HomeMy WebLinkAbout2224 N Concord St #2- ADU - PlanN1 SITE PLAN
(E)
SINGLE FAMILY DWELLING
TWO STORIES
3,318.00 SQ.FT.
224 N. CONCORD STREET
(E)
GARAGE
204.00 SQ.FT.
(E)
PATIO COVER
425.70 SQ.FT.
2224 CONCORD ST
15
'
-
1
0
"
(N) ADU
748.00 SQ.FT.
2224 N.
CONCORD ST
UNIT 2
5'-0"
2'-3"
E
S
A
N
T
A
C
L
A
R
A
A
V
E
POOL PROPOSAL
NOT IN OUR SCOPE OF WORK
PATH TRAVEL
“ ”
“ ”
3"
LEGEND
SYMBOLS REFER TO UTILITY PIPE ONLY
GAS
GAS
GAS GAS GAS
GA
S
GA
S
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
6'-0"
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
A1.0
SITE PLAN
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
12 DEC 24
. .
.
.
.
.
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.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
Bldg 101120598
Plng: C Santana
Bldg; CSG
Police: B Martin
2224 N Concord St #2-
ADU4/2/2025
1 EXISTING FIRST FLOOR PLAN
UP
ONLY REFERENCE
LEGEND
EXISTING
FIRST
FLOOR
PLAN -
ONLY
REFERENCE
A2.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
1 EXISTING SECOND FLOOR PLAN
DWN
ONLY REFERENCE
A2.1
EXISTING
SECOND
FLOOR PLAN
-
ONLY
REFERENCE
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
WINDOW SCHEDULE
DOOR SCHEDULE
SIZEMARK REMARKSQUANTITY
SIZEMARK REMARKSQUANTITY
1 ROOF PLAN
LEGEND
GFI
WP
KEYNOTES
LEGEND
ATTIC VENTILATION
THE KEY NOTES DIRECTLY BELOW REFER TO THE ROOF PLAN ONLY
SLOPE 4:12 SLOPE 4:12
SLOPE 4:12
SLOPE 4:12
1 FLOOR PLAN
ADU
ADU
A3.2
A
A3.2
A
A3.2
B
A3.2
B
GFI
AFCI
AFCI AFCI
AFCIAFCI
GFI
GFI
GFI
GFI
GFI
GFI
GFI
GFI
GFI
GFI
GFI GFIWPWP
AFCI AFCI
GFI GFI
AFCI
AFCI AFCI
AFCI
AFCI
AFCIAFCI
AFCI AFCI
AFCI AFCI
AFCI
GFI
WP
GFI
AFCI
SLOPE 2:12
SHGC U-FACTOR
FLOOR
PLAN /
ROOF PLAN
ADU
A2.2
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
12 DEC 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
1 EXISTING ROOF PLAN
ONLY REFERENCE
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
(E) SLOPE 4:12
EXISTING
ROOF PLAN -
ONLY
REFERENCE
A2.4
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER TO THE ELEVATIONS ONLY
1 EAST ELEVATION
2 WEST ELEVATION
ELEVATIONS
A3.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER TO THE ELEVATIONS ONLY
1 SOUTH ELEVATION
2 NORTH ELEVATION
ELEVATIONS
A3.1
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER TO THE SECTIONS ONLY
B SECTION B-B
A SECTION A-A
SECTIONS
A3.2
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
67
1
8
4
2
9
5
3 DETAILDETAIL
DETAIL
DETAIL
DETAIL
DETAIL
DETAIL
DETAIL DETAIL
2%5%
GRAB BAR GRAB BAR
A4.0
DETAILS
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
12 DEC 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
SHEET INDEX PROPERTY INFO
CONSULTANTS
BUILDING DATA
BUILDING CODES
LOT COVERAGE
ARCHITECTURAL DRAWINGS
STRUCTURAL DRAWINGS
VICINITY MAP / BUS STOP
SCOPE OF WORK
CONCORD RESIDENCE
SANTA ANA, CA 92705
2224 CONCORD ST, UNIT 2
NEW ADU
GENERAL NOTES FLOOR NOTES
ROOF PLAN NOTES
ABBREVIATIONS
DOORS & EGRESS WINDOWS NOTES
SMOKE & CARBON MONOXIDE ALARMS NOTES
T-1
TITLE
SHEET
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
21 OCT 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
Margarito Castillo, S.E.
22
2
4
C
O
N
C
O
R
D
S
T
,
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
STRUCTURAL NOTES
S1.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
U
(
U
N
I
T
2
)
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
22
2
4
C
O
N
C
O
R
D
S
T
U
N
I
T
2
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
STRUCTURAL
NOTES
2224 N Concord St #2-
ADU4/2/2025
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11 TYPICAL DETAIL10 TYPICAL DETAIL9
TYPICAL DETAIL3
S1.1
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
U
(
U
N
I
T
2
)
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
22
2
4
C
O
N
C
O
R
D
S
T
U
N
I
T
2
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
TYPICAL
DETAILS
2224 N Concord St #2-
ADU4/2/2025
TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL9TYPICAL DETAIL10 S1.2
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
U
(
U
N
I
T
2
)
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
22
2
4
C
O
N
C
O
R
D
S
T
U
N
I
T
2
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
TYPICAL
DETAILS
2224 N Concord St #2-
ADU4/2/2025
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL9TYPICAL DETAIL10 S1.3
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
U
(
U
N
I
T
2
)
CO
N
C
O
R
D
R
E
S
I
D
E
N
C
E
22
2
4
C
O
N
C
O
R
D
S
T
U
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2
,
SA
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5
TYPICAL
DETAILS
2224 N Concord St #2-
ADU4/2/2025
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL10 TYPICAL DETAIL9 S1.4
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
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(
U
N
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2
)
CO
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2
7
0
5
TYPICAL
DETAILS
2224 N Concord St #2-
ADU4/2/2025
N1FOUNDATION PLAN
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
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(
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)
CO
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22
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,
SA
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,
C
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9
2
7
0
5
S2.0
FOUNDATION
PLAN
2224 N Concord St #2-
ADU4/2/2025
N1ROOF FRAMING PLAN
C.J.
2x
1
0
C
.
J
.
@
1
6
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.
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.
SHEET NUMBER
PR
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T
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S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
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(
U
N
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T
2
)
CO
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22
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2
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S2.2
ROOF
FRAMING
PLAN
2224 N Concord St #2-
ADU4/2/2025
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S3.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
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(
U
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SA
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2
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0
5
FOUNDATION
DETAILS
2224 N Concord St #2-
ADU4/2/2025
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S5.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
23-10273
MR
MC
26 AUG 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
3
1
2
3
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
324 SOUTH AVE, LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
NE
W
A
D
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(
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T
2
)
CO
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2
,
SA
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A
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C
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9
2
7
0
5
ROOF
FRAMING
DETAILS
2224 N Concord St #2-
ADU4/2/2025
T-2
T-24 REPORT
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
12 DEC 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
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Margarito Castillo, S.E.
22
2
4
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N
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T
2
SA
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A
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9
2
7
0
5
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
2224 N Concord St #2-
ADU4/2/2025
T-3
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
23-10273
HG
HG
12 DEC 24
. .
.
.
.
.
.
.
.
.
.
.
TITLE
NE
W
A
D
U
CO
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C
O
R
D
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S
I
D
E
N
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E
Margarito Castillo, S.E.
22
2
4
C
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CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
PROJECT:
ENGINEER:
CASTILLO ENGINEERING
324 E SOUTH AVE. LONG BEACH, CA 90805
T: 562-961-5600
WWW.CASTILLOENGINEERING.COM
T-24 REPORT
2224 N Concord St #2-
ADU4/2/2025
F.G.
T.W.
T.C.
T.G.
E.G.
F.L.
F.S.
SCALE:
SHEET:
JOB :
DATE:
REVISIONS
DATE:NO
OF SHEETS
AD
D
R
E
S
S
:
17
3
3
7
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NONE
CONCORD
2224 N Concord St #2-
ADU4/2/2025
(E) 2-STORY SFD
TO REMAIN
FF 100.00
(E) PATIO COVER
TO REMAIN
(N)ADU
FF 99.00
FG 98.00
E
S
A
N
T
A
C
L
A
R
A
A
V
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(N) POOL UNDER SEP. PERMIT
98.50 POOL COPING
120.00'PL
68
.
0
0
'
64
.
0
0
'
130.00'PL
PLPL
CONCORD STREET
4'
4'
98.33 FG 98.33 FG
98.33 FG98.33 FG
98
.
9
4
F
G
97.47
INV
98.94 FS
(E) WALL TO REMAIN
(
)
(
)
4'
97.11 TC
96.50 FL
(N) 4" CIP CURB DRAIN
S = 0.02
UNDER SEP. PERMIT
4"
P
V
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S
=
0
.
0
1
4"
P
V
C
P
I
P
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S
=
0
.
0
1
4" PVC PIPE
S = 0.01
4" PVC PIPE
S = 0.01
4" PVC PIPE
S = 0.01
4"
P
V
C
P
I
P
E
S
=
0
.
0
1
98.25 TG
97.58 INV
98.25 TG
97.58 INV
98.25 TG
97.58 INV
98.29 TG
97.62 INV
98.29 TG
97.62 INV
98.29 TG
97.62 INV
98.23 TG
97.56 INV
2%
98.05 TG
97.38 INV
98.25 TG
97.58 INV
98.29 TG
97.62 INV
97.10
INV
98
.
3
3
F
G
98.05 TG
97.38 INV
97.16
INV
(N) C.O.
(N) A.D. TYP.
98.25 TG
97.58 INV
98.25 TG
97.58 INV
2%
96.74
INV
(N) C.O.
(N) C.O.
B
C3
A
C3
SCALE:
SHEET:
JOB :
DATE:
REVISIONS
DATE:NO
OF SHEETS
AD
D
R
E
S
S
:
17
3
3
7
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GR
A
D
I
N
G
&
D
R
A
I
N
A
G
E
PL
A
N
NORTH
GRADING & DRAINAGE PLANSCALE: 3/16" = 1'-0"
T.G. ELEV.
PER PLAN
4" P.V.C. CONN PIPE
ELBOW AS REQ'D
FLOW
INVERT ELEV.
PER PLAN
4" P.V.C. DRAIN PIPE
FLOWS TO OVERFLOW PIPE
PER PLAN
3/16" = 1'-0"
CONCORD
2224 N Concord St #2-
ADU4/2/2025
structural calculations
for
CONCORD RESIDENCE
new adu
2224 CONCORD ST,
SANTA ANA, CA 92705
22-Feb-24
CE JOB NO. : 23-10273
S T R U C T U R A L
3 2 4 E S O U T H S T , L O N G B E A C H , C A L I F O R N I A 9 0 8 0 5
T : 5 6 2 . 9 6 1 . 5 6 0 0 W W W . C A S T I L L O E N G I N E E R I N G . C O M
1 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT CASTILLO ENGINEERING, INC.JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F-V8.
14 Plywood shall conform to PS 1-95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2019 California Building Code.
2 2224 N Concord St #2-
ADU4/2/2025
3 2224 N Concord St #2-
ADU4/2/2025
PROJECT:CASTILLO ENGINEERING
324 E South St, Long Beach, CA 90805
37683.00
Wood :Douglas-Fir/Larch Cr = 1.15 (repetitive member factor)Fv =180 psi (for Light Framing and Joists & Planks)
E = 1,500,000 psi (Const Light Framing)Fv =170 psi (for Beams & Stringers and Posts & Timbers)
E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers)
FLOO ROOF
MEMBER:SIZE:(35 PCF)PROPERTIES:BENDING STRESS:1.00 (k-ft & k)Cd =1.00 (k-ft & k)Cd =1.25
Nominal Grade Type B (in)D (in)PLF (in^2)S(in^3)I(in^4)Fb(psi)CF Fb x CF max Mmax Mmax(rep)max Mmax Mmax(rep)
2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 0.37
2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 1.06
2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 1.70
2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2.54
2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 3.41
2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4.26
4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 0.86
4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 2.47
4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111.1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4.30
4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 6.46
4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 8.76
4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 11.0
6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05
6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47
6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45
6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6
6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0
6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2 4
2224 N Concord St #2-
ADU4/2/2025
5 2224 N Concord St #2-
ADU4/2/2025
6
2224 N Concord St #2-
ADU4/2/2025
7
2224 N Concord St #2-
ADU4/2/2025
8
2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING, INC
324 E South St,
Long Beach, CA 90805
ROOF LOADS
composite shingles 2.5 psf
re-roof 2.0 psf
1/2" plywwod 1.5 psf
rafters 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf
D=15.0 psf
Lr=20.0 psf REDUCIBLE
FLOOR LOADS
flooring 1.0 psf
3/4" plywood 2.3 psf
joist 3.0 psf
ceiling 4.0 psf
beams/headers 2.0 psf
MP&E/ misc.2.7 psf
D=15.0 psf
L=40.0 psf
EXTERIOR WALL LOADS
7/8" stucco 10.0 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.0.2 psf
D=16.0 psf
INTERIOR WALL LOADS
1/2" gyp board 2.3 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.1.9 psf
D=10.0 psf
9 2224 N Concord St #2-
ADU4/2/2025
10 2224 N Concord St #2-
ADU4/2/2025
11 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE:JOB NO. SHEET NO.
CASTILLO ENGINEERING, INC.
REMARKS
4x4
4x4
4X4
4X6
4X67.15
10.83
ALLOWABLE
75%
2.31
3.42
4.23
6X6HDU14
3.075
4.565
5.645
6.970
9.535
14.445
5.23
HDU5
HDU8
HDU11
HOLDOWNS
HDU2
HDU4
HD ALLOWABLE
UPLIFT
12 2224 N Concord St #2-
ADU4/2/2025
CE Engineering Software v1.0 PROJECT:
== TYPICAL SQUARE PAD FOOTING DESIGN TABLE ==
(2/99)
Bar #
Soil Bearing Pressure:Miscellaneous:3 0.11
q =1500 psf column footprint =4 in 4 0.20
(for selection of steel spacing vs. size only)6 0.44
Material Strengths:7 0.60
concrete =2500 psi Notes:8 0.78
10 1.23
11 1.56
Mark:Size Thick
(ft) -SQ. (in) (k) (in)
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
2.0 12 5.40 8 0.7 16.3 Y 6.5 65.3 Y 18 0.05 0.04 0.96 0.52 0.52 3 # 4
2.5 12 8.44 8 2.3 20.4 Y 11.3 65.3 Y 38 0.08 0.09 1.20 0.65 0.65 4 # 4
3.0 12 12.2 8 4.3 24.5 Y 17.3 65.3 Y 69 0.13 0.16 1.44 0.78 0.78 4 # 4
3.5 12 16.5 8 6.9 28.6 Y 24.3 65.3 Y 114 0.18 0.27 1.68 0.91 0.91 5 # 4
4.0 12 21.6 8 10.1 32.6 Y 32.4 65.3 Y 174 0.24 0.41 1.92 1.04 1.04 6 # 4
4.5 12 27.3 8 13.8 36.7 Y 41.6 65.3 Y 253 0.31 0.60 2.16 1.17 1.17 4 # 5
5.0 12 33.8 8 18.0 40.8 Y 51.8 65.3 Y 353 0.39 0.84 2.40 1.30 1.30 5 # 5
5.5 12 40.8 8 22.8 44.9 Y 63.2 65.3 Y 476 0.49 1.14 2.64 1.43 1.51 5 # 5
6.0 15 47.3 11 24.2 67.3 Y 72.3 112.2 Y 607 0.41 1.04 3.60 1.94 1.94 7 # 5
13
2224 N Concord St #2-
ADU4/2/2025
2x
1
0
C
.
J
.
@
1
6
"
O
.
C
.
ROOF FRAMING PLAN
H1 H1 H1
H2
H1
RJ1
RJ1
RJ2RJ2
B1 B1
HB1
HB1
HB1
HB1
B2
H2
H2
H2
14 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
Beam 5
L = 11 ft
S = 7.6 in^3
No. of members= 1 I = 20.8 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 0.990 kips
Cr= 1.15
L/n= 180
Live Load L/n= 240
L= 11ft
0.26 0.26
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 1.333 = 20 +26.67
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=0.257 kips
R2=-0.257 kips
Vmax=0.26 kips Vallow.=1.24 x 1 =1.2375 kips OK .21
Flexure
M=0.71 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .67
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.462 +0.000 +0.000 +0.000 =0.46 =L <L OK deflection:.63
286 180
0.462 + 0
D (L Only)=0.264 +0 +0 +0 =0.264 =L L OK deflection:.48
500 240
USE:1- 2X6 @ 16 O.C.
RJ1
1/15/24 12:00 AM
shear:
flexure:
15 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
Beam 5
L = 4 ft
S = 7.6 in^3
No. of members= 1 I = 20.8 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 0.990 kips
Cr= 1.15
L/n= 180
Live Load L/n= 240
L= 4ft
0.14 0.14
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 2 = 30 +40
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.070 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=0.140 kips
R2=-0.140 kips
Vmax=0.14 kips Vallow.=1.24 x 1 =1.2375 kips OK .11
Flexure
M=0.14 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .13
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.012 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.05
3961 180
0.01212 + 0
D (L Only)=0.00692 +0 +0 +0 =0.00692 =L L OK deflection:.03
6932 240
USE:1- 2X6 @ 24 O.C.
shear:
flexure:
1/15/24 12:00 AM
RJ2
16 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
Beam 5
L = 21 ft
S =21.4 in^3
No. of members= 1 I = 98.9 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.10 Va = 1.665 kips
Cr= 1.15
L/n= 180
Live Load L/n= 240
L= 21ft
0.35 0.35
Uniform load (W1)
D L Trib
w1,1 (5 +20) x 1.333 = 6.6666667 +26.67
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.033 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=0.350 kips
R2=-0.350 kips
Vmax=0.35 kips Vallow.=2.08 x 1 =2.0813 kips OK .17
Flexure
M=1.84 k-ft Mallow.=2.54 x 1 =2.5368 k-ft OK .72
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.921 +0.000 +0.000 +0.000 =0.92 =L <L OK deflection:.66
273 180
0.92147 + 0
D (L Only)=0.73718 +0 +0 +0 =0.73718 =L L OK deflection:.70
342 240
USE:1- 2X10 @ 16 O.C.
shear:
flexure:
1/15/24 12:00 AM
CJ1
17 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT CASTILLO ENGINEERING, INC.JOB CONCORD RESIDENCE
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
T:562.961.5600 F:562.961.5700
ENGR. MR DATE JOB NO. 23-10273 SHEET NO.
HIP RIDGE BEAM DESIGN
L= ft ft
w= ( + ) x /2 x 2 / (2)^.5 = + = plf
W=x x = k
x 1 / 3 = k
x 2 / 3 = k <k
M= 2x x =k-ft <k-ft
9 x
D= x (x 12 )^3 = in =
76.7 x x 3.5 x
USE:
5.66
4.002024
(.34)
57 12468
5.66 0.35
946
1.84
0.74
15/01/2024
4.00
0.117
5.70.35
0.5
(.19)
(3)^.5
HB1
352
1600000
0.35
L
124
4x6
0.35 0.235
0.07
3.50
0.26
5.66
(.13)
BEAM
L1
L1
L
w
W
V1
18 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
17.5ft 3.5ft
Tag
194600
Beam
L = 21 ft
S = 121.2 in^3
No. of members= 1 I = 697.1 in^4 0.24 0.24
CD= 1.25 E = 1,600,000 psi
CF= 1.00 Va = 7.590 kips
Cr= 1.00
L/n= 180
Live Load L/n= 240
L= 21ft
2.38 2.38
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 4 = 60 +80
w1,2 (16 +0) x 4 = 64 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.204 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (235 +) x 1 x 1 =235 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.24 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (235 +) x 1 x 1 =235 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.24 kips
Shear
R1=2.377 kips
R2=-2.377 kips
Vmax=2.38 kips Vallow.=9.49 x 1 =9.4875 kips OK .25
Flexure
M=12.07 k-ft Mallow.=17.05 x 1 =17.048 k-ft OK .71
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.800 +0.000 +0.035 +0.035 =0.87 =L <L OK deflection:.62
290 180
0.80038 + 0.035
D (L Only)=0.31387 +0 +0 +0 =0.31387 =L L OK deflection:.30
803 240
USE:1- 6X12
shear:
flexure:
B1
1/15/24 12:00 AM
19 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
194600
Beam
L = 4.5 ft
S = 17.6 in^3
No. of members= 1 I = 48.5 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 2.310 kips
Cr= 1.00
L/n= 180
Live Load L/n= 240
L= 4.5ft
0.24 0.24
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 3 = 45 +60
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.105 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=0.236 kips
R2=-0.236 kips
Vmax=0.24 kips Vallow.=2.89 x 1 =2.8875 kips OK .08
Flexure
M=0.27 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .12
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.012 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.04
4328 180
0.01248 + 0
D (L Only)=0.00713 +0 +0 +0 =0.00713 =L L OK deflection:.03
7574 240
USE:1- 4X6
shear:
flexure:
1/15/24 12:00 AM
B2
20 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
Beam 5
L = 6 ft
S = 17.6 in^3
No. of members= 1 I = 48.5 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 2.310 kips
Cr= 1.00
L/n= 180
Live Load L/n= 240
L= 6ft
1.31 1.31
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 12.5 = 187.5 +250
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.438 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=1.313 kips
R2=-1.313 kips
Vmax=1.31 kips Vallow.=2.89 x 1 =2.8875 kips OK .45
Flexure
M=1.97 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .92
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.164 +0.000 +0.000 +0.000 =0.16 =L <L OK deflection:.41
438 180
0.16431 + 0
D (L Only)=0.09389 +0 +0 +0 =0.09389 =L L OK deflection:.31
767 240
USE:1- 4X6
shear:
flexure:
H1
1/15/24 12:00 AM
21 2224 N Concord St #2-
ADU4/2/2025
CASTILLO ENGINEERING INC.Project CONCORD RESIDENCE
1327 Loma Avenue
Long Beach, CA 90804
Engr.Date:Job No.23-10273 Sheet
Tag
Beam 5
L = 5 ft
S = 17.6 in^3
No. of members= 1 I = 48.5 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 2.310 kips
Cr= 1.00
L/n= 180
Live Load L/n= 240
L= 5ft
0.70 0.70
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 8 = 120 +160
w1,2 (+) x 0 = 0 +0
w1,3 (+) x 0 = 0 +0
w1,4 (+) x 0 = 0 +0
0.280 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 +0
w2,2 (0 +0) x 0 = 0 +0
w2,3 (0 +0) x 0 = 0 +0
w2,4 (0 +0) x 0 = 0 +0
w2,5 (0 +0) x 0 = 0 +0
W2 = 0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+) x 0 x 0 =0 + 0
p1,2 (+) x 0 x 0 =0 + 0
p1,3 (+) x 0 x 0 =0 + 0
p1,4 (+) x 0 x 0 =0 + 0
0.00 kips
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+) x 0 x 0 =0 + 0
p2,2 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
p2,4 (+) x 0 x 0 =0 + 0
0.00 kips
Shear
R1=0.700 kips
R2=-0.700 kips
Vmax=0.70 kips Vallow.=2.89 x 1 =2.8875 kips OK .24
Flexure
M=0.88 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .41
Deflection
D D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.051 +0.000 +0.000 +0.000 =0.05 =L <L OK deflection:.15
1183 180
0.05071 + 0
D (L Only)=0.02898 +0 +0 +0 =0.02898 =L L OK deflection:.12
2070 240
USE:1- 4X6
shear:
flexure:
1/15/24 12:00 AM
H2
22 2224 N Concord St #2-
ADU4/2/2025
F1=0.24K
FOUNDATION PLAN
CF
1
CF2CF2
CF
1
F1=0.24K
F2=2.38K
F2=2.38K
F2=2.38K
F2=2.38K
23 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT Castillo Engineering, Inc.PROJECT CONCORD RESIDENCE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MR DATE JOB NO. 23-10273 SHEET NO.
Given:
h1 =18 in.d =6.0 in.D L TRIB D L
w1 15 20 12 =180 +240
h2 =6 in.W =12 in.16 0 8 =128 +0
0 0 0 =0 +0
H =24 in.308 +240 =548 plf
Area = 648 in.2 L = 54 in.
4.5 ft.2 = 4.5 ft.
Conc. Wt. = 150 x 12 x 6 /144 = 75 plf
Abv. Grade
=623
qa =1500 psf
Pa =1500 x 4.50 =6.75 kips Pload =623 x 4.50 =2.80 kips
Pnet = 6.75 - 2.80 = 3.95 kips
CF1 FOOTING CAPACITY
Pnet =
15/01/2024
3.95 kips
wuniform
24 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT CASTILLO ENGINEERING, INC.JOB CONCORD RESIDENCE
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
ENGR. MR DATE JOB NO. 23-10273 SHEET NO.
CONTINUOUS FOOTINGS
CF-1
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:
CF-2
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:1'-0" WIDE FTG.
390.5
1'-0" WIDE FTG.
150
150
0
0
240.5
390.5 0.31
1275
128
112.5
WALL:16 0 8
FLOOR:0 0
ROOF:
0
0.43
D L
7.515 20
0
1275
548
128
240
0
0
180
0
240
0
WALL:8
15/01/2024
20
D L
ROOF:
FLOOR:
15 12
548
16
308
00 0
F-CONTINUOUS FOOTINGS-1500 21-264 - CF6-CF10.XLS
25 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT Castillo Engineering, Inc.PROJECT CONCORD RESIDENCE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MR DATE JOB NO. 23-10273 SHEET NO.
Given:
h1 =18 in.d =6.0 in.D L TRIB D L
w1 15 20 7.5 =113 +150
h2 =6 in.W =12 in.16 0 8 =128 +0
0 0 0 =0 +0
H =24 in.241 +150 =391 plf
Area = 648 in.2 L = 54 in.
4.5 ft.2 = 4.5 ft.
Conc. Wt. = 150 x 12 x 6 /144 = 75 plf
Abv. Grade
=466
qa =1500 psf
Pa =1500 x 4.50 =6.75 kips Pload =466 x 4.50 =2.09 kips
Pnet = 6.75 - 2.09 = 4.66 kips
15/01/2024
CF2 FOOTING CAPACITY
wuniform
Pnet = 4.66 kips
26 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT CASTILLO ENGINEERING, INC. JOB CONCORD RESIDENCE
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MR DATE JOB NO. 23-10273 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
15/01/2024
0
0.24
5.4
F1
0.24
0
0
F-SPREAD FOOTINGS1500 FS1-FS5.xls
27 2224 N Concord St #2-
ADU4/2/2025
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 01/15/24 REVIEW BY :
INPUT DATA
Exposure category (B, C or D)C
Importance factor, pg 77, (0.87, 1.0 or 1.15)I = 1.00 Category II
Basic wind speed (IBC Tab 1609.3.1V3S)V = 110 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt =1 Flat
Building height to eave he = 8 ft
Building height to ridge hr = 12.25 ft
Building length L = 40.5 ft
Building width B = 25 ft
Effective area of components A = 960 2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face = 6.36 kips
Max horizontal force normal to building length, B, face = 4.33 kips
Max total horizontal torsional load = 32.75 ft-kips
Max total upward force = 18.22 kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =22.38 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.85
Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85
h = mean roof height = 10.13 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 6-18, page 28).
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54)
G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47)
= 0.18 or -0.18
a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
18.78 0.00 18.78
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.52 7.60 15.65 0.40 4.92 12.98 1T 0.52 1.90 3.91
2 -0.69 -19.47 -11.41 -0.69 -19.47 -11.41 2T -0.69 -4.87 -2.85
3 -0.47 -14.57 -6.51 -0.37 -12.31 -4.25 3T -0.47 -3.64 -1.63
4 -0.42 -13.40 -5.34 -0.29 -10.52 -2.46 4T -0.42 -3.35 -1.33
1E 0.78 13.53 21.59 0.61 9.62 17.68
3E -0.68 -19.18 -11.12 -0.53 -15.89 -7.83 (+GCp i ) (-GCp i )
4E -0.62 -17.97 -9.91 -0.43 -13.65 -5.60 1T 0.40 1.23 3.25
5 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 2T -0.69 -4.87 -2.85
6 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 3T -0.37 -3.08 -1.06
4T -0.29 -2.63 -0.62
Surface
Roof angle q =
G Cp f
Net Pressure withSurface
Roof angle q =
Surface
Roof angle q =
G Cp f
Net Pressure with
MR
23-10273 MC
CONCORD RESIDENCE
Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2021 / CBC 2022
Roof angle q =
G Cp f
Net Pressure withNet Pressure withG Cp f
CASTILLO
ENGINEERING
28 2224 N Concord St #2-
ADU4/2/2025
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 276 2.10 4.32 1 199 0.98 2.58
2 455 -8.87 -5.20 2 406 -7.91 -4.64
3 455 -6.64 -2.97 3 406 -5.00 -1.73
4 276 -3.70 -1.47 4 199 -2.09 -0.49
1E 48 0.65 1.04 1E 54 0.52 0.96
2E 79 -2.22 -1.58 2E 128 -3.59 -2.56
3E 79 -1.52 -0.88 3E 128 -2.04 -1.01
4E 48 -0.86 -0.48 4E 54 -0.74 -0.30
Horiz. 6.36 6.36 Horiz. 4.33 4.33
Vert. -18.22 -10.06 Vert. -17.56 -9.40
10 psf min.Horiz. 4.96 4.96 10 psf min.Horiz. 2.53 2.53
Sec. 6.1.4.1 Vert. -10.13 -10.13 Sec. 6.1.4.1 Vert. -10.13 -10.13
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 114 0.87 1.78 7 15 1 72 0.36 0.94 1 3
2 188 -3.66 -2.15 -10 -6 2 278 -5.41 -3.17 18 10
3 188 -2.74 -1.23 8 3 3 278 -3.42 -1.18 -11 -4
4 114 -1.53 -0.61 13 5 4 72 -0.76 -0.18 2 1
1E 48 0.65 1.04 11 18 1E 54 0.52 0.96 5 9
2E 79 -2.22 -1.58 -12 -9 2E 128 -3.59 -2.56 12 8
3E 79 -1.52 -0.88 8 5 3E 128 -2.04 -1.01 -7 -3
4E 48 -0.86 -0.48 15 8 4E 54 -0.74 -0.30 7 3
1T 162 0.31 0.63 -3 -6 1T 127 0.16 0.41 -1 -2
2T 267 -1.30 -0.76 4 2 2T 406 -1.98 -1.16 -13 -8
3T 267 -0.97 -0.44 -3 -1 3T 406 -1.25 -0.43 8 3
4T 162 -0.54 -0.22 -5 -2 4T 127 -0.33 -0.08 -2 0
33 33 19.3 19.3
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 6-22, pg 28)
pmin = 10 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below. (Fig. 6-11, page 55~58)
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.960 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
10.74 -21.93 10.74 -30.88 10.74 -48.79 19.69 -21.93 19.69 -21.93
S
Surface Pressure (k) withPressure (k) with
S
Surface
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Zone 5
Zone 3 Zone 4 Zone 5
Pressure (k) withSurfaceSurfacePressure (k) with
Pressure
Zone 1 Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3 Zone 4Zone 2
Torsion (ft-k)
29 2224 N Concord St #2-
ADU4/2/2025
ASCE Hazards Report
Address:
2224 Concord St
Santa Ana, California
92705
Standard:ASCE/SEI 7-22 Latitude:33.766941
Risk Category:II Longitude:-117.846584
Soil Class:D - Stiff Soil Elevation:181.49325183140593 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Mon Jan 15 2024
30 2224 N Concord St #2-
ADU4/2/2025
PGA M : 0.66
SMS : 1.79
SM1 : 1.2
SDS : 1.19
SD1 : 0.8
T L : 8
SS : 1.5
S1 : 0.49
VS30 : 260
Seismic Design Category: D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
D - Stiff SoilSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Mon Jan 15 2024
31 2224 N Concord St #2-
ADU4/2/2025
Data Accessed: Mon Jan 15 2024
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://ascehazardtool.org/Mon Jan 15 2024
32 2224 N Concord St #2-
ADU4/2/2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Mon Jan 15 2024
33 2224 N Concord St #2-
ADU4/2/2025
Castillo Engineering Inc.JOB:
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR:JOB NO.
SEISMIC BASE SHEAR
(ASCE 7-22)
Degrees
Degrees
(Table 20.3-1)
R =(Table 12.2-1)
SMS =
S1 =
SM1 =
SDS = (2/3)SMS (11.4-3)
= (2/3)x
=
SD1 = (2/3)SM1 (11.4-4)
= (2/3)x
=
Ta =Ct hn
x (12.8-7)
=x 8
=
V = Cs W
VMIN = W
VMIN = 0.5 S1 Ie W For S1 is equal to or greater than 0.6g
= x x W
= W [GOVERNS]
VMAX = W =x W =W
x
V =r W =x x W =x W
= W [Strength Level]
V = x W
1.30.184
0.239
R
1.193 1.00 1.3
SD1 Ie
6.5
T R
0.01
1.00
6.5
0.038
1.29369
SDS Ie
0.800 1.00
0.095 6.5
1.2
1.193
Longitude:
33.766941
-117.8465
SITE CLASS:
0.095
1.79
1.2
0.800
0.02 0.75
1.79
0.49
CONCORD RESIDENCE
23-10273
D
6.5
FG DATE: 15/01/2024
Latitude:
34 2224 N Concord St #2-
ADU4/2/2025
Castillo Engineering Inc.JOB
1205 Pine Avenue, Suite 201
FG DATE JOB NO. 23-10273 SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 15 + 5.0 ) x ft^2 = kips
Wwall = 16 x 8 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x
= x =kips
lbs/sq ft
15/01/2024
VBASE
ENGR.
VBASE 0.17
4.630.17 27.6 (4.827)
WTOTAL
CONCORD RESIDENCE
27.6
19.2
131 8.4
960
35 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
DATE:1205 PINE AVE
ENGR. MR LONG BEACH CA 23-10273 SHEET NO.
SEISMIC FORCES ROOF F1= 4.827
SW T.A. FORCE L1 L2 L3 L4 HEIGHT REACTION TOTAL
475.00 2.293 KIPS 2.29
497.50 2.401 KIPS 2.40
497.50 2.401 KIPS 2.40
475.00 2.293 KIPS 2.29
A1 A2
February 22, 2024
SHEARWALL FORCES
X
Y
36 2224 N Concord St #2-
ADU4/2/2025
X1.1
A=960 SFT
P=131 FT
X=40.5 FT
Y=25 FT
SHEARWALL 1RST FLOOR PLAN
X1.2
X2.2X2.1 X2.3 X2.4
Y2.1
Y1.1
Y1.2
37 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MR DATE:LONG BEACH CA JOB NO.23-10273 SHEET NO.
TAG:X1.1 ( 11.00 ft),X1.2 ( 20.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.19
SHEAR STRESS
X1.1 :L1=ft v=lbs =plf
X1.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 0.73 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 11.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 0.40 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 20.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
31.00
SHEARWALL CALCULATIONS
2.29
11.00 2293 74
0
20.00 31.00
6.5
Tributary
31.00
WALL:X1.1
2.29 11.00
T= 6.5 0.00 0.65
HDU2
16 0 0
0
X1.2
2.29 20.00
HDU2
0
0.000 0.00
11.83
Tallow=
16 0 0
0
3.08
Unit load
WALL:
Tributary
11.83
Tallow=3.08
T=
15
0.00 0.62
February 22, 2024
19.00
0
31.00
10.00
0.000 0.00
Unit load
15 0
38 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
1327 Loma Avenue
ENGR. MR DATE:Long Beach, CA 90804 23-10273 SHEET NO.
TAG:X2.1 ( 4.17 ft),X2.2 ( 6.00 X2.3 ( 5.50 X2.4 ( 4.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :(0.6-.14SDS) D + E
SDS :1.19
SHEAR STRESS
X2.1 :L1=ft v=lbs =plf
X2.2 :L2=ft ft
X2.3 : L3=ft
X2.4 : L4=ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.92 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 4.17 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.33 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 6.00 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
T=
Tallow=3.08
WALL:X2.2
2.40
0
0
Unit load Tributary
5.86
5.00
0
16
15
0
6.00
0.00
0
0
19.67
4.17
1.29
3.17
4.17
6.00
5.50
4.00
0.00
0.00
0
4.1
19.67
X2.1
T=
Tallow=
4.1
3.08
WALL:
0.000
16
2.40
0.000
1.175.86
February 22, 2024
015
TributaryUnit load
0.00
2.40
SHEARWALL CALCULATIONS
2401 122
19.67
HDU2
HDU2
0
19.67
0
39 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
1855 Coronado Avenue, Suite A
ENGR. MC DATE Signal Hill, CA 90755 23-10273 SHEET NO.
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.45 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 5.50 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.00 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 4.0 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
HDU2
1.300.00
3.00
0
Unit load
16 0
Tallow=3.08
0.000 0.00
T= 3.9
3.9
0
15 0 0
19.67
Tributary
0
0.00
T=
WALL:X2.4
2.40 4.00
1.19
Tallow=3.08
0.00
4.50
5.4
February 22, 2024
Unit load Tributary
0
WALL:
16 0
0
0.000
X2.3
15 0
2.40 5.50
19.67
HDU2
5.4
40 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MR DATE:LONG BEACH CA JOB NO. 23-10273 SHEET NO.
TAG:Y1.1 ( 4.50 ft),Y1.2 ( 4.75 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.19
SHEAR STRESS
Y1.1 :L1=ft v=lbs =plf
Y1.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 1.78 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 4.50 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 1.68 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 4.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
January 15, 2024
3.75
0
9.25
3.50
0.128 1.30
Unit load
15 0
Tallow=3.08
T=
15
1.44 2.46
Tallow=
16 8 128
0
3.08
Unit load
WALL:
Tributary
9.87
Y1.2
2.40 4.75
HDU2
128
0.128 1.44
9.87
T= 9.3 1.30 2.51
HDU2
16 8 128
128
Tributary
9.25
WALL:Y1.1
2.40 4.50
4.75 9.25
9.3
9.25
SHEARWALL CALCULATIONS
2.40
4.50 2401 260
0
41 2224 N Concord St #2-
ADU4/2/2025
ARCHITECT JOB CONCORD RESIDENCE
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MR DATE:LONG BEACH CA JOB NO. 23-10273 SHEET NO.
TAG:Y2.1 ( 15.00 ft),Y2.2 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.19
SHEAR STRESS
Y2.1 :L1=ft v=lbs =plf
Y2.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 0.53 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 15.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
January 15, 2024
14.00
0.128 14.40
Unit load
15 0
Tallow=3.08
T= 18.3 14.40 0.86
HDU2
16 8 128
128
Tributary
15.00
WALL:Y2.1
2.29 15.00
0.00 15.00
18.3
15.00
SHEARWALL CALCULATIONS
2.29
15.00 2293 153
0
42 2224 N Concord St #2-
ADU4/2/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(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 Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building 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:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
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
SFR
2224 N Concord St #2-
ADU4/2/2025
2224 N Concord St #2-
ADU4/2/2025
2224 N Concord St #2-
ADU4/2/2025