HomeMy WebLinkAbout2106 N Spruce St - PlanP. L. 60.0'
(E) SIDEWALK
(E) PARKWAY
(E) DRIVEWAY
51
'
-
9
"
20
'
-
1
"
4'
-
0
"
8'
-
0
"
30
'
-
1
"
31
'
-
0
"
17
'
-
8
"
15'-11"
2'
-
1
1
"
20
'
-
2
"
15
'
-
1
1
"
18'-3"1'-3"
50
'
-
1
"
18
'
-
0
"
10
'
-
6
"
9'-1"
6'-1"
S.B.
28'-8"5'-10"
S.B.
17'-1"21'-6"16'-2"
40'-6"
5'-3"
77
'
-
0
"
EXISTING
GARAGE
368 S.F.
EXISTING RESIDENCE
2106 N. SPRUCE ST.
1,242 S.F.
NEW ADDITION
490 S.F.
NEW OPEN PATIO COVER
309 S.F.
SPRUCE ST.℄
P.
L
.
10
0
.
0
1
'
P. L. 60.0'
SPRUCE ST.℄
P.
L
.
10
0
.
0
1
'
2106 N. SPRUCE ST. SANTA ANA, CA. 92706
NEW HOME ADDITION ADDITION 490 S.F.
NEW OPEN PATIO COVER 309 S.F.
T1
COVER SHEET
·NEW HOUSE ADDITION (490 S.F.) WITH ONE MASTER
BEDROOM AND ONE MASTER BATHROOM.
·NEW OPEN PATIO, 309 S.F.
·2 NEW CONCRETE STAIRS.
·REMOVE ONE EXISTING WINDOW.
·RETROFIT ONE EXISTING WINDOW.
·REMOVE EXISTING SUNROOM.
PROJECT ADDRESS:
APN:
ZONING:
LOT AREA;
STORIES:
CONSTRUCTION TYPE:
OCCUPANCY:
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
-
APPROX. 6,001 SF.
1-STORY
VB
GROUP 3R SINGLE
FAMILY RESIDENCE
001-084-13
SHEET INDEXPROJECT DATA
APPLICABLE CODES
PROJECT SCOPE
GENERAL NOTES
ARCHITECTURAL ABBREVIATIONS & SYMBOLS
SHEET NO.NO.
1
2
3
4
5
COVER SHEETT1
´
SCALE: 1/16" = 1'-0"PLOT PLAN
TRUE NORTH
EXISTING & NEW SITE PLAN A-1.0
EXISTING DWELLING:NON SPRINKLERED
ELIZABETH GARRIDO
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
TEL. 714.293.9176
HL QUALITY PLANS
3905 S. ROSS ST.
SANTA ANA CA. 92707
TEL.: 714.585.0546
CONTACT: HUMBERTO LOPEZ
EMAIL: hlqualityplans@gmail.com
PLAN PREPARER:
PROJECT TEAM
OWNER:
SCALE: N.T.S. VICINITY MAP
DEMOLITION FLOOR PLAN & DEMOLITION ROOF PLANA-2.0
NEW FLOOR PLAN
A-3.1
NEW EXTERIOR ELEVATIONSA-4.0
A-5.0 NEW ROOF PLAN & BUILDING SECTIONS
6
7
8
9
T24.1 TITLE-24
10
T24.1 TITLE-24
11
T24.1 TITLE-24
12
CARSTAIRS ENERGY INC.
2238 BAYVIEW HEIGHTS DRIVE,
SUITE E
LOS OSOS, CA. 92402
TEL.: 805.904.9048
EMAIL: title24@yahoo.com
TITLE 24 ENERGY ANALISIS:
CASTILLO ENGINEERING
1147 E MARKET ST.
LONG BEACH, CA.
TEL.: 562.961.5600
CONTACT: MARGARITO CASTILLO
EMAIL: CASTILLOENGINEERING.COM
STRUCTURAL:
13
14 STRUCTURAL NOTESS1.0
TYPICAL DETAILSS1.115
16
17
FOUNDATION PLANS2.0
ROOF FRAMING PLANS2.2
FOUNDATION DETIALSS3.0
ROOF FRAMING DETAILSS5.0
TYPICAL DETAILSS1.2
TYPICAL DETAILSS1.3
STRUCTURAL
ROOF FRAMING DETAILSS5.1
FOUNDATION DETIALSS3.1
18
19
CALGREEN STANDARDSA-0.1
A-0.2 CALGREEN STANDARDS
20
21
22
D-1 DETAILS
EL
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Z
A
B
E
T
H
G
A
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R
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D
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2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA HISTORICAL BUILDING CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA EXISTING BUILDING CODE
2022 CALIFORNIA GREEN BUILDING CODE
SANTA ANA MUNICIPAL CODE
PROPOSED AREA SUMMERY
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
SITE:
EXISTING LOT AREA
PERCENT LOT COVERAGE
TOTAL LOT COVERAGE
EXISTING RESIDENCE 1,242 S.F.
EXISTING GARAGE 368 S.F.
2,100 S.F.NEW TOTAL
6,000 S.F.
2,100 S.F.
35.0%
A-1.0
A-1.0
NEW ADDITION A-1.0490 S.F.
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
EXISTING RESIDENCE
SITE:
EXISTING LOT AREA
EXISTING TOTAL LOT COVERAGE
PERCENT LOT COVERAGE
EXISTING SITE INFORMATION
1,242 S.F.
EXISTING GARAGE 368 S.F.
1,610 S.F.EXISTING TOTAL
6,000 S.F.
1,610 S.F.
26.83%
A-1.0
A-1.0
NEW UTILITY PLAN
A-3.0
23
TYPICAL DETAILSS1.4
24
TRUE NORTH
SITE LOC.
EXISTING
FRONT YARD
EXISTING
REAR YARD
EXISTING
GARAGE
368 S.F.
51
'
-
9
"
20
'
-
1
"
4'
-
0
"
8'
-
0
"
26
'
-
7
"
31
'
-
0
"
3'
-
6
"
17
'
-
8
"
15'-11"
6'
-
6
"
20
'
-
1
"
2'
-
1
1
"
20
'
-
2
"
15
'
-
1
1
"
18'-3"1'-3"
50
'
-
1
"
18
'
-
0
"
10
'
-
6
"
9'-1"
6'-1" SETBACK 29'-0"5'-5" SETBACK
3'-2"5'-4"
5'-3"
17'-1"21'-6"16'-2"
40'-6"
01
01
01
05
05
05
01
06
06
07
02
03
04
08
09
10
11
13
12
13
EXISTING RESIDENCE
2106 N. SPRUCE ST.
1,242 S.F.
NEW ADDITION
490 S.F.
NEW OPEN PATIO COVER
309 S.F.
10
11
1'-0"
EAVE O.H.1'
-
0
"
EA
V
E
O
.
H
.
PROPOSED PLYWOOD
CRICKET, MODIFY AS
NEEDED.
(E
)
G
(E
)
S
(E
)
W
(E
)
G
(E
)
S
(E
)
G
(E
)
S
(E
)
W
SPRUCE ST.℄
P.L. 60.0'
P.L. 60.0'
P.
L
.
1
0
0
.
0
1
'
P.
L
.
1
0
0
.
0
1
'
14
9"
EAVE
O.H.SL
O
P
E
SW
A
L
E
2
%
SLO
P
ESWA
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SLOPE
SWALE 2%
SLOPE
SWALE 1%
SLO
P
ESWA
L
E
2
%
SLO
P
ESWA
L
E
2
%
(E
)
G
(E
)
S
(E
)
W
(E
)
G
(E
)
S
(E
)
G
(E
)
S
(E
)
W
P.L. 60.0'
P.L. 60.0'
P.
L
.
1
0
0
.
0
1
'
P.
L
.
1
0
0
.
0
1
'
SL
O
P
E
SW
A
L
E
2
%
SLO
P
ESWA
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SL
O
P
E
SW
A
L
E
2
%
SLOPE
SWALE 2%
SLOPE
SWALE 1%
SLO
P
ESWA
L
E
2
%
SLO
P
ESWA
L
E
2
%
A-1.0
EXISTING SITE PLAN
AND NEW SITE PLAN
NEW SITE PLAN SCALE: 1/8" = 1'-0"
TRUE NORTH
(E) GATE.
(E) ELECTRICAL METER.
LINE OF (E) BUILDING WALL.
01
#
02
03
04
05
07
08
09
10
11
12
13
14
SITE PLAN KEYNOTES
(E) PROPERTY LINE.
LINE OF (E) BUILDING ROOF.
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
(E) FENCE.
EXISTING & DEMO SITE PLAN SCALE: 1/8" = 1'-0"
TRUE NORTH
(D) = DENOTES TO BE DEMOLISH
(E) GAS METER.
06
EL
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A
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2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
(E) PUBLIC SIDEWALK.
(E) PARKWAY.
(E) DRIVEWAY.
(E) WATER METER.
LINE OF (N) BUILDING WALL.
LINE OF (N) BUILDING ROOF.
(E) 4:12
(N
)
4
:
1
2
(N
)
4
:
1
2
(N) 4:12
SL
O
P
E
SL
O
P
E
(N) 4:12
(N) 1-1/2:12(N) 1-1/2:12
(E) 4:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E) 4:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E) 4:12
(E) 4:12
(E)
R
I
D
G
E
(E) RIDGE
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E
)
R
I
D
G
E
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
R
I
D
G
E
(E
)
R
I
D
G
E
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N) RIDGE
(N) CONCRETE STAIR.
REMOVE EXISTING TRELLIS
EXISTING
GARAGE
368 S.F.
EXISTING RESIDENCE
2106 N. SPRUCE ST.
1,242 S.F.
SPRUCE ST.℄
REMOVE EXISTING SUNROOF.
R E M O V E A N Y E X I S T I N G
E L EC T R I C A L A S S O C I A TE D ,
P ATCH AND RE P AI R WALL S
AS REQ UIRED. PROTECT AS
R E Q U I R E E X I S T I N G
CONSTRUCTION TO REMAIN
D U R I N G D E M O L I T I O N .
(E) 4:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E) 4:12
(E) 4:12
(E)
R
I
D
G
E
(E) RIDGE
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E
)
R
I
D
G
E
(E)
H
I
P
(E)
H
I
P
(E)
R
I
D
G
E
(E
)
R
I
D
G
E
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(E) 4:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E) 4:12
EXISTING
FRONT YARD
EXISTING
REAR YARD
EXISTING
DRIVEWAY
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
(D) = DENOTES TO BE DEMOLISH
(D) = DENOTES EXISTING ROOF
EAVE TO BE REMOVED
EXISTING PUBLIC SIDEWALK
EXISTING PARKWAY
REMOVE EXISTING ROOF
EAVE, PATCH & REPAIR
AS REQUIRE WALLS &
ROOF TO REMAIN.
1 1 1
1
1 1
1
1
1
1
2
2
EXISTING
PORCH
N.I.C.
EXISTING
BEDROOM
N.I.C.
EX
I
S
T
I
N
G
CO
R
R
I
D
O
R
EXISTING
LIVING ROOM
N.I.C.
EXISTING
CHIMNEY
RE
F
.
ST
O
V
E
SI
N
K
EXISTING
KITCHEN
N.I.C.
EXISTING
DINING
N.I.C.
EXISTING
BEDROOM
N.I.C.
EXISTING
DEN
N.I.C.
EXISTING
BATHROOM
N.I.C.
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
FAU
EXISTING
BATHROOM
N.I.C.
EXISTING
SUNROOF
A-2.0
DEMOLITION FLOOR
PLAN & DEMOLITION
ROOF PLAN
EXISTING / DEMO FLOOR PLAN SCALE: 1/4" = 1'-0"
EL
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2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
TRUE NORTH
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
FLOOR PLAN DEMOLITION KEYNOTES
LEGEND
01
02
03
04
05
#
01
02
03
04
03
05
05
05
06
06
06
1
1
2'
-
8
"
2'
-
5
"
5'
-
0
"
5'
-
0
"
5'
-
1
"
4'-0"5'-9"
5'
-
3
"
5'
-
6
"
10
'
-
9
"
29'-6"
10
'
-
2
"
15
'
-
2
"
10
'
-
3
"
9'-6"9'-6"9'-6"
29'-0"
10
'
-
3
"
3'
-
0
"
+2"
+2"
6'
-
9
"
2'
-
8
"
5'
-
0
"
3'
-
0
"
11'-8"4'-2"
DN.
DN.
10
'
-
6
"
10
'
-
6
"
EXISTING
PORCH
N.I.C.
EXISTING
BEDROOM
N.I.C.
EX
I
S
T
I
N
G
CO
R
R
I
D
O
R
EXISTING
LIVING ROOM
N.I.C.
EXISTING
CHIMNEY
RE
F
.
ST
O
V
E
SI
N
K
EXISTING
KITCHEN
N.I.C.
EXISTING
DINING
N.I.C.
EXISTING
BEDROOM
N.I.C.
EXISTING
DEN
N.I.C.
EXISTING
BATHROOM
N.I.C.
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
FAU
EXISTING
BATHROOM
N.I.C.
DN.
01
NEW MASTER
BEDROOM
NEW MASTER
BATH
NEW CLOSET
TYP.
02
03
03
04
TYP.
05
06 07 08
09
1'-6"1'-6"
10
11
11
12
NEW OPEN PATIO
14
13
1
D-1
1
D-1
BA
R
N
D
O
O
R
BA
R
N
D
O
O
R
DN.DN.
SIM.
6'-6"5'-11"11"11"3'-8"11"11"
DN.
1'-0"
9'-9"7'-4"12'-5"
15
A-3.0
NEW FLOOR PLAN
PROPOSED ADDITION FLOOR PLAN
WALL LEGEND
NOTES
PLUMBING NOTES
SIZE:WINDOW SCHED.:
U-FACTOR - 0.3
SHGC - 0.23ALL WINDOWS:
SIZE:DOOR SCHEDULE:
FLOOR PLAN KEYNOTES
01
03
04
02
05
06
07
09
SCALE: 1/4" = 1'-0"
TRUE NORTH
EL
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T
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A
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R
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2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
08
¨
"
10
11
12
13
14
1
15
1
1
1
DN.
DN.
EXISTING
PORCH
N.I.C.
EXISTING
BEDROOM
N.I.C.
EX
I
S
T
I
N
G
CO
R
R
I
D
O
R
EXISTING
LIVING ROOM
N.I.C.
EXISTING
CHIMNEY
RE
F
.
ST
O
V
E
SI
N
K
EXISTING
KITCHEN
N.I.C.
EXISTING
DINING
N.I.C.
EXISTING
BEDROOM
N.I.C.
EXISTING
DEN
N.I.C.
EXISTING
BATHROOM
N.I.C.
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
FAU
EXISTING
BATHROOM
N.I.C.
NEW MASTER
BEDROOM
CLNG. HT. 8'-0"
NEW MASTER
BATH
CLNG.
HT. 8'-0"
NEW CLOSET
EXISTING
PORCH
N.I.C.
EX
I
S
T
I
N
G
CO
R
R
I
D
O
R
EXISTING
LIVING ROOM
N.I.C.
EXISTING
CHIMNEY
RE
F
.
ST
O
V
E
SI
N
K
EXISTING
KITCHEN
N.I.C.
EXISTING
DINING
N.I.C.
EXISTING
BEDROOM
N.I.C.
EXISTING
BATHROOM
N.I.C.
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
CLOSET
EXISTING
FAU
EXISTING
BATHROOM
N.I.C.
01
TYP.
02
03 04
05
06
07
01 03 04
07
12
09
10
10 11
08
13
1514
A-3.1
NEW UTILITY PLAN
SCALE: 1/4" = 1'-0"PROPOSED ADDITION UTILITY FLOOR PLAN
UTILITY PLAN NOTES
01
02
03
UTILITY NOTES
UTILITY LEGEND
04
05
TRUE NORTH
06
07
EL
I
Z
A
B
E
T
H
G
A
R
R
I
D
O
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
13
08
12
10
11
09
1
1
1
14
15
2
2
4"
12"
4"
12"
OPENOPENOPEN
7'
-
6
"
6'
-
8
"
M
I
N
.
8'
-
5
"
1'
-
8
"
12
'
-
9
"
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
RIDGE (V.I.F.)
T.O. ROOF (V.I.F.)
7'
-
6
"
6'
-
8
"
M
I
N
.
7'
-
6
"
6'
-
8
"
M
I
N
.
4"
12"
4"
12"
12"
11
2"
12
'
-
9
"
1'
-
8
"
8'
-
5
"
RIDGE (V.I.F.)
T.O.P. (V.I.F.)
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
6'
-
8
"
3'
-
8
"
3'
-
0
"
6'
-
8
"
4'
-
6
"
2'
-
2
"
9
D-1
14
D-1
19
D-1
TYP.
TYP.
OPEN
EXISTINGADDITION
NEW ADDITION SEE, FLOOR PLANNEW OPEN PATIO, SEE FLOOR PLAN
9'
-
8
"
T.O. ROOF (V.I.F.)
TYP.
7'
-
6
"
6'
-
8
"
M
I
N
.
4"
12"
12"
11
2"
RIDGE (V.I.F.)
T.O.P. (V.I.F.)
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
OPEN
T.O. ROOF (V.I.F.)
4"
12"
2'
-
0
"
4'
-
8
"
6'
-
8
"
8'
-
5
"
1'
-
8
"
9'
-
8
"
12
'
-
9
"
13
D-1
TYP.
A-4.0
NEW EXTERIOR
ELEVATIONS
NORTH ELEVATION (RIGHT SIDE)SCALE: 1/4" = 1'-0"
ELEVATION KEYNOTES
01
#
02
03
04
05 CLASS "B" ICCESR #1475 #790.
CLASS "B" ICCESR #1475 #790.
”08
09
10
11
12
06
07
13
EL
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Z
A
B
E
T
H
G
A
R
R
I
D
O
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
SOUTH ELEVATION (LEFT SIDE)SCALE: 1/4" = 1'-0"
WEST ELEVATION (REAR SIDE)SCALE: 1/4" = 1'-0"
02
01 03 04 05 06 07
08 09
10 11
13
12 06
14
14
15
16
16 17
1
15
17
2
17
2
2
2
2
05
(N) ATTIC
4"
12"
4"
12"
12"
11
2"
12
'
-
9
"
1'
-
8
"
8'
-
5
"
RIDGE (V.I.F.)
T.O.P. (V.I.F.)
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
OPEN9'
-
8
"
T.O. ROOF (V.I.F.)
7'
-
6
"
6'
-
8
"
M
I
N
.
(N) MASTER BEDROOM (N) MASTER BATHROOM (E) BEDROOM
2
D-1
1
A-5.0
1
A-5.0
2
A-5.0
2
A-5.0
3
A-5.0
3
A-5.0
3'
-
0
"
3'
-
0
"
3'-0"
3'-0"
(N) ATTIC
4"
12"
4"
12"
12"
11
2"
12
'
-
9
"
1'
-
8
"
8'
-
5
"
RIDGE (V.I.F.)
T.O.P. (V.I.F.)
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
OPEN9'
-
8
"
T.O. ROOF (V.I.F.)
7'
-
6
"
6'
-
8
"
M
I
N
.
(N) CLOSET(N) MASTER BEDROOM (E) DEN
(N) OPEN PATIO
4"
12"
4"
12"
T.O.F.F (V.I.F.)
(E) F.G. (V.I.F.)
RIDGE (V.I.F.)
T.O. ROOF (V.I.F.)
1'
-
8
"
9'
-
8
"
12
'
-
9
"
8'
-
0
"
TO BATHROOMTO DEN
TO CLOSET
RIDGE
A-5.0
NEW ROOF PLAN AND
BUILDING SECTIONS
ATTIC VENTILATION NOTES
ROOF PLAN NOTES VENTILATION SCHEDULE:
TIMBER LINE ASPHALT SHINGLES MIN. CLASS "A" ICC ESR #1475 #790.
SECTION KEYNOTES
01
NEW RIDGE PER STRUCTURAL PLAN.02
03
04
06
07
05
08
NEW 2X CEILING JOIST, PER STRUCTURAL PLAN.
NEW CONCRETE FOOTING, PER STRUCTURAL PLAN.
NEW 2X WOOD FRAME WALL, PER PLAN
NEW PLYWOOD OVER ROOF RAFTERS, PER STRUCTURAL PLAN.
09
10
11
12
13
ATTIC INSULATION R-30 PER TITLE -24.
WALL INSULATION R-15 PER TITLE -24.
NEW WOOD BEAM, PER STRUCTURAL PLAN.
NEW 2X ROOF RAFTERS, PER STRUCTURAL PLAN.
(E) CRAWL SPACE.
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
LINE OF BUILDING WALL BELOW.01
#
02
ROOF KEYNOTES
LINE OF BUILDING ROOF.
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
NEW ROOF SCOPE OF WORK
NEW ADDITION ROOF PLAN SCALE: 3/16" = 1'-0"
TRUE NORTH
03 CONSTRUCT NEW ROOF TO MATCH EXISTING SLOPE AND
MATERIALS, PER STRUCTURAL PLANS, INSTALL ROOFING
ASPHALT SHINGLES CLASS "B" ICC ESR #1475 #790
04 NEW ROOF DORMER VENT OR APPROVED EQUAL, SEE VENT CALCS.
NEW CONCRETE STAIR.
NEW DOOR OPENING, PER PLAN.
05 CONSTRUCT 1 HR. FIRE RATED EAVE, SEE DET. 2/D-1.
EL
I
Z
A
B
E
T
H
G
A
R
R
I
D
O
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
SECTION 1 SCALE: 1/4" = 1'-0"
SECTION 2 SCALE: 1/4" = 1'-0"
SECTION 3 SCALE: 1/4" = 1'-0"
(E) 4:12
(N
)
4
:
1
2
(N
)
4
:
1
2
(N) 4:12
SL
O
P
E
SL
O
P
E
(N) 4:12
(N) 1-1/2:12(N) 1-1/2:12
(E
)
4
:
1
2
(E
)
4
:
1
2
(E) 4:12
(E) 4:12
(E)
R
I
D
G
E
(E) RIDGE
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E)
H
I
P
(E
)
R
I
D
G
E
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
R
I
D
G
E
(E
)
R
I
D
G
E
(E)
V
A
L
L
E
Y
(E)
H
I
P
(E)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N)
H
I
P
(N) RIDGE
1 HR. FIRE RATED EAVE
01
(N)
02
(N)
03
PROPOSED PLYWOOD
CRICKET, MODIFY AS NEEDED.
05
04
04
EXISTING ROOF
EXISTING WALL BELOW
0101 020303 04
05
09
NEW CONCRETE SLAB, PER STRUCTURAL.
07
08
10
11
12
13
06
0101 020303 04
05
09
07
10
11
13
06
14 EXISTING FOOTING.
14
14
07 07
01 03 04 10
05
09
02
06
05
09
08
08
08
ROOF AREA
1
1
1
1
1
2
FIN. GRADE
10" MIN.
TYP.
7
3
/
4
"
MA
X
.
SEE FLOOR PLAN FOR
FLOOR SLOPE DIRECTION,
CONCRETE STAIR, PER
STRUCTURAL PLANS
2% SLOPE (TYP.)
2% SLOPE (TYP.)
1/2" O. H. (TYP.)
D-1
DETAILS
EL
I
Z
A
B
E
T
H
G
A
R
R
I
D
O
2106 N. SPRUCE ST.
SANTA ANA, CA. 92706
21
0
6
N
.
S
P
R
U
C
E
S
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
6
NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
STRUCTURAL NOTES
S1.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
STRUCTURAL
NOTES
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
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
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N
A
N
D
R
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M
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D
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L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
TYPICAL
DETAILS
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
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
TYPICAL
DETAILS
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
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
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M
O
D
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L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
TYPICAL
DETAILS
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
DRAWN :
CHECKED :
DATE :
JOB NO.
MARK DATE
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
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L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
TYPICAL
DETAILS
N1FOUNDATION PLAN
S2.0
FOUNDATION
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
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
FELIPE
N1ROOF FRAMING PLAN
C.J.
C.
J
.
S2.2
ROOF
FRAMING
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
PROJECT:
25-351
FELIPE
23 APR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
21
0
6
N
S
P
R
U
C
E
S
T
R
E
E
T
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600 ext.107
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
21
0
6
N
S
P
R
U
C
E
S
T
R
E
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CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1.The minimum length of each EVCS space shall be 18 feet (5486 mm).
2.The minimum width of each EVCS space shall be 9 feet (2743 mm).
3.One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
A0.1
CAL GREEN
BUILDING STANDARDS
G.C.
INSPECTOR
SHEET A-1.0
G.C.
INSPECTOR
SHEET A-1.0
G.C.
INSPECTOR
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-3.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
G.C.
INSPECTOR
G.C.
INSPECTOR
G.C.
INSPECTOR
G.C.
INSPECTOR
G.C.
INSPECTOR
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
SHEET A-1.0
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NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
A0.2
CAL GREEN
BUILDING STANDARDS
G.C.
INSPECTOR
SHEET A-1.0
SHEET A-3.0
G.C.
INSPECTOR
G.C.
INSPECTOR
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
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INSPECTOR
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
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G.C.
INSPECTOR
SHEET A-3.0
G.C.
INSPECTOR
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G.C.
INSPECTOR
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G.C.
INSPECTOR
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SHEET A-3.0
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NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
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NEW HOME ADDITION
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NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
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NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
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NEW HOME ADDITION
490 S.F.
NEW OPEN PATIO
309 S.F.
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 001-084-13
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:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
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
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. 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
140-feet from the fire access roadway?
*(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
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(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
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. 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
set by local ordinance?
*(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
sf, and ADU’s).
*(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
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(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
V�
�hK
�rk0\00-;Oe
Catifilente of Compliance
I '�1Nmcnl of School Facility Fees
So�nl:� Anp Uuifii��l ticlioul 1)irlrict
Name �I ir.i. \11, 1 psi)
1�C1bCti`1
Garrido
Address
�10� N Spr��ce st
tV.6 Slrliltev Zip Code
Name (Firsm. MI, Last)
Santa &xzu, CA 9240c
Use of Building (check)
Residential 1?f Commercial ❑
Description of Project
Exi S`Fi
Number of Square Feet of
Residential Space qqo
Number of Square Feet of
Commercial Space
Senior Housing 1:1
hoose bdd++ion
fclephunc
414 -,o 2q3
CITY OF SANTA ANA
Planning and Bu0
ilding Agency �
FOR PERMIT ISSUANCE
Master ID:
Date:
"Tract/Parcel Number
1011231g10
"Telephone
Type of Project (check)
New 1:1 Addition d Alteration ❑
Sq. Ft x S S.I}
(Dev. Fee)
Sq. Ft x $
(Dev. Fee)
Total S ExEMPT
Total S
The above representations as to square footage are true. Applicant agrees that if it is later
representations are not true, then this certificate shall automatically terminate, and the appropriate
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition
Government Code Section 53080 must do so within 90 days from the payment of the fee.
Applicant Name (Ple
Signature
int)
C(f Y I N ck,�
determined that such
City/County shall be
� of fees pursuant to
Date
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Government Code and Education Code.
San
presentative
M-Iff"%
DISTRIBUTION
White - ChylCounty
Canary -Applicant
Pirlk-1,acilities
structural calculations
for
2106 N SPRUCE STREET
addition and remodel
2106 N SPRUCE STREET
SANTA ANA, CA 92706
22-Apr-25
CE JOB NO. : 25-351
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
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.
1
ARCHITECT
ENGR. DATE:
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suit.e 201
Long Beach, CA 80813
SHEET NO.
D □UGLAS F"IR.-LAR.CH DESIGN VALUES
DESIGNATION GRADE FB FT Fcperp.
LIGHT FRAMING CONSTRUCTION 1000 650 625
2" TO 4" THICK
2"TO4' WIDE
JOIST & PLANKS NO. 2 900 575 625
2" TO 4" THICK
6"&WIDER
POST & TIMBER NO.1 1200 825 625
5x5 AND LARGER
WIDTH NOT MORE
THAN 2" GREATER
THAN THICKNESS
BEAM & STRINGER NO.1 1350 675 625
5" & THICKER
WIDTH MORE THAN
2" GREATER THAN
THICKNESS
GLU-LAM BEAMS COMBINATION 2400 1100 650
NO. 24F-V8
Y-DIR 1450 1100 560
( 1 )THE ABOVE VALUES ARE TAKEN FROM THE NOS.
(2)USE STANDARD GRADING RULE NO. 1 7.
Fe Fv
1650 180
1350 180
1000 170
925 170
1650 265
1650 230
E E MIN
1,500,000 550,000
1,600,000 580,000
1,600,000 580,000
1,600,000 580,000
1,800,000 930,000
1,600,000 830,000
2
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
3
4
5
6
7
CASTILLO ENGINEERING, INC
1147 E. Market Street
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
8
9
10
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
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Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =10.25 ft
Member=2x6 A =8.25 in^2
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
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=10.25ft
0.24 0.24
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.99995 +26.6666
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =19.99995 +26.6666 =0.047 klf
Triangular load (W2)D L
0.1024997 0.13667 0.24
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 10.25
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 10.25
Shear
R1=0.239 kips
R2=-0.239 kips Stress Ratio
Vmax=0.24 kips Vallow.=1.24 x 1 =1.2375 kips OK .19
Flexure
M=0.61 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .58
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.348 +0.000 +0.000 +0.000 =0.35 =L <L OK deflection:.51
353 180
0.348 +0
D (L Only)=0.199 +0 +0 +0 =0.199 =L L OK deflection:.39
618 240
USE:1-2X6
RR1
4/22/25 12:00 AM
shear:
flexure:
RAFTERS @16" O.C.
15
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =7.75 ft
Member=2x6 A =8.25 in^2
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
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=7.75ft
0.18 0.18
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.99995 +26.6666
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =19.99995 +26.6666 =0.047 klf
Triangular load (W2)D L
0.0774998 0.10333 0.18
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 7.75
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7.75
Shear
R1=0.181 kips
R2=-0.181 kips Stress Ratio
Vmax=0.18 kips Vallow.=1.24 x 1 =1.2375 kips OK .15
Flexure
M=0.35 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .33
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.114 +0.000 +0.000 +0.000 =0.11 =L <L OK deflection:.22
817 180
0.114 +0
D (L Only)=0.065 +0 +0 +0 =0.065 =L L OK deflection:.17
1430 240
USE:1-2X6
RR2
4/22/25 12:00 AM
shear:
flexure:
RAFTERS @ 16" O.C.
16
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =9.5 ft
Member=4x10 A =32.38 in^2
S =49.9 in^3
No. of members=1 I =230.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.20 Va =3.885 kips
CV=1.00 Ma =3.743 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=9.5ft
1.10 1.10
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 6.6 =99 +132
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =99 +132 =0.231 klf
Triangular load (W2)D L
0.47025 0.627 1.1
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 9.5
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 9.5
Shear
R1=1.097 kips
R2=-1.097 kips Stress Ratio
Vmax=1.10 kips Vallow.=4.86 x 1 =4.8563 kips OK .23
Flexure
M=2.61 k-ft Mallow.=5.62 x 1 =5.615 k-ft OK .46
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.115 +0.000 +0.000 +0.000 =0.11 =L <L OK deflection:.18
995 180
0.115 +0
D (L Only)=0.065 +0 +0 +0 =0.0655 =L L OK deflection:.14
1741 240
USE:1-4X10
B1
4/22/25 12:00 AM
shear:
flexure:
17
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5 2ft 7.42ft
L =9.42 ft
Member=6x8 A =41.25 in^2
S =51.6 in^3
No. of members=1 I =193.4 in^4 1.40
CD=1.25 E =1,600,000 psi
CF=1.00 Va =4.675 kips
CV=1.00 Ma =5.156 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=9.42ft
1.27 0.46
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1 =15 +20
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =15 +20 =0.035 klf
Triangular load (W2)D L
0.07065 0.0942 0.16
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (700 +0)x 1 x 1 =700 +0
p1,2 (700 +0)x 1 x 1 =700 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =1400 +0 =1.40 kips 2 7.42
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 9.42
Shear
R1=1.268 kips
R2=-0.462 kips Stress Ratio
Vmax=1.27 kips Vallow.=5.84 x 1 =5.8438 kips OK .22
Flexure
M=2.45 k-ft Mallow.=6.45 x 1 =6.4453 k-ft OK .38
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.020 +0.000 +0.083 +0.000 =0.10 =L <L OK deflection:.16
1100 180
0.02 +0
D (L Only)=0.011 +0 +0 +0 =0.0115 =L L OK deflection:.02
9870 240
USE:1-6X8
B2
4/22/25 12:00 AM
shear:
flexure:
18
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5 7.333ft 7.667ft
L =15 ft
Member=6x10 A =52.25 in^2
S =82.7 in^3
No. of members=1 I =393.0 in^4 1.40
CD=1.25 E =1,600,000 psi
CF=1.00 Va =5.922 kips
CV=1.00 Ma =9.307 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=15ft
0.98 0.95
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1 =15 +20
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =15 +20 =0.035 klf
Triangular load (W2)D L
0.1125 0.15 0.26
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (700 +0)x 1 x 1 =700 +0
p1,2 (700 +0)x 1 x 1 =700 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =1400 +0 =1.40 kips 7.33 7.667
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 15
Shear
R1=0.978 kips
R2=-0.947 kips Stress Ratio
Vmax=0.98 kips Vallow.=7.40 x 1 =7.4021 kips OK .13
Flexure
M=6.22 k-ft Mallow.=11.63 x 1 =11.634 k-ft OK .53
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.063 +0.000 +0.270 +0.000 =0.33 =L <L OK deflection:.33
539 180
0.063 +0
D (L Only)=0.036 +0 +0 +0 =0.0362 =L L OK deflection:.05
4968 240
USE:1-6X10
B3
4/22/25 12:00 AM
shear:
flexure:
19
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5 9.58333333333333ft 7.41666666666667ft
L =17 ft
Member=5.25x11.875 PSL A =62.34 in^2
S =123.4 in^3
No. of members=1 I =732.6 in^4 0.98
CD=1.25 E =2,000,000 psi
CF=1.00 Va =12.053 kips
CV=1.00 Ma =29.819 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=17ft
3.40 3.53
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 10 =150 +200
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =150 +200 =0.350 klf
Triangular load (W2)D L
1.275 1.7 2.98
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (980 +0)x 1 x 1 =980 +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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =980 +0 =0.98 kips 9.58 7.4167
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 17
Shear
R1=3.403 kips
R2=-3.527 kips Stress Ratio
Vmax=3.53 kips Vallow.=15.07 x 1 =15.066 kips OK .23
Flexure
M=16.53 k-ft Mallow.=37.32 x 1 =37.317 k-ft OK .44
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.449 +0.000 +0.114 +0.000 =0.55 =L <L OK deflection:.49
369 180
0.449 +0
D (L Only)=0.257 +0 +0 +0 =0.2565 =L L OK deflection:.30
795 240
USE:1-5.25X11.875 PSL
shear:
flexure:
4/22/25 12:00 AM
B4
20
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =4 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
1.12 1.12
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 14 =210 +280
w1,2 (16 +)x 4.5 =72 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =282 +280 =0.562 klf
Triangular load (W2)D L
0.564 0.56 1.12
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=1.124 kips
R2=-1.124 kips Stress Ratio
Vmax=1.12 kips Vallow.=2.89 x 1 =2.8875 kips OK .39
Flexure
M=1.12 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .52
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.042 +0.000 +0.000 +0.000 =0.04 =L <L OK deflection:.16
1151 180
0.042 +0
D (L Only)=0.021 +0 +0 +0 =0.0208 =L L OK deflection:.10
2311 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H1
21
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =6 ft
Member=4x8 A =25.38 in^2
S =30.7 in^3
No. of members=1 I =111.1 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =3.045 kips
CV=1.00 Ma =2.300 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=6ft
1.69 1.69
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 14 =210 +280
w1,2 (16 +)x 4.5 =72 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =282 +280 =0.562 klf
Triangular load (W2)D L
0.846 0.84 1.69
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 6
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 6
Shear
R1=1.686 kips
R2=-1.686 kips Stress Ratio
Vmax=1.69 kips Vallow.=3.81 x 1 =3.8063 kips OK .44
Flexure
M=2.53 k-ft Mallow.=3.74 x 1 =3.7369 k-ft OK .68
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.092 +0.000 +0.000 +0.000 =0.09 =L <L OK deflection:.23
781 180
0.092 +0
D (L Only)=0.046 +0 +0 +0 =0.0459 =L L OK deflection:.15
1568 240
USE:1-4X8
shear:
flexure:
4/22/25 12:00 AM
H2
22
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5 3.25ft 0.75ft
L =4 ft
Member=4x8 A =25.38 in^2
S =30.7 in^3
No. of members=1 I =111.1 in^4 0.95
CD=1.25 E =1,600,000 psi
CF=1.30 Va =3.045 kips
CV=1.00 Ma =2.300 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
1.30 1.90
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 14 =210 +280
w1,2 (16 +)x 4.5 =72 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =282 +280 =0.562 klf
Triangular load (W2)D L
0.564 0.56 1.12
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (950 +0)x 1 x 1 =950 +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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =950 +0 =0.95 kips 3.25 0.75
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=1.302 kips
R2=-1.896 kips Stress Ratio
Vmax=1.90 kips Vallow.=3.81 x 1 =3.8063 kips OK .50
Flexure
M=1.51 k-ft Mallow.=3.74 x 1 =3.7369 k-ft OK .40
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.018 +0.000 +0.004 +0.000 =0.02 =L <L OK deflection:.07
2637 180
0.018 +0
D (L Only)=0.009 +0 +0 +0 =0.0091 =L L OK deflection:.05
5293 240
USE:1-4X8
shear:
flexure:
4/22/25 12:00 AM
H3
23
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =3 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3ft
0.33 0.33
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 4.5 =67.5 +90
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =131.5 +90 =0.222 klf
Triangular load (W2)D L
0.19725 0.135 0.33
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3
Shear
R1=0.332 kips
R2=-0.332 kips Stress Ratio
Vmax=0.33 kips Vallow.=2.89 x 1 =2.8875 kips OK .12
Flexure
M=0.25 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .12
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.005 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.03
6924 180
0.005 +0
D (L Only)=0.002 +0 +0 +0 =0.0021 =L L OK deflection:.01
17041 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H4
24
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =2.6666667 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=2.66666666666667ft
0.65 0.65
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 12 =180 +240
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =244 +240 =0.484 klf
Triangular load (W2)D L
0.3253333 0.32 0.65
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2.6667
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2.6667
Shear
R1=0.645 kips
R2=-0.645 kips Stress Ratio
Vmax=0.65 kips Vallow.=2.89 x 1 =2.8875 kips OK .22
Flexure
M=0.43 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .20
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.007 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.04
4512 180
0.007 +0
D (L Only)=0.004 +0 +0 +0 =0.0035 =L L OK deflection:.03
9099 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H5
25
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =4 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
0.55 0.55
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 6 =90 +120
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =154 +120 =0.274 klf
Triangular load (W2)D L
0.308 0.24 0.55
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.548 kips
R2=-0.548 kips Stress Ratio
Vmax=0.55 kips Vallow.=2.89 x 1 =2.8875 kips OK .19
Flexure
M=0.55 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .25
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.020 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.08
2361 180
0.02 +0
D (L Only)=0.009 +0 +0 +0 =0.0089 =L L OK deflection:.04
5392 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H6
26
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =4 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4ft
0.37 0.37
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.5 =52.5 +70
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =116.5 +70 =0.187 klf
Triangular load (W2)D L
0.233 0.14 0.37
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.373 kips
R2=-0.373 kips Stress Ratio
Vmax=0.37 kips Vallow.=2.89 x 1 =2.8875 kips OK .13
Flexure
M=0.37 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .17
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.014 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.05
3469 180
0.014 +0
D (L Only)=0.005 +0 +0 +0 =0.0052 =L L OK deflection:.03
9243 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H7
27
Project
Engr.Date:Job No.0 Sheet
Tag
Beam 5
L =3 ft
Member=4x6 A =19.25 in^2
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
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3ft
0.33 0.33
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 4.5 =67.5 +90
w1,2 (16 +)x 4 =64 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =131.5 +90 =0.222 klf
Triangular load (W2)D L
0.19725 0.135 0.33
D L Trib `
w2,1 (0 +0)x 0 =
w2,2 (0 +)x 0 =
w2,3 (+0)x 0 =
w2,4 (+0)x 0 =
w2,5 (+0)x 0 =
W2 ==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
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3
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
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3
Shear
R1=0.332 kips
R2=-0.332 kips Stress Ratio
Vmax=0.33 kips Vallow.=2.89 x 1 =2.8875 kips OK .12
Flexure
M=0.25 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .12
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.005 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.03
6924 180
0.005 +0
D (L Only)=0.002 +0 +0 +0 =0.0021 =L L OK deflection:.01
17041 240
USE:1-4X6
shear:
flexure:
4/22/25 12:00 AM
H8
28
ARCHITECT CASTILLO ENGINEERING, INC.JOB 0
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
T:562.961.5600 F:562.961.5700
ENGR. MC DATE JOB NO. 0 SHEET NO.
HIP RIDGE BEAM DESIGN
L=ft L1= ft
w= ( + ) x /2 x 2 / (2)^.5 = + = plf
W=x x = k
x 1 / 3 = k
x 2 / 3 = k <0 k
M= 2x x =k-ft <k-ft
9 x
D=x (x 12 )^3 = in =
76.7 x x 3.5 x
USE:
L
192
4x6
1.05 0.70
0.40
5.50
1.48
10.96
(.24)
(.55)
(3)^.5
HB1
1051
1600000
1.05
0.5
327
2.89
2.15
22/04/2025
7.75
0.35
11.01.05
10.96
7.752015
(.69)
110 19282
10.96 1.05
BEAM
L1
L1
L
w
W
V1
29
30
ARCHITECT JOB
ENGR. MC DATE JOB NO. 0 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:
800.6
16
400.6
4015 3
WALL:9.1
22/04/2025
20
D L
ROOF:
FLOOR:
15 14
1500
800.6
145.6
280
120
0
210
0
400
45
40
0.53
D L
5.515 20
15
145.6
82.5
WALL: 16 0 9.1
FLOOR:40 1
ROOF:
393.1 0.26
1500
1'-0" WIDE FTG.
150
110
15
0
243.1
1'-0" WIDE FTG.
393.1
F-CONTINUOUS FOOTINGS-1500
31
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
Q =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
0
0
1.1
5.4
1.1
F1
1.1
0
0
F2
0.35
F5
0
0
F4
0.46
0.46
5.4
0
5.4
1.9
0
0
0
1.9
0.35
5.4
F3
1.1
5.4
0
0
0
0
2.2
F-SPREAD FOOTINGS1500
USE 6x8 POST w/.
USE 6x8 POST w/.
USE 4x4 POST w/.
USE 4x6 POST w/.
USE 4x4 POST w/.
FLAG POLE PAD ITS OK.
FLAG POLE PAD ITS OK.
USE CF CAPACITY.
USE CF CAPACITY.
USE CF CAPACITY.
32
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 1.5 FOOTING
P1 =K
P2 =K
P3 =K
Q =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
0
0
1.27
3.4
3.4
F6
1.27
0
0
F7
3.53
3.88
5.4
F8
0
5.4
0
0
0.35
0
3.4
F-SPREAD FOOTINGS1500
USE 4x6 POST w/.
USE 4x4 POST w/.
USE 4x4 POST w/.
33
ARCHITECT PROJECT
ENGR. MC DATE JOB NO. SHEET NO.
Given:
h1 =24 in.d =3.5 in.D L TRIB D L
w1 =+
h2 =12 in.W =12 in.16 0 9.1 =146 +0
15 20 15 =218 +290
H =36 in.416 +430 =846 plf
Area = 906 in.2 L = 75.5 in.
6.292 ft.2 = 6.29 ft.
Conc. Wt. =150 x 12 x 12 /144 = 150 plf
Abv. Grade
=996
qa =1500 psf
Pa =1500 x 6.29 =9.44 kips Pload =996 x 6.29 =6.26 kips
P =9.44 -6.26 =3.17 kips
CF1FOOTING CAPACITY
22/04/2025
kips
wuniform
3.17Pnet=
34
ARCHITECT PROJECT
ENGR. MC DATE JOB NO. SHEET NO.
Given:
h1 =24 in.d =3.5 in.D L TRIB D L
w1 =+
h2 =12 in.W =12 in.16 0 9.1 =146 +0
15 20 5 =75 +100
H =36 in.236 +140 =376 plf
Area = 906 in.2 L = 75.5 in.
6.292 ft.2 = 6.29 ft.
Conc. Wt. =150 x 12 x 12 /144 = 150 plf
Abv. Grade
=526
qa =1500 psf
Pa =1500 x 6.29 =9.44 kips Pload =526 x 6.29 =3.31 kips
P =9.44 -3.31 =6.13 kips
CF2FOOTING CAPACITY
22/04/2025
kips
wuniform
6.13Pnet=
35
ARCHITECT PROJECT
ENGR. MC DATE JOB NO. SHEET NO.
Given:
h1 =18 in.d =3.5 in.D L TRIB D L
w1 =+
h2 =10 in.W =12 in.16 0 9.1 =146 +0
15 20 15 =225 +300
H =28 in.423 +440 =863 plf
Area = 714 in.2 L = 59.5 in.
4.958 ft.2 = 4.96 ft.
Conc. Wt. =150 x 12 x 10 /144 = 125 plf
Abv. Grade
=988
qa =1500 psf
Pa =1500 x 4.96 =7.44 kips Pload =988 x 4.96 =4.90 kips
P =7.44 -4.90 =2.54 kips
kips
wuniform
2.54Pnet=
22/04/2025
FOOTING CAPACITY ECF1
36
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 04/22/25 REVIEW BY :
INPUT DATA
Exposure category (B, C or D)B
Importance factor I =1.00 Category II
Basic wind speed V =110 mph
Topographic factor Kzt =1 Flat
Building height to eave he =8.10 ft
Building height to ridge hr =14.67 ft
Effective area of components A = 21.87 2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face =7.59 kips X 0.6=4.55 kips (ASD)
Max horizontal force normal to building length, B, face =6.05 kips X 0.6=3.63 kips (ASD)
Max total horizontal torsional load =41 ft-kips
Max total upward force =29.60 kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =18.43 psf
where: qh = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.70
Kd = wind directionality factor =0.85
h = mean roof height =11.38 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where:p = pressure in appropriate zone
G Cp f = product of gust effect factor and external pressure coefficient
G Cp i = product of gust effect factor and internal pressure coefficient
=0.18 or -0.18
a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.86 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
18.80 0.00 18.80
(+GCp i )(-GCp i )(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 0.52 6.26 12.89 0.40 4.05 10.69 1T 0.52 1.56 3.22
2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 2T -0.69 -4.01 -2.35
3 -0.47 -12.00 -5.37 -0.37 -10.14 -3.50 3T -0.47 -3.00 -1.34
4 -0.42 -11.04 -4.40 -0.29 -8.66 -2.03 4T -0.42 -2.76 -1.10
1E 0.78 11.15 17.78 0.61 7.93 14.56 0.00
2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40
3E -0.68 -15.80 -9.16 -0.53 -13.09 -6.45 (+GCp i )(-GCp i )
4E -0.62 -14.80 -8.17 -0.43 -11.24 -4.61 1T 0.40 1.01 2.67
5 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 2T -0.69 -4.01 -2.35
6 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 3T -0.37 -2.53 -0.88
4T -0.29 -2.17 -0.51
CASTILLO
Net Pressure withG Cp f
Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2024 / CBC 2022
Roof angle q =
G Cp f
Net Pressure with
Surface
Roof angle q =
G Cp f
Net Pressure with
Surface
Roof angle q =
G Cp f
Net Pressure with
ENGINEERING, INC.
Surface
Roof angle q =
37
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
2)(+GCp i )(-GCp i )2)(+GCp i )(-GCp i )
1 357 2.23 4.60 1 367 1.49 3.92
2 897 -14.39 -8.43 2 844 -13.53 -7.93
3 897 -10.77 -4.82 3 844 -8.55 -2.95
4 357 -3.94 -1.57 4 367 -3.18 -0.74
1E 63 0.70 1.11 1E 73 0.58 1.06
2E 157 -3.62 -2.58 2E 211 -4.86 -3.46
3E 157 -2.48 -1.44 3E 211 -2.76 -1.36
4E 63 -0.93 -0.51 4E 73 -0.82 -0.33
Horiz.6.26 6.26 Horiz.6.05 6.05
Vert.-29.60 -16.35 Vert.-28.12 -14.87
10 psf min.Horiz.7.59 7.59 10 psf min.Horiz.4.39 4.39
Sec. 6.1.4.1 Vert.-19.97 -19.97 Sec. 6.1.4.1 Vert.-19.97 -19.97
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 147 0.92 1.90 10 21 1 147 0.60 1.57 3 9
2 370 -5.93 -3.48 -21 -12 2 633 -10.15 -5.95 42 25
3 370 -4.44 -1.99 16 7 3 633 -6.41 -2.22 -27 -9
4 147 -1.62 -0.65 18 7 4 147 -1.27 -0.30 7 2
1E 63 0.70 1.11 15 24 1E 73 0.58 1.06 9 16
2E 157 -3.62 -2.58 -26 -18 2E 211 -4.86 -3.46 20 14
3E 157 -2.48 -1.44 18 10 3E 211 -2.76 -1.36 -12 -6
4E 63 -0.93 -0.51 20 11 4E 73 -0.82 -0.33 12 5
1T 210 0.33 0.68 -4 -9 1T 220 0.22 0.59 -2 -5
2T 527 -2.11 -1.24 9 5 2T 844 -3.38 -1.98 -28 -17
3T 527 -1.58 -0.71 -7 -3 3T 844 -2.14 -0.74 18 6
4T 210 -0.58 -0.23 -7 -3 4T 220 -0.48 -0.11 -4 -1
41 41 39.3 39.3
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where:p = pressure on component
pmin = 10 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.21.87 0.43 -0.87 0.43 -1.53 0.43 -2.40 0.94 -1.04 0.94 -1.28
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
11.28 -19.28 11.28 -31.52 11.28 -47.48 20.64 -22.49 20.64 -26.91
Pressure
Surface Pressure (k) with
Zone 1 Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3 Zone 4Zone 2
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Zone 5
Zone 3 Zone 4 Zone 5
Pressure (k) withTorsion (ft-k)Surface
S
Surface Pressure (k) withPressure (k) with
S
Surface
38
CASTILLO ENGINEERING, INC.
324 EAST SOUTH STREET
LONG BEACH, CA 90805
SEISMIC BASE SHEAR (ASCE7-22)
Latitude:33.763566
Longitude:-117.88869
SITE CLASS:D (Table 20.3-1)ρ=1.3
R=6.5 (Table 12.2-1)Ie=1
(Section 21.4)
1.780 0
1.240 0
(11.4-3)
1.187
(11.4-4)
0.8266667 0.13933
0.69663
See on Figs. 22-14 through 22-17
0.02
14.667
0.75
0.150
W= Effective seismeic weight
(GOVERNS)
For S1 is equal to greater than 0.6g
0.095 W
0.848 W
0.183
0.237 W Strength Level
0.166 W Allowable Stress Design
𝑆=
𝑆=
𝑆=3 𝑆
=
𝑆=3 𝑆
=
𝑇= 𝐶ℎ
=
ℎ=
𝑥=
=
=
=.
=
=
=
=
==
==
=
=
39
CASTILLO ENGINEERING, INC.
324 EAST SOUTH STREET
LONG BEACH, CA 90805
SEISMIC ANALYSIS
WEIGHT
Level 1 W roof =20 psf x 2318 ft^2 =46.36 kips
W wall =16 psf x 732 ft^2 =11.71 kips
WR =58.07 kips
BASE SHEAR
0.166 x 58.07 kips = 9.65 kips
F1=
DISTRIBUTION OF BASE SHEAR
1 Level
2 or more levels
W TOTAL
58.07 kips
4.162 psf
𝑽𝑩𝑨𝑺𝑬= 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳
= 𝑉 ∗ 𝑊=
𝑭𝒙= 𝑽𝑩𝑨𝑺𝑬∗𝑾𝑿∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑾𝟏∗ 𝒉𝟏+𝑾𝟐∗𝒉𝟏+ 𝒉𝟐+ ⋯𝑾𝒏∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑩𝑨𝑺𝑬=∗𝑻𝑶𝑻𝑨𝑳
𝑨
40
ASCE Hazards Report
Address:
2106 N Spruce St
Santa Ana, California
92706
Standard:ASCE/SEI 7-22 Latitude:33.763566
Risk Category:II Longitude:-117.888694
Soil Class:Default Elevation:107.06893131990648 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Tue Apr 22 2025
41
PGA M : 0.68
SMS : 1.78
SM1 : 1.24
SDS : 1.18
SD1 : 0.83
T L : 8
SS : 1.51
S1 : 0.56
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
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Tue Apr 22 2025
42
Data Accessed: Tue Apr 22 2025
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/Tue Apr 22 2025
43
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/Tue Apr 22 2025
44
45
46
ARCHITECT JOB 0.00
DATE:JOB NO. 0.00 SHEET NO.
F1 =4.162
SW U-FORCE T.A.FORCE L1 L2 L3 L4 HEIGHT REACTION TOTAL
0.00 X1 4.16 199.44 0.83 COLUMN 1 8.1 0.83
10.60 X2 4.16 404.90 1.69 6.10 4.50 8.1 1.69
26.52 X3 4.16 1044.00 4.35 12.10 14.42 8.1 4.35
13.83 Y1 4.16 708.66 2.95 3.58 3.92 6.33 8.1 2.95
15.25 Y2 4.16 476.98 1.99 3.75 11.50 8.1 1.99
0.00 4.16 0.00 8.1 0.00
SEISMIC FORCES FLOOR 1
April 22, 2025
SEISMIC FORCES
47
48
ARCHITECT JOB
ENGR. MC DATE:0.00 SHEET NO.
TAG:X1.1 ( 6.10 ft),X1.2 ( 4.50 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.18
SHEAR STRESS
X1.1 :L1=ft v=lbs =plf
X1.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 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 6.10 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.80 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.
10.60
SHEARWALL CALCULATIONS
1.69
6.10 1690 159
180
4.50 10.60
7.9
Tributary
10.60
WALL:X1.1
1.69 6.10
T= 7.9 5.76 0.88
HDU2
16 8 130
310
X1.2
1.69 4.50
HDU2
310
0.310 3.13
5.81
Tallow=
16 8 130
180
3.08
Unit load
WALL:
Tributary
5.81
Tallow=3.08
T=
15
3.13 0.99
April 22, 2025
4.50
12
10.60
6.10
0.310 5.76
Unit load
15 12
49
ARCHITECT JOB
ENGR. MC DATE:0.00 SHEET NO.
TAG:X2.1 ( 12.10 ft),X2.2 ( 14.42 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.18
SHEAR STRESS
X2.1 :L1=ft v=lbs =plf
X2.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.67 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 12.10 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.56 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 14.42 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
26.52
SHEARWALL CALCULATIONS
4.35
12.10 4350 164
75
14.42 26.52
16.1
Tributary
26.52
WALL:X2.1
4.35 12.10
T= 16.1 14.98 0.79
HDU2
16 8 130
205
X2.2
4.35 14.42
HDU2
205
0.205 21.27
19.16
Tallow=
16 8 130
75
3.08
Unit load
WALL:
Tributary
19.16
Tallow=3.08
T=
15
21.27 0.69
April 22, 2025
14.42
5
26.52
12.10
0.205 14.98
Unit load
15 5
50
ARCHITECT JOB
ENGR. MC DATE:0.00 SHEET NO.
TAG:Y1.1 ( 3.58 ft),Y1.2 ( 3.92 Y1.3 ( 6.33 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
=kips Load Comb. :(0.6-.14SDS) D + E
SDS :1.18
SHEAR STRESS
Y1.1 :L1=ft v=lbs =plf
Y1.2 :L2=ft ft
Y1.3 : L3=ft
: L4=ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.26 1.25-0.125h/b factor=0.97
WALL:psf x ft =plf
w =plf Vallow= 340 x 0.97 =
MR=x 3.58 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.07 1.25-0.125h/b factor=0.99
WALL:psf x ft =plf
w =plf Vallow= 340 x 0.99 =
MR=x 3.92 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
T=
Tallow=3.08
WALL:Y1.2
2.95
130
4
Unit load Tributary
6.77
3.92
60
16
15
8
3.92
1.45
60
130
13.83
3.58
1.58
3.58
3.58
3.92
6.33
0.00
1.22
1.22
8
6.2
13.83
Y1.1
T=
Tallow=
6.2
3.08
WALL:
0.190
16
2.95
0.190
1.576.77
April 22, 2025
415
TributaryUnit load
1.45
2.95
SHEARWALL CALCULATIONS
2950 213
13.83
HDU2
337
HDU2
190
13.83
329190
51
ARCHITECT JOB
ENGR. MC DATE 0.00 SHEET NO.
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.28 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 6.33 ^2/2 =k-ft USE:
TYPE 6
- 0.43 x =kips
kips OK USE:4 x 4 POST w/
190
3.80
T=1.47
Tallow=3.08
3.80
6.33
10.9
April 22, 2025
Unit load Tributary
130
WALL:
16 8
4
0.190
Y1.3
15 60
2.95 6.33
13.83
HDU2
10.9
52
ARCHITECT JOB
ENGR. MC DATE:0.00 SHEET NO.
TAG:Y2.1 ( 3.75 ft),Y2.2 ( 11.50 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.18
SHEAR STRESS
Y2.1 :L1=ft v=lbs =plf
Y2.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.16 0.98
WALL:psf x ft =plf
w =plf Vallow= 340 x 0.98 =PLF
MR=x 3.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.10 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.70 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 11.50 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.43 x =kips
kips OK USE:4 x 4 POST w/H.D.
15.25
SHEARWALL CALCULATIONS
1.99
3.75 1990 130
60
11.50 15.25
4.0
Tributary
15.25
WALL:Y2.1
1.99 3.75
T= 4.0 1.33 0.90
HDU2
16 8 130
333190
Y2.2
1.99 11.50
HDU2
190
0.190 12.54
12.16
Tallow=
16 8 130
60
3.08
Unit load
WALL:
Tributary
12.16
Tallow=3.08
T=
15
12.54 0.58
April 22, 2025
11.50
4
15.25
3.75
0.190 1.33
Unit load
15 4
53
Wood Column
LIC# : KW-06017148, Build:20.24.12.17 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:C1
Project File: 25-351.ec6
Project Title:Engineer:
.Code References
Calculations per NDS 2024, IBC 2024, CBC 2024, SDPWS 2021
Load Combinations Used : ASCE 7-22 / IBC 2024
General Information
Wood Section Name 6x8Analysis Method :
8.1Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top Free, Bottom Fixed
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb +1350
1350 psi
925
625
170
675
31.21
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 5.50 in
Exact Depth 7.50 in
Area 41.250 in^2
Ix 193.359 in^4
Iy 103.984 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi NoMinimum
Basic
ABOUT Y-Y Axis: Luy = 8.10 ft, Ky = 2.4
ABOUT X-X Axis: Lux = 8.10 ft, Kx = 2.4
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 72.417 lbs * Dead Load Factor
AXIAL LOADS . . .
B1 & B1: Axial Load at 8.10 ft, D = 2.20 k
BENDING LOADS . . .
LATERAL: Lat. Point Load at 8.10 ft creating Mx-x, E = 0.780 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.6159
Location of max.above base 0.0 ft
Applied Axial 2.648 k
Applied Mx -4.423 k-ft
Load Combination +1.165D+0.70E
Load Combination +1.165D+0.70E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 29.782 psi
272.0Allowable Shear psi
0.0730 : 1 Bending Compression Tension
Location of max.above base 8.10 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.780 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.7679 in at 8.10 ft above base
for load combination :E Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 254.449 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 8.10 ft0.294 ft0.2252
+0.60D 1.600 PASS PASS0.0 0.0 8.10 ft0.172 ft0.1299
+1.165D+0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.6159
+1.165D-0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.6159
+1.124D+0.5250E 1.600 PASS PASS0.0 0.05475 8.10 ft0.172 ft0.4712
+1.124D-0.5250E 1.600 PASS PASS0.0 0.05475 8.10 ft0.172 ft0.4712
+0.4348D+0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.5137
+0.4348D-0.70E 1.600 PASS PASS0.0 0.0730 8.10 ft0.172 ft0.5137
.
54
Wood Column
LIC# : KW-06017148, Build:20.24.12.17 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:C1
Project File: 25-351.ec6
Project Title:Engineer:
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
D Only 2.272
+0.60D 1.363
+D+0.70E 2.2720.546 4.423
+D-0.70E 2.272-0.546 -4.423
+D+0.5250E 2.2720.410 3.317
+D-0.5250E 2.272-0.410 -3.317
+0.60D+0.70E 1.3630.546 4.423
+0.60D-0.70E 1.363-0.546 -4.423
E Only 0.780 6.318
E Only * -1.0 -0.780 -6.318
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.0000.000
0.0000 0.000 0.0000.000
0.0000 0.538 8.1000.000
0.0000 -0.538 8.1000.000
0.0000 0.403 8.1000.000
0.0000 -0.403 8.1000.000
0.0000 0.538 8.1000.000
0.0000 -0.538 8.1000.000
0.0000 0.768 8.1000.000
0.0000 -0.760 8.0460.000
.Sketches
55
Flagpole Footing-Constrained
CBC07, Section 1805.7.2.2FP1
F=lbs applied lateral force
h=ft distance from ground surface to point of application of F
Pp =pcf passive bearing pressure Table 1804.2
Footing dimensions
B=
b=
d=OK
S3=psf 4.23
4230
4 post
1057.5
dreq. =ft
USE:3 4.50 FT DEEP FLAGPOLE FOOTING
( 4.243 FT. DIA. OPTIONAL)
1197
4.30
2730.00
8.1
266
4.24
= Pp · d [Eqn. 1]
= (4.25 · f · h / [b · S3])0.5 [Eqn. 2]
C:\Users\luis_\Dropbox\CE-PROJECTS LOMA\2025 PROJECTS\25-351 2106 N SPRUCE
STREET\ENGINEERING\CALCULATIONS\05 LATERAL ANAYLYSIS\F-FLAGPOLE FOOTING
56