HomeMy WebLinkAbout2232 S Lowell St - PlanEXISTING
RESIDENCE
2234 S. LOWELL ST.
1,288 S.F.
2234 S. LOWELL ST.
EXISTING PUBLIC SIDEWALK
EXISTING PARKWAY
EX
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G
DR
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W
A
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EXISTING
FRONT
YARD
P.L. 50.0'
EXISTING
PORCH
103 S.F.
℄
EXISTING
COVERED PATIO
117 S.F.
5'
-
0
"
39
'
-
0
"
7'
-
1
1
"
9'
-
7
"
10
1
'
-
1
0
"
25
'
-
1
"
4'
-
0
"
8'
-
0
"
18
'
-
0
"
P.
L
.
1
3
3
.
3
4
'
P.
L
.
1
3
3
.
3
4
'
P.L. 50.0'
4'-0"25'-8"20'-4"
70
'
-
4
"
37
'
-
1
1
"
0"
PROPOSED ADU
1,000 S.F.
2232 S. LOWELL ST.
5'-0"15'-7"15'-4"14'-2"
5'-0"30'-11"14'-2"
2232 S. LOWELL ST, SANTA ANA, CA 92707
T1
COVER SHEET
OVERALL:
EXISTING GARAGE
* DEMOLITION OF EXISTING GARAGE AND STORAGE TO PROPOSE A
NEW 1000 SQ.FT DETACHED ADU (COMMON AREAS 489 S.F. /
PRIVATE AREAS 511 S.F.) WITH 3 BEDROOMS, 2 BATHROOMS, 1
KITCHEN, STACKABLE WASHER AND DRYER, AND FRONT PORCH.
*RETROFIT EXISTING GARAGE WALLS.
*REMOVE EXISTING GARAGE ROOF.
*REMOVE EXISTING STORAGE ROOM.
*REMOVE AND REPLACE EXISTING FOUNDATION.
* INSTALL NEW A/C MECHANICAL SYSTEM..
*INSTALL NEW ELECTRICAL METER.
*INSTALL NEW TANKLESS WATER HEATER.
*INSTALL NEW RECESSED CEILING LIGHT FIXTURES.
PROJECT ADDRESS:
APN:
ZONING:
LOT AREA;
STORIES:
CONSTRUCTION TYPE:
OCCUPANCY:
2232 S. LOWELL ST,
SANTA ANA, CA 92707
-
APPROX. 6,667 SF.
1-STORY
VB
GROUP 3R SINGLE
FAMILY RESIDENCE
015-172-22
PROJECT DATA
APPLICABLE CODES
PROJECT SCOPE
GENERAL NOTES
ARCHITECTURAL ABBREVIATIONS & SYMBOLS
´
SCALE: 1/16" = 1'-0"PLOT PLAN
TRUE NORTH
EXISTING DWELLING:NON SPRINKLERED
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
CARLOS GONZALEZ
2234 S. LOWELL ST,
SANTA ANA, CA 92707
TEL. 714.988.5387
PROJECT TEAM
OWNER:
DEMOLITION OF EXISTING GARAGE AND STORAGE
TO PROPOSE A NEW 1000 SQ. FT. DETACHED ADU
CA
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O
S
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2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
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7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
EXISTING RESIDENCE 1,288 S.F.
EXISTING GARAGE 400 S.F.
2,391 S.F.EXISTING TOTAL
SITE:
EXISTING LOT AREA
EXISTING TOTAL LOT COVERAGE
PERCENT LOT COVERAGE
6,667 S.F.
2,391 S.F.
35.86%
A-1.0
A-1.0
ROPOSED SITE INFORMATION
EXISTING PORCH 103 S.F.A-1.0
NEW GARAGE ADDITION 600 S.F.
(1,000 S.F.)
(NEW 1000 SQ. FT. / (E) RESIDENCE 1,288 SQ.FT. = 0.78)
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
EXISTING RESIDENCE 1,288 S.F.
EXISTING GARAGE 400 S.F.
1,908 S.F.EXISTING TOTAL
SITE:
EXISTING LOT AREA
EXISTING TOTAL LOT COVERAGE
PERCENT LOT COVERAGE
6,667 S.F.
1,908 S.F.
28.6%
A-1.0
A-1.0
EXISTING SITE INFORMATION
EXISTING PORCH 103 S.F.A-1.0
117 S.F.A-1.0EXISTING METAL COVERED PATIO
NOTE:
ALL CABLES AND UTILITIES BETWEEN MAIN DWELLING AND DETACHED ADU
TO BE UNDERGROUND PER SECTION 41-626 OF THE SAMC.
HL QUALITY PLANS
3905 S. ROSS ST.
SANTA ANA CA. 92707
TEL.: 714.585.0546
CONTACT: HUMBERTO LOPEZ
EMAIL: hlqualityplans@gmail.com
PLAN PREPARER:
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:
SHEET INDEX
SHEET NO.
1
2
3
4
5
COVER SHEETT1
EXISTING SITE & NEW SITE PLAN A-1.0
A-2.0
A-3.0
A-4.0
6
8
D-1 DETAILS9
T24.1 TITLE-2410
T24.1 TITLE-2411
T24.1 TITLE-2412
STRUCTURAL NOTESS1.0
TYPICAL DETAILSS1.1
16
17 FOUNDATION PLANS2.0
ROOF FRAMING PLANS2.2
ROOF FRAMING DETAILSS5.0
TYPICAL DETAILSS1.2
TYPICAL DETAILSS1.3
STRUCTURAL
13
A-5.0
7
14
15
ADU FLOOR PLAN
ADU UTILITY PLAN
DEMOLITION PLAN, ADU ROOF PLAN, & BUILDING SECTIONS
ADU EXTERIOR ELEVATIONS
CALGREENA0.1
CALGREENA0.2
18
19
20
FOUNDATION DETAILSS3.0
1
1
NOTE:
MINIMUM 2.37 KWDC PV SYSTEM IS REQUIRED. SEPARATE PERMIT
IS REQUIRED AND SHALL BE ISSUED PRIOR TO BUILDING FRAMING
INSPECTION IS SCHEDULED.
1
1
1
NOTE:
THE GRADE SHALL FALL NOT FEWER THAN 6 INCHES WITHIN THE
FIRST 10 FEET FROM THE FOUNDATION WALL. WHERE LOT LINES,
WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6
INCHES OF FALL WITHIN 10 FEET, DRAINS OR SWALES SHALL BE
CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE
STRUCTURE. IMPERVIOUS SURFACES WITHIN 10 FEET OF THE
BUILDING FOUNDATION SHALL BE SLOPED NOT LESS THAN 2
PERCENT AWAY FROM THE BUILDING. (R401.3 CRC)
1
SCALE: N.T.S. VICINITY MAP
TRUE NORTH
EXISTING PUBLIC TRANSIT
SITE LOC.
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Bldg #101123271
APPROVALS:
PLNG - C. Santana
BLDG - T. Le
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
2234 S LOWELL ST.℄
P.
L
.
1
3
3
.
3
4
'
P.L. 50.0'
(E) S
(E) W
(E) G
(E) S(E) G
(E) S
(E) W
(E) G
P.
L
.
1
3
3
.
3
4
'
P.L. 50.0'
EXISTING
RESIDENCE
2234 S. LOWELL ST.
1,288 S.F.
8'
-
0
"
4'
-
0
"
(E
)
2
5
'
-
1
"
SE
T
B
A
C
K
46
'
-
9
"
9'
-
7
"
(N
)
7
'
-
1
1
"
SE
T
B
A
C
K
39
'
-
0
"
(N
)
5
'
-
0
"
SE
T
B
A
C
K
(N) 4'-0"
SETBACK
25'-8"(N) 20'-4"
SETBACK
70
'
-
4
"
37
'
-
1
1
"
(E
)
3
7
'
-
1
"
SE
T
B
A
C
K
18
'
-
0
"
(E) 5'-0"
SETBACK
(E) 14'-2"
SETBACK
15'-7"14'-7"(E) 14'-10"
SETBACK
(E) 14'-2"
SETBACK
14'-10"
(E) 5'-0"
SETBACK
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PROPOSED
ADU 1,000 S.F.
2232 S. LOWELL ST.
(N) S
(N) S
(N) S
(N) S
(N) S
(N) S
(N) S
(N) S
APPROX. POINT
OF (N) CONNECTION,
FIELD VERFIY.
1%
S
L
O
P
E
D
SW
A
L
E
1% S
L
O
P
E
D
SWA
L
E
5%
S
L
O
P
E
D
SW
A
L
E
2% S
L
O
P
E
D
SWA
L
E
1%
S
L
O
P
E
D
SW
A
L
E
5%
S
L
O
P
E
D
SW
A
L
E
2%
S
L
O
P
E
D
SW
A
L
E
5%
SLOPED
2% S
L
O
P
E
D
SWA
L
E
2% S
L
O
P
E
D
SWA
L
E
5%
SLOPED
2%
S
L
O
P
E
D
SW
A
L
E
5%
SLOPED
2% S
L
O
P
E
D
SWA
L
E
2%
S
L
O
P
E
D
5%
SLOPED
2%
S
L
O
P
E
D
5%
SLOPED
1%
S
L
O
P
E
D
SW
A
L
E
1%
S
L
O
P
E
D
SW
A
L
E
1%
S
L
O
P
E
D
SW
A
L
E
1%
S
L
O
P
E
D
SW
A
L
E
5%
S
L
O
P
E
D
SW
A
L
E
5%
S
L
O
P
E
D
SW
A
L
E
EXISTING
RESIDENCE
1,288 S.F.
2234 S LOWELL ST.℄
P.
L
.
1
3
3
.
3
4
'
EXISTING PUBLIC SIDEWALK
EXISTING PARKWAY
EXISTING
DRIVEWAY
EXISTING
FRONT YARD
EXISTING
REAR YARD
P.L. 50.0'
(E) PORCH
177 S.F.
(E) S
(E) W
(E) G
(E) S(E) G
(E) S
(E) W
(E) G
P.
L
.
1
3
3
.
3
4
'
P.L. 50.0'
(E) OPEN PATIO COVERED
177 S.F.
EXISTING ADJACENT PROPERTY
EX
I
S
T
I
N
G
A
D
J
A
C
E
N
T
P
R
O
P
E
R
T
Y
EX
I
S
T
I
N
G
A
D
J
A
C
E
N
T
P
R
O
P
E
R
T
Y
EXISTING
GARAGE
400 S.F.
EXISTING
STORAGE
A-1.0
EXISTING SITE PLAN /
NEW SITE PLAN
NEW SITE PLAN SCALE: 1/8" = 1'-0"
TRUE NORTH
(E) ELECTRICAL METER.
(E) PUBLIC SIDEWALK.
(E) DRIVEWAY.
(E) FRONT YARD.
(E) BUILDING WALL.
(E) WATER METER.
01
#
02
03
04
05
06
07
08
09
10
11
12
13
SITE PLAN KEYNOTES
14
15
(E) PROPERTY LINE.
(E) BUILDING ROOF.
(E) PARKWAY.
(E) STREET CURB.
(E) STREET CENTER LINE.
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
DENOTES NEW CONSTRUCTION
(E) BLOCK FENCE
(E) REAR YARD.
16
17
è è è èACCESSIBLE PATH TO TRAVEL
(D) = DENOTES TO BE REMOVED
EXISTING SITE PLAN SCALE: 1/8" = 1'-0"
TRUE NORTH
(N) ELECTRICAL METER.
(E) GAS METER TO REMAIN.
(N) A/C CONDENSER UNIT.
(E) DECORATIVE METAL COVERED PATIO.
UTILITIES LEGEND
(E) S
(E) G
(E) W
(E) E
(E
)
S
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CA
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2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
.
L
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SA
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A
A
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9
2
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0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
(E
)
S
L
O
P
E
(E
)
S
L
O
P
E
(E
)
S
L
O
P
E
(E
)
S
L
O
P
E
(E) SLOPE
(E) SLOPE
(E) SLOPE
(E) SLOPE
(E) SLOPE
(E
)
S
L
O
P
E
(E
)
S
L
O
P
E
(E) SLOPE
(E) SLOPE
(E) SLOPE
(E) SLOPE
(E
)
S
L
O
P
E
(E
)
S
L
O
P
E
0102
01
02
01
02
08
03
04 05
06
07
01
09
10 11 1213
14
15
18
19
(N) BUILDING WALL.
(N) BUILDING ROOF.
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
EXISTING RESIDENCE 1,288 S.F.
EXISTING GARAGE 400 S.F.
2,391 S.F.EXISTING TOTAL
SITE:
EXISTING LOT AREA
EXISTING TOTAL LOT COVERAGE
PERCENT LOT COVERAGE
6,667 S.F.
2,391 S.F.
35.86%
A-1.0
A-1.0
ROPOSED SITE INFORMATION
EXISTING PORCH 103 S.F.A-1.0
NEW GARAGE ADDITION 600 S.F.
(1,000 S.F.)
(NEW 1000 SQ. FT. / (E) RESIDENCE 1,288 SQ.FT. = 0.78)
SQUARE
FOOTAGE
SHEET
NUMBERBASIC:
EXISTING RESIDENCE 1,288 S.F.
EXISTING GARAGE 400 S.F.
1,908 S.F.EXISTING TOTAL
SITE:
EXISTING LOT AREA
EXISTING TOTAL LOT COVERAGE
PERCENT LOT COVERAGE
6,667 S.F.
1,908 S.F.
28.6%
A-1.0
A-1.0
EXISTING SITE INFORMATION
EXISTING PORCH 103 S.F.A-1.0
117 S.F.A-1.0EXISTING METAL COVERED PATIO
16
17
(N)
(N)
1918
(N) S
(N)(N)
4:
1
2
4:
1
2
4:
1
2
4:
1
2
1
13
'
-
1
0
"
9'
-
0
"
2
A-2.0
2
A-2.0
1
A-2.0
1
A-2.0
10
'
-
6
"
13
'
-
1
0
"
9'
-
0
"
A-2.0
GARAGE DEMOLITION
FLOOR PLANS, AND
ROOF PLANS
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATED
(D) = DENOTES TO BE REMOVED
EXISTING GARAGE / EXISTING STORAGE
DEMOLITION FLOOR PLANS
TRUE NORTH
SCALE: 1/4" = 1'-0"
LEGEND
EXISTING CONSTRUCTION TO BE REMOVED
EXISTING CONSTRUCTION TO REMAIN 01
DEMOLITION PLAN KEYNOTES#
02
03
04
(E)
CA
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2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
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E
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S
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SA
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A
A
N
A
,
C
A
9
2
7
0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
EXISTING ROOF TO BE REMOVED
ADU ROOF PLAN SCALE: 1/4" = 1'-0"
SECTION 1 SCALE: 1/4" = 1'-0"SECTION 2 SCALE: 1/4" = 1'-0"
SECTION KEYNOTES
01
02
03
04
06
07
05
08
09
10
11
12
NEW 2X INTERIOR NON BEARING WOOD WALL, PER STRUCTURAL PLANS.
NEW CONCRETE LANDING PAD.
ATTIC VENTILATION NOTES
ROOF PLAN NOTES
VENTILATION SCHEDULE:
TIMBER LINE ASPHALT SHINGLES MIN. CLASS "A" ICC ESR #1475 #790.
ROOF AREALINE OF BUILDING WALL BELOW.01
#
02
ROOF KEYNOTES
LINE OF BUILDING ROOF.
03 ASPHALT SHINGLES ROOFING MATERIAL,
MIN. CLASS "B" ICC ESR #1475 #790
04 DORMER VENTS OR EQUAL, PER VENTILATION SCHEDULE.
TRUE NORTH
LEGEND
(E) = DENOTES EXISTING TO REMAIN
(N) = DENOTES NEW
(R) = DENOTES RELOCATE
NEW RIDGE, PER STRUCTURAL PLANS.
NEW 2X CEILING JOIST, PER STRUCTURAL PLANS.
NEW CONCRETE FOOTING, PER STRUCTURAL PLANS.
NEW 2X WOOD FRAME STUD AT 16" O.C., PER STRUCTURAL PLANS.
NEW PLYWOOD OVER ROOF RAFTERS, PER STRUCTURAL PLANS.
ATTIC INSULATION R-38, PER TITLE -24.
WALL INSULATION R-15, PER TITLE -24.
NEW WOOD BEAM / HEADER, PER STRUCTURAL PLANS
NEW 2X ROOF RAFTERS, PER STRUCTURAL PLANS.
NEW CONCRETE SLAB, PER STRUCTURAL PLANS.
SL
O
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4:
1
2
SL
O
P
E
4:
1
2
SL
O
P
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4:
1
2
SL
O
P
E
4:
1
2
01
TYP.
02
TYP.
03
TYP.
04
TYP.
(E)
(E
)
(E
)
(E
)
(E
)
(E
)
01
02
TYP.
06
TYP.TYP.
06
TYP.
07
TYP.
03
TYP.
02
TYP.
06
07
03
TYP.
05
04
05
01 02 03 04
11
06
07
01 02 03 04
11
06
07 TYP.
TYP.
TYP.TYP.TYP.TYP.
TYP.
TYP.TYP.TYP.TYP.
TYP.
TYP.
TYP.
05
TYP.
08
TYP.
08
TYP.
TYP.
09
10
TYP.
TYP.
05
TYP.
09
10
TYP.
12
TYP.
03
TYP.
10
TYP.
TYP.
13
13 NEW 7/8" STUCCO OVER PLYWOOD (MERLEX) P-897 HUMBOLDT.
GRATE ROOMBATHVASTIBULE
ATTIC
2% SLOPE F.G.2% SLOPEF.G.
2% SLOPEF.G.2% SLOPE F.G.
EAVE
EA
V
E
4"
12"
4"
12"
T.O. ROOF
T.O. ROOF
T.O.F.F.
T.O.P.
T.O.F.F.
T.O. ROOF
T.O.P.
T.O.F.F.
14 ROOF INSULATION R-19, PER TITLE -24.
14
14
TYP.
1
1
TYP.
1
1'-0"
TYP.
1'
-
0
"
TY
P
.
LEGEND:
1 HR. FIRE RATED ROOF EAVE1
05 AREA FOR REQUIRED PV SYSTEM, PER PV PLANS.
05
1
1
16
D-1
16
D-1
19'-3"
WALL ABOVE GARAGE DOOR TO REMAIN, SEE NEW BUILDING EAST ELEVATION
3'-2"
WALL TO REMAIN
1
01
16
D-1
16
D-1
16
D-1
16
D-1
1
1
1
1
1
1
EX
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S
MI
N
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8
'
-
6
"
R
O
O
F
CL
E
A
R
A
N
C
E
S
A
B
O
V
E
NE
W
A
D
U
R
O
O
F
13
D-1
TYP.
13
'
-
1
0
"
8"
9'
-
0
"
13
'
-
1
0
"
9'
-
0
"
8"
10
'
-
8
"
19'-3" EXISTING WALL TO REMAIN V.I.F.
2'
-
0
"
8'
-
0
"
6'-5"
9
D-1
14
D-1
9
D-1
TYP.
TYP.
TYP.
6'
-
8
"
WD
W
.
H
D
R
.
(
T
Y
P
.
)
A-3.0
NEW ADU EXTERIOR
ELEVATIONS, ROOF
PLAN AND SECTIONS
SOUTH ELEVATION (REAR SIDE)
EAST ELEVATION (LEFT SIDE)
WEST ELEVATION (RIGHT SIDE)SCALE: 1/4" = 1'-0"
SCALE: 1/4" = 1'-0"
SCALE: 1/4" = 1'-0"
NORTH ELEVATION (FRONT SIDE)SCALE: 1/4" = 1'-0"
ELEVATION NOTES
ROOF TO MATCH EXISTING MAIN HOUSE, FIELD VERIFY.
2X WOOD FASCIA BOARD.
7/8" STUCCO OVER PLYWOOD (MERLEX) P-897 HUMBOLDT.
ALL WINDOWS ARE TO BE VINYL, WINDOW & TRIM TO MATCH (E) MAIN HOUSE.
BUILDING SHALL HAVE APPROVED ADDRESS NUMBERS (CRC R319.1) IN
A POSITION THAT IS PLAINLY VISIBLE FROM THE STREET FRONTING
THE PROPERTY. NUMBERS SHALL CONTRAST WITH THEIR
BACKGROUND. ADDRESS NUMBERS SHALL BE A MINIMUM 4 INCHES HIGH
AND 1/2 INCH STROKE WIDTH. IF ILLUMINATED; COMPLY WITH
CALIFORNIA ENERGY CODE SECTION 140.8; OR SIGN SHALL CONSUME
NO MORE THAN 5 WATTS OF POWER AS DETERMINED ACCORDING TO
SECTION 130.0(C).
G.I. FLASHING OR EQUAL.
CONCRETE STOOP/PORCH.
WALL MOUNTED LIGHT FIXTURE, SEE UTILITY PLAN.
STUCCO WEEP SCREED, SEE DETAIL 13/-D-1.
ELECTRICAL METER & (E) GAS SERVICE METER, SEE SITE PLAN & UTILITY PLAN.
INSTALL WATER-RESISTIVE VAPOR-PERMEABLE BARRIER AT LEAST
EQUIVALENT TO 2 LAYERS OF GRADE D PAPER (FELT) OVER PLYWOOD
SHEATHING WHERE STUCCO IS USED ON EXTERIOR WALLS (R703.7.3)
FLOOR MOUNTED AIR CONDITIONER CONDENSER UNIT.
01
02
03
04
05
06
07
08
09
10
11
13
14
15
#
DORMER VENT, PER ROOF PLAN.
ALL EXTERIOR ELEVATIONS INCLUDING FINISHES, COLORS, AND
ROOFING MATERIALS SHALL MATCH THE PRIMARY DWELLING.
ROOFING TO MATCH EXISTING ASPHALT SHINGLE MIN.
CLASS "B" ICCESR #1475 #790.
LEGEND:
EXISTING WALL TO REMAIN
12
CA
R
L
O
S
G
O
N
Z
A
L
E
Z
2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
.
L
O
W
E
L
L
S
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
01
TYP.
02
TYP.
03
TYP.
04
TYP.
05
TYP.
0607
TYP.
08
TYP.
09
INT. F.F.
F.G. 2% SLOPE 2% SLOPE F.G.
T.O.P.
T.O. ROOF
10
TYP.
11
TYP.
WATER
HEATER
ACCESS
DOOR
12
TYP.
13
14
TYP.
INT. F.F.
F.G. 2% SLOPE
T.O.P.
T.O. ROOF
T.O. ROOF
OPEN
OPEN
F.G. 2% SLOPE2% SLOPE F.G.
2% SLOPE F.G.
2% SLOPE F.G.F.G. 2% SLOPE
16
16 A/C CONDENSER SHUT OFF SWITCH.
1
EX
I
S
T
I
N
G
W
A
L
L
T
O
R
E
M
A
I
N
V
.
I
.
F
.
(E
)
W
A
L
L
T
O
RE
M
A
I
N
V
.
I
.
F
.
1
1
1
(E) WALL TO REMAIN V.I.F.
1
STACKABLE
W./D.
SI
N
K
ST
O
V
E
REF.
4'-5"8'-7"2'-4"6'-4"4'-0"
5'
-
0
"
6'
-
6
"
3'
-
0
"
10
'
-
9
"
5'
-
3
"
7'-4"5'-8"6'-8"3'-2"2'-10"
12'-8"13'-0"
25'-8"
16
'
-
0
"
23
'
-
0
"
13'-0"12'-8"
25'-8"
10
'
-
9
"
2'
-
9
"
2'
-
1
1
"
5'
-
2
"
5'
-
2
"
9'
-
4
"
5'
-
8
"
10
'
-
5
"
39
'
-
0
"
3'
-
6
"
3'
-
6
"
7'-10"
7'-10"
1'
-
3
"
1'
-
3
"
1'-3"1'-3"
8'
-
6
"
+2"
BEDROOM 2
CLNG. HT. 9'-0"
BATH
CLNG.
HT. 9'-0"
BEDROOM 1
CLNG. HT. 9'-0"
MASTER
BEDROOM
CLNG. HT. 9'-0"
MASTER
BATH.
CLNG.
HT. 9'-0"
KITCHEN
CLNG. HT. 9'-0"
GREAT ROOM
CLNG. HT. 9'-0"
MAIN
ENTRY
3'-9"
2"
1'
-
2
"
2"
1'
-
2
"
15
'
-
0
"
1'-2"
5'-1"
7'
-
0
"
4'
-
4
"
2"
01
02
03
04
05
8'
-
2
"
06
07
05
07
09
10
11
0611
12
13
14
14
15
15
15
15
15 16
16
16
16
16
18
19
20
20
21
21
21
21
21
22
22
08 23
17
2'-4"
3'-1"2'-7"
2'
-
1
0
"
24
22
2'
-
6
"
2'-6"
2'-4"
A-4.0
NEW ADU FLOOR PLAN
& UTILITY PLAN
NEW ADU FLOOR PLAN
WALL LEGEND
NOTES
PLUMBING NOTES
SIZE:WINDOW SCHED.:
U-FACTOR - 0.3
SHGC - 0.23ALL WINDOWS:
SIZE:DOOR SCHEDULE:
SCALE: 1/4" = 1'-0"
12"
12"
TRUE NORTH
1
A-2.0
1
A-2.0
2
A-2.0
2
A-2.0
05
06
07
13
14
16
18
11
FLOOR PLAN KEYNOTES
01
03
04
02
08
09
10
15
17
12
19
20 ¨
21 "
22
LOUVER DOOR
ELEVATION
CA
R
L
O
S
G
O
N
Z
A
L
E
Z
2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
.
L
O
W
E
L
L
S
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
23
1
1
1
241
1
1
12
D-1
1
16
D-1
12
D-1
1
2
D-1
1
16
D-1
2
REF.
W.H.
SINK
STACKABLE
W./D.
BEDROOM 2
CLNG. HT. 9'-0"
BATH CLNG.
HT. 9'-0"
MASTER BEDROOM
CLNG. HT. 9'-0"
MASTER BATH.
CLNG.
HT. 9'-0"
KITCHEN
CLNG. HT. 9'-0"
GREAT ROOM
CLNG. HT. 9'-0"
MAIN
ENTRY
ST
O
V
E
19
18
19
18
20
1716
14
11 12
13
11
12
14 15
11 12
10
09
14
11
12
0908
08
08
08
1614
11
12
0908
07
07
07
0605
04
03
03
02
01
14
11
12
08
0301
01
01
01
BEDROOM 1
CLNG. HT. 9'-0"
14 15
11 1208
03
01
14 15
11 1208
03
01
21
A-5.0
UTILITY PLAN
NEW ADU UTILITY FLOOR PLAN
01
03
10
11
12
UTILITY NOTES
UTILITY LEGEND
UTILITY PLAN KEYNOTES
02
04
05
06
07
08
09
13
14
15
16
SCALE: 1/4" = 1'-0"
TRUE NORTH
17
18
19
"
" ""
""""
""
“”“”
20
CA
R
L
O
S
G
O
N
Z
A
L
E
Z
2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
.
L
O
W
E
L
L
S
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
PLUMBING SIZING CHART
SANITARY DRAINAGE WATER
FXT.QTY.DFU(ea)DFU
WC
QTY.WSFU(ea)WSFU
LAV
BT
WB
KS
2
2
2
1
1
3
2
4
3
2
WC
LAV
BT
WB
KS
1
1
2.5
1
4
4
1.5
FXT.
TOTAL DFU:TOTAL WSFU:
4" MAIN TO STREET SERVICE SIZE: 1 1/4"
6
2
4
2
3
5
2
8
4
1.5
2
2
2
15 20.5
1 1
1
1
1
1
211
1
20' MAX.
5'
-
1
"
M
I
N
.
C
L
R
.
TANKLESS
WATER
HEATER
REFER TO MANUFACTURER
MINIMUM MOUNTING
CLEARANCES
UNIT MAY BE MOUNTED ON
A WALL OR BE FREE
STANDING
USE NON-COMBUSTIBLE
BASE (IF APPLICABLE)
VERIFY
REFER TO MANUFACTURER MINIMUM
MOUNTING CLEARANCES AROUND THE
UNIT
TO
P
C
L
E
A
R
A
N
C
E
SIDE CLEARANCE
TANKLESS
WATER
HEATER
FRONT CLEARANCE
MIN. BACK CLEARANCE
VENTING MUST COMPLY WITH
ALL STATE AND LOCAL CODES
AND MANUFACTURER'S
INSTRUCTIONS
NOTE:UNIFORM PLUMBING CODE REQUIRES THAT
ALL WATER HEATERS ARE TO BE
SUPPORTED AND STRAPPED TO PREVENT
MOVEMENT DURING AN EARTHQUAKE
GAS
SHUTOFF
VALVE
COLD
HOT
1. IDENTIFY THE INSTALLATION LOCATION
AND CONFIRM THAT THE INSTALLATION WILL
MEET ALL REQUIRED CLEARANCES.
2. SECURELY ATTACH THE WATER HEATER TO
THE WALL USING ANY OF THE HOLES IN THE
WALL INSTALLATION BRACKETS WHICH ARE
AT THE TOP AND BOTTOM OF THE WATER
HEATER. ENSURE THAT THE ATTACHMENT
STRENGTH IS SUFFICIENT TO SUPPORT THE
WEIGHT. REFER TO THE WEIGHT OF THE
WATER HEATER IN THE SPECIFICATIONS
SECTION.
ATTACHMENT
VENTING MUST COMPLY WITH
NATIONAL CODES, LOCAL
CODES AND
MANUFACTURER'S
INSTRUCTIONS
SEALED COMBUSTION UNITS
(ALL COMBUSTION AIR FROM
OUTSIDE OF THE BUILDING) -
PROVIDE CODE APPROVED
CONDENSATE DRAIN
SPECIFY INDOOR OR
OUTDOOR UNIT
POWER 120 VOLTS
(REFER TO MANUFACTURER
SPECIFICATIONS)
GAS SHUTOFF
VALVE
HOT
PRESSURE RELIEF
VALVE
WATER SHUTOFF
VALVE
GAS SUPPLY LINE
(CHECK RATING PLATE FOR
CORRECT GAS TYPE AND
PRESSURE)
NOTES:
·WATER HEATER MUST BE INSTALLED TO CONFORM WITH CURRENT NATIONAL ELECTRIC
CODE, NATIONAL FUEL GAS CODE, AND ANY APPLICABLE LOCAL PLUMBING,
ELECTRICAL, HEATING AND AIR CONDITIONING CODES, AND MANUFACTURER
INSTALLATION NSTRUCTIONS
·PROTECT HEATER FROM FREEZING
·SPECIFY NATURAL GAS OR PROPANE
DRAIN PAN REQUIRED IF
INSTALLED IN AN AREA
WHERE WATER DAMAGE CAN
OCCUR
PROVIDE SUITABLE DRAIN
TANKLESS
WATER
HEATER
COLD
8"
MI
N
.
2'
-
0
"
1'-0"
UNDERSIDE
1-HR. FIRE RATED
8"
MI
N
.
2'
-
0
"
1'-0"
D-1
DETAILS
CA
R
L
O
S
G
O
N
Z
A
L
E
Z
2232 S. LOWELL ST,
SANTA ANA, CA 92707
22
3
2
S
.
L
O
W
E
L
L
S
T
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
1
1
1
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:
25-285
CARLOS
31 JUL 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
GA
R
A
G
E
T
O
A
D
U
22
3
4
S
.
L
O
W
E
L
L
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
22
3
4
S
.
L
O
W
E
L
L
S
T
R
E
E
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
CRISTIAN
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:
25-285
CARLOS
31 JUL 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
GA
R
A
G
E
T
O
A
D
U
22
3
4
S
.
L
O
W
E
L
L
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
22
3
4
S
.
L
O
W
E
L
L
S
T
R
E
E
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
CRISTIAN
TYPICAL
DETAILS
TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL 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:
25-285
CARLOS
31 JUL 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
GA
R
A
G
E
T
O
A
D
U
22
3
4
S
.
L
O
W
E
L
L
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
22
3
4
S
.
L
O
W
E
L
L
S
T
R
E
E
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
CRISTIAN
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:
25-285
CARLOS
31 JUL 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
GA
R
A
G
E
T
O
A
D
U
22
3
4
S
.
L
O
W
E
L
L
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
22
3
4
S
.
L
O
W
E
L
L
S
T
R
E
E
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
CRISTIAN
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:
25-285
CARLOS
31 JUL 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
GA
R
A
G
E
T
O
A
D
U
22
3
4
S
.
L
O
W
E
L
L
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
22
3
4
S
.
L
O
W
E
L
L
S
T
R
E
E
T
.
SA
N
T
A
A
N
A
,
C
A
.
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
562-506-3692
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
TO THE C.B.C.
CRISTIAN
N1ROOF FRAMING PLAN
C.J.
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 :
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CONSTRUCTION SHALL CONFORM
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ROOF
FRAMING
DETAILS
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
CA
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TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
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
SHEET A-3.0
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
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
SHEET A-3.0
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HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
T24.1
TITLE 24
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APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
T24.2
TITLE 24
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hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
T24.3
TITLE 24
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2232 S. LOWELL ST,
SANTA ANA, CA 92707
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3905 S. ROSS ST. #B
SANTA ANA CA. 92707
TEL. 714.585.0546
HL QUALITY PLANS
hlqualityplans@gmail.com
APN: 015-172-22
DEMOLITION OF
EXISTING GARAGE AND
STORAGE TO PROPOSE
A NEW 1000 SQ. FT.
DETACHED ADU
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
DETACHED ADU
GRADING PERMIT
WAIVER REQUEST
THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S)
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered
professional engineer shall be required to be submitted before or concurrently with the
architectural plans submittal to the Building Safety Division.
Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a
total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if
all of the following conditions are met. The property owner(s) shall take full responsibility for the
site drainage by signing this waiver request agreement below. In order to qualify for the grading
permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and
sign this waiver request. A copy of this completed checklist shall be made part of the each set of
plans. If answering NO to any of the questions, a grading plan and permit shall be required.
Project Property Address:
Yes No
1. ☐ ☐
2. ☐ ☐
3. ☐ ☐ The site drainage shall be constructed such that surface water flows away from
buildings and adjoining property lines, in accordance with all applicable codes.
4. ☐ ☐ The site drainage shall be constructed such that the drainage will not adversely
affect the adjoining properties.
5. ☐ ☐ The project plans includes a site plan that shows site drainage patterns.
Grading Permit Waiver Request
I/we are requesting a waiver from the standard requirements for a precise grading plan and permit
for our ADU project to be constructed at the project address indicated above. In doing so, I/we
accept that the design of the site drainage patterns must adhere to the minimum requirements
set forth in the current building codes and the County of Orange Drainage Design Manual. By
signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree
to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are
true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials,
employees, and agents against any and all claims for damages and costs arising out of the site
drainage at the project property.
Owner Name(s): (Print)
Owner Signature(s):
Date: Phone Number:
Notes: 1. The building official reserves the right to require a grading permit based on site conditions.
2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones.
714.988.5387
Carlos Gonzalez
Carlos Gonzalez
07.31.2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
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
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
CITY OF SANTA ANA
Planning and Building Agency
App=1
FOR PERMIT ISSUANCE
Name (First, MI, Last)
Carlos Gon ale
Telephone
Mastet I-D.
Date:
414-_q
-b3
Project Address
2232 S LOVveI I 5�`
Tract/Parcel Number
10112.;2T1
City, State, Zip Code
Scin+a A Lo, , CA 92101
Name (First, MI, Last)
Telephone
Nature of Work
Use of Building (check) Type of Project (check)
Residential E� Commercial ❑ Senior Housing ❑
New M Addition ❑ Alteration ❑
Description of Project
Adding a00 sf -A aiterin ex1,-hn 400 sf ara
e for a 1,000 sf A�DU
Number of Square Feet of
Residential Space woo
Number of Square Feet of
Commercial Space
Sq. Ft x $ 5. I _+
(Dev. Fee)
Sq.Ft x $
(Dev. Fee)
Total S 5: 110.00
Total S
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
,M"t1t 6,6�J 0 S--2 2
Applicant Name (Please Print) Date
Signatu e
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.
Qmu 2 _q'NA
Z-�
S n Ana Unified School District Authorize epresentative I Date
DISTRIBUTION
White - City/County
Canary - Applicant
Pink - Facilities
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
GEOTECH WEST INC. Cell: 909-634-0313
VICTORVILLE, CA Support@Geotechwest.com
Carlos Gonzalez Date: 03/11/2025
2234 S Lowell St. Project# 25-R-109
SANTA ANA, CA 92707
(714) 988-5387
Geotechnical Investigation Report
Detached ADU
2234 S Lowell St., Santa Ana, CA 92707
Dear Carlos,
This report presents the results of the geotechnical investigation carried out at your request to
collect information on the subsurface formations underlying the site of the proposed detached
ADU and to provide recommendations for the design and construction of the proposed structure.
Project’s plans by HL Quality were used in outlining the scope of the investigation and preparing
this report in accordance with generally accepted geotechnical engineering practice.
Based on analysis and evaluation of the data obtained, it has been concluded from a
geotechnical perspective that the proposed structure can be supported safely on shallow
foundations (spread and/or continuous footings).
Thank you for this opportunity to be of service. If you have any questions concerning this report
or if we can be of further assistance, please do not hesitate to contact us.
Very truly yours,
GEOTECH WEST, INC.
Shadi Dweab, P.E.
GEOTECH WEST INC. Cell: 909-634-0313
VICTORVILLE, CA Support@Geotechwest.com
TABLE OF CONTENT
INTRODUCTION .......................................................................................................................................................................... 1
SCOPE OF WORK .........................................................................................................................................................................1
SITE LOCATION AND DESCRIPTION ............................................................................................................................................ 1
FIGURE 1 – AERIAL IMAGERY………………………………......................................................................................................................2
FIELD INVESTIGATION AND FIELD-TESTING PROGRAM.............................................................................................................. 2
SUBSURFACE EXPLORATION ....................................................................................................................................................... 2
FIGURE 2 – SITE PLAN......………....................................................................................................................................................3
SURFACE CONDITIONS ................................................................................................................................................................3
SUBSURFACE CONDITIONS...........................................................................................................................................................3
CAVINGPOTENTIAL...................................................................................................................................................................... 4
EXPANSION POTENTIAL............................................................................................................................................................... 4
SOIL CORROSIVITY………............................................................................................................................................................... 4
SOIL SHRINKAGE AND BULKING.................................................................................................................................................. 4
GROUNDWATER ......................................................................................................................................................................... 4
SITE GEOLOGY............................................................................................................................................................................. 5
FIGURE-3 REGIONAL EOLOGY MAP….......................................................................................................................................... 5
SEISMIC DESIGN INFORMATION................................................................................................................................................. 5
EARTHQUAKE RESPONSE SPECTRAL PARAMETERS..................................................................................................................... 5
SITE SOIL PROFILE........................................................................................................................................................................ 6
LIQUEFACTION ........................................................................................................................................................................... 6
SURFACE FAULT RUPTURE.......................................................................................................................................................... 6
FIGURE-4 EARTHQUAKE ZONES OF REQUIRED INVESTIGATION MAP........................................................................................ 6
EARTHQUAKE-INDUCED LANDSLIDES......................................................................................................................................... 6
BACKFILL ..................................................................................................................................................................................... 7
LATERAL EARTH PRESSURE …………………..…………......................................................................................................................... 7
SEISMIC ACTIVE EARTH PRESSURE COEFFICIENT........................................................................................................................ 7
FOUNDATION RECOMMENDATIONS.......................................................................................................................................... 8
FOUNDATION TYPE..................................................................................................................................................................... 8
FOUNDATION DEPTH.................................................................................................................................................................. 8
BEARING CAPACITY FOR SPREAD AND CONTINUOUS FOOTINGS............................................................................................... 8
LATERAL BEARING PRESSURE...................................................................................................................................................... 8
FOUNDATION SETTLEMENT........................................................................................................................................................ 8
CEMENT TYPE…………………........................................................................................................................................................... 8
EARTHWORK……………………......................................................................................................................................................... 9
CONCRETE SLABS..……………....................................................................................................................................................... 10
SURFACE AND SUBSURFACE DRAINAGE................................................................................................................................... 11
LIMITATION
APPENDICES:
APPENDIX I: SOIL PROFILE LOGS
APPENDIX II: SITE’S SEISMIC REPORT
APPENDIX III: LAB TESTING
APPENDIX IV: GENERAL EARTHWORK AND GRADING GUIDELINES
Geotechnical Investigation Report 03/11/2025
2234 S Lowell St., Santa Ana, CA 92707 Page | 1
Geotechnical Investigation Report
Detached ADU
2234 S Lowell St., Santa Ana, CA 92707
INTRODUCTION
This report presents the results of the geotechnical investigation conducted for the subject
project. The purpose of this investigation was to:
1) Determine the type and condition of the earth materials at the site.
2) Determine soil strength parameters.
3) Determine groundwater conditions.
4) Evaluate geologic and seismic conditions at the site.
5) Liquefaction potential evaluation and
6) Provide recommendations for the proposed structures.
SCOPE OF WORK
The scope of work for this geotechnical investigation consisted of the following:
- Review of the project plans.
- Perform field and laboratory testing.
- Determine the current and the historical high groundwater elevations.
- Evaluate geologic and seismic conditions at the site.
- Evaluation of liquefaction potential (if warranted based on the estimated groundwater depth).
- Presentation of findings, conclusions, and recommendations for the proposed project.
SITE LOCATION AND DESCRIPTION
The project site is a developed rectangular lot covering an area of 6667 S.F., developed with an
existing 1288 S.F. single family residence, located on S Lowell Street in Santa Ana as shown in
the aerial imagery Figure-1. The existing garage and storage will be demolished for the
construction of the proposed ADU. The new 1000 S.F. ADU is proposed in the backyard as
shown in the site plan Figure-2.
Geotechnical Investigation Report 03/11/2025
2234 S Lowell St., Santa Ana, CA 92707 Page | 2
Figure-1: Aerial Imagery
FIELD INVESTIGATION AND FIELD-TESTING PROGRAM
Subsurface Exploration
A site reconnaissance was performed on March 8, 2025, to evaluate the site conditions, drilling
boreholes and to perform field penetration testing. Borehole approximate locations are shown
on the site plan, Figure-2.
N
Existing SFR
Existing Garage
Existing Storage
Geotechnical Investigation Report 03/11/2025
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: Borehole Approximate Location
Figure-2: Site Plan
BH-1
BH-2
Geotechnical Investigation Report 03/11/2025
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Surface Conditions
The topography of the project site and the surrounding area is relatively flat, and the area is
residentially developed. The site’s topsoil consists of clayey fine sand. Based on the ASCE
Hazard Tool, the site’s elevation is 46 feet with respect to north American Vertical Datum of 1988
(NAVD 88).
Subsurface Conditions
Based on the extracted soil samples, the subsurface formations are mainly alluvium deposits
consisting of clayey fine sand. The field penetration resistance testing indicates that the apparent
density of the subsurface formations within the investigated depth is loose to medium dense.
Caving Potential
The proposed site is underlain mainly by coarse-grained sandy soils with relatively little apparent
cohesion; therefore, caving potential is expected during foundation’s excavation work. Shallow
temporary non-surcharged excavations (less than 5 feet deep) sloped (1H:1V) should be
considered stable during the foundation construction time. Cal/OSHA safety regulations should
be taken into consideration for any underground construction.
Expansion Potential
The subsurface formations consisted mainly of cohesionless coarse-grained sandy soils;
therefore, expansion potential was not tested and considered not exist for the project site.
Soil Corrosivity
During the investigation, a bulk soil sample was collected from the top two (2) feet for corrosion
testing. The result of the corrosion test indicates that the subsurface soil is not corrosive to
the foundation’s concrete. Corrosion test results are presented in Table -1:
Table 1– Corrosion Test Results
Sample
Materials
Elevation
(feet)
Minimum
Resistivity
(Ohm-cm)
PH Chloride
content
(ppm)
Sulfate
Content
(ppm)
Corrosive?
Clayey fine
sand 46-42 3242 7.0 37 397 No
Soil Shrinkage and Bulking
Bulking is the increase of volume of the earth material when it is excavated. Shrinkage is the
decrease in volume of the earth material when it is compacted. Contingencies should be made
to adjust the earthwork balance when grading is in progress and the bulk-shrink is better
defined.
The bulking factor is estimated to range from 10 to 20 percent. The shrinkage factor is
estimated to range from 10 to 20 percent. These estimated values are based on the limited
data collected from the subsurface exploration, available information at the time of this report,
Geotechnical Investigation Report 03/11/2025
2234 S Lowell St., Santa Ana, CA 92707 Page | 5
and our experience in the site area. These estimates may vary depending on contractor
methods and few known & unknown factors during the site grading. Actual shrinkage/bulking
of the soil may vary.
GROUNDWATER
Groundwater was not encountered during the time of our investigation. Department of Water
Resources Water Data Library well number 337105N1178932W001 located about 0.9-mile
southwest of the project location; indicates groundwater elevation of -61.29 feet that was
measured on 12/09/2024. The project site’s elevation is 46 feet; therefore, the estimated
groundwater depth at the project site is 107 feet below ground surface.
SITE GEOLOGY
The Regional Geologic Map of the area indicates the subject’s site is in an area underlain by
Alluvium deposits (Q) unconsolidated and semi-consolidated. The subsurface soil encountered
during the investigation consisted mainly of clayey fine sand. Regional Geology Map is shown in
Figure-3 below.
Map Legend:
: Alluvium, lake, playa, and terrace deposits.
Figure-3: Regional Geology Map
Project Location
N
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SEISMIC DESIGN INFORMATION
Earthquake Response Spectral Parameters
ASCE Hazard Tool (ASCE/SEI 7-16) was used to provide the maximum earthquake design
parameters for the project site (Latitude 33.716704°, Longitude -117.879032°) as listed in Table-
2.
Table 2– Maximum Considered Earthquake Response Spectral Parameters
PGAm SS S1 SMS SM1 SDS SD1
0.656 1.285 0.46 1.542 N/A 1.028 N/A
Appendix II presents the site’s seismic report.
SITE SOIL PROFILE
According to the California Building Code, the site’s soil profile type is classified as class D.
LIQUEFACTION
Based on the CGS Earthquake Zones of Required Investigation Map, all or portion of this parcel
lies within a liquefaction zone. A significant seismic event may trigger a liquefaction hazard in
loose and medium dense cohesionless soils located under groundwater level. Since the depth
of groundwater at this site exceeds 50 feet (the limit for liquefaction effect), even if there are
loose or medium dense cohesionless soils below the depth of 50 feet, the liquefaction hazard
doesn’t propagate to the ground surface and there will be no impact on the structures.
SURFACE FAULT RUPTURE
The project site is not located within an Alquist-Priolo earthquake fault zone as established by
the California Geologic Survey, nor is it located within 1000 feet from any Holocene or younger
aged faults. Therefore, this site is not susceptible to surface fault rupture hazard, refer to Figure-
4.
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Figure 4: Earthquake Zones of Required Investigation Map
EARTHQUAKE-INDUCED LANDSLIDES
Based on the CGS Earthquake Zones of Required Investigation map “Figure-4”, the project site
is not within a landslide zone, moreover, the site is not adjacent to any natural hills or manmade
embankments; therefore, the earthquake-induced landslide hazard does not exist for this site.
BACKFILL
The backfill (if proposed or needed) should consist of cohesionless soils or structural backfill,
compacted to at least 90% of relative compaction. The estimated parameters for the structural
backfill compacted to at least 90% of relative compaction are:
- Unit weight: 120 pcf.
- Friction angle: 33 degrees
The site’s soil that is classified as clayey fine sand (SC) is suitable for backfilling work in general,
provided that deleterious materials and construction debris (if any) have been screened out.
LATERAL EARTH PRESSURE
For cohesionless / structural backfill, the earth pressure coefficients can be as the following:
Project Location
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2234 S Lowell St., Santa Ana, CA 92707 Page | 8
Active earth pressure coefficient 𝑘=𝑡𝑎𝑛45 −∅= 0.30
Passive earth pressure coefficient 𝑘=𝑡𝑎𝑛45 +∅= 3.40
At-rest earth pressure coefficient 𝑘°= 1 − sin (∅) = 0.45
Equivalent fluid active pressure p = 0.30 × 120 = 36 pcf
Equivalent fluid passive pressure p = 3.40 × 120 = 408 pcf
Equivalent fluid at-rest pressure p = 0.45 × 120 = 54 pcf
The friction coefficient between the bottom of foundation concrete and the soil is 0.25.
SEISMIC ACTIVE EARTH PRESSURE COEFFICIENT
Mononobe-Okabe method can be used to estimate the seismic lateral earth pressure on the
retaining walls. For a horizontal backfill behind a vertical retaining wall, considering the backfill
strength parameters (∅ = 33 𝐷𝑒𝑔𝑟𝑒𝑒,𝛾= 120 𝑝𝑐𝑓), seismic peak ground acceleration (𝑃𝐺𝐴=
0.656𝑔), horizontal seismic acceleration coefficient 𝑘 and seismic lateral earth pressure
coefficient can be as in the following table:
Table 3– Horizontal acceleration coefficient and seismic lateral pressure coefficient
Wall Movement (inches) 𝒌𝒉 (g) 𝑲𝒂𝒆
More than: 2 0.22 0.43g
Note:
For 𝐾 calculation, the horizontal seismic acceleration coefficient 𝑘=𝑃𝐺𝐴 if the wall can
rotate and move laterally more than 2 inches. If the wall is not capable /allowed to move laterally
use 𝑘=𝑃𝐺𝐴. For 1 to 2 inches lateral movement use 𝑘= 0.5 𝑃𝐺𝐴
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FOUNDATION RECOMMENDATIONS
FOUNDATION TYPE
Spread and continuous footing are the most suitable and economical foundations to support the
proposed new building safely.
FOUNDATION DEPTH
Based on the subsurface formation types and density, the recommended foundations should be
placed at a depth of not less than 18 inches below ground surface/finished grade level. Two-
foot-thick over-excavation is required. The over-excavation should be compacted to at least 95%
of relative compaction.
BEARING CAPACITY FOR SPREAD AND CONTINUOUS FOOTINGS
The allowable bearing capacity for spread and continuous footings placed at a minimum depth
of 18 inches below ground surface/finished grade is 1500 psf. The bearing capacity can be
increased by 1/3 for temporary loads such as wind and seismic loads.
LATERAL BEARING PRESSURE
The recommended allowable lateral bearing pressure for the native undisturbed soil below the
natural grade is 150 psf/ft. The lateral bearing pressures shall be permitted to be increased by
150 psf/ft for each additional foot of depth to a value that is not greater than 15 times the
recommended value.
FOUNDATION SETTLEMENT
The allowable bearing pressure of 1500 psf may induce a foundation settlement less than 1-inch
and a differential settlement of less than 0.5 inch.
CEMENT TYPE
Our laboratory testing of a representative sample of the near surface indicated a negligible
concentration of soluble sulfates. Based on the guidelines presented in the current edition of the
California Building Code, a minimum Type II cement may be utilized in concrete that will be in
direct contact with the near-surface soil.
EARTHWORK
Grading and earthwork should be performed in accordance with the following recommendations
and the General Earthwork and Grading Guidelines included in Appendix IV. In case of conflict,
the following recommendations shall supersede those presented in Appendix IV.
- General:
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2234 S Lowell St., Santa Ana, CA 92707 Page | 10
Grading should conform to the guidelines presented in the 2022 California Building Code (CBC,
2022), as well as the requirements of the City of Santa Ana. Additionally, general Earthwork and
Grading Guidelines are provided herein as Appendix IV.
During earthwork construction, removals and reprocessing of fill materials, as well as general
grading procedures of the contractor should be observed, and the fill placed selectively tested
by representatives of the geotechnical engineer. If any unusual or unexpected conditions are
exposed in the field, they should be reviewed by the geotechnical engineer and if warranted,
modified and/or additional remedial recommendations will be offered. Specific guidelines and
comments pertinent to the planned development are provided herein.
The recommendations presented herein have been completed using the information provided to
us regarding site development. If information concerning the proposed development is revised,
or any changes in the design and location of the proposed property should be approved in writing
by this office.
- Site Preparation:
In general, prior to earthwork or construction operations, the site should be cleared of surface
and subsurface obstructions and stripped of any vegetation in the areas proposed for
development. Removed vegetation and debris should then be properly disposed of off-site.
Holes resulting from removal of trees and buried obstructions which extend below finish site
grades should be backfilled with suitable fill soils compacted to a minimum 90 percent relative
compaction (based on ASTM Test Method D 698).
- Fill Placement and Compaction:
If necessary, the on-site soils are suitable for reuse as compacted fill, provided they are free of
organic materials and debris and material larger than 6 inches in diameter (in case encountered).
Should imported soils be utilized for near-surface fills, these soils should be predominately
granular, possess a low or very low expansion potential, and be approved by the geotechnical
engineer prior to their transportation to the site.
Lift thickness will be dependent upon the size and type of equipment used. In general, fill should
be placed in uniform lifts not exceeding 8 inches. Placement and compaction of fill should be
performed in accordance with local grading ordinances under the observation and testing of the
geotechnical consultant. We recommend that if encountered, oversize materials (materials
greater than 6 inches in maximum dimension) be removed from the upper 4 feet of fill or placed
in accordance with the General Earthwork and Grading Guidelines contained in Appendix IV.
- Trench Excavations and Backfill:
Trenches are anticipated to be excavated with moderate effort using conventional construction
equipment in good operating condition. Deep trenches may require the use of heavy equipment
operations. The encountered soils at the site consisted of loose to medium dense clayey fine
sand, as such these soils may be subject to collapse and cave-ins (refer to the caving potential
section).
Geotechnical Investigation Report 03/11/2025
2234 S Lowell St., Santa Ana, CA 92707 Page | 11
After clearing and grading the site, excavate at least two (2) feet below the building’s footprint,
scarify the upper 8 inches of the soil, bring the moisture content to near optimum moisture
(around 8%) and compact it to at least 90% of relative compaction, then replace the removed
soil using 6-8 inch-thick lifts compacted to at least 95% of relative compaction. Upon completing
the over-excavation work, the foundation trenches can be excavated to the recommended
foundation depth. The foundation bottom surface should be the over-excavated soils.
The on-site soils may be used as trench backfill provided, they are screened of rock sizes over
6 inches in maximum dimension and organic matter (in case encountered). Trench backfills
should be compacted in uniform lifts (not exceeding 8 inches in compacted thickness) by
mechanical means to at least 90 percent relative compaction (based on ASTM D 698).
CONCRETE SLABS
Interior concrete slabs should have a minimum thickness of 4 inches and be underlain by a 10-
mil visqueen moisture retarder barrier underlain with a 2-inch layer of clean sand (sand
equivalent of at least 30). The visqueen moisture barrier should be overlain by a 2-inch layer of
clean sand to aid in concrete curing. All slabs should be constructed with preferred minimum
reinforcement consisting of No. 3 bars placed mid-height in the slab and spaced on 18-inch
centers in both directions. Crack control joints should be provided in accordance with the
recommendations of the project structural engineer.
Exterior concrete flatwork (sidewalks, etc.) should have a minimum thickness of 4 inches, be
underlain by a 2-inch layer of clean sand, and reinforced with a minimum. No. 3 bars placed mid-
height in the slab and spaced 18-inch on centers in both directions. Care should be taken by the
contractor to ensure that the reinforcement is placed and maintained at slab mid-height. We
recommend that crack control joints for exterior flatwork be provided with a minimum spacing of
12 feet and a maximum of 15 feet, or in accordance with the structural engineer's
recommendations. We also recommend that every third control joint be converted to an
expansion joint.
Some slab cracking due to shrinkage should be anticipated. The potential for this slab cracking
may be reduced by careful control of water/cement ratios. The contractor should take
appropriate curing precautions during the pouring of concrete in hot weather to minimize
cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if crack-sensitive
flooring is planned directly on concrete slabs. All slabs should be designed in accordance with
structural considerations.
SURFACE AND SUBSURFACE DRAINAGE
We recommend that measures be taken to properly finish grade the site, such that surface
drainage is directed away from structure foundations, floor slabs, and tops of slopes, at a 2
percent minimum grade for a minimum distance of 5 feet for subgrade, and 1 percent minimum
grade for a minimum distance of 5 feet for hard finish surface (pavement, walkways etc.).
Ponding of water should not be permitted, and installation of roof gutters which outlet into a
drainage system is considered prudent. Planting areas at grade should be provided with positive
drainage directed away from all buildings.
Geotechnical Investigation Report 03/11/2025
2234 S Lowell St., Santa Ana, CA 92707 Page | 12
LIMITATIONS
This report presents recommendations pertaining to the subject site based on the assumption
that the subsurface conditions do not deviate appreciably from those disclosed by our
exploratory excavations. Our recommendations are based on the technical information gathered,
our understanding of the proposed construction, and our experience in the geotechnical field.
We do not provide a guarantee or warranty (either expressed or implied) of the performance of
the project, only that our engineering work and judgments meet the standard of care of our
profession at this time.
In view of the general conditions in the area, the possibility of different local soil conditions cannot
be discounted. Any deviations or unexpected conditions observed during construction should be
brought to the attention of the Geotechnical Engineer. In this way, any required supplemental
recommendations can be made with a minimum of delay to the project.
If the proposed construction will differ from our present understanding of the project, the existing
information and possibly new factors may have to be evaluated. Any design changes and the
final grading and foundation plans should be reviewed by the Geotechnical Consultant. Of
particular importance would be extending development to new areas, changes in structural
loading conditions, postponed development for more than one year, or changes in ownership.
This report is issued with the understanding that it is the responsibility of the owner or owner’s
representative to ensure that the information and recommendations contained herein are called
to the attention of the Architects and Engineers for the project and incorporated into the plans
and that the necessary steps are taken to ensure that the Contractors and Subcontractors carry
out such recommendations in the field. This report is also subject to review by the controlling
authorities for this project.
Appendices
Appendix I: Soil Profile Logs
Appendix II: Site’s Seismic Report
Appendix III: Lab Testing
Appendix IV: General Earthwork and Grading Guidelines
Appendix I
Soil Profile Logs
0
1.25
2.5
3.75
5
6.25
7.5
8.75
45
43.75
42.5
41.25
40
38.75
37.5
4/6
4/6
4/6
4/6
4/6
4/6
5/6
5/6
5/6
4/6
4/6
4/6
6/6
6/6
6/6
SC
SC
SC
SC
SC
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, medium dense,
brown, moist.
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, medium dense,
brown, moist.
8
8
10
8
12
2.8
2.97
3.12
1
2
3
4
5
TEST BORING LOG
BORING NO.: BH-1
PROJECT :Detached ADU
CLIENT :Carlos Gonzalez DATE FINISHED :03/08/2025
LOCATION :2234 S. Lowell St. Santa Ana, CA 92707 GEOLOGIST :S.D.
ELEVATION :46 ft.GWD :N/A GWL :N/A DRILLER :M.D.
BORING NO.:BH-1 SOUTH:TOTAL DEPTH : 8 ft.
PROJ. NO. :25-R-109 WEST:PAGE 1 OF
ELEVATION/
DEPTH
SOIL SYMBOLS,
SAMPLERS
AND TEST DATA
USCS Description SPT
(N)
WC
(%)
LL
(%)
PI
(%)
LL
(%)
REC
(%)
Sample
No.
1
0
1.25
2.5
3.75
5
6.25
7.5
8.75
45
43.75
42.5
41.25
40
38.75
37.5
5/6
5/6
5/6
4/6
4/6
4/6
4/6
4/6
4/6
4/6
4/6
4/6
5/6
5/6
5/6
SC
SC
SC
SC
SC
Clayey fine Sand, Medium dense,
brown, moist.
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, loose, brown,
moist.
Clayey fine Sand, medium dense,
brown, moist.
10
8
8
8
10
1
2
3
4
5
TEST BORING LOG
BORING NO.: BH-2
PROJECT :Detached ADU
CLIENT :Carlos Gonzalez DATE FINISHED :03/08/2025
LOCATION :2234 S. Lowell St. Santa Ana, CA 92707 GEOLOGIST :S.D.
ELEVATION :46 ft.GWD :N/A GWL :N/A DRILLER :M.D.
BORING NO.:BH-2 SOUTH:TOTAL DEPTH : 8 ft.
PROJ. NO. :25-R-109 WEST:PAGE 1 OF
ELEVATION/
DEPTH
SOIL SYMBOLS,
SAMPLERS
AND TEST DATA
USCS Description SPT
(N)
WC
(%)
LL
(%)
PI
(%)
LL
(%)
REC
(%)
Sample
No.
1
Symbol Description
Strata symbols
Clayey fine sand
Soil Samplers
Standard penetration test
KEY TO SYMBOLS
Appendix II
Site’s Seismic Report
ASCE Hazards Report
Address:
2234 S Lowell St
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.716704
Risk Category:II Longitude:-117.879032
Soil Class:D - Default (see
Section 11.4.3)
Elevation:46.38661698305936 ft
(NAVD 88)
Page 1 of 3https://ascehazardtool.org/Sun Mar 09 2025
SS : 1.285
S1 : 0.46
F a : 1.2
F v : N/A
SMS : 1.542
SM1 : N/A
SDS : 1.028
SD1 : N/A
T L : 8
PGA : 0.547
PGA M : 0.656
F PGA : 1.2
Ie : 1
C v : 1.357
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Sun Mar 09 2025
Page 2 of 3https://ascehazardtool.org/Sun Mar 09 2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Sun Mar 09 2025
Appendix III
Lab Testing
Particle Size Distribution Report
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 7.4 62.8 12.5 17.3
6
i
n
.
3
i
n
.
2
i
n
.
1½
i
n
.
1
i
n
.
¾
i
n
.
½
i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
TEST RESULTS
Opening Percent Spec.*Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received:Date Tested:
Tested By:
Checked By:
Title:
Source of Sample: BH-1 Depth: 0
Sample Number: 1
Client:
Project:
Project No:
Clay fine Sand
4.75mm
3.35mm
2.36mm
2mm
1.18mm
0.85mm
0.425mm
0.15mm
0.075mm
100.0
98.9
95.4
92.6
50.7
39.0
29.8
20.2
17.3
SC
1.8912 1.7538 1.3286
1.1679 0.4324
Carlos Gonzalez
Detached ADU
25-R-109
PL=LL=PI=
USCS (D 2487)=AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
*(no specification provided)
GRAIN SIZE DISTRIBUTION TEST DATA
Client: Carlos Gonzalez
Project: Detached ADU
Project Number: 25-R-109
Location:BH-1
Depth:0 Sample Number:1
Material Description: Clay fine Sand
USCS Classification: SC
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
1234.60 176.00 0.00 4.75mm 0.00 100.0
3.35mm 11.40 98.9
2.36mm 48.90 95.4
2mm 78.30 92.6
1.18mm 522.30 50.7
0.85mm 645.30 39.0
0.425mm 743.00 29.8
0.15mm 845.00 20.2
0.075mm 875.60 17.3
Fractional Components
Cobbles
0.0
Gravel
Coarse
0.0
Fine
0.0
Total
0.0
Sand
Coarse
7.4
Medium
62.8
Fine
12.5
Total
82.7
Fines
Silt Clay Total
17.3
D5 D10 D15 D20
0.1457
D30
0.4324
D40
0.8933
D50
1.1679
D60
1.3286
D80
1.6494
D85
1.7538
D90
1.8912
D95
2.2551
Fineness
Modulus
2.74
Particle Size Distribution Report
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
100.0
6
i
n
.
3
i
n
.
2
i
n
.
1½
i
n
.
1
i
n
.
¾
i
n
.
½
i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
TEST RESULTS
Opening Percent Spec.*Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received:Date Tested:
Tested By:
Checked By:
Title:
Source of Sample: BH-2 Depth: 1.5
Sample Number: 2
Client:
Project:
Project No:
Clay fine Sand
4.75mm
3.35mm
2mm
1.18mm
0.85mm
0.425mm
0.075mm
0.015mm
100.0
99.2
94.4
74.0
54.0
31.8
17.5
19.3
SC
Carlos Gonzalez
Detached ADU
25-R-109
PL=LL=PI=
USCS (D 2487)=AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
*(no specification provided)
GRAIN SIZE DISTRIBUTION TEST DATA
Client: Carlos Gonzalez
Project: Detached ADU
Project Number: 25-R-109
Location:BH-2
Depth:1.5 Sample Number:2
Material Description: Clay fine Sand
USCS Classification: SC
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
1415.60 176.00 0.00 4.75mm 0.00 100.0
3.35mm 9.40 99.2
2mm 69.40 94.4
1.18mm 322.50 74.0
0.85mm 570.30 54.0
0.425mm 845.00 31.8
0.015mm 1000.00 19.3
0.075mm 1023.00 17.5
Fractional Components
Cobbles Gravel
Coarse Fine Total
Sand
Coarse Medium Fine Total
Fines
Silt Clay Total
D5 D10 D15 D20 D30 D40 D50 D60 D80 D85 D90 D95
PROJECT
CLIENT
BH-1 Soil Dry density (pcf)112.47
S -2 Soil Moisture Contenet (%)2.97 Shear Device
2 Shear Strength Values:Test Type
Clayey fine sand 30.85
43Cohesion (PSF)
Sample NO.Single Shear Apparatus
Depth (ft )Ultimate
Sample Description: Friction Angle (Degree)Sample Test State Moist, Remolded
TEST RESULT FOR DIRECT SHEAR OF SOILS
ASTM D3080
2234 S Lowell St., Santa Ana, CA 92707
Carlos Gonzalez
Boring NO. Date March 10, 2025
0
500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000
Sh
e
a
r
S
t
r
e
s
s
(
P
S
F
)
Normal Stress (PSF)
PROJECT
CLIENT
BH-2 Soil Dry density (pcf)112.92
S -3 Soil Moisture Contenet (%)3.12 Shear Device
4 Shear Strength Values:Test Type
Clayey fine sand 31.12
38Cohesion (PSF)
Sample NO.Single Shear Apparatus
Depth (ft )Ultimate
Sample Description: Friction Angle (Degree)Sample Test State Moist, Remolded
TEST RESULT FOR DIRECT SHEAR OF SOILS
ASTM D3080
2234 S Lowell St., Santa Ana, CA 92707
Carlos Gonzalez
Boring NO. Date March 10, 2025
0
500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000
Sh
e
a
r
S
t
r
e
s
s
(
P
S
F
)
Normal Stress (PSF)
Appendix IV
General Earthwork and Grading Guidelines
I. GENERAL
A. These guidelines present general procedures and requirements for earthwork and grading,
including preparation of areas to be filled, placement of fill, installation of sub-drains and
excavations. The recommendations contained in the geotechnical report are part of the
earthwork and grading guidelines and would supersede the provisions contained hereafter in the
case of conflict. Evaluation performed by the consultant during the course of grading may result
in new recommendations which could supersede these guidelines or the recommendations
contained in the geotechnical report.
B. The contractor is responsible for the satisfactory completion of all earthwork in accordance
with provisions of the project plans and specifications. The project soil engineer and
engineering geologist (geotechnical consultant) or their representatives should provide
observation and testing services, and geotechnical consultation during the duration of the
project.
II. EARTHWORK OBSERVATIONS AND TESTING
A. Geotechnical Consultant
Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and
engineering geologist) should be employed for the purpose of observing earthwork
procedures and testing the fills for conformance with the recommendations of the
geotechnical report, the approved grading plans, and applicable grading codes and
ordinances.
The geotechnical consultant should provide testing and observation so that determination
may be made that the work is being accomplished as specified. It is the responsibility of the
contractor to assist the consultants and keep them appraised of anticipated work schedules
and changes, so that they may schedule their personnel accordingly.
All clean-outs, prepared ground to receive fill, key excavations, and sub-drains should be
observed and documented by the project engineering geologist and/or soil engineer prior to
placing any fill. It is the contractor’s responsibility to notify the engineering geologist and soil
engineer when such areas are ready for observation.
B. Laboratory and Field Tests
Maximum dry density tests to determine the degree of compaction should be performed in
accordance with American Standard Testing Materials test method ASTM designation D-
1557. Random field compaction tests should be performed in with method ASTM
designations D-1556-82, D-2937 or D-2922 & D-3017, at intervals of approximately two (2)
feet of fill height or every 1000 cubic yards of fill placed. These criteria would vary depending
on the soil conditions sand the size of the project. The locations and frequency of testing
would be at the discretion of the geotechnical consultant.
C. Contractor’s Responsibility
All clearing, site preparation, and earthwork performed on the project should be conducted
by the contactor, with observation by geotechnical consultants and staged approval by the
governing agencies. It is the contractor’s responsibility to prepare the ground surface to
receive the fill, to the satisfaction of the soil engineer. And to place, spread, moisture
condition, mix and compact the fill in accordance with the recommendations of the soil
engineer. The contractor should also remove all major non-earth material considered
unsatisfactory by the soil engineer.
It is the sole responsibility of the contactor to provide adequate equipment and methods to
accomplish the earthwork in accordance with applicable grading guidelines, codes or agency
ordinances, and approved grading plans. Sufficient watering apparatus and compaction
equipment should be provided by the contractor with due consideration for the fill material,
rate of placement, and climatic conditions. If, the opinion of the geotechnical consultant,
unsatisfactory conditions such as questionable weather, excessive oversized rock, or
deleterious material, insufficient support equipment, etc., are resulting in a quality of work
that is not acceptable, the consultant will inform the contractor, and the contractor is expected
to rectify the conditions, and if necessary, stop work until conditions are satisfactory.
During construction, the contractor shall properly grade all surfaces to maintain good
drainage and prevent ponding of water. The contractor shall take remedial measures to
control surface water and to prevent erosion of graded areas until such time as permanent
drainage and erosion control measures have been installed.
III.SITE PREPARATION
A. All major vegetation, including brush, trees, thick grasses, organic debris, and other
deleterious material should be removed and disposed of off-site. These removals must be
concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials
determined by the soil engineer or engineering geologist as being unsuitable in-place should
be removed prior to fill placement. Depending upon the soil conditions, these materials may
be reused as compacted fill. Any materials incorporated as part of the compacted fills should
be approved by the soil engineer.
B. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipelines, or other structures not located prior to grading are to be removed or
treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured,
or otherwise unsuitable ground extending to such a depth that surface processing cannot
adequately improve the condition should be over excavated down to firm ground and
approved by the soil engineer before compaction and filling operations continue. Over
excavated and processed soils which have been properly mixed and moisture-conditioned
should be recompacted to the minimum relative compaction as specified in these guidelines.
C. Existing ground which is determined to be satisfactory for support of the fills should be
scarified to a minimum depth of six (6) inches or as directed by the soil engineer. After the
scarified ground is brought to optimum moisture or greater and mixed, the materials should
be compacted as specified herein. If the scarified zone is greater than 6 inches in depth, it
may be necessary to remove the excess and place the material in lifts restricted to about six
(6) inches in compacted thickness.
D. Existing ground which is not satisfactory to support compacted fill should be over
excavated as required in the geotechnical report or by the on-site soils engineering geologist.
Scarification, dicing, or other acceptable form of mixing should continue until the soils are
broken down and free of large lumps or clods, until the working surface is reasonably uniform
and free from ruts, hollows, hummocks, or other uneven features which would inhibit
compaction as described in Item III, C, above.
E. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical),
the ground should be stepped or benched. The lowest bench, which will act as a key, should
be a minimum of 15 feet wide and should be at least two (2) feet deep into firm material, and
approved by the soil engineer and/or engineering geologist.
In fill over cut slope conditions the recommended minimum width of the lowest bench or key
is also 15 feet with the key founded on firm material, and designated by the Geotechnical
Consultant. As a general rule, unless specifically recommended otherwise by the Soil
Engineer, the minimum width of fill keys should be approximately equal to one-half (1/2) the
height of the slope.
F. Standard benching is generally four feet (minimum) vertically, exposing firm, acceptable
material. Benching may be used to remove unsuitable materials, although it is understood
that the vertical height of the bench may exceed four feet. Pre-stripping may be considered
for unsuitable materials in excess of four feet in thickness. G. All areas to receive fill, including
processed areas, removal areas, and toe of fill benches should be observed and approved
by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be
properly placed and compacted until design grades are attained.
IV. COMPACTED FILLS
A. Any earth materials imported or excavated on the property may be utilized in the fill
provided that each material has been determined to be suitable by the soil engineer. These
materials should be free of roots, tree branches, other organic matter or other deleterious
materials. All unsuitable materials should be removed from the fill as directed by the soil
engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength
characteristics may be designated by the consultant as unsuitable and may require blending
with other soils to serve as a satisfactory fill material.
B. Fill materials derived from benching operations should be dispersed throughout the fill
area and blended with other bedrock-derived material. Benching operations should not result
in the benched material being placed only within a single equipment width away from the
fill/bedrock contact.
C. Oversized materials defined as rock or other irreducible materials with a maximum
dimension greater than 12 inches should not be buried or placed in fills unless the location
of materials and disposal methods are specifically approve by the soil engineer.
Oversized material should be taken off-site or placed in accordance with recommendations
of the soil engineer in areas designated as suitable for rock disposal. Oversized material
should not be placed within 10 feet vertically of finish grade or within 20 feet horizontally of
slope faces. To facilitate trenching, rock should not be placed within the range of foundation
excavations, future utilities, or underground construction unless specifically approved by the
soil engineer and/or the developers’ representative.
D. If import material is required for grading, representative samples of the material to be
utilized as compacted fill should be analyzed in the laboratory by the soil engineer to
determine its physical properties. If any material other than that previously tested is
encountered during grading, an appropriate analysis of this material should be conducted by
the soil engineer as soon as possible.
E. Approved fill material should be placed in areas prepared to receive fill in near-horizontal
layers that when compacted should not exceed six (6) inches in thickness. The soil engineer
may approve thicker lifts if testing indicates the grading procedures are such that adequate
compaction is being achieved with lifts of greater thickness. Each layer should be spread
evenly and blended to attain uniformity of material and moisture suitable for compaction.
F. Fill layers at a moisture content less than optimum should be watered and mixed, and wet
fill layers should be aerated by scarification or should be blended with drier material. Moisture
conditioning, blending, and mixing of the fill layers should continue until the fill materials have
a uniform moisture content at or above optimum moisture.
G. After each layer has been evenly spread, moisture-conditioned and mixed, it should be
uniformly compacted to a minimum of 90 percent of maximum density as determined by
ASTM test designation, D 1557-78, or as otherwise recommended by the soil engineer.
Compaction equipment should be adequately sized and should be specifically designed for
soil compaction or of proven reliability to efficiently achieve the specified degree of
compaction.
Where tests indicate that the density of any layer of fill, or portion thereof, is below the
required density and/or moisture content has been attained. No additional fill shall be placed
in an area until the last placed lift of till has been tested and found to meet the density and
moisture requirements, and is approved by the soil engineer.
H. Compaction of slopes should be accomplished by over-building a minimum of three (3)
feet horizontally, and subsequently trimming back to the design slope configuration. Testing
shall be performed as the fill is elevated to evaluated compaction as the fill core is being
developed. Special efforts may be necessary to attain the specified compaction in the fill
slope zone. Final slope shaping should be performed by trimming and removing loose
materials with appropriate equipment. A final determination of fill slope compaction should
be based on observation and/or testing of the finished slope face. Where compacted fill
slopes are designed steeper that 2:1, specific material types, a higher minimum relative
compaction, and special grading procedures, may be recommended.
I. If an alternative to over-building and cutting back the compacted fill slopes is selected, then
special effort should be made to achieve the required compaction in the outer 10 feet of each
lift of fill by undertaking the following:
Ia. An extra piece of equipment consisting of a heavy short-shanked sheepsfoot should be
used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot
roller should also be used to roll perpendicular to the slopes, and extend out over the slope
to provide adequate compaction to the face of the slope.
Ib. Loose fill should not be spilled out over the face of the slope as each lift is compacted.
Any loose fill spilled over a previously completed slope face should be trimmed off or be
subject to re-rolling. Ic. Field compaction tests will be made in the outer (horizontal) two (2)
to eight (8) feet of the slope at appropriate vertical intervals, subsequent to compaction
operations.
Id. After completion of the slope, the slope face should be shaped with a small tractor and
then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent
to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the
slope face. Final testing should be used to confirm compaction after grid rolling.
Ie. Where testing indicates less than adequate compaction, the contractor will be responsible
to rip, water, mix and recompact the slope materials as necessary to achieve compaction.
Additional testing should be performed to verify compaction.
If. Erosion control and drainage devices should be designed by the project civil engineer in
compliance with the ordinances of the controlling governmental agencies, and/or in
accordance with the recommendations of the soil engineer or engineering geologist.
V. SUB-DRAIN INSTALLATION
A. Sub-drains should be installed in approved ground in accordance with the approximate
alignment and details indicated by the geotechnical consultant. Sub-drain locations or
materials should not be changed or modified without approval of the geotechnical consultant.
The soil engineer and/or engineering geologist may recommend and direct changes in sub-
drain line, grade and drain material in the field, pending exposed conditions. The location of
constructed sub-drains should be recorded by the project civil engineer.
VI. EXCAVATIONS
A. Excavations and cut slopes should be examined during grading by the engineering
geologist and/or geotechnical engineer. If directed by the engineer geologist, further
excavations or over-excavation and refilling of cut areas should be performed and/or
remedial grading of cut slopes should be performed. When fill over cut slopes are to be
graded, unless otherwise approved, the cut portion of the slope should be observed by the
engineer geologist prior to placement of materials for construction of the fill portion of the
slope.
B. The engineer geologist should observe all cut slopes and should be notified by the
contractor when cut slopes are started.
C. If, during the course of grading, unforeseen adverse or potentially adverse geologic
conditions are encountered, the engineering geologist and soil engineer should investigate,
evaluate and make recommendations to treat these problems. The need for cut slope
buttressing or stabilizing, should be based on in-grading evaluations by the engineering
geologist, whether anticipated previously or not.
D. Unless otherwise specified in soil and geological reports, no cut slopes should be
excavated higher or steeper than that allowed by the ordinances of controlling governmental
agencies. Additionally, short-term stability of temporary cut slopes or temporary excavation
is the contractors responsibility.
E. Erosion control and drainage devices should be designed by the project civil
engineer and should be constructed in compliance with the ordinances of the
controlling governmental agencies, and/or in accordance with the
recommendations of the soil engineer or engineering geologist.
VII. COMPLETION
A. Observation, testing and consultation by the geotechnical consultant should
be conducted during the grading operations in order to state an opinion that all
cut and filled areas are graded in accordance with the approved project
specifications.
B. After completion of grading and after the soil engineer and engineering
geologist have finished their observations of the work, final reports should be
submitted subject to review by the controlling governmental agencies. No
further excavation or filling should be undertaken without prior notification of
the soil engineer and/or engineering geologist.
C. All finished cut and fill slopes should be protected from erosion and/or be
planted in accordance with the project specifications and/or as recommended
by a landscape architect. Such protection and/or planning should be
undertaken as soon as practical after completion of grading
CITY OF SANTA ANA
Planning and Building Agency
o/"lS.
n .,_._..........�
FOR PERMIT ISSUANCE
Master ID:
Date:
TYPICAL RETAINING WALL DRAINAGE DET
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE
COMPACTION PER ASTM D1557.
RETAINING WALL. -----,,__
-----------------
=___===----MIN.
—-------------
--------------
6°MIN, .
WATERPROOFING AS NOTED'
al q
d =
FILTER FABRIC ENVELOPE
IN THE ATTACHED FIGURE.
— MIRAFI 140N OR APPROVED
EQUIVALENT)
I' _
_ — 3/4" — 1-1 /2" CLEAN GRAVEL
I:
4" (MIN.) DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 OR
FINISHED GRADE
`.d ..
- EQUIVALENT) WITH PERFORATIONS
____________________
d.. _—
ORIENTED DOWN AS DEPICTED
___---------------
__=
<I ;
MINIMUM 1 PERCENT GRADIENT TO
=COMPACTED FILL = _ _
.I
�"
— SUITABLE OUTLET.
-IF APPLICABLE ---
<.
---
-
—-——————————————————
L=--
°
--
-111-111 3 " MIN.
II I II I II I I=11 III=III=1 i!:I I1=1I I III COMPETENT, BEDROCK OR MATERIAL
III -III -III II -III -III -III -III -III -III- AS EVALUATED BY THE
WALL FOOTING GEOTECHNICAL CONSULTANT.
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
CANYON SUBDRAIN DETAIL
\\ NATURAL GROUND
_ -�__- ---- _______ - _____ -
- COMPACTED FILL - - - -- -
BENCHING =1------------------- ----
_____________ _- -
Approved
FOR PERMIT ISSUANCE
,zlz
EW04�
REMOVE
UNSUITABLE
MATERIAL
SUBDRAIN TRENCH
-TI=III- SEE ALTERNATES A&B
ALTERNATE A-1 4" kN.
PERFORATED PIPE
6" 0 MIN.
SUBDRAIN 1 1 /2"
ALTERNATE B: FILTER
8"
ALTERNATE B-1
FILTER MATERIAL:
FILTER MATERIAL SHALL BE CLASS
2 PERMEABLE MATERIAL PER
STATE OF CALIFORNIA STANDARD
SPECIFICATIONS, OR APPROVED
ALTERNATE. CLASS 2 GRADING AS
FOLLOWS:
SIEVE SIZE
1"
3/4"
3/8"
ALTERNATE A-2 NO. 4
GRAVEL WRAPPED IN
FABRIC
MIN. OVE
IIRAFI 140
ILTER FABF
IR APPROVI
QUIVALENT
1/2" MIN.
GRAVEL OR
APPROVED
EQUIVALENT
9 FT. 3/FT.
NO. 8
NO. 30
NO. 50
NO. 200
NOTE:
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
IN ADDITION TO THE WRAPPED
GRAVEL, OUTLET PORTION OF THE
SUBDRAIN SHOULD BE EQUIPPED WITH
A MINIMUM OF 10 FEET LONG
PERFORATED PIPE CONNECTED TO A
NONPERFORATED PIPE HAVING A
MINIMUM OF 5 FEET IN LENGTH INSIDE
THE WRAPPED GRAVEL.
ALTERNATE B-2
' SUBDRAIN INSTALLATION — SUBDRAIN PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN OR AT
LOCATIONS DESIGNATED BY THE GEOTECHNICAL CONSULTANT, SHALL BE NONPERFORATED PIPE.
• SUBDRAIN TYPE — SUBDRAIN TYPE SHALL BE ASTM D2751, SDR 23.5 OR ASTM D1527, SCHEDULE 40
ACRYLONITRILE BUTADIENE STYRENE (ABS) OR ASTM D3034 SDR 23.5 OR ASTM D1785, SCHEDULE 40
POLYVINAL CHLORIDE PLASTIC (PVC) PIPE OR APPROVED EQUIVALENT.
NOT TO SCALE
BENCHING DETAILS
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSU NCE
Master ID:
FILL SLOPE =_ _ = Co PACTED = � _
PROJECTED PLANE 1 TO ------- _y==
1 MAXIMUM FROM TOE - — _ � _ _ _ __ -
OF SLOPE TO APPROVED =__________-� _�=1I1-j11 I -I
GROUND. - -y== _ --
-- - - - - -� ---
NATURAL REMOVE
UNSUITABLE
GROUND_ — _- -
4 MIN. MATERIAL
BENCH
- f = _ _ _ _ = (TYPICAL) BENCH
---- HEIGHT
_ --- - - ( - = 2% MIN. — — I VARIES
— _
15' MIN. II
2' MIN LOWEST BENCH
KEY (KEY)
DEPTH
- - COMPACTED
FILL OVER CUT SLOPE - _ _ - FILL _
__--- - --- _ -- _-
REMOVE NATURAL
UNSUITABLE GROUND--,,,
_
MATERIALi = _ --- 4' MIN. BENCH
BENCH HEIGHT
2% MIN. = I (TYPICAL) VARIES
/ 15' MIN. II
/ LOWEST BENCH
/
/
i
CUT
FACE
TO BE CONSTRUCTED PRIOR
TO FILL PLACEMENT
NOTES:
LOWEST BENCH: DEPTH AND WIDTH SUBJECT TO FIELD CHANGE BASED
ON CONSULTANT'S INSPECTION.
SUBDRAINAGE: BACK DRAINS MAY BE REQUIRED AT THE DISCRETION OF
THE GEOTECHNICAL CONSULTANT.
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
IVI I I V 1IVI V IVI
DOWNSLOPE
KEY DEPTH
FILL SLOPE ABOVE NATURAL GROUND D�TAIL PERMIT ISSUANCE
1\L-wU11\LV rLl\
RECOMMENDATIONS OF SOILS
ENGINEER DURING GRADING
WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT
NECESSARY. HOWEVER, FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR
UNSUITABLE MATERIAL.
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
FILL SLOPE ABOVE CUT SLOPE DETAIL
REMOVE ALL TOPSOIL, COLLUVIU
AND CREEP MATERIAL FROM
TRANSITION
CUT/FILL CONTACT SHO
ON GRADING PLAN
CUT/FILL CONTACT SHO
ON "AS —BUILT"
NATURAL
TOPOGRAPHY
i
i
i
CUT SLOPEW
Approved
FOR PERMIT ISSUANC
Master ID:
Date:
FI LL
R
//P CRE jai
v
4' MIN.
i
BEDROCK OR APPROVED
FOUNDATION MATERIAL
)KNOTE: CUT SLOPE PORTION SHALL BE
MADE PRIOR TO PLACEMENT OF
FI LL.
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL Approve
FOR PERMIT ISSU NCE
Masi.,r ID:
D� FILL BLANKET
15' MIN. I 1 30" MIN.
OUTLET PIPES 4" 0
NONPERFORATED PIPE,
100' MAX. O.C.
HORIZONTALLY, 30'
MAX. O.C. VERTICALLY.
KEY 1' IIMIN -�=====-__ _-_
DEPTH i = ==_ =__: =__.�%
----�--=---------
_--___ =-2% MIN.
2' MIN. KEY WIDTH
EQUIPMENT SIZE -GENERALLY 15 FEET
/ TEMPORARY FILL \
LEVEL
_ RECOMPACTED FILL
—_-- 6" MIN. SELECT
BEDDING BACKFI
\ _4""MIN. NONPERFORATED
PIPE
DETAIL A -A
BACK CUT 1:1
OR FLATTER
ENCHING
- ___---- --- SUBDRAIN SEE
__________ - ALTERNATES A & B
FILTER MATERIAL
3 FT. 3/FT
T-CONNECTIONG " MIN N.
_ - 5% MIN._
NOTES:
• FILL BLANKET, BACK CUT, KEY WIDTH AND KEY DEPTH
ARE SUBJECT TO FIELD CHANGE, PER REPORT/PLANS.
• KEY HEEL SUBDRAIN, BLANKET DRAIN, OR VERTICAL
DRAIN MAY BE REQUIRED AT THE DISCRETION OF THE
GEOTECHNICAL CONSULTANT.
U E.1 P1Pe `�
PERFORATED 4 MIN .
PIPE 4" MIN.
ALTERNATE A
/ MIN. OVERLAP\
POSITIVE SEAL
SHOULD BE
PROVIDED AT
1 1/2" MIN.
THE JOINT
GRAVEL OR
APPROVED
5_ MIN,
EQUIVALENT
IRAFI 140
FILTER FABRIC
OV(�
OR APPROVED
\
EQUIVALENT /
ALTERNATE B
FILTER MATERIAL:
FILTER MATERIAL SHALL BE CLASS
2 PERMEABLE MATERIAL PER
STATE OF CALIFORNIA STANDARD
SPECIFICATIONS, OR APPROVED
ALTERNATE. CLASS 2 GRADING AS
FOLLOWS:
• SUBDRAIN INSTALLATION - SUBDRAIN PIPE SHALL BE SIEVE SIZE
INSTALLED WITH PERFORATIONS DOWN OR AT LOCATIONS
DESIGNATED BY THE GEOTECHNICAL CONSULTANT, SHALL 1"
BE NONPERFORATED PIPE. 3/4"
3/8"
• SUBDRAIN TYPE - SUBDRAIN TYPE SHALL BE ASTM NO. 4
D2751, SDR 23.5 OR ASTM D1527, SCHEDULE 40 NO. 8
ACRYLONITRILE BUTADIENE STYRENE (ABS) OR ASTM NO. 30
D3034 SDR 23.5 OR ASTM D1785, SCHEDULE 40 NO. 50
POLYVINYL CHLORIDE PLASTIC (PVC) PIPE OR APPROVED NO. 200
EQUIVALANT.
NOT TO SCALE
PERCENT PASSING
100
90-100
40-100
25- 40
18-33
5-15
0-7
0-3
CITY OF SANTA ANA
Planning and Building Agency
TYPICAL SHEAR KEY DETAIL
ATURAL GROUND
PANE OF WE KN
ESS
PROVIDE BACKDRAIN PER BACKDRAIN
DETAIL. AN ADDITIONAL BACKDRAIN
AT MID -SLOPE WILL BE REQUIRED
FOR BACK SLOPES IN EXCESS OF 40
FEET HIGH. LOCATIONS OF
BACKDRAINS AND OUTLETS PER
SOILS ENGINEER AND/OR
ENGINEERING GEOLOGIST DURING
GRADING.
COMPACTED FILL
NOT TO SCALE
FOR PERMIT ISSUANCE I
Master ID:
Date:
ROPOSED GRADING
OF ESS
BASE WIDTH "W" DETERMINED
BY SOILS ENGINEER
CITY OF SANTA ANA
Planning and Building Agency
FOR PERMIT ISSUANCE
Master ID:
ROCK DISPOSAL DETAIL Date:
_ = == - =� ___ -____________ __
COMPACTED
SLOPE FACE _ _ _ _ - _ FILL -
_-_____--- —------� ---- ___---
----------------------------
-�= _ _______---- ------ _
10 -=-4' MIN.�-------- - ----
=_ -__
-------�-- _=
-------- = ----
---------------------------------
_
_---
-----------
OVERSIZE -------
WINDROW --- ��---
GRANUALAR SOIL TO
FILL VOIDS, DENSIFIED
BY FLOODING
PROFILE ALONG WINDROW
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
TRANSITION LOT DETAILS
CUT -FILL LOT
i
I'
FOR PERMIT ISSUANCE
Master ID:
Date:
GROUND
5'�
MIN.
----------- ___-__ _�_ =_
COMPACTED FILL �_=--- R\P\-_ _ _____________ 36 MIN.
OVEREXCAVATE AND RECOMPACT
UNWEATHERED BEDROCK OR�
MATERIAL APPROVED BY
GEOTECHNICAL CONSULTANT
CUT LOT
[NATURAL
GROUND
---REMOVE � i 5,
UNSUITABLE--__MATFIRIAI �
MIN.
------------ _-_______________
_- COMPACTED FILL -____- ---------------- 36' MIN.
OVEREXCAVATE AND RECOMPACT
UNWEATHERED BEDROCK OR�
MATERIAL APPROVED BY
GEOTECHNICAL CONSULTANT
NOTE:
DEEPER OVEREXCAVATION AND RECOMPACTION SHALL BE PERFORMED IF
DETERMINED TO BE NECCESSARY BY GEOTECHNICAL CONSULTANT.
NOT TO SCALE
CITY OF SANTA ANA
Planning and Building Agency
NOTES:
TRENCH
PERFORATED ' PIP E�
NON -PERFORATE
OUTLET PIPE
OUTLET PIPE DETAIL
NOT TO SCALE
1. FILTER MATERIAL SHOULD CONFORM
TO ASTM C-33-81, PARAGRAPH 4.1
(CONCRETE FINE AGGREGATE).
ALTERNATIVELY, 3/4" GRAVEL
COMPLETELY SURROUNDED IN
APPROVED FILTER FABRIC MAY BE
USED IN LIEU OF CONCRETE SAND.
2. PERFORATED DRAIN PIPE TO HAVE
A MINIMUM DRAINAGE GRADIENT OF
1.0 PERCENT.
3. UPGRADIENT END OF OF SUBDRAIN
PIPE SHALL BE CAPPED.
4. SUBDRAIN PIPE SHOULD BE
CONNECTED TO A BURIED
UNPERFORATED PIPE LEADING TO A
WATER COLLECTOR UNPERFORATED
PIPE SHALL HAVE A MINIMUM
DRAINAGE GRADIENT OF 2.0 PERCENT.
5. LOCATION AND DETAILS OF
SUBSURFACE DRAIN INSTALLATION ARE
SUBJECT TO REVISION BY THE SOIL
ENGINEER IN THE FIELD DURING
CONSTRUCTION.
CITY OF SANTA ANA
Planning and Building Agency
FINAL LIMIT OF
EXCAVATION
20' MAXIMUM
Approved
FOR PERMIT ISSUANCE
DAYLIGHT SHEAR KEY DETAIL
DAYLIGHT
LINE
2' MINIMUM
VEREXC
FINISH P
OVEREXCAVATE 3'
AND REPLACE WITH
COMPACTED FILL
--------------------------
--------------------------
--------------------------
------------------------
SOUND BEDROCK
-____ _=�
TYPICAL BENCHING
OVERBURDEN "-PROVIDE BACKDRAIN PER BACKDRAIN
(CREEP -PRONE) DETAIL. LOCATION OF BACKDRAIN AND
OUTLETS PER SOILS ENGINEER
AND/OR ENGINEERING GEOLOGIST
DURING GRADING.
NOT TO SCALE
QUIPMENT WIDTH (MINIMUM 15')
structural calculations
for
2234 S. LOWELL STREET
garage to adu
2234 S. LOWELL STREET
SANTA ANA, CA. 92707
31-JUL-25
CE JOB NO. : 25-285
S T R U C T U R A L
3 2 4 E S O U T H S T , L O N G B E A C H , C A L I F O R N I A 9 0 8 0 5
T : 5 6 2 . 9 6 1 . 5 6 0 0 W W W . C A S T I L L O E N G I N E E R I N G . C O M
1
ARCHITECT CASTILLO ENGINEERING, INC.JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F-V8.
14 Plywood shall conform to PS 1-95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2019 California Building Code.
2
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
3
PROJECT:CASTILLO ENGINEERING
324 E South St, Long Beach, CA 90805
37683.00
Wood :Douglas-Fir/Larch Cr = 1.15 (repetitive member factor)Fv =180 psi (for Light Framing and Joists & Planks)
E = 1,500,000 psi (Const Light Framing)Fv =170 psi (for Beams & Stringers and Posts & Timbers)
E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers)
FLOO ROOF
MEMBER:SIZE:(35 PCF)PROPERTIES:BENDING STRESS:1.00 (k-ft & k)Cd =1.00 (k-ft & k)Cd =1.25
Nominal Grade Type B (in)D (in)PLF (in^2)S(in^3)I(in^4)Fb(psi)CF Fb x CF max Mmax Mmax(rep)max Mmax Mmax(rep)
2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 0.37
2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 1.06
2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 1.70
2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2.54
2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 3.41
2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4.26
4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 0.86
4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 2.47
4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111.1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4.30
4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 6.46
4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 8.76
4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 11.0
6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05
6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47
6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45
6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6
6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0
6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2
4
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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C.J.C.J.
H1
H1
H1
H1
H2 H2
H2 H2
H3
H3
H3
RJ1 B1
B2
B1
H1
RJ2
ROOF KEYPLAN
B3
H2
13
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =12.66 ft
Member=2x8 A =10.88 in^2
S =13.1 in^3
No. of members=1 I =47.6 in^4
CD=1.25 E =1,600,000 psi
CF=1.20 Va =1.305 kips
CV=1.00 Ma =0.986 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=12.66 ft
0.29 0.29
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6 Roof
w1,2 (16 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 12.66
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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 12.66
Shear
R1=0.295 kips
R2=-0.295 kips Stress Ratio
Vmax=0.29 kips Vallow.=1.63 x 1 =1.6313 kips OK .18
Flexure
M=0.933 k-ft Mallow.=1.70 x 1 =1.7001 k-ft OK .55
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.353 +0.000 +0.000 +0.000 =0.35 =L <L OK deflection:.42
430 180
0.353 +0
D (L Only)=0.202 +0 +0 +0 =0.2 =L L OK deflection:.32
753 240
USE:1- 2X8 RAFTERS @ 16" O.C.
flexure:
0
shear:
3/24/25 12:00 AM
RJ1
0
0
0
0
14
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =2.75 ft
Member=2x4 A =5.25 in^2
S =3.1 in^3
No. of members=1 I =5.4 in^4
CD=1.25 E =1,600,000 psi
CF=1.00 Va =0.630 kips
CV=1.00 Ma =0.255 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=2.75 ft
0.06 0.06
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6 Roof
w1,2 (16 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 2.75
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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 2.75
Shear
R1=0.064 kips
R2=-0.064 kips Stress Ratio
Vmax=0.06 kips Vallow.=0.79 x 1 =0.7875 kips OK .08
Flexure
M=0.044 k-ft Mallow.=0.37 x 1 =0.3669 k-ft OK .12
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
4724 180
0.007 +0
D (L Only)=0.004 +0 +0 +0 =0 =L L OK deflection:.03
8267 240
USE:1- 2X4 RAFTERS @ 16" O.C.
flexure:
0
shear:
3/24/25 12:00 AM
RJ2
0
0
0
0
15
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =4.16 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=4.16 ft
0.28 0.28
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.91 =58.65 +78.2 Roof
w1,2 (10 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =58.65 +78.2 =0.137 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 4.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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 4.16
Shear
R1=0.285 kips
R2=-0.285 kips Stress Ratio
Vmax=0.28 kips Vallow.=2.89 x 1 =2.8875 kips OK .10
Flexure
M=0.296 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .14
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.012 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.04
4203 180
0.012 +0
D (L Only)=0.007 +0 +0 +0 =0.01 =L L OK deflection:.03
7355 240
USE:1-4X6
shear:
3/24/25 12:00 AM
B1
0
0
0
0
flexure:
0
16
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =5.16 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=5.16 ft
0.30 0.30
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.33 =49.95 +66.6 Roof
w1,2 (10 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =49.95 +66.6 =0.117 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 5.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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 5.16
Shear
R1=0.301 kips
R2=-0.301 kips Stress Ratio
Vmax=0.30 kips Vallow.=2.89 x 1 =2.8875 kips OK .10
Flexure
M=0.388 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .18
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.024 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.07
2586 180
0.024 +0
D (L Only)=0.014 +0 +0 +0 =0.01 =L L OK deflection:.05
4526 240
USE:1-4X6
shear:
3/24/25 12:00 AM
B2
0
0
0
0
flexure:
0
17
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL ST.
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L = 4.50 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= 4.5 ft
0.22 0.22
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 2.75 = 41.25 + 55 Roof
w1,2 (16 +0) x 0 = 0 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (10 +0) x 0 = 0 + 0 Ceiling
W1 = 41.25 + 55 =0.096 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+ )x 0.00 x 0.00 = 0 + 0 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 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 4.5
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 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 4.5
Shear
R1= 0.217 kips
R2= -0.217 kips Stress Ratio
Vmax= 0.22 kips Vallow.=2.89 x 1 = 2.8875 kips OK .08
Flexure
M= 0.244 k-ft Mallow.=2.15 x 1 = 2.1506 k-ft OK .11
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.011 + 0.000 + 0.000 + 0.000 = 0.01 = L < L OK deflection:.04
4721 180
0.011 + 0
D (L Only)= 0.007 + 0 + 0 +0 = 0.01 = L L OK deflection:.03
8262 240
USE:1- 4X6
shear:
3/25/25 12:00 AM
B3
0
0
0
0
flexure:
0
18
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =4.00 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=4 ft
0.58 0.58
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 7.33 =109.95 +146.6 Roof
w1,2 (16 +0)x 2.16 =34.56 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =144.51 +146.6 =0.291 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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=0.582 kips
R2=-0.582 kips Stress Ratio
Vmax=0.58 kips Vallow.=2.89 x 1 =2.8875 kips OK .20
Flexure
M=0.582 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .27
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.022 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.08
2223 180
0.022 +0
D (L Only)=0.011 +0 +0 +0 =0.01 =L L OK deflection:.05
4413 240
USE:1-4X6
shear:
3/24/25 12:00 AM
H1
0
0
0
0
flexure:
0
19
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =4.00 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=4 ft
0.34 0.34
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2 =30 +40 Roof
w1,2 (16 +0)x 6.25 =100 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =130 +40 =0.170 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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=0.340 kips
R2=-0.340 kips Stress Ratio
Vmax=0.34 kips Vallow.=2.89 x 1 =2.8875 kips OK .12
Flexure
M=0.340 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .16
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.013 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.05
3806 180
0.013 +0
D (L Only)=0.003 +0 +0 +0 =0 =L L OK deflection:.01
16175 240
USE:1-4X6
flexure:
0
shear:
3/24/25 12:00 AM
H2
0
0
0
0
20
CASTILLO ENGINEERING, INC.Project 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA. 90805
Engr.Date:Job No.25-285 Sheet
Tag
Beam 5
L =3.50 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=3.5 ft
0.89 0.89
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 12.7 =190.5 +254 Roof
w1,2 (10 +0)x 6.16 =61.6 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling
W1 =252.1 +254 =0.506 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =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 3.5
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =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 3.5
Shear
R1=0.886 kips
R2=-0.886 kips Stress Ratio
Vmax=0.89 kips Vallow.=2.89 x 1 =2.8875 kips OK .31
Flexure
M=0.775 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .36
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.022 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.09
1908 180
0.022 +0
D (L Only)=0.011 +0 +0 +0 =0.01 =L L OK deflection:.06
3802 240
USE:1-4X6
flexure:
0
shear:
3/24/25 12:00 AM
H3
0
0
0
0
21
CF-2
4.68 K
CF-3
F1
0.28 K
F1
0.28 K
F2
0.28 K
0.30 K
F2
0.28K
0.30 K
FOUNDATION KEYPLAN
CF-1
22
ARCHITECT CASTILLO ENGINEERING JOB 2234 S. LOWELL STREET
1147 E. MARKET ST. LONG BEACH, CA. 90805
ENGR. MC DATE JOB NO. 25-285 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:
CF-3
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:
192.45
15
16 0
256.6
1'-0" WIDE FTG.
387.66
FLOOR:
WALL:
60
1'-0" WIDE FTG.
0 0 0
12.83
133.2
133.2
0
0
254.46
387.66 0.26
1500
ROOF: 15
D L
20
1'-0" WIDE FTG.1500
671.61
222.56 0
671.61 0.45
415.01 256.6
13.91
154.56
99.9
WALL: 16 0 9.66
FLOOR:40 0
ROOF:
0
0.20
D L
6.6615 20
15
1500
292.56
222.56
40
0
0
30
0
40
0
WALL:13.91
24/03/2025
20
D L
ROOF:
FLOOR:
15 2
292.56
16
252.56
4015 0
F-CONTINUOUS FOOTINGS-1500
23
ARCHITECT Castillo Engineering, Inc.PROJECT 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-285 SHEET NO.
iven:
h1 = 1 in.d = 3.in.D L TRIB D L
w1 1 20 6.6 = 99.+ 133.
h2 = 8 in.W = 12 in.1 40 0 = 0 + 0
16 0 9.6 = 154.+ 0
H = 26 in.254.+ 133.= 387.pl
Area = 666 in.2 L = 55.5 in.
4.625 ft.2 = 4.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grad
= 487.pl
qa = 1500 ps
Pa = 1500 4.63 = 6.94 kips Pload = 488 4.63 = 2.26 kips
CAPACITY
Pnet = 6.94 - 2.26 = 4.68 kips
Pnet = 4.68 kips
3/25/2025
wuniform
CF-2 FOOTING CAPACITY
24
ARCHITECT CASTILLO ENGINEERING, INC.JOB 2234 S. LOWELL STREET
1147 E. Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-285 SHEET NO.
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
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
0.3
5.4
0
0.58
F1
0.28
0
0
F2
24/03/2025
0
0
0.28
5.4
0.28
SPREAD FOOTINGS1500
USE 4x4 POST
USE CF-2 CAPACITY
USE 4x4 POST
25
ASCE Hazards Report
Address:
2234 S Lowell St
Santa Ana, California
92707
Standard:ASCE/SEI 7-22 Latitude:33.716704
Risk Category:II Longitude:-117.879032
Soil Class:Default Elevation:46.5377374472128 ft (NAVD
88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 102 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Mar 24 2025
Page 1 of 5https://ascehazardtool.org/Mon Mar 24 202526
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 5https://ascehazardtool.org/Mon Mar 24 202527
PGA M : 0.66
SMS : 1.73
SM1 : 1.19
SDS : 1.15
SD1 : 0.79
T L : 8
SS : 1.47
S1 : 0.52
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 3 of 5https://ascehazardtool.org/Mon Mar 24 202528
Data Accessed: Mon Mar 24 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 4 of 5https://ascehazardtool.org/Mon Mar 24 202529
Snow
Results:
Ground Snow Load, p : 3 lb/ftg
2
20-year MRI Value: 1 lb/ft^2
Winter Wind Parameter: 0.25
Mapped Elevation: 53.6 ft
Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D
Date Accessed: Mon Mar 24 2025
Values provided are ground snow loads. In areas
designated "case study required," extreme local
variations in ground snow loads preclude mapping at this
scale. Site-specific case studies are required to establish
ground snow loads at elevations not covered.
Snow load values are mapped to a 0.5 mile resolution.
This resolution can create a mismatch between the
mapped elevation and the site-specific elevation in
topographically complex areas. Engineers should consult
the local authority having jurisdiction in locations where
the reported ‘elevation’ and ‘mapped elevation’ differ
significantly from each other.
Ground Snow Loads for IRC only, p :g(asd)2.1 lb/ft
2
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 5 of 5https://ascehazardtool.org/Mon Mar 24 202530
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 03/24/25 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 =9.66 ft
Building height to ridge hr =13.91 ft
Effective area of components A =31.07409 2
DESIGN SUMMARY
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 ft
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 -0.18
3.08 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
3E -0.64 -15.14 -8.51 -0.53 -13.09 -6.45 (+GCp i ) (-GCp i )
ENGINEERING
Surface
Roof angle q =
Net Pressure with
Surface
Roof angle q =
G Cp f
Net Pressure with
Surface
Roof angle q =
G Cp f
25-285
2234 S. LOWELL STREET
Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2024 / CBC 2022
Roof angle q =
G Cp f
Net Pressure with
CASTILLO
Net Pressure withG Cp f
31
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
10 psf min.Horiz.5.42 5.42 10 psf min.Horiz.3.62 3.62
Sec. 6.1.4.1 Vert.-11.99 -11.99 Sec. 6.1.4.1 Vert.-11.99 -11.99
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
29 29 22.7 22.7
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.
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.31.07409 0.40 -0.85 0.40 -1.45 0.40 -2.30 0.91 -1.01 0.91 -1.23
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
10.72 -19.00 10.72 -30.11 10.72 -45.79 20.15 -21.99 20.15 -25.92
S
Surface Pressure (k) withPressure (k) with
S
Surface
Pressure (k) withTorsion (ft-k)Surface Torsion (ft-k)
Total Horiz. Torsional Load, MT
Zone 5
Zone 3 Zone 4 Zone 5
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3 Zone 4Zone 2
Surface Pressure (k) with
Zone 1 Zone 2
Pressure
32
SEISMIC BASE SHEAR (ASCE7-22)
Latitude:33.716704
Longitude:-117.87903
SITE CLASS:D (Table 20.3-1)ρ=1.3
R=6.5 (Table 12.2-1)Ie=1
(Section 21.4)
1.730 0
1.190 0
(11.4-3)
1.153
(11.4-4)
0.7933333 0.13757
0.68786
See on Figs. 22-14 through 22-17
0.02
13.910
0.75
0.144
W= Effective seismeic weight
(GOVERNS)
For S1 is equal to greater than 0.6g
0.092 W
0.847 W
0.177
0.231 W Strength Level
0.161 W Allowable Stress Design
𝑆=
𝑆
=
𝑆=3 𝑆
=
𝑆=3 𝑆
=
𝑇= 𝐶ℎ
=
ℎ=
𝑥=
=
=
=.
=
=
=
=
==
==
=
=
33
SEISMIC ANALYSIS
WEIGHT
Level 1 W roof =20 psf x 1036 ft^2 =20.72 kips
W wall =16 psf x 627 ft^2 =10.04 kips
WR =30.75 kips
BASE SHEAR
0.161 x 30.75 kips = 4.97 kips
F1=
DISTRIBUTION OF BASE SHEAR
1 Level
2 or more levels
W TOTAL
30.75 kips
4.794 psf
𝑽𝑩𝑨𝑺𝑬= 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳
= 𝑉 ∗ 𝑊=
𝑭𝒙= 𝑽𝑩𝑨𝑺𝑬∗𝑾𝑿∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑾𝟏∗ 𝒉𝟏+𝑾𝟐∗𝒉𝟏+ 𝒉𝟐+ ⋯𝑾𝒏∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑩𝑨𝑺𝑬=∗𝑻𝑶𝑻𝑨𝑳
𝑨
34
35
SHEARWALL KEYPLAN
2.39 K
2.56 K
1.60 K
1.60 K 1.76 K
X1.1 X1.2
X2.1
Y1.1
Y2.1
Y3.1
AREA: 1,035.77 SQ.FT.
PERIMETER: 139'-5"
X:30'-9"
Y:39'-0"
36
X1.1 X1.2
X2.1
'X' DIRECTION
AREA: 500.09 SQ.FT.
AREA: 535.68 SQ.FT.
37
ARCHITECT JOB 2234 S. LOWELL STREET
CASTILLO ENGINEERING, INC.
1147 E. Market Street
ENGR. MC DATE:Long Beach, CA. 90805 JOB N 25-285 SHEET NO.
TAG:X1.1 ( 5.25 ft),X1.2 ( 8.41 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.15
SHEAR STRESS
X1.1 :L1= ft v= lbs = plf
X1.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =k-f
ROOF:psf x ft =plf h/w= 1.52 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 5.25 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT= x x 8 = k-f
ROOF:psf x ft =plf h/w= 0.95 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 8.41 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
July 31, 2025
8.41
1
13.66
5.25
0.143 1.97
Unit load
15 1
Tallow=2.31
T=
15
5.06 1.14
Tallow=
16 8 128
15
2.31
Unit load
WALL:
Tributary
11.77
X1.2
2.39 8.41
HDU2
143
0.143 5.06
11.77
1.23
HDU2
16 8 128
143
WALL:X1.1
2.39 5.25
T= 7.3 1.97
15
8.41 13.66
7.3
Tributary
13.66
13.66
SHEARWALL CALCULATIONS
2.39
5.25 2390 175
38
ARCHITECT JOB 2234 S. LOWELL STREET
CASTILLO ENGINEERING, INC.
1147 E. Market Street
ENGR. MC DATE:Long Beach, CA. 90805 25-285 SHEET NO.
TAG:X2.1 ( 10.08 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.15
SHEAR STRESS
X2.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.79 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 10.08 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
10.08
SHEARWALL CALCULATIONS
2.56
10.08 2560 254
15
0.00 10.08
20.5
Tributary
10.08
WALL:X2.1
2.56 10.08
T= 20.5 7.26 1.72
HDU2
16 8 128
143
Tallow=3.08
March 24, 2025
10.08
0.143 7.26
Unit load
15 1
39
Y1.1
Y2.1
Y3.1
'Y' DIRECTION
AREA:
333.80 SQ.FT.
AREA:
333.80 SQ.FT.
AREA:
368.61 SQ.FT.
40
ARCHITECT JOB 2234 S. LOWELL STREET
CASTILLO ENGINEERING, INC.
1147 E. Market Street
ENGR. MC DATE:Long Beach, CA. 90805 25-285 SHEET NO.
TAG:Y1.1 ( 12.16 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.15
SHEAR STRESS
Y1.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.66 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 12.16 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
12.16
SHEARWALL CALCULATIONS
1.60
12.16 1600 132
90
0.00 12.16
12.8
Tributary
12.16
WALL:Y1.1
1.60 12.16
T= 12.8 16.12 0.47
HDU2
16 8 128
218
Tallow=3.08
March 24, 2025
12.16
0.218 16.12
Unit load
15 6
41
ARCHITECT JOB 2234 S. LOWELL STREET
CASTILLO ENGINEERING, INC.
1147 E. Market Street
ENGR. MC DATE:Long Beach, CA. 90805 25-285 SHEET NO.
TAG:Y2.1 ( 12.16 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.15
SHEAR STRESS
Y2.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.66 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 12.16 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
12.16
SHEARWALL CALCULATIONS
1.60
12.16 1600 132
210
0.00 12.16
12.8
Tributary
12.16
WALL:Y2.1
1.60 12.16
T= 12.8 24.99 0.15
HDU2
16 8 128
338
Tallow=3.08
March 24, 2025
12.16
0.338 24.99
Unit load
15 14
42
ARCHITECT JOB 2234 S. LOWELL STREET
CASTILLO ENGINEERING, INC.
1147 E. Market Street
ENGR. MC DATE:Long Beach, CA. 90805 25-285 SHEET NO.
TAG:Y3.1 ( 9.75 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
=:((0.6-.14SDS) D + 0.7 E
SDS : 1.15
SHEAR STRESS
Y3.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w=0.82 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 9.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
9.75
SHEARWALL CALCULATIONS
1.60
9.75 1600 164
105
0.00 9.75
12.8
Tributary
9.75
WALL:Y3.1
1.60 9.75
T= 12.8 11.07 0.81
HDU2
16 8 128
233
Tallow=3.08
March 24, 2025
9.75
0.233 11.07
Unit load
15 7
43
Company:Date:10/26/2023
Engineer:Page:1/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.1
1.Project information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, hef (inch): 10.000
Code report: ICC-ES ESR-4057
Anchor category: -
Anchor ductility: Yes
hmin (inch): 11.38
cac (inch): 26.22
Cmin (inch): 1.75
Smin (inch): 3.00
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 13.75
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36
Code Report: ICC-ES ESR-4057
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
44
Company:Date:10/26/2023
Engineer:Page:2/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: 3400
Vuax [lb]: 0
Vuay [lb]: 0
<Figure 1>
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
45
Company:Date:10/26/2023
Engineer:Page:3/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.1
<Figure 2>
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
46
Company:Date:10/26/2023
Engineer:Page:4/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.1
Shear load y,
Vuay (lb)
Anchor Tension load,
Nua (lb)
3. Resulting Anchor Forces
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
Shear load x,
Vuax (lb)
3400.01 0.0 0.00.0
0.0 0.0Sum3400.0 0.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 3400
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (lb)Nsa (lb)
13110 0.75 9833
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kc a f’chef1.5 (Eq. 17.4.2.2a)
kc a f’c (psi)hef (in)Nb (lb)
17.0 1.00 2500 10.000 26879
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
360.00 900.00 4.75 0.795 1.00 1.000 26879 0.65 5556
6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5)
k,cr =k,crfshort-termKsat(f’c /2,500)n
k,cr (psi)fshort-term Ksat f’c (psi)n k,cr (psi)
1356 1.00 1.00 2500 0.24 1356
Nba =a cr dahef (Eq. 17.4.5.2)
a cr (psi)da (in)hef (in)Nba (lb)
1.00 1356 0.63 10.000 26625
Na =(ANa / ANa0)ed,Na cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a)
ANa (in2)ANa0 (in2)cNa (in)ca,min (in)ed,Na cp,Na Nba (lb)Na (lb)
210.29 307.10 8.76 4.75 0.863 1.000 26625 0.65 10223
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
47
Company:Date:10/26/2023
Engineer:Page:5/5
Project:
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.1
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 3400 9833 0.35 Pass
Concrete breakout 3400 5556 0.61 Pass (Governs)
Adhesive 3400 10223 0.33 Pass
SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria.
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer’s product literature for hole cleaning and installation instructions.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
48