and recompaction of about 3 ft. deep
(measured from the existing ground surface) of the existing on -site soils should be
performed. The lateral limits of the over -excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the
overexcavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the
new slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near -horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
Page 6
CITY OF SANTA ANA
Planning and Building Agency
structural object, if any to ensure no damage is done to the existing object.
For this project, the proposed new structure will be located far away from
building. Therefore, temporary excavation for this project does not impact
footings.
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural
Approved
FOR PERMIT ISSUANCE
For conservative purposes, the following "lowest" code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New BuildingFgs
In general, the foundation system for the proposed structure must be properly designed by
the civil/structural design engineer of record for this project and reviewed and approved
by the city prior to construction.
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18-
inches for two story portions, if any.
Minimum reinforcement for new continuous footings should be two #5 re -bars at top and
two #5 re -bars at bottom.
Page 7
CITY OF SANTA ANA
Planning and Building Agency
Cattl am ant
Approved
FOR PERMIT ISSUANCE
As previously mentioned, the subject site is a previously graded lot whereas exist..1: u es.
The underlying soils were previously properly treated, as necessary, aubSreeviously
evaluated to be suitable for structural support prior to approval for cons coon of the
existing house. Distress to the existing house due to settlement (and)or y ottTeT
geotechnical issues) was not observed / reported. Therefore, deep-seated settlement of the
soils underlying the site is not considered to be a concern for the proposed new structures.
In general, based on our experience, the conventional total settlement of 1/2 inch and a
differential settlement of 1/4 inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage.
New (Interior,) Building Slabs -on -Grade
New (interior) building slabs -on -grade should be minimum 5 inches thick, reinforced
with #4 re -bars at 12 inches on centers, or equivalent, placed at mid -height of the slab.
New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City's requirements should govern
and be followed. The entire slab -on -grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs -on -Grade
To reduce the potential for excessive cracking, new exterior concrete slabs -on -grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re -bars at 24 inches on -centers, or equivalent, placed at the mid -height of the
slab should be considered. The subgrade soils for the exterior slabs should be properly re -
compacted.
Slab Subgrade Pre -Saturation
The conventional pre -saturation of subgrade soils to minimum 140% of the optimum
moisture content to minimum 24 inches deep is not considered necessary for this project.
However, spraying with water should be performed prior to concrete pour.
Page 8
CITY OF SANTA ANA
Planning and Building Agency
Other Recommendations for Reducing Slab Cracking
Approved
FOR PERMIT ISSUANCE
While not a geotechnical issue, the potential for slab cracking may also e ec gp.by
careful control of water/cement ratio and slump of concrete. The contract rps�oake
a e:
appropriate curing precautions during the pouring of concrete in hot wea her to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack -
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid -height of slabs) at 18 inches on -centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Seismic Design
We recommend the proposed new structure be structurally designed to meet the
applicable building codes and requirements of the controlling governmental agencies.
The seismic parameters provided in the "Seismicity" section of this report can be used.
Page 9
CITY OF SANTA ANA
Planning and Building Agency
The civil/structural design engineer should consult with the projeci
consultant, if additional geotechnical information is needed for the seismic
Cement Tvne For Concrete in Contact with On -Site Earth Materials
Approved
gFgptp,,WIT ISSUANCE
Master ID:
Date:
Our previous tests performed on the soils of many lots in the City of Santa Ana which
similar to the on -site soils show negligible water-soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on -site house and other houses in the
surrounding areas. It appears sulfate attack on concrete is not considered to be a problem
for this project. However, for conservative purpose, Type V cement with a maximum
water/cement ratio of 0.45 and a minimum concrete strength, f c of 4,500 psi is
recommended to be used for concrete in contact with the on -site soils. Additional water-
soluble sulfate content testing can be performed for the soils at the site, as needed. The
test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBQ and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on -site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City's requirements, the project geotechnical consultant should review,
"approve" and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
construction phase of the project. This is to verify the compliance with the design,
specifications and/or recommendations, and to allow design changes in the event that
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
Page 10
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
■ During ANY grading operations, including excavation, remova , filling and
backfilling, etc.
■ During and after excavation for footings to verify the adequacy I s'derD
lying
a e:
materials.
■ After pre -saturation of slab subgrade earth materials, if any, pripouring
concrete.
■ After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
■ During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
■ When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
Page l 1
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
CLOSURE
M terlpD:
The conclusion and recommendations contained in this report are prese t�Hased or
geotechnical data as described herein which are believed representativ olf the total
project area. However, earth materials can vary in characteristics, both lateratty and
vertically, and those variations could affect the conclusions and recommendations
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
The following are attached and complete our report:
Appendix A — References
Appendix B — Geotechnical Log of Test Hole and Laboratory Test Results
Appendix C — Seismic Data
Figure 1 —Vicinity Map
Figure 2 — Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/27
Page 12
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX A
REFERENCES
Page 13
CITY OF SANTA ANA
Planning and Building Agency
Approved
REFERENCES FOR PERMIT ISSUANCE
Master ID:
1. California Division of Mines and Geology (CDMG), the Reso lya§eAgency,
Dept. of Conservation, 1981, "Geology Map of Orange Co
Mines and Mineral Deposits", scale 1:48,000, 1" = 4000', or 1" = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1997, 1998, "Seismic Hazard Zones, Newport Beach
Quadrangle", Scale 1:24,000 (1" = 2,000 ft or 1" = 0.38 miles), Liquefaction
Zone Released April 17, 1997, Landslide Released: April 15, 1998.
3. California Division of Mines and Geology, 1997, "Seismic Hazard Zone
Report for The Anaheim and Newport Beach 7.5-minute Quadrangle, Orange
County, California," Seismic Hazard Zone Report 03," revised 2006.
Page 14
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
►11.11
LABORATORY TEST RESULTS
Page 15
CITY OF SANTA ANA
Planning and Building Agency
GEOTECHNICAL LOG OF TEST HO
Date:
Project No.
Hole Diameter:
DEPTH
0' - 1'+
1'- 4'+
4'- end
Total Depth:
No Caving
April 15, 2025
Hoang Nguyen
4 + inches
DESCRIPTION
TEST HOLE N
Job No.: SA -I I
Approved
R PERMIT ISSUANCE
Master ID:
Dpte:
Equipment: Hand -Auger
(Grass). Dark grey silty fine sand with some clay, damp to moist,
medium dense.
Dark grey silty fine sand with more sand, damp to moist,
medium dense.
Whitish brown silty fine sand, moist, medium dense.
5ft. +
No Free -Standing Groundwater
Hole backfilled with onsite soils
Page 16
CITY OF SANTA ANA
Planning and Building Agency
may, lS.
Approved
EXPANSION INDEX TEST RES r f§RMIT ISSUANCE
Sample
Location
Compacted
Density (pc f)
Moisture Content
Compacted Final
TH-1 @ 0' — 3' Sandy: non -expansion
Test Method: ASTM D4829
Page 17
Master ID:
Date:
Expansion xpansion
Index Potential
Classification
CITY OF SANTA ANA
Planning and Building Agency
ATTERBERG LIMITS TEST RESUL
Sample Location Liquid Limit Plastic Limit P
TH-1 @ 0' - 3'
Test Method: ASTM D4318
sandy: could not perform the tests.
Page 18
Approved
OR PERMIT ISSUANCE
Master ID:
Date:
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX C
SEISMIC DATA
Page 19
5/7/25, 12:37 PM
U.S. Seismic Design Maps
Announcement
ASCE 7-22 is now available.
4610 W Melric Dr, Santa Ana, CA 92704, USA
Latitude, Longitude: 33.7416645,-117.9303857
Alder Court Apartments O
W Lucky Way Newhope Village 0
X
Rd 11 n
a�
Rd 10
n
Rd 9
w
Rd 8
RdO
Go
gle
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
SS
1.328
St
0.474
SMS
1.593
SMi
null -See Section 11.4.8
SIDS
1.062
SW
null -See Section 11.4.8
Type
Value
SDC
null -See Section 11.4.8
Fy
1.2
Fv
null -See Section 11.4.8
PGA
0.568
FPGA
1.2
PGAM
0.681
T,
8
SsRT
1.328
SsUH
1.442
SsD
1.87
S 1 RT
0.474
S1UH
0.514
S1D
0.647
PGAd
0.769
PGA,,
0.568
CRS
0.921
CRt
0.921
CV
1.366
W melt -%C
Heritage B
Elementary School
Heritage Park
CITY OF SANTA ANA
Planning and Building Agency
Approved
FO 1 �NCE
Master ID:
Date:
c
0
c�
3
OIglesia De La Comunidad
Kona Kai Mobile
Homes Park
- Map data 02025
5/7/2025, 12:36:09 PM
ASCE7-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
Vertical coefficient
https://www.seismicmaps.org 1 /2
CITY OF SANTA ANA
5/7/25, 12:37 PM U.S. Seismic Design Maps Planning and Building Agency
DISCLAIMER CC^^ Approved
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no espv5ns RY Pr Fia�dirty16rTs � N C E
The material presented in this web application should not be used or relied upon for any specific application without competent examination an verification of its accuracy, suitability
and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the soun judgment of such competent
professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting� and applying the results of
the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the outpu q@ssit�}oes not imply approval
by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longit dEIeon in the search results of this
website.
https://www.seismicmaps.org 2/2
VICINITY MAP
CITY OF SANIMATMA I
Planning and Building Agency
W 1ST ST
� Z
�WORCHESTER CMN
ry
I1ir m
JIMA
Iipi
F 110 �NFI�p LN a ��11
■ CALLE l
L
t�
1
-pprJljve-d-_
r r O,F,QR PERMIT ISSUA
r w � ■
I
f
, r i rti tote:
liw
W FLOYD-UR ote: jr,
� '
I.♦A Ke M loop IS g2aw
■4XIf14A
/E
ill' ■r Imp
M-�a
■ �c L SAT
1«n
W MCFADDEN AVE
I—_
L
1.
.,
In W HENDERSON v ' �_ Lq
pis 841,14 : go ♦ WWI
� loom or U'R *' f` � � �'if T C
w-aak- wAY 40
oft we 44iik��■�
- !IlAllllHeritage
Heritage Park
Elementary
School
iAlkl owni
Ir
001100
A
R
of M
r
; sm
1.
jr D
00
SITE
7 �
�Q�
li ML ! *'
' o CA
N
Z !,T
3E
■ 0
9
•��
W OSEY ST r---
W CAMILLE St
, : �■ , ��
i•��`
i : ,, r lit
W11J�KINS WAY
one
M AVa
dill
L� i i t'�. ■ ,I�
i
MsF
I
:r
4610 WEST MELRIC DRIVE
SANTA ANA, CA 92704
W MCFADDEN AVE
4
0-'
e-�cuao'
Plan
O
U
TY OF SANTA ANA
�ing and Building Agency
Approved
PERMIT ISSUANCE
STRUCTURAL CALCULATIONS
for New ADU at:
Design Criteria
1. Code Reference: California Building Code (CBC) 2022, IBC 2021, ASCE 7-16, NDS 2018, ACI 318-19
i. Plywood: APA rated sheathing, or Structural 1
ii. Wall Studs: Douglas Fir-Larch (DF) No.2 (with max 19% moisture content prior to installation, typ.)
iii. Plates, Blocking: DF No.2
iv. 2x Rafter, Joists: DF No.2
v. 4x members: DF No.2
vi. 6x, 8x Members: DF No.1
vii. Mud sills: Pressure Treated utility grader or better
viii. Parallam PSL: ICC ESR 1387
ix. GluLam: 24F-V4 or 24F-V8 DF/DF
x. TJI: ICC ESR 1153, ASTM D5055
6. Soils: Bearing Pressure = 1500 psf (per CBC 2022, Ch.18)
7. Concrete: Ultimate concrete strength f’c = 2500 psi (per ATMC150)
Aggregate - ASTM C33, Cement – ASTM C150, Type-V (U.N.O.)
8. Reinforcement: ASTM A615 Grade 60 for #4 & larger bars, Grade 40 for #3 bars
9. Structural Steel: ASTM A36, ASTM A992
10. Epoxy (Simpson): ICC ESR 2508 (Set-Epoxy) for concrete, ICC ESR 1772 for CMU
Note:
Attached calculations are valid only for above mentioned project. Contractor/Client to verify existing site condition/dimensions prior
to commencement of construction.
2. Seismic: Site Class: D (Default), SDC: D, IE = 1.0
3. Wind: 96 mph, Exposure: C
4. Loads: Roof DL = 12 psf, LL = 20 psf, Floor DL = 15 psf, LL = 40 psf, Wall = 14 psf.
5. Wood:
406 S Andres Place, Santa Ana, CA 92704
Job#AR24-1018,
Date: 7/28/24
Pa e 1 of 54
Project No:
Address:
Date:
ĞĂĚ>ŽĂĚ ĞĂĚ>ŽĂĚ
&Žƌ ĨĨĞĐƚŝǀĞ^ĞŝƐŵŝĐtĞŝŐŚƚ &ŽƌZŽŽĨDĞŵďĞƌĞƐŝŐŶ
ŽŵƉŽŶĞŶƚƐ ZĞŵĂƌŬƐ hŶŝƚŽŵƉŽŶĞŶƚƐ ZĞŵĂƌŬƐ hŶŝƚ
;ƉƐĨͿ ;ƉƐĨͿ
ZŽŽĨŝŶŐDĂƚĞƌŝĂů ^ŚŝŶŐůĞƐ Ϯ͘ϱ ZŽŽĨŝŶŐDĂƚĞƌŝĂů ^ŚŝŶŐůĞƐϮ͘ϱ
^ŚĞĂƚŚŝŶŐ ϭ͘ϱ ^ŚĞĂƚŚŝŶŐ ϭ͘ϱ
ZĂĨƚĞƌƐͬdƌƵƐƐĞƐ ϮdžϲΛϭϲΗ ϭ͘ϳ ZĂĨƚĞƌƐͬdƌƵƐƐĞƐ ϭ͘ϳ
ĞŝůŝŶŐ:ŽŝƐƚƐ ϭ͘ϳ ĞŝůŝŶŐ:ŽŝƐƚƐ EͬͲ
ƌLJǁĂůů ϯ ƌLJǁĂůů ;KƉƚŝŽŶĂůͿ Ͳ
&Ğůƚ Ϭ͘Ϯϱ &Ğůƚ ;KƉƚŝŽŶĂůͿ Ϭ͘Ϯϱ
/ŶƐƵůĂƚŝŽŶ ϭ͘ϱ /ŶƐƵůĂƚŝŽŶ ;KƉƚŝŽŶĂůͿ ϭ͘ϱ
^ƉƌŝŶŬůĞƌƐLJƐƚĞŵ ;KƉƚŝŽŶĂůͿ Ͳ ^ƉƌŝŶŬůĞƌƐLJƐƚĞŵ EͬͲ
^ŽůĂƌWĂŶůĞƐ ;KƉƚŝŽŶĂůͿ ϯ ^ŽůĂƌWĂŶůĞƐ Eͬϯ
DŝƐĐĞůůĂŶĞŽƵƐ Ϭ͘ϱ DŝƐĐĞůůĂŶĞŽƵƐ Ϭ͘ϱ
dŽƚĂůĞĂĚ>ŽĂĚ с ϭϱ͘ϲϱ dŽƚĂůĞĂĚ>ŽĂĚ с ϭϬ͘ϵϱ
xxxx
xxxx
03/13/24
ZŽŽĨ>ŽĂĚƌĞĂŬĚŽǁŶ
Pa e 2 of 54
Use = 16.0 ps Use = 12.0 ps
Framing Design
Pa e 3 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R.
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.529: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.500ft
34.82 psi=
=
1,552.50psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
225.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.155 : 1
12.431 ft=
=
821.04psi
Maximum Deflection
691
<240
432
Ratio =0 <180
Max Downward Transient Deflection 0.226 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.361 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.0 ft 1 0.275 0.081 0.90 1.200 1.151.00 1.00 0.34 307.9 1,117.8 0.09 162.01.00 13.11.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.529 0.155 1.25 1.200 1.151.00 1.00 0.90 821.0 1,552.5 0.25 225.01.00 34.81.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.446 0.131 1.25 1.200 1.151.00 1.00 0.76 692.8 1,552.5 0.21 225.01.00 29.41.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.093 0.027 1.60 1.200 1.151.00 1.00 0.20 184.7 1,987.2 0.06 288.01.00 7.81.00
Pa e 4 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R.
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3609 6.547 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.277 0.277
Max Upward from Load Combinations 0.277 0.277
Max Upward from Load Cases 0.173 0.173
D Only 0.104 0.104
+D+Lr 0.277 0.277
+D+0.750Lr 0.233 0.233
+0.60D 0.062 0.062
Lr Only 0.173 0.173
Pa e 5 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:C.J.
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Unbraced Lengths
First Brace starts at 4.0 ft from Left-Most support
Regular spacing of lateral supports on length of beam = 4.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0070, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.523: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 10.165ft
23.03 psi=
=
1,251.84psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
225.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.102 : 1
19.588 ft=
=
655.30psi
Maximum Deflection
751
<240
441
Ratio =0 <180
Max Downward Transient Deflection 0.325 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.552 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.94Length = 3.932 ft 1 0.175 0.059 0.90 1.100 1.151.00 1.00 0.30 168.4 964.7 0.09 162.01.00 9.51.00
0.94Length = 4.007 ft 1 0.267 0.059 0.90 1.100 1.151.00 1.00 0.46 256.9 962.6 0.06 162.01.00 9.51.00
0.94Length = 4.007 ft 1 0.280 0.059 0.90 1.100 1.151.00 1.00 0.48 269.8 962.6 0.02 162.01.00 9.51.00
0.94Length = 4.007 ft 1 0.272 0.059 0.90 1.100 1.151.00 1.00 0.47 261.6 962.6 0.05 162.01.00 9.51.00
0.94Length = 4.007 ft 1 0.189 0.059 0.90 1.100 1.151.00 1.00 0.33 182.4 962.6 0.09 162.01.00 9.51.00
1.00Length = 0.3710 ft 1 0.019 0.059 0.90 1.100 1.151.00 1.00 0.03 19.3 1,021.7 0.09 162.01.00 9.51.00
Pa e 6 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:C.J.
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.88Length = 3.932 ft 1 0.325 0.102 1.25 1.100 1.151.00 1.00 0.73 408.9 1,258.9 0.21 225.01.00 23.01.00
0.88Length = 4.007 ft 1 0.498 0.102 1.25 1.100 1.151.00 1.00 1.11 623.9 1,251.8 0.14 225.01.00 23.01.00
0.88Length = 4.007 ft 1 0.523 0.102 1.25 1.100 1.151.00 1.00 1.17 655.3 1,251.8 0.05 225.01.00 23.01.00
0.88Length = 4.007 ft 1 0.507 0.102 1.25 1.100 1.151.00 1.00 1.13 635.2 1,251.8 0.13 225.01.00 23.01.00
0.88Length = 4.007 ft 1 0.354 0.102 1.25 1.100 1.151.00 1.00 0.79 442.9 1,251.8 0.21 225.01.00 23.01.00
1.00Length = 0.3710 ft 1 0.033 0.102 1.25 1.100 1.151.00 1.00 0.08 47.0 1,417.2 0.21 225.01.00 23.01.00
1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.88Length = 3.932 ft 1 0.277 0.087 1.25 1.100 1.151.00 1.00 0.62 348.8 1,258.9 0.18 225.01.00 19.61.00
0.88Length = 4.007 ft 1 0.425 0.087 1.25 1.100 1.151.00 1.00 0.95 532.1 1,251.8 0.12 225.01.00 19.61.00
0.88Length = 4.007 ft 1 0.446 0.087 1.25 1.100 1.151.00 1.00 1.00 558.9 1,251.8 0.04 225.01.00 19.61.00
0.88Length = 4.007 ft 1 0.433 0.087 1.25 1.100 1.151.00 1.00 0.97 541.8 1,251.8 0.11 225.01.00 19.61.00
0.88Length = 4.007 ft 1 0.302 0.087 1.25 1.100 1.151.00 1.00 0.67 377.8 1,251.8 0.18 225.01.00 19.61.00
1.00Length = 0.3710 ft 1 0.028 0.087 1.25 1.100 1.151.00 1.00 0.07 40.1 1,417.2 0.18 225.01.00 19.61.00
1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.80Length = 3.932 ft 1 0.069 0.020 1.60 1.100 1.151.00 1.00 0.18 101.0 1,454.0 0.05 288.01.00 5.71.00
0.79Length = 4.007 ft 1 0.107 0.020 1.60 1.100 1.151.00 1.00 0.27 154.1 1,438.9 0.03 288.01.00 5.71.00
0.79Length = 4.007 ft 1 0.113 0.020 1.60 1.100 1.151.00 1.00 0.29 161.9 1,438.9 0.01 288.01.00 5.71.00
0.79Length = 4.007 ft 1 0.109 0.020 1.60 1.100 1.151.00 1.00 0.28 156.9 1,438.9 0.03 288.01.00 5.71.00
0.79Length = 4.007 ft 1 0.076 0.020 1.60 1.100 1.151.00 1.00 0.20 109.4 1,438.9 0.05 288.01.00 5.71.00
0.99Length = 0.3710 ft 1 0.006 0.020 1.60 1.100 1.151.00 1.00 0.02 11.6 1,811.7 0.05 288.01.00 5.71.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5522 10.239 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.230 0.230
Max Upward from Load Combinations 0.230 0.230
Max Upward from Load Cases 0.135 0.135
D Only 0.095 0.095
+D+Lr 0.230 0.230
+D+0.750Lr 0.196 0.196
+0.60D 0.057 0.057
Lr Only 0.135 0.135
Pa e 7 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: H1
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.127: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.000ft
16.73 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.079 : 1
0.000 ft=
=
206.94psi
Maximum Deflection
5067
<240
3018
Ratio =0 <180
Max Downward Transient Deflection 0.014 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.024 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.0 ft 1 0.071 0.044 0.90 1.300 1.151.00 1.00 0.21 83.7 1,177.3 0.11 153.01.00 6.81.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.127 0.079 1.25 1.300 1.151.00 1.00 0.53 206.9 1,635.2 0.28 212.51.00 16.71.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.108 0.067 1.25 1.300 1.151.00 1.00 0.45 176.1 1,635.2 0.24 212.51.00 14.21.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.024 0.015 1.60 1.300 1.151.00 1.00 0.13 50.2 2,093.0 0.07 272.01.00 4.11.00
Pa e 8 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: H1
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0239 3.022 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.352 0.352
Max Upward from Load Combinations 0.352 0.352
Max Upward from Load Cases 0.210 0.210
D Only 0.142 0.142
+D+Lr 0.352 0.352
+D+0.750Lr 0.300 0.300
+0.60D 0.085 0.085
Lr Only 0.210 0.210
Pa e 9 of 54
Wood Beam
LIC# : KW-06019842, Build:20.25.02.26 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:BEAM: B1
Project File: Design Check.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 7.0 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.275: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 9.000ft
57.76 psi=
=
3,706.04psi
3.5x14.0Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L
=
=
=
362.50 psi==
Section used for this span 3.5x14.0
Maximum Shear Stress Ratio 0.159 : 1
16.88 ft=
=
1,017.35psi
Maximum Deflection
1039
<240
608
Ratio =0 <180
Max Downward Transient Deflection 0.208 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.355 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 18.0 ft 1 0.158 0.092 0.90 0.983 1.041.00 1.00 4.02 422.3 2,668.3 0.78 261.01.00 24.01.00
1.00+D+Lr 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.275 0.159 1.25 0.983 1.041.00 1.00 9.69 1,017.4 3,706.0 1.89 362.51.00 57.81.00
1.00+D+0.750Lr 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.234 0.136 1.25 0.983 1.041.00 1.00 8.28 868.6 3,706.0 1.61 362.51.00 49.31.00
1.00+0.60D 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.053 0.031 1.60 0.983 1.041.00 1.00 2.41 253.4 4,743.7 0.47 464.01.00 14.41.00
Pa e 10 of 54
Wood Beam
LIC# : KW-06019842, Build:20.25.02.26 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:BEAM: B1
Project File: Design Check.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.355 9.066 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.154 2.154
Max Upward from Load Combinations 2.154 2.154
Max Upward from Load Cases 1.260 1.260
D Only 0.894 0.894
+D+Lr 2.154 2.154
+D+0.750Lr 1.839 1.839
+0.60D 0.536 0.536
Lr Only 1.260 1.260
Pa e 11 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B2
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 7.0 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.831: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.500ft
66.45 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.313 : 1
10.398 ft=
=
1,358.52psi
Maximum Deflection
411
<240
250
Ratio =0 <180
Max Downward Transient Deflection 0.321 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.526 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.0 ft 1 0.450 0.169 0.90 1.300 1.151.00 1.00 1.35 529.8 1,177.3 0.44 153.01.00 25.91.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.831 0.313 1.25 1.300 1.151.00 1.00 3.47 1,358.5 1,635.2 1.12 212.51.00 66.41.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.704 0.265 1.25 1.300 1.151.00 1.00 2.94 1,151.3 1,635.2 0.95 212.51.00 56.31.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.152 0.057 1.60 1.300 1.151.00 1.00 0.81 317.9 2,093.0 0.26 272.01.00 15.51.00
Pa e 12 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B2
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5263 5.540 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.262 1.262
Max Upward from Load Combinations 1.262 1.262
Max Upward from Load Cases 0.770 0.770
D Only 0.492 0.492
+D+Lr 1.262 1.262
+D+0.750Lr 1.070 1.070
+0.60D 0.295 0.295
Lr Only 0.770 0.770
Pa e 13 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B3
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.521: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 9.000ft
96.32 psi=
=
3,774.38psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
362.50 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.266 : 1
17.015 ft=
=
1,967.47psi
Maximum Deflection
444
<240
266
Ratio =0 <180
Max Downward Transient Deflection 0.486 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.810 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 18.0 ft 1 0.289 0.147 0.90 1.001 1.041.00 1.00 5.39 785.8 2,717.6 1.07 261.01.00 38.51.00
1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.521 0.266 1.25 1.001 1.041.00 1.00 13.49 1,967.5 3,774.4 2.67 362.51.00 96.31.00
1.00+D+0.750Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.443 0.226 1.25 1.001 1.041.00 1.00 11.46 1,672.1 3,774.4 2.27 362.51.00 81.91.00
1.00+0.60D 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.098 0.050 1.60 1.001 1.041.00 1.00 3.23 471.5 4,831.2 0.64 464.01.00 23.11.00
Pa e 14 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B3
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8099 9.066 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.997 2.997
Max Upward from Load Combinations 2.997 2.997
Max Upward from Load Cases 1.800 1.800
D Only 1.197 1.197
+D+Lr 2.997 2.997
+D+0.750Lr 2.547 2.547
+0.60D 0.718 0.718
Lr Only 1.800 1.800
Pa e 15 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B4
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF)
Uniform Load : D = 0.0070 , Tributary Width = 1.0 ft, (CEILING)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.451: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.500ft
36.05 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.170 : 1
10.398 ft=
=
736.97psi
Maximum Deflection
822
<240
462
Ratio =0 <180
Max Downward Transient Deflection 0.161 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.285 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.0 ft 1 0.274 0.103 0.90 1.300 1.151.00 1.00 0.82 322.6 1,177.3 0.27 153.01.00 15.81.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.451 0.170 1.25 1.300 1.151.00 1.00 1.88 737.0 1,635.2 0.61 212.51.00 36.01.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.387 0.146 1.25 1.300 1.151.00 1.00 1.62 633.4 1,635.2 0.52 212.51.00 31.01.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.0 ft 1 0.092 0.035 1.60 1.300 1.151.00 1.00 0.49 193.6 2,093.0 0.16 272.01.00 9.51.00
Pa e 16 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:BEAM: B4
Project File: Design Check.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2855 5.540 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.685 0.685
Max Upward from Load Combinations 0.685 0.685
Max Upward from Load Cases 0.385 0.385
D Only 0.300 0.300
+D+Lr 0.685 0.685
+D+0.750Lr 0.588 0.588
+0.60D 0.180 0.180
Lr Only 0.385 0.385
Pa e 17 of 54
2nd Floor Framing Design
Pa e 18 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Joists
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.626: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.835ft
38.60 psi=
=
1,035.00psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.214 : 1
0.000ft=
=
648.03psi
Maximum Deflection
1111
<360
808
Ratio =0 <240
Max Downward Transient Deflection 0.148 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.203 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.670 ft 1 0.190 0.065 0.90 1.000 1.151.00 1.00 0.47 176.7 931.5 0.12 162.01.00 10.51.00
1.00+D+L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.626 0.214 1.00 1.000 1.151.00 1.00 1.71 648.0 1,035.0 0.43 180.01.00 38.61.00
1.00+D+0.750L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.410 0.140 1.25 1.000 1.151.00 1.00 1.40 530.2 1,293.8 0.36 225.01.00 31.61.00
1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.064 0.022 1.60 1.000 1.151.00 1.00 0.28 106.0 1,656.0 0.07 288.01.00 6.31.00
Pa e 19 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Joists
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.2030 6.885 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.500 0.500
Max Upward from Load Combinations 0.500 0.500
Max Upward from Load Cases 0.364 0.364
D Only 0.136 0.136
+D+L 0.500 0.500
+D+0.750L 0.409 0.409
+0.60D 0.082 0.082
L Only 0.364 0.364
Pa e 20 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Beam: B5 (AT GRID-C)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.2E
2900
2900
2900
750
2200
1118.19
290
2025 45.07
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.150 , Tributary Width = 1.0 ft, (WALL WEIGHT)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (2ND FLOOR)
Point Load : W = 1.070, E = 2.620 k @ 5.750 ft, (SHEAR WALL O.T. (W, 2.0*E))
Point Load : D = 0.50, Lr = 0.770 k @ 13.330 ft, (B2)
Point Load : D = 0.30, Lr = 0.40 k @ 6.50 ft, (B4)
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 3.0 ft, (UPPER ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.638: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 10.23 ft
84.59 psi=
=
3,019.51psi
7x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 7x11.875
Maximum Shear Stress Ratio 0.292 : 1
0.000ft=
=
1,926.21psi
Maximum Deflection
678
<360
241
Ratio =0 <240
Max Downward Transient Deflection 0.360 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.010 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L+0.450W
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.330 ft 1 0.432 0.197 0.90 1.001 1.041.00 1.00 16.08 1,172.6 2,717.6 2.85 261.01.00 51.41.00
1.00+D+L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.638 0.292 1.00 1.001 1.041.00 1.00 26.41 1,926.2 3,019.5 4.69 290.01.00 84.61.00
1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
Pa e 21 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Beam: B5 (AT GRID-C)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 20.330 ft 1 0.401 0.182 1.25 1.001 1.041.00 1.00 20.73 1,511.9 3,774.4 3.65 362.51.00 65.91.00
1.00+D+0.750Lr+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.528 0.241 1.25 1.001 1.041.00 1.00 27.31 1,991.7 3,774.4 4.83 362.51.00 87.21.00
1.00+D+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.500 0.229 1.15 1.001 1.041.00 1.00 23.83 1,737.8 3,472.4 4.23 333.51.00 76.31.00
1.00+D+0.60W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.271 0.129 1.60 1.001 1.041.00 1.00 17.96 1,310.0 4,831.2 3.31 464.01.00 59.71.00
1.00+D+0.70E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.329 0.162 1.60 1.001 1.041.00 1.00 21.81 1,590.5 4,831.2 4.16 464.01.00 75.11.00
1.00+D+0.750Lr+0.750L+0.450W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.433 0.201 1.60 1.001 1.041.00 1.00 28.68 2,092.0 4,831.2 5.18 464.01.00 93.41.00
1.00+D+0.750L+0.450W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.381 0.178 1.60 1.001 1.041.00 1.00 25.22 1,839.5 4,831.2 4.57 464.01.00 82.51.00
1.00+D+0.750L+0.5250E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.422 0.203 1.60 1.001 1.041.00 1.00 27.93 2,037.3 4,831.2 5.21 464.01.00 94.11.00
1.00+0.60D+0.60W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.175 0.084 1.60 1.001 1.041.00 1.00 11.57 844.1 4,831.2 2.17 464.01.00 39.11.00
1.00+0.60D+0.70E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.330 ft 1 0.238 0.118 1.60 1.001 1.041.00 1.00 15.73 1,147.5 4,831.2 3.02 464.01.00 54.61.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L+0.450W 1 1.0095 10.165 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 5.643 5.195
Max Upward from Load Combinations 5.643 5.195
Max Upward from Load Cases 3.124 3.013
D Only 3.124 3.013
+D+L 5.157 5.046
+D+Lr 3.989 3.708
+D+0.750Lr+0.750L 5.298 5.059
+D+0.750L 4.649 4.538
+D+0.60W 3.585 3.194
+D+0.70E 4.440 3.531
+D+0.750Lr+0.750L+0.450W 5.643 5.195
+D+0.750L+0.450W 4.994 4.674
+D+0.750L+0.5250E 5.636 4.927
+0.60D+0.60W 2.335 1.989
+0.60D+0.70E 3.190 2.326
Lr Only 0.865 0.695
L Only 2.033 2.033
W Only 0.767 0.303
E Only 1.879 0.741
Pa e 22 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Beam: B6 (AT GRID-4)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (2ND FLOOR)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.305: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.250ft
34.85 psi=
=
1,106.88psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
170.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.205 : 1
5.575ft=
=
337.81psi
Maximum Deflection
3722
<360
2648
Ratio =0 <240
Max Downward Transient Deflection 0.021 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.029 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.50 ft 1 0.098 0.066 0.90 1.100 1.151.00 1.00 0.60 97.5 996.2 0.26 153.01.00 10.11.00
1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.305 0.205 1.00 1.100 1.151.00 1.00 2.08 337.8 1,106.9 0.91 170.01.00 34.91.00
1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.201 0.135 1.25 1.100 1.151.00 1.00 1.71 277.7 1,383.6 0.75 212.51.00 28.71.00
1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.033 0.022 1.60 1.100 1.151.00 1.00 0.36 58.5 1,771.0 0.16 272.01.00 6.01.00
Pa e 23 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Floor Beam: B6 (AT GRID-4)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0294 3.274 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.279 1.279
Max Upward from Load Combinations 1.279 1.279
Max Upward from Load Cases 0.910 0.910
D Only 0.369 0.369
+D+L 1.279 1.279
+D+0.750L 1.051 1.051
+0.60D 0.221 0.221
L Only 0.910 0.910
Pa e 24 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H2
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (ROOF)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (2ND FLOOR)
Uniform Load : D = 0.150 , Tributary Width = 1.0 ft, (WALL. WEIGHT)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.459: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.165ft
53.23 psi=
=
1,106.88psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
170.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.313 : 1
5.406ft=
=
507.62psi
Maximum Deflection
4030
<360
1795
Ratio =0 <240
Max Downward Transient Deflection 0.019 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.042 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.330 ft 1 0.281 0.192 0.90 1.100 1.151.00 1.00 1.72 279.7 996.2 0.77 153.01.00 29.31.00
1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.459 0.313 1.00 1.100 1.151.00 1.00 3.12 507.6 1,106.9 1.40 170.01.00 53.21.00
1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.261 0.178 1.25 1.100 1.151.00 1.00 2.22 361.1 1,383.6 0.99 212.51.00 37.91.00
1.00+D+0.750Lr+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.370 0.253 1.25 1.100 1.151.00 1.00 3.15 511.7 1,383.6 1.41 212.51.00 53.71.00
Pa e 25 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H2
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.354 0.242 1.15 1.100 1.151.00 1.00 2.77 450.6 1,272.9 1.24 195.51.00 47.31.00
1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.095 0.065 1.60 1.100 1.151.00 1.00 1.03 167.8 1,771.0 0.46 272.01.00 17.61.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0423 3.188 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.989 1.989
Max Upward from Load Combinations 1.989 1.989
Max Upward from Load Cases 1.087 1.087
D Only 1.087 1.087
+D+L 1.973 1.973
+D+Lr 1.404 1.404
+D+0.750Lr+0.750L 1.989 1.989
+D+0.750L 1.752 1.752
+0.60D 0.652 0.652
Lr Only 0.317 0.317
L Only 0.886 0.886
Pa e 26 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H3
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 8.50 ft, (ROOF)
Uniform Load : D = 0.150 , Tributary Width = 1.0 ft, (WALL WEIGHT)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.512: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.165ft
64.80 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.305 : 1
5.729ft=
=
838.00psi
Maximum Deflection
1776
<360
706
Ratio =0 <240
Max Downward Transient Deflection 0.043 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.108 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.330 ft 1 0.429 0.255 0.90 1.300 1.151.00 1.00 1.29 504.8 1,177.3 0.66 153.01.00 39.01.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.512 0.305 1.25 1.300 1.151.00 1.00 2.14 838.0 1,635.2 1.10 212.51.00 64.81.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.462 0.275 1.25 1.300 1.151.00 1.00 1.93 754.7 1,635.2 0.99 212.51.00 58.41.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.145 0.086 1.60 1.300 1.151.00 1.00 0.77 302.9 2,093.0 0.40 272.01.00 23.41.00
Pa e 27 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H3
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1075 3.188 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.353 1.353
Max Upward from Load Combinations 1.353 1.353
Max Upward from Load Cases 0.815 0.815
D Only 0.815 0.815
+D+Lr 1.353 1.353
+D+0.750Lr 1.219 1.219
+0.60D 0.489 0.489
Lr Only 0.538 0.538
Pa e 28 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H4 (AT GRID-D)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (ROOF)
Uniform Load : D = 0.050 ksf, Tributary Width = 1.0 ft, (WALL WEIGHT)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.509: 1
Load Combination D Onl
Span # where maximum occurs Span # 1
Location of maximum on span 8.165ft
23.82 psi=
=
1,086.75psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
153.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.156 : 1
15.61 ft=
=
553.12psi
Maximum Deflection
1826
<360
410
Ratio =0 <240
Max Downward Transient Deflection 0.107 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.477 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 16.330 ft 1 0.509 0.156 0.90 1.200 1.151.00 1.00 2.30 553.1 1,086.8 0.51 153.01.00 23.81.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.330 ft 1 0.473 0.145 1.25 1.200 1.151.00 1.00 2.97 713.4 1,509.4 0.66 212.51.00 30.71.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.330 ft 1 0.446 0.136 1.25 1.200 1.151.00 1.00 2.80 673.3 1,509.4 0.63 212.51.00 29.01.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.330 ft 1 0.172 0.053 1.60 1.200 1.151.00 1.00 1.38 331.9 1,932.0 0.31 272.01.00 14.31.00
Pa e 29 of 54
Wood Beam
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:1st Floor HDR: H4 (AT GRID-D)
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.4774 8.225 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.727 0.727
Max Upward from Load Combinations 0.727 0.727
Max Upward from Load Cases 0.564 0.564
D Only 0.564 0.564
+D+Lr 0.727 0.727
+D+0.750Lr 0.686 0.686
+0.60D 0.338 0.338
Lr Only 0.163 0.163
Pa e 30 of 54
GUARDRAIL CALCULATION
DETAIL -
DESIGN TENSION FORCE = 200 LB X 42" / 3.5" = 2400 LB
FOR 3/8" DIA LAG SCREWS CAPACITY = 305 LB / INCH.
WITH 5" EMBEDMENT INTO BEAM, CAPACITY = 305 LB X 5 = 1525 LB
USED 4-3/8" LAG SCRWS, 2 PER SIDE
RESISTING FORCE = 1525 LB X 2 = 3050 LB >> 2400 LB
Pa e 31 of 54
Pa e 32 of 54
Foundation Design
Pa e 33 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0
ksi No
ksfllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Values
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
llowable pressure increase per foot of depth
= ksfwhen max. length or width is greater than
= ft
:
=
dd Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=llow press. increase per foot of depth ksf
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 2.0 ft
Length parallel to Z-Z Axis
=
2.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
3.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 3.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
2.0 1.80 2.0 1.0 3.50
0.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Pa e 34 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9860 Soil Bearing 1.479 ksf 1.50 ksf +D+0.750L+0.5250E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.07389 Z Flexure (+X) 0.862 k-ft/ft 11.67 k-ft/ft +1.20D+0.50L+E
PASS 0.07389 Z Flexure (-X) 0.862 k-ft/ft 11.67 k-ft/ft +1.20D+0.50L+E
PASS 0.07389 X Flexure (+Z) 0.862 k-ft/ft 11.67 k-ft/ft +1.20D+0.50L+E
PASS 0.07389 X Flexure (-Z) 0.862 k-ft/ft 11.67 k-ft/ft +1.20D+0.50L+E
PASS 0.05111 1-way Shear (+X) 3.833 psi 75.0 psi +1.20D+0.50L+E
PASS 0.05111 1-way Shear (-X) 3.833 psi 75.0 psi +1.20D+0.50L+E
PASS 0.05111 1-way Shear (+Z) 3.833 psi 75.0 psi +1.20D+0.50L+E
PASS 0.05111 1-way Shear (-Z) 3.833 psi 75.0 psi +1.20D+0.50L+E
PASS 0.1215 2-way Punching 18.221 psi 150.0 psi +1.20D+0.50L+E
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allo
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -Right, +RatioLoad Combination...
X-X, D Only 1.50 n/a0.645 0.645 n/a 0.4300.0n/a
X-X, +D+L 1.50 n/a1.145 1.145 n/a 0.7630.0n/a
X-X, +D+Lr 1.50 n/a1.095 1.095 n/a 0.7300.0n/a
X-X, +D+0.750Lr+0.750L 1.50 n/a1.358 1.358 n/a 0.9050.0n/a
X-X, +D+0.750L 1.50 n/a1.020 1.020 n/a 0.6800.0n/a
X-X, +D+0.60W 1.50 n/a0.795 0.795 n/a 0.5300.0n/a
X-X, +D+0.70E 1.50 n/a1.258 1.258 n/a 0.8390.0n/a
X-X, +D+0.750Lr+0.750L+0.450W 1.50 n/a1.470 1.470 n/a 0.9800.0n/a
X-X, +D+0.750L+0.450W 1.50 n/a1.133 1.133 n/a 0.7550.0n/a
X-X, +D+0.750L+0.5250E 1.50 n/a1.479 1.479 n/a 0.9860.0n/a
X-X, +0.60D+0.60W 1.50 n/a0.537 0.537 n/a 0.3580.0n/a
X-X, +0.60D+0.70E 1.50 n/a0.999 0.999 n/a 0.6660.0n/a
Z-Z, D Only 1.50 0.645n/a n/a 0.645 0.430n/a0.0
Z-Z, +D+L 1.50 1.145n/a n/a 1.145 0.763n/a0.0
Z-Z, +D+Lr 1.50 1.095n/a n/a 1.095 0.730n/a0.0
Z-Z, +D+0.750Lr+0.750L 1.50 1.358n/a n/a 1.358 0.905n/a0.0
Z-Z, +D+0.750L 1.50 1.020n/a n/a 1.020 0.680n/a0.0
Z-Z, +D+0.60W 1.50 0.795n/a n/a 0.795 0.530n/a0.0
Z-Z, +D+0.70E 1.50 1.258n/a n/a 1.258 0.839n/a0.0
Z-Z, +D+0.750Lr+0.750L+0.450W 1.50 1.470n/a n/a 1.470 0.980n/a0.0
Z-Z, +D+0.750L+0.450W 1.50 1.133n/a n/a 1.133 0.755n/a0.0
Z-Z, +D+0.750L+0.5250E 1.50 1.479n/a n/a 1.479 0.986n/a0.0
Z-Z, +0.60D+0.60W 1.50 0.537n/a n/a 0.537 0.358n/a0.0
Z-Z, +0.60D+0.70E 1.50 0.999n/a n/a 0.999 0.666n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.350 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.40D 0.350 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50Lr+1.60L 0.812 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50Lr+1.60L 0.812 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+1.60L 0.70 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+1.60L 0.70 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
Pa e 35 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.20D+1.60Lr+0.50L 0.785 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+1.60Lr+0.50L 0.785 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+1.60Lr+0.50W 0.722 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+1.60Lr+0.50W 0.722 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L 0.425 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L 0.425 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50W 0.362 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50W 0.362 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50Lr+0.50L+W 0.662 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50Lr+0.50L+W 0.662 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L+W 0.550 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L+W 0.550 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L+E 0.862 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +1.20D+0.50L+E 0.862 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +0.90D+W 0.350 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +0.90D+W 0.350 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +0.90D+E 0.662 +Z Bottom 0.2592 AsMin 0.30 11.67 OK
X-X, +0.90D+E 0.662 -Z Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.40D 0.350 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.40D 0.350 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50Lr+1.60L 0.812 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50Lr+1.60L 0.812 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60L 0.70 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60L 0.70 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60Lr+0.50L 0.785 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60Lr+0.50L 0.785 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60Lr+0.50W 0.722 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+1.60Lr+0.50W 0.722 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L 0.425 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L 0.425 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50W 0.362 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50W 0.362 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50Lr+0.50L+W 0.662 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50Lr+0.50L+W 0.662 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L+W 0.550 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L+W 0.550 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L+E 0.862 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +1.20D+0.50L+E 0.862 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +0.90D+W 0.350 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +0.90D+W 0.350 +Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +0.90D+E 0.662 -Bottom 0.2592 AsMin 0.30 11.67 OK
Z-Z, +0.90D+E 0.662 +Bottom 0.2592 AsMin 0.30 11.67 OK
One Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 1.56 1.56 1.56 1.56 1.56 75.00 0.02psipsipsipsipsipsi O
+1.20D+0.50Lr+1.60L 3.61 3.61 3.61 3.61 3.61 75.00 0.05psipsipsipsipsipsi O
+1.20D+1.60L 3.11 3.11 3.11 3.11 3.11 75.00 0.04psipsipsipsipsipsi O
+1.20D+1.60Lr+0.50L 3.49 3.49 3.49 3.49 3.49 75.00 0.05psipsipsipsipsipsi O
+1.20D+1.60Lr+0.50W 3.21 3.21 3.21 3.21 3.21 75.00 0.04psipsipsipsipsipsi O
+1.20D+0.50L 1.89 1.89 1.89 1.89 1.89 75.00 0.03psipsipsipsipsipsi O
+1.20D+0.50W 1.61 1.61 1.61 1.61 1.61 75.00 0.02psipsipsipsipsipsi O
+1.20D+0.50Lr+0.50L+W 2.94 2.94 2.94 2.94 2.94 75.00 0.04psipsipsipsipsipsi O
+1.20D+0.50L+W 2.44 2.44 2.44 2.44 2.44 75.00 0.03psipsipsipsipsipsi O
+1.20D+0.50L+E 3.83 3.83 3.83 3.83 3.83 75.00 0.05psipsipsipsipsipsi O
+0.90D+W 1.56 1.56 1.56 1.56 1.56 75.00 0.02psipsipsipsipsipsi O
+0.90D+E 2.94 2.94 2.94 2.94 2.94 75.00 0.04psipsipsipsipsipsi O
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.40D 7.39 150.00 0.04929 OKpsipsi
+1.20D+0.50Lr+1.60L 17.17 150.00 0.114 OKpsipsi
+1.20D+1.60L 14.79 150.00 0.09859 OKpsipsi
Pa e 36 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.20D+1.60Lr+0.50L 16.58 150.00 0.110 OKpsipsi
+1.20D+1.60Lr+0.50W 15.26 150.00 0.101 OKpsipsi
+1.20D+0.50L 8.98 150.00 0.05986 OKpsipsi
+1.20D+0.50W 7.66 150.00 0.05105 OKpsipsi
+1.20D+0.50Lr+0.50L+W 14.00 150.00 0.09331 OKpsipsi
+1.20D+0.50L+W 11.62 150.00 0.07746 OKpsipsi
+1.20D+0.50L+E 18.22 150.00 0.121 OKpsipsi
+0.90D+W 7.39 150.00 0.04929 OKpsipsi
+0.90D+E 14.00 150.00 0.09331 OKpsipsi
Pa e 37 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <2>
Project File: Design Check_2 Story.ec
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0
ksi No
ksfllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Values
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
llowable pressure increase per foot of depth
= ksfwhen max. length or width is greater than
= ft
:
=
dd Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=llow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 3.0 ft
Length parallel to Z-Z Axis
=
3.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 4.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
5.0 3.0 5.0 2.0 5.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Pa e 38 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <2>
Project File: Design Check_2 Story.ec
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9780 Soil Bearing 1.467 ksf 1.50 ksf +D+0.750Lr+0.750L+0.450W about Z
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1859 Z Flexure (+X) 1.938 k-ft/ft 10.42 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.1859 Z Flexure (-X) 1.938 k-ft/ft 10.42 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.1859 X Flexure (+Z) 1.938 k-ft/ft 10.42 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.1859 X Flexure (-Z) 1.938 k-ft/ft 10.42 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.1595 1-way Shear (+X) 11.96 psi 75.0 psi +1.20D+0.50Lr+1.60L
PASS 0.1595 1-way Shear (-X) 11.96 psi 75.0 psi +1.20D+0.50Lr+1.60L
PASS 0.1595 1-way Shear (+Z) 11.96 psi 75.0 psi +1.20D+0.50Lr+1.60L
PASS 0.1595 1-way Shear (-Z) 11.96 psi 75.0 psi +1.20D+0.50Lr+1.60L
PASS 0.2990 2-way Punching 44.85 psi 150.0 psi +1.20D+0.50Lr+1.60L
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allo
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -Right, +RatioLoad Combination...
X-X, D Only 1.50 n/a0.700 0.700 n/a 0.4670.0n/a
X-X, +D+L 1.50 n/a1.256 1.256 n/a 0.8370.0n/a
X-X, +D+Lr 1.50 n/a1.034 1.034 n/a 0.6890.0n/a
X-X, +D+0.750Lr+0.750L 1.50 n/a1.367 1.367 n/a 0.9110.0n/a
X-X, +D+0.750L 1.50 n/a1.117 1.117 n/a 0.7450.0n/a
X-X, +D+0.60W 1.50 n/a0.833 0.833 n/a 0.5560.0n/a
X-X, +D+0.70E 1.50 n/a1.089 1.089 n/a 0.7260.0n/a
X-X, +D+0.750Lr+0.750L+0.450W 1.50 n/a1.467 1.467 n/a 0.9780.0n/a
X-X, +D+0.750L+0.450W 1.50 n/a1.217 1.217 n/a 0.8110.0n/a
X-X, +D+0.750L+0.5250E 1.50 n/a1.409 1.409 n/a 0.9390.0n/a
X-X, +0.60D+0.60W 1.50 n/a0.553 0.553 n/a 0.3690.0n/a
X-X, +0.60D+0.70E 1.50 n/a0.8092 0.809 n/a 0.5400.0n/a
Z-Z, D Only 1.50 0.700n/a n/a 0.700 0.467n/a0.0
Z-Z, +D+L 1.50 1.256n/a n/a 1.256 0.837n/a0.0
Z-Z, +D+Lr 1.50 1.034n/a n/a 1.034 0.689n/a0.0
Z-Z, +D+0.750Lr+0.750L 1.50 1.367n/a n/a 1.367 0.911n/a0.0
Z-Z, +D+0.750L 1.50 1.117n/a n/a 1.117 0.745n/a0.0
Z-Z, +D+0.60W 1.50 0.833n/a n/a 0.833 0.556n/a0.0
Z-Z, +D+0.70E 1.50 1.089n/a n/a 1.089 0.726n/a0.0
Z-Z, +D+0.750Lr+0.750L+0.450W 1.50 1.467n/a n/a 1.467 0.978n/a0.0
Z-Z, +D+0.750L+0.450W 1.50 1.217n/a n/a 1.217 0.811n/a0.0
Z-Z, +D+0.750L+0.5250E 1.50 1.409n/a n/a 1.409 0.939n/a0.0
Z-Z, +0.60D+0.60W 1.50 0.553n/a n/a 0.553 0.369n/a0.0
Z-Z, +0.60D+0.70E 1.50 0.8092n/a n/a 0.8092 0.540n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Footing Has NO Sliding
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.875 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
Pa e 39 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <2>
Project File: Design Check_2 Story.ec
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.875 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50Lr+1.60L 1.938 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50Lr+1.60L 1.938 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60L 1.750 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60L 1.750 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60Lr+0.50L 1.663 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60Lr+0.50L 1.663 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60Lr+0.50W 1.475 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+1.60Lr+0.50W 1.475 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L 1.063 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L 1.063 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50W 0.875 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50W 0.875 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50Lr+0.50L+W 1.50 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50Lr+0.50L+W 1.50 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L+W 1.313 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L+W 1.313 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L+E 1.688 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +1.20D+0.50L+E 1.688 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +0.90D+W 0.812 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +0.90D+W 0.812 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +0.90D+E 1.188 +Z Bottom 0.2592 AsMin 0.266 10.42 OK
X-X, +0.90D+E 1.188 -Z Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.40D 0.875 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.40D 0.875 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50Lr+1.60L 1.938 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50Lr+1.60L 1.938 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60L 1.750 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60L 1.750 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60Lr+0.50L 1.663 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60Lr+0.50L 1.663 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60Lr+0.50W 1.475 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+1.60Lr+0.50W 1.475 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L 1.063 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L 1.063 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50W 0.875 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50W 0.875 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50Lr+0.50L+W 1.50 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50Lr+0.50L+W 1.50 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L+W 1.313 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L+W 1.313 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L+E 1.688 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +1.20D+0.50L+E 1.688 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +0.90D+W 0.812 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +0.90D+W 0.812 +Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +0.90D+E 1.188 -Bottom 0.2592 AsMin 0.266 10.42 OK
Z-Z, +0.90D+E 1.188 +Bottom 0.2592 AsMin 0.266 10.42 OK
One Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 5.40 5.40 5.40 5.40 5.40 75.00 0.07psipsipsipsipsipsi O
+1.20D+0.50Lr+1.60L 11.96 11.96 11.96 11.96 11.96 75.00 0.16psipsipsipsipsipsi O
+1.20D+1.60L 10.80 10.80 10.80 10.80 10.80 75.00 0.14psipsipsipsipsipsi O
+1.20D+1.60Lr+0.50L 10.26 10.26 10.26 10.26 10.26 75.00 0.14psipsipsipsipsipsi O
+1.20D+1.60Lr+0.50W 9.11 9.11 9.11 9.11 9.11 75.00 0.12psipsipsipsipsipsi O
+1.20D+0.50L 6.56 6.56 6.56 6.56 6.56 75.00 0.09psipsipsipsipsipsi O
+1.20D+0.50W 5.40 5.40 5.40 5.40 5.40 75.00 0.07psipsipsipsipsipsi O
+1.20D+0.50Lr+0.50L+W 9.26 9.26 9.26 9.26 9.26 75.00 0.12psipsipsipsipsipsi O
+1.20D+0.50L+W 8.10 8.10 8.10 8.10 8.10 75.00 0.11psipsipsipsipsipsi O
+1.20D+0.50L+E 10.42 10.42 10.42 10.42 10.42 75.00 0.14psipsipsipsipsipsi O
+0.90D+W 5.02 5.02 5.02 5.02 5.02 75.00 0.07psipsipsipsipsipsi O
+0.90D+E 7.33 7.33 7.33 7.33 7.33 75.00 0.10psipsipsipsipsipsi O
Pa e 40 of 54
General Footing
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-202
DESCRIPTION:PAD: <2>
Project File: Design Check_2 Story.ec
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.40D 20.26 150.00 0.135 OKpsipsi
+1.20D+0.50Lr+1.60L 44.85 150.00 0.299 OKpsipsi
+1.20D+1.60L 40.51 150.00 0.2701 OKpsipsi
+1.20D+1.60Lr+0.50L 38.48 150.00 0.256 OKpsipsi
+1.20D+1.60Lr+0.50W 34.14 150.00 0.227 OKpsipsi
+1.20D+0.50L 24.60 150.00 0.164 OKpsipsi
+1.20D+0.50W 20.26 150.00 0.135 OKpsipsi
+1.20D+0.50Lr+0.50L+W 34.72 150.00 0.231 OKpsipsi
+1.20D+0.50L+W 30.38 150.00 0.202 OKpsipsi
+1.20D+0.50L+E 39.06 150.00 0.260 OKpsipsi
+0.90D+W 18.81 150.00 0.125 OKpsipsi
+0.90D+E 27.49 150.00 0.183 OKpsipsi
Pa e 41 of 54
Lateral Analysis & Design
Pa e 42 of 54
Pa e 43 of 54
406 S Andres Place, Santa Ana, CA 92704
ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2
LIC# : KW-06019842, Build:20.23.07.20 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
Project File: Design Check_2 Story.ec6
Calculations per ASCE 7-16General Design Values
96.0
Roof Rise:Run Ratio 4:12
Exposure C
23.0
10.0
10.0
Flat/Hip/Gable Roo
psf
Topographic Factor Kzt per 26.8 1.00
LHD : Least Horizontal Dimension ft
a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))3.00 ft
Effective Wind Area of Component & Clad
V : Basic Wind Speed per Sect 26.5-1 or 2 mph
Roof pitch for cladding pressu
ft^2
Occupancy per Table 1.5-1 II ll Buildings and other structures except those listed
Exposure Category per 26.7
MRH : Mean Roof Height ft
Lambda MWFRS: per Figure 26 1.35
User specified minimum design pressu
1.40Lambda Component & Cladding : per Figur
Main Force Resisting System Val Component & Cladding Values
Design Wind Pressures
Horizontal Pressures . . .
Zone: A = 27.32 psf Zone: C = 18.20 psf
Zone: B = -10.00 psf Zone: D = -10.00 psf
Vertical Pressures . . .
Zone: E = -23.73 psf Zone: G = -16.55 psf
Zone: F = -16.55 psf Zone: H = -12.56 psf
Overhangs . . .
Zone: Eoh = -33.24 psf Zone: Goh = -25.95 psf
ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall
not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf,
while assuming ps for Zones E, F, G, and H are equal to 0 psf.
Design Wind Pressure = Lambda * Kzt * Ps30 peComponent & Cladding Design Wind Pres
Zone 1
Positive
10.000 psf
Negative
-37.044
psf
Zone 2 10.000 psf-48.776
psf
Zone 3 10.000
psf
-66.500
psf
Wall Zone 4 : 23.184 -25.172 psf
Wall Zone 5 : 23.184 psf-31.052
psf
-45.220
psf
-62.944psf
Roof Pressures Negative
psf
Wall Pressures
Overhang Pressures
Zone 3e
Zone 3r
Zone 2e
Zone 2n
Zone 2r
Zone 1'psf
psf
psf
psf
psf
psf
psf
psf
Zone 1
Zone 2
Zone 3
Zone 3e
Zone 3r
Zone 2e
Zone 2n
Zone 2r
Zone 1'10.000 -21.308
*** ***
*** ***
*** ***
*** ***
'*** : There is no value in Figure 30.4-1 Tabular Values
*** ***
-33.460
-33.460
***
***
***
***
***
Design wind Load
V2 (wind) = 18.20 * (8/2) * 2 = 146.0 plf
V1 (wind) = 27.32 * (8/2) * 2 / 2 = 130.0 plf
Pa e 44 of 54
Pa e 45 of 54
406 S Andres Place, Santa Ana, CA 92704
Project No:AR24-1018
Date: 10/18/24
Roof
North-South 28 ft Roof Dead Weight 16 psf
East-West 27 ft Floor Dead Weight 15 psf
Total Roof Area 756 sq ft 12.096 kips Ext Wall Weight 15 psf
Int Wall Weight 10 psf
Upper level wall
Plate Ht 8 ft
Exterior N/S Walls 28 ft 3.36 kips
E/W Walls 27 ft 3.24 kips
Interior N/S Walls 28 1.12 kips
E/W Walls 27 1.08 kips
Upper level total weight =20.896 kips
Floor
North-South 38 ft
East-West 27 ft
Total Floor Area 1026 sq ft 15.39 kips
Lower level wall Plate Ht 8 ft
N/S Walls 38 9.12 kips
E/W Walls 27 6.48 kips
Interior N/S Walls 38 6.08
E/W Walls 27 4.32
10 psf * Floor Area N/A 10.26
Lower level total weight =41.39 kips
Total weight =62.286 kips
Dead Load Calc for Mulit-Story Building
(Effective Seismic Weight)
Pa e 46 of 54
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Seismic Base Shear Analysis
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Risk Category
SCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-1
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-
Specific Description:
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping
S =1.330
Longitude = 0.000 deg West
S
Latitude = 0.000
g, 0.2 sec response
deg North
S 0.4801 g, 1.0 sec response=
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculatio
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-
(using straight-line interpolation from table va
Fa =1.20
Fv =1.82
Maximum Considered Earthquake Accelera ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.596=MS
S = Fv * S1 =0.874M1 ASCE 7-16 Eq. 11.4-
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-S = S * 2/3 =1.064DS MS
=0.582 ASCE 7-16 Eq. 11.4-S = S * 2/3D1 M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footn
Building height Limits :Response Modification Coefficient " = 6.50
Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 2.50 Category "C" Limit: No LimitDeflection Amplification Factor " Cd = 4.00 Category "D" Limit: Limit = 65
Category "E" Limit: Limit = 65
Category "F" Limit: Limit = 65
Lateral Force Procedure ASCE 7-16 Section 12.8.
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-Determine Building Period
Structure Type for Building Period Calculatill Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest leve 25.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.224
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method sel= 0.224
Pa e 47 of 54
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202
DESCRIPTION:Seismic Base Shear Analysis
Project File: Design Check_2 Story.ec
Project Title:
Engineer:
Pro ect ID:
Project Descr:
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.064
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.154From Eq. 12.8-2, Preliminary Cs =
0.401From Eq. 12.8-3 & 12.8-4 , Cs need not exce =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044
DS
=Cs : Seismic Response Coefficient =0.1538User has selected ASCE 12.8.1.3 : Regular structure,
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul
=
=
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =62.30 kCs = 0.153 from 12.8.1.1
Seismic Base Shear V = Cs * W =9.58 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
2 20.90 17.00 355.30 0.517 4.96 4.96 0.00
1 41.40 8.00 331.20 0.482 4.62 9.58 44.64
Sum Wi = 62.30 k Total Base Shear = 9.58 k
Base Moment =
686.50 k-ftSum Wi * Hi =
121.3 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
2 20.90 4.96 4.96 20.90 4.96 4.45 8.90 4.96 4.96
1 41.40 4.62 9.58 62.30 6.37 8.81 17.62 8.81 8.81
Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . DS
DSMAX Req'd Force @ Level . . 0.40 * S * I * Wpx
Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
EQ Shear (to design shear elements)
EQ (v2) = 4.96 * 1000 * 1.3 / (28 * 27) = 8.5 psf
EQ (v1) = 4.62 * 1000 * 1.3 / (38 * 27) = 6.0 psf
Pa e 48 of 54
Project No:AR24-0907
Date: 10/18/24
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 54/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 2,066 ͬ12.00 с 172 ƉůĨ ф 225 OK с 1,314 /12.00 с 110 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;8.5 dž 54/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;146 Ϳdž; Ϳн (T3)
;6 dž 54/2 130
с 3,524 ͬ18.00 с 196 ƉůĨ ф 380 OK с 2,484 /18.00 с 138 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
3 OK
ŽŵŵĞŶƚƐ͗
ERR
sƐĞŝƐŵŝĐ с;Ϳdž; Ϳн (T3)ǁŝŶĚс;Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 0 ͬ0.00 с n/a ƉůĨ ͘..с 0 /0.00 с n/a ͘..
hƐĞ͗####
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
None
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
HDU5
HDU5
Se
i
s
m
i
c
18/2
Wi
n
d
18/2
0/2
0/2
None
A
18/2 18/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
CMSTC16
CMSTC16
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
A
SHEAR WALL DESIGN
CBC 2022, SDPWS-2018 & ASCE 7-16
18/2 18/2
Shear Wall (Rev. 03/2014)
Pa e 49 of 54
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 54/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 3,328 ͬ12.00 с 277 ƉůĨ ф 380 OK с 2,117 /12.00 с 176 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;8.5 dž 54/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;146 Ϳdž; Ϳн (T3)
;6 dž 54/2 130
с 6,487 ͬ16.00 с 405 ƉůĨ ф 490 OK с 4,652 /16.00 с 291 ƉůĨф 686 OK
hƐĞ͗3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
ERR
sƐĞŝƐŵŝĐ с;Ϳdž; Ϳн (T3)ǁŝŶĚс;Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 0 ͬ0.00 с n/a ƉůĨ ͘..с 0 /0.00 с n/a ͘..
hƐĞ͗####
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt ^
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
B
29/2 29/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
CMSTC16
B
Se
i
s
m
i
c
39/2
Wi
n
d
39/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
HDU5
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
Pa e 50 of 54
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 42/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 982 ͬ6.00 с 164 ƉůĨ ф 260 OK с 803 /6.00 с 134 ƉůĨф 364 OK
hƐĞ͗1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;6 dž 42/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;130 Ϳdž; Ϳн (T3)
;8.5 dž 42/2 146
с 2,305 ͬ4.66 с 495 ƉůĨ ф 507 OK с 2,168 /4.66 с 465 ƉůĨф 1,218 OK
hƐĞ͗5 1/2" STRUCTURAL 1 PLYWOOD w/ 10d NAILS AT 2" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
ERR
sƐĞŝƐŵŝĐ с;Ϳdž; Ϳн (T3)ǁŝŶĚс;Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 0 ͬ0.00 с n/a ƉůĨ ͘..с 0 /0.00 с n/a ͘..
hƐĞ͗####
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt ^
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
C
11/2 11/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU2
D
Se
i
s
m
i
c
11/2
Wi
n
d
11/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
HDU5
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
Pa e 51 of 54
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 58/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 3,328 ͬ16.00 с 208 ƉůĨ ф 260 OK с 1,971 /16.00 с 123 ƉůĨф 364 OK
hƐĞ͗1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;8.5 dž 58/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;146 Ϳdž; Ϳн (T3)
;6 dž 78/2 130
с 5,668 ͬ16.75 с 338 ƉůĨ ф 380 OK с 3,271 /16.75 с 195 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
ERR
sƐĞŝƐŵŝĐ с;Ϳdž; Ϳн (T3)ǁŝŶĚс;Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 0 ͬ0.00 с n/a ƉůĨ ͘..с 0 /0.00 с n/a ͘..
hƐĞ͗####
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt ^
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
1
27/2 27/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
CMSTC16
CMSTC16
1
Se
i
s
m
i
c
20/2
Wi
n
d
20/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
HDU5
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
Pa e 52 of 54
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 22/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 982 ͬ10.00 с 98 ƉůĨ ф 260 OK с 1,533 /10.00 с 153 ƉůĨф 364 OK
hƐĞ͗1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;8.5 dž 22/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;146 Ϳdž; Ϳн (T3)
;6 dž 42/2 130
с 2,683 ͬ10.00 с 268 ƉůĨ ф 380 OK с 3,288 /10.00 с 329 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
ERR
sƐĞŝƐŵŝĐ с;Ϳdž; Ϳн (T3)ǁŝŶĚс;Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 0 ͬ0.00 с n/a ƉůĨ ͘..с 0 /0.00 с n/a ͘..
hƐĞ͗####
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt ^
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
2
21/2 21/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
CMSTC16
2
Se
i
s
m
i
c
27/2
Wi
n
d
27/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
Pa e 53 of 54
2 nd Floor -Length Trib. Width
sƐĞŝƐŵŝĐ с;8.5 dž 36/2 Ϳdž; Ϳн (L1)ǁŝŶĚс;146 Ϳdž; Ϳн (L1)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 2,066 ͬ18.00 с 115 ƉůĨ ф 380 OK с 1,971 /18.00 с 110 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;8.5 dž 36/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;146 Ϳdž; Ϳн (T3)
;6 dž 66/2 130
с 4,739 ͬ14.00 с 338 ƉůĨ ф 380 OK с 3,726 /14.00 с 266 ƉůĨф 532 OK
hƐĞ͗2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
2 OK
ŽŵŵĞŶƚƐ͗
1 st Floor -
sƐĞŝƐŵŝĐ с;6 dž 36/2 Ϳdž; Ϳн (T3)ǁŝŶĚс;130 Ϳdž; Ϳн (T3)
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳн ; Ϳdž; Ϳн
;Ϳdž; Ϳс ; Ϳdž; Ϳс
с 756 ͬ6.00 с 126 ƉůĨ ф 260 OK с 910 /6.00 с 152 ƉůĨф 364 OK
hƐĞ͗1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
WŶů > ,,ͬt DŽĚŝĨŝĞƌ
EŽ Ĩƚ Ĩƚ ц цt ц цt ZĂƚŝŽ ƌ ц цt ŚŬ͗
1 OK
ŽŵŵĞŶƚƐ͗
Notes:
ůƚĞƌŶĂƚĞĂƐŝĐ;^ͿΘ^ ϳͲϭϲ^ĞĐƚ͘ϭϮ͘ϰ͘Ϯ͘ϯƵƐĞĚĨŽƌƵƉůŝĨƚĐĂůĐƵůĂƚŝŽŶƐ͗;Ϭ͘ϲͲϬ͘ϭϰ^^Ϳцʌ ͬϭ͘ϰĂŶĚ;ϮͬϯͿцʘt ^
ƌсϮΎ>ͬ,ĨŽƌϮ͗ϭф,ͬtфϯ͘ϱ͗ϭ;ƐĞŝƐŵŝĐůŽĂĚƐŽŶůLJͿ
3
27/2 27/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
CMSTC16
3
Se
i
s
m
i
c
27/2
Wi
n
d
27/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
HDU5
None
4
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
KdD͕<ͲĨƚ ZĞƐŝƐƚŝŶŐDŽŵĞŶƚ;ZDͿ džƚĞƌŶĂůhƉůŝĨƚ͕ůď hƉůŝĨƚ͕ůď ,ŽůĚŽǁŶ
None
ƵĞƚŽhŶŝĨŽƌŵ>ŽĂĚ͕ůďͲĨƚ dLJƉĞ͗
HDU5
Pa e 54 of 54