HomeMy WebLinkAbout1613 W Chestnut Ave, #2 & #3 - Plan(N) ADU
749 SF
2 BED/2 BATH
(N) JADU
447 SF
1 BED/1 BATH
(E) GAS
METER
(E) GARAGE
345 SF
(E) 1-STORY
MAIN UNIT
1,283 SF
3 BED/2 BATH
(E
)
P
O
R
C
H
58
S
F
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
6'H WOODEN
GATE
6'H METAL
GATE
(E) POWER
POLE
PROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
(E) 6'H BLOCKWALL
6' UTILITY
EASEMENT 6'-0"
13'-4"
(N) 100A
SUB-PANEL
(E) WATER
METER
4:
1
2
4:12
4:
1
2
4:
1
2
4:12 4:12
12"
12"
24"
24"
24"
(E) LIGHT
POLE
6'-0"41'-3" 4'-0"
5'-10"
24'-6"
10'-0"
19'-0"
24'-4"
7'-0"
38'-6"
19'-4"
20'-0"
7'-11"
4'-0"
17'-10"4'-8"4'-3" 4'-6" 5'-3"
℄
30'-0" TO
CENTERLINE
W CHESTNUT AVE
(E
)
6
'
H
C
H
A
I
N
L
I
N
K
F
E
N
C
E
(E) METAL FENCE &
GATE TO BE REMOVED
6'-0"
6' UTILITY
EASEMENT
1'-2"
(N) ADDITION
235 SF
7'-0"
18'-2"
4'-0"
10'-6"
6'-0"
23'-6"
(N
)
4
"
C
O
N
C
R
E
T
E
WA
L
K
W
A
Y
FRONT YARD
LANDSCAPING
(PER S.A.M.C. SEC. 41-240)
(E) REAR YARD
LANDSCAPING
(N) 4" ABS SEWER LINE,
MIN. 2% SLOPE
(E
)
4
"
S
E
W
E
R
L
I
N
E
TO
S
T
R
E
E
T
(
V
.
I
.
F
.
)
12" (TYP. @ ADU)
IM
A
G
I
N
A
R
Y
PR
O
P
E
R
T
Y
L
I
N
E
10
SD-2
1-HR RATED
OVERHANG
AND WALL
4
SD-2
PU
B
L
I
C
U
T
I
L
I
T
Y
EA
S
E
M
E
N
T
(
6
F
E
E
T
)
4:
1
2
4:
1
2
4:
1
2
4:
1
2
10
SD-2
1-HR RATED
OVERHANG
AND WALL
5'-0"
24"
24"
24"
7'-11"5'-3"
6
SD-2
1-HR RATED
OVERHANG
4:
1
2
4:124:12
4:124:12
42'-2"
AC
ADDRESS
NUMBER
(N
)
2
-
G
A
N
G
P
A
N
E
L
,
10
0
A
E
A
C
H
F
O
R
JA
D
U
A
N
D
M
A
I
N
U
N
I
T
(N
)
A
D
U
10
0
A
P
A
N
E
L
AC
(N
)
L
A
N
D
S
C
A
P
E
D
AR
E
A
7'-8"
(N
)
P
O
R
C
H
42
S
F
8'-9"
(N) 1"
WATER
METER
(N) WATER LINE: 1"
COPPER TYPE "L" OR
PVC PIPE, MIN. 18"
BELOW GROUND
3'-0"
2'-0"
2'-0"
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
4:
1
2
4:
1
2
4'-6"
3'-0"
3'-0"
5'-0"
CONC. LANDING
CONC. LANDING
(N) JADU 100A
SUB-PANEL
(E) GAS
METER
(E) GARAGE
345 SF
(E) 1-STORY
MAIN UNIT
1,283 SF
3 BED/2 BATH
(E
)
P
O
R
C
H
58
S
F
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
(E) LANDSCAPED
AND GRASS AREA
(E) CONCRETE
WALKWAY
6'H WOODEN
GATE
6'H METAL
GATE
(E) POWER
POLE
PROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
(E) 6'H BLOCKWALL
6' UTILITY
EASEMENT6'-0"
13'-4"
(E) 100A PANEL
CHANGED TO
100A SUB-PANEL
(E) WATER
METER
FIREPL.
4:
1
2
4:12
4:
1
2
4:
1
2
4:12 4:12
12" 12"
24"
24"
24"
24"
(E) LIGHT
POLE
(E) LANDSCAPED
AND GRASS AREA
13'-2" 42'-2" 4'-8"
31'-0"
24'-6"
13'-8"
19'-8"
20'-0"
32'-2"
38'-6"
19'-4"
20'-0"
7'-11"
4'-0"
17'-10" 4'-8"4'-3" 20'-1" 13'-2"
℄
30'-0" TO
CENTERLINE
W CHESTNUT AVE
(E) SHED TO BE
REMOVED
(E
)
6
'
H
C
H
A
I
N
L
I
N
K
F
E
N
C
E
(E) COVER TO
BE REMOVED
(E) COVER TO
BE REMOVED
6'-0"
6' UTILITY
EASEMENT
1'-2"
(E) METAL FENCE &
GATE TO BE REMOVED
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
ATTIC VENTILATION CALCULATION
TOTAL ATTIC VENTILATION AREA SHALL NOT BE
LESS THAN 1/150 OF THE ATTIC SPACE AREA.
1. ADU: ATTIC SPACE = 749 SF
ATTIC VENTS REQUIRED = 749/150 = 5.0 SF
2. JADU: ATTIC SPACE = 447 SF
ATTIC VENTS REQUIRED = 447/150 = 3.0 SF
3. ADDITION: ATTIC SPACE = 235 SF
ATTIC VENTS REQUIRED = 235/150 = 1.6 SF
===> PROVIDE 6 VENTS ON THE ADU, 3 VENTS ON
THE JADU AND 2 VENTS ON THE ADDITION,
OHAGINTM 14" DIAMETER ROOF VENTS (1.07 SF
EACH), AS INDICATED ON ROOF PLAN HEREON
PROJECT INFORMATION
OWNER: OK HA FAMILY LIMITED PARTNERSHIP
C/O: KIM TRAN
TEL.: (714) 856 5977
ADD.: MAIN: 1613 W CHESTNUT AVE
JADU: 1613 W CHESTNUT AVE, UNIT 2
ADU: 1613 W CHESTNUT AVE, UNIT 3
SANTA ANA, CA 92703
(E) MAIN UNIT = 1,283 SF
(E) GARAGE = 345 SF
(E) PORCH = 58 SF
(N) ADDITION = 235 SF
(N) JADU = 447 SF
(N) ADU = 749 SF (EXEMPT FROM LOT COVERAGE)
(N) ADU PORCH = 42 SF
LOT COVERAGE = 1,283 + 345 + 235 + 447 = 2,310 SF
LIVING AREA = 1,283 + 749 + 235 + 447 = 2,714 SF
LOT SIZE = 6,600 SF
% COVERAGE = 2,310/6,600 = 35.0%
APN = 007-224-24
ZONE = R1/U
OCCUPANCY = MAIN UNIT: R-3/U, ADU: R-3
FLOOD ZONE = X
NUMBER OF STORY = 1
TYPE OF CONSTRUCTION = VB
(E) UNIT AND ADU FIRE SPRINKLER = NOT EQUIPPED
APPLICABLE BUILDING STANDARDS
1. 2022 CALIFORNIA MECHANICAL CODE (CMC)
2. 2022 CALIFORNIA BUILDING CODE (CBC)
3. 2022 CALIFORNIA RESIDENTIAL CODE (CRC)
4. 2022 CALIFORNIA PLUMBING CODE (CPC)
5. 2022 CALIFORNIA ELECTRICAL CODE (CEC)
6. 2022 CALIF. ENERGY EFFICIENCY STANDARD
7. 2022 CALIF. GREEN BUILDING STANDARDS
8. CITY OF SANTA ANA ORDINANCES
DRAWING INDEX
A1 SITE/ROOF PLAN - GENERAL NOTES
A2 (N) ADU AND (E) MAIN UNIT FLOOR PLAN
A3 (E) MAIN UNIT AND (N) JADU FLOOR PLAN
SOLAR ZONE DEDICATION
A4 ELEVATION - BUILDING SECTIONS
LOAD CALCULATIONS
DR1-2 DRAINAGE PLAN
SN-1 STRUCTURAL GENERAL NOTES
S1-2 FOUNDATION PLAN - FRAMING PLAN
SD1-2 STRUCTURAL DETAILS
T1-5 TITLE 24 PLAN
T6-7 GREEN BUILDING STANDARDS CODE
SCOPE OF WORK
1. BUILD NEW DETACHED 749 SF ADU (2 BEDROOM -
2 BATHROOM) WITH 42 SF PORCH
2. BUILD NEW ATTACHED 447 SF JADU (1 BEDROOM -
1 BATHROOM)
3. BUILD NEW 235 SF ADDITION OF BEDROOM #4
AND BATHROOM #3 TO THE EXISTING UNIT
4. RELOCATE EXISTING 100A PANEL TO ADU
5. REMOVE EXISTING METAL FENCE AND GATE
WITHIN 20 FEET OF FRONT YARD
CONSTRUCTION NOTES
1. CONSTRUCTION WORK HOURS ARE 7AM - 7PM,
M-F; 9AM - 7PM, SATURDAY; NO SUNDAY OR LEGAL
HOLIDAYS.
2. THERE SHALL BE NO TRENCHES OR EXCAVATIONS
5' OR MORE IN DEPTH INTO WHICH A PERSON IS
REQUIRED TO DESCEND, OR OBTAIN PERMIT FROM
STATE OF CA, DIVISION OF OCCUPATIONAL SAFETY
AND HEALTH (CAL/OSHA). THIS PERMIT AND ANY
OTHER SAFETY PERMIT SHALL BE OBTAINED PRIOR
TO COMMENCE OF ANY WORK.
VICINITY MAP
ADU PARKING EXEMPTION NOTE
PROPOSED ADU IS LOCATED WITHIN ONE-HALF
MILE TO OCTA ROUTE 150 ALONG S RAITT ST. AT W
CHESTNUT AVE., PURSUANT TO ASSEMBLY BILL 68,
NO PARKING IS REQUIRED FOR THE ADU.
GENERAL NOTES
1. ALL WORK PERFORMED SHALL COMPLY WITH THESE GENERAL NOTES (UNLESS NOTED OTHERWISE ON THESE PLANS AND
SPECIFICATIONS) AND ALL THE FOLLOWING NOTES, DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE
THE INTENT OF GENERAL NOTES WITH MECHANICAL, ELECTRICAL, AND PLUMBING TRADES.
2. THE GENERAL CONTRACTOR OBTAINS AND PAYS FOR ALL REQUIRED PERMITS AND ARRANGES FOR ALL REQUIRED INSPECTIONS.
3. ALL WORK SHALL COMPLY WITH LATEST EDITION OF BUILDING CODES AS ADOPTED BY THE CITY OF SANTA ANA AND ALL OTHER
APPLICABLE REGULATIONS.
4. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY ALL SITES CONDITIONS, DIMENSIONS AND ELEVATION BEFORE STARTING
THE WORK, AND NOTIFY THE DESIGNER OF ANY DISCREPANCY, IN WRITING, PRIOR TO PROCEEDING.
5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO
PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSES OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH
THE PROSECUTION OF SUCH WORK.
6. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF THE UTILITY SERVICES IN THE AREA TO BE EXCAVATED PRIOR TO THE
EXCAVATION.
7. THE DISCHARGE OF POLLUTANTS TO ANY STORM DRAINAGE SYSTEM IS PROHIBITED. NO SOLID WASTE, PETROLEUM BYPRODUCTS,
SOIL PARTICULATE, CONSTRUCTION WASTE MATERIALS, OR WASTEWATER GENERATED ON CONSTRUCTION SITE OR BY THE
CONSTRUCTION ACTIVITIES SHALL BE PLACED, CONVEYED OR DISCHARGED INTO THE STREET, GUTTER OR STORM DRAIN SYSTEM.
8. ALL NEW ROOF MATERIALS, STUCCO AND WINDOWS SHALL MATCH EXISTING COLOR AND STYLE.
EMERGENCY EGRESS NOTES
1. MIN. SET CLEAR OPENING OF 5.7 SQUARE FEET.
2. MIN. 5 SQUARE FEET FOR GRADE-FLOOR OPENINGS
3. MIN. SET CLEAR HEIGHT OF 24 INCHES.
4. WINDOW TO BOTTOM OF CLEAR OPENING SHALL BE NO MORE THAN 44 INCHES.
STUCCO NOTES
1. A CORROSION RESISTANT WEEP SCREED 2" BELOW PLATE, 6" (2" FOR CONCRETE WALKWAY) ABOVE GRADE THAT ALLOWS TRAPPED
WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING IS REQUIRED BELOW THE STUCCO AT THE FOUNDATION PLATE LINE.
2. 7/8" MIN. THICK THREE-COAT APPLICATION (SCRATCH, BROWN AND FINISH) OVER SELF-FURRING GALVANIZED WIRE LATH OVER
GRADE D BUILDING PAPER AND WIRE BACKING.
3. EXTERIOR LATH: PROVIDE 2 LAYERS OF GRADE D PAPER OVER SHEATHING OR WOOD STUDS.
SETBACK AND PROPERTY LINE NOTE
THE OWNER/CONTRACTOR SHALL CONSULT WITH A LAND SURVEYOR TO DETERMINE IF A LOT/BOUNDARY SURVEY IS NEEDED TO
VERIFY SETBACKS OF EXISTING AND PROPOSED STRUCTURES WITH RESPECT TO PROPERTY LINES. IN THE EVENT THERE IS
DISCREPANCY BETWEEN PROPOSAL AND FIELD MEASUREMENTS OF SETBACK, THE DESIGNER SHALL BE NOTIFIED; AND REVISION
SHALL BE SUBMITTED FOR CITY APPROVAL.
ELECTRICAL METER RELOCATION NOTE
THE CONTRACTOR SHALL CONTACT SOUTHERN
CALIFORNIA EDISON (SCE) @ 800-655-4555 TO
OBTAIN A NEW METER SPOT APPROVAL AND
INSTALLATION INSTRUCTIONS PRIOR TO INSTALLING
THE NEW METER SERVICE PANEL. LOCATION AND
AMPERAGE OF NEW METER IN THIS PLAN ARE ONLY
PROPOSAL AND SUBJECT TO SCE FINAL APPROVAL.
SI
T
E
P
L
A
N
RO
O
F
P
L
A
N
GE
N
E
R
A
L
N
O
T
E
S
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
SHEET
A1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
LANDSCAPING LEGEND
GRASS OR ACCEPTABLE DRY
CLIMATE GROUND COVER
POP-UP SPRINKLER
NEW 5 GAL. JUNIPER BUSH (TYP. 6)
NEW 1 GAL. ENCORE AZALEA (TYP. 16)
FRUIT TREES ( VARIETY - MAX. 20' APART)
NEW 24" BOX KING PALM OR SIMILAR,
TREE SHALL BE DOUBLE-STAKED
BUILDING NOTES
1. ALL CONCEALED WORK INSTALLED
WITHOUT PERMITS MUST BE EXPOSED FOR
INSPECTION TO THE SATISFACTION OF THE
BUILDING INSPECTOR. THIS INCLUDES
METHODS OF ATTACHMENT AND ALL
FOOTINGS, STRUCTURAL MEMBERS,
MECHANICAL, ELECTRICAL, PLUMBING AND
INSULATION.
2. MECHANICAL, ELECTRICAL AND PLUMBING
ARE NOT PART OF THIS PLAN REVIEW AND
APPROVAL. MEP ARE SUBJECT TO BUILDING
FIELD INSPECTION.
FRONT YARD NOTES
1. FRONT YARD LANDSCAPING SHALL COMPLY WITH
S.A.M.C. SEC. 41-240.
2. LANDSCAPING AREAS SHALL BE DESIGNED WITH AN
AUTOMATIC IRRIGATION SYSTEM WITH POP-UP
SPRINKLERS. DRIP, BUBBLER OR OTHER LOW
GALLONAGE SYSTEMS MAY BE USED IN BUFFER
AREAS AND NARROW STRIPS.
3. FRONT YARD LANDSCAPING, IF NOT PRESENT,
SHALL BE RESTORED WITH LIVE VEGETATION
(GRASS OR ACCEPTABLE DRY CLIMATE GROUND
COVER).
4.FENCE IN FRONT YARD SHALL COMPLY WITH S.A.M.C.
SEC. 41-610 AND SHALL NOT EXCEED 3' IN HEIGHT.
PHOTOVOLTAIC SYSTEM NOTE
1. A MINIMUM 2.04 KWdc PHOTOVOLTAIC
SYSTEM (PER TITLE 24) SHALL BE INSTALLED
ON THE ADU PRIOR TO FINAL INSPECTION
SIGN-OFF. THE PV SYSTEM SHALL BE
SUBMITTED UNDER A SEPARATE SUBMITTAL.
2. SOLAR PERMIT ISSUANCE IS REQUIRED
PRIOR TO PERFORMING FRAMING
INSPECTION.
(E) SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
(N) SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
PUBLIC WORKS NOTE
PLANS SHALL BE SUBMITTED FOR A FORMAL
PLAN CHECK REVIEW THROUGH PUBLIC
WORKS PRIOR TO THE ISSUANCE OF AN
ENCROACHMENT PERMIT FOR THE NEW
WATER METER.
ADU SF / SFD SF RATIO
ADU SF / SFD SF RATIO = 749/1,283 = 0.58
THE ADU SF / SFD SF RATIO IS FOR PARK & REC. FEE
PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR
THE GIVEN "SFR SF" OF THE EXISTING PRIMARY
RESIDENCE. BUILDING SAFETY STAFF ARE NOT
RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFR
SF" OF THE EXISTING RESIDENCE.
BUILDING DEPARTMENT NOTE
FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND
REPAIRS WITHIN ANY TWELVE-MONTH PERIOD EXCEED
FIFTY (50%) PERCENT OF THE VALUE OF ANY EXISTING
BUILDING OR STRUCTURE, EACH BUILDING OR
STRUCTURE SHALL BE MADE TO CONFORM TO THE
REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES
AND COMPLY WITH THE BUILDING SECURITY
REGULATIONS. SANTA ANA MUNICIPAL CODE CHAPTER 8,
DIVISION 3.
NOTE
SOUTHERN CALIFORNIA EDISON
REVIEW AND APPROVAL IS
REQUIRED PRIOR TO PERMIT
FINAL.
BLDG# 101120770-72
APPROVALS
BLDG- CSG Consultants
PLNG- CSantana
POLICE- BMartin
1613 W Chestnut Ave, #2
& #312/12/2024
$
S-A
DINING AREA BEDROOM 1
17'-2"12'-0"
6'-3"
5'-4"
12'-1"
BA
T
H
1
45'-3"
BEDROOM 2
BATH 2
3"
11'-11"
1'-4"
1'-10"
STACKED
W/D
WH
LIVING AREA
30"
1,024 SI
1'-4"
1'-11"
8'-11"
18'-2"
9'-3"
10'-9"2'-0"11'-1"
4'-6"
4'-7"7'-6"
4'-0"3'-0"
ATTIC
ACCESS
30" x 30"
HEATPUMP
INDOOR
UNIT IN
ATTIC
KITCHEN
(N
)
A
C
CO
N
D
E
N
S
E
R
O
N
3"
C
O
N
C
R
E
T
E
P
A
D
2'-6"
2-
G
A
N
G
PA
N
E
L
,
1
0
0
A
EA
C
H
F
O
R
JA
D
U
A
N
D
MA
I
N
U
N
I
T
AD
U
1
0
0
A
PA
N
E
L
10'-6"
PO
R
C
H
7'-8"
4'-0"
S-A
HOOD VENT THROUGH ROOF,
300 CFM MIN., INSTALLED PER
MANU. SPECS. HOOD SHALL
COMPLY W/ ASHRAE 62.2(C)
LUMINAIRES LOCATED
ABOVE BATHTUB OR
SHOWER SHALL BE
LISTED FOR WET
LOCATIONS
SMOKE DETECTOR IN
LIVING ROOM (WITHIN 20'
FROM THE COOK TOP)
SHALL BE IONIZED OR
PHOTOELECTRIC TYPE
MAX. 48" MEASURED
FROM TOP, MIN. 15"
MEASURED FROM
BOTTOM OF BOX
ABOVE F.F. (TYP.)
WALLS AT SHOWERS
SHALL BE
TILE/CEMENT
PLASTER, MINIMUM 72"
ABOVE FLOOR.
GRAB BAR
REINFORCEMENT, MIN.
2x8 LUMBER, 32"-39.25"
ABOVE F.F. (TYP.)
CO SD
SD
30 AMP.
$VS$
AFCI (TYP.)
$$
AFCI (TYP.)
GFCI (TYP.)
$D
$D
$3D
$
$3
$3
40 AMP.
WR-GFCI
AFCI (TYP.)
SD
$D
AFCI (TYP.)
SD $VS$
$
30 AMP.
AFCI (TYP.)
50 AMP.
ELEC.
RANGE
ELEC.
DRYER
3"
WR-GFCI
TEMP.
GLASS
10
SD-2
1-HR RATED
OVERHANG
AND WALL
10
SD-2
1-HR RATED
OVERHANG
AND WALL
CO SD
$VS
$3D
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
FIREPLACE TO
BE REMOVED
PORCH BEDROOM 1
D
WKITCHEN
DINING
AREA
GARAGE
LIVING AREA
BEDROOM 2
BEDROOM 3
(E) 100 AMP.
ELEC. PANEL WH36"36" VINYL WINDOW
24"24"
VINYL WINDOW
48
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
48
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
10
8
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
60
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
60
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
96
"
3
6
"
V
I
N
Y
L
W
I
N
D
O
W
96
"
3
6
"
V
I
N
Y
L
W
I
N
D
O
W
24"24"
VINYL WINDOW
15.5'7' GARAGE DOOR W/ AUTO. OPENER
42'-2"
24'-6"
57'-10"
11'-1"
17'-10"4'-3"20'-1"
13'-8"
19'-8"
2'-5"
11'-0"
14'-0"
19'-4"
ATTIC
ACCESS
UL 2034/2075 RATED
@ (E) HOUSE
CO
UL 217 RATED @
(E) HOUSE (TYP.)
SD
SD
SD
SD
SD
F.A.U. ON
ATTIC
BA
T
H
1
BA
T
H
2
WINDOW TO BE
FILLED IN WITH
2x4 STUD WALL
WALL TO BE REMOVED
FOR NEW DOOR
WINDOW TO BE
FILLED IN WITH
2x4 STUD WALL
(N) ADU FLOOR PLAN
SCALE: 1/4" = 1'-0"
NEW WALL, 2x4 STUDS @
16" O.C. U.N.O.
EXISTING STUD WALL
WALL LEGENDCARBON MONOXIDE AND SMOKE DETECTOR NOTES
SMOKE DETECTOR SHALL BE PROVIDED IN EACH SLEEPING ROOM
AND AREA GIVING ACCESS TO THE SLEEPING ROOMS
1. NEW CONSTRUCTION: CO AND SMOKE DETECTORS SHALL RECEIVE
THEIR PRIMARY POWER FROM BUILDING WIRING WITH BATTERY
BACKUP.
2. EXISTING MAIN HOUSE: BATTERY POWERED UL 2034/2075 RATED
CARBON MONOXIDE ALARM AND UL 217 RATED SMOKE ALARMS SHALL
BE INSTALLED IN MARKED LOCATIONS.
ELECTRICAL NOTES
1.PROVIDE ONE 20 AMP. CIRCUIT FOR BATHROOM OUTLETS. SUCH CIRCUIT SHALL HAVE NO OTHER
OUTLETS.
2.PROVIDE 2 DEDICATED GENERAL APPLIANCE CIRCUITS TO THE KITCHEN AREA.
3.ALL INSTALLED LUMINAIRES MUST BE HIGH EFFICACY IN ACCORDANCE WITH TABLE 150.0-A.
4.ALL RECEPTACLES IN BATHROOMS SHALL BE G.F.C.I.
5.SERVICE PANEL/METER UPGRADE OR NEW: OBTAIN LOCATION APPROVAL FROM THE ELECTRICAL
PROVIDER.
6.ALL BRANCH CIRCUITS SUPPLYING RECEPTACLE OUTLETS IN KITCHENS, BEDROOMS, FAMILY
ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, DENS, SUNROOMS, HALLWAYS, CLOSETS AND
SIMILAR ROOMS/AREAS SHALL BE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER (AFCI).
7.NON-HIGH EFFICACY LUMINAIRES SHALL BE SWITCHED ON A SEPARATE CIRCUIT FROM HIGH
EFFICACY LUMINAIRES.
8.ELECTRICAL OUTLET BOXES IN OPPOSITE FACES OF SEPARATION WALLS SHALL BE SEPARATED
HORIZONTALLY BY 24" . BACK AND SIDES OF BOXES TO BE SEALED WITH 1/8" RESILIENT SEALANT
AND BACKED WITH 2" MIN. MINERAL FIBER INSULATION.
9.ALL RECEPTACLE OUTLETS SHALL BE LISTED AS TAMPER-RESISTANT OUTLETS.
10.ALL OUTDOOR LIGHTING MOUNTED TO A RESIDENTIAL BUILDING SHALL BE HIGH EFFICACY LIGHTING
OR CONTROLLED BY A PHOTOCELL AND MOTION SENSOR COMBINATION.
PLUMBING NOTES
1.BATH FAN SHALL BE CONTROLLED BY HUMIDISTAT WITH ADJUSTMENT BETWEEN A RELATIVE
HUMIDITY RANGE 50-80%.
2.SHOWER WALLS ABOVE BATHTUB WITH SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH,
NON-ABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6' ABOVE FLOOR.
3.SHOWER COMPARTMENT SHALL BE MINIMUM 1,024 SQ. IN. AND SHALL BE CAPABLE OF
ENCOMPASSING A 30 IN. CIRCLE.
4.PROVIDE A 12"x12" MINIMUM ACCESS PANEL TO BATHTUB TRAP CONNECTION UNLESS PLUMBING IS
WITHOUT SLIP JOINTS (CPC 405.2).
5.ALL TOILETS SHALL BE 1.28 GPF, SHOWERHEADS 2.0 GPM, AND FAUCETS 1.2 GPM, KITCHEN FAUCET
1.8 GPM.
6.FOR SHOWERS OR TUB-SHOWERS MAX. TEMPERATURE OF 120 DEGREE TO BE PROVIDED BY THE
USE CONTROL VALVE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE.
7.ALL GLAZING IN ALL DOORS, BATH/SHOWER ENCLOSURES MUST BE IDENTIFIED BY A LABEL AS A
SAFETY GLAZING.
8.WALL COVERING IN SHOWERS AND TUBS TO BE CEMENT PLASTER OR TILE EQUAL TO 72" ABOVE
DRAIN. ENCLOSURES MUST BE OF APPROVED SAFETY GLAZING AND DOORS MUST SWING OUT OF
SHOWERS. WINDOWS IN ENCLOSURE WALLS SHALL BE LABELED SAFETY GLAZING WHEN LESS THAN
60" ABOVE THE DRAIN, TYPICAL FOR ALL BATHROOMS.
9.GREEN BOARD GYPSUM OR WATER RESISTANT GYPSUM BOARD SHALL NOT BE USED AS BACKING
FOR CEILING FINISH INSIDE BATHROOM DUE TO CONDENSATION OR VAPOR.
10.WATER HEATER: SIZE PER TITLE 24 WITH VENT THROUGH OUTSIDE. PROVIDE P&T RELIEF VALVE ON
WATER HEATER. PROVIDE SMITTY PAN WITH DRAIN INSULATION/CLEARANCE PER MANUFACTURER
SPECS. WATER HEATER TANK (IF USED) MUST BE ADEQUATELY BRACED TO RESIST SEISMIC
FORCES: PROVIDE 2 STRAPS, 1 STRAP AT TOP 1/3 OF TANK AND 1 STRAP AT BOTTOM 1/3 OF THE
TANK.
11.PLUMBING VENT TERMINATIONS SHALL BE AT LEAST 10' FROM FRESH AIR INTAKE OR VENTILATION.
12.B-VENTS SHALL TERMINATE AT LEAST 4' FROM FRESH AIR INTAKE OR VENTILATION.
WINDOW SCHEDULE
WINDOWS' U-FACTOR = 0.3 AND SHGC = 0.23
A 48"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
B 48"x24" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
C 60"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
D 36"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
E 36"x36" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
F 36"x18" S.L. FROSTED GLASS W/D, DUAL GLAZING, VINYL FRAME,
TEMPERED GLASS
G 30"x18" S.L. FROSTED GLASS W/D, DUAL GLAZING, VINYL FRAME,
TEMPERED GLASS
DOOR SCHEDULE
1 30"x80" HOLLOW CORE DOOR
2 28"x80" HOLLOW CORE DOOR
3 36"x80" SOLID CORE DOOR W/ TEMPERED GLASS (U-FACTOR = 0.2)
4 30"x80" EXTERIOR RATED SOLID FRENCH DOOR (U-FACTOR = 0.2)
5 60"x80" CLOSET SLIDING DOOR
6 24"x80" EXTERIOR RATED DOOR WITH LOUVERS DETAILED HEREON
7 36"x80" HOLLOW CORE DOOR
BATHROOM NOTE
CEMENT, FIBER CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR
FIBER-REINFORCED GYPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND
SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS.
(N
)
A
D
U
A
N
D
(E
)
M
A
I
N
U
N
I
T
FL
O
O
R
P
L
A
N
SHEET
A2
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
ELEC. BOX HEIGHT
N.T.S.
AGING-IN-PLACE NOTES
A. REINFORCEMENT FOR GRAB BARS - AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH
REINFORCEMENT INSTALLED IN ACCORDANCE WITH CRC R327.1.
1) REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY.
2) REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER (1-1/2 INCH BY 7-1/4 INCH ACTUAL DIMENSION) OR
OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED
BETWEEN 32 INCHES AND 39-1/4 INCHES ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL FRAMING.
3) WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE
BACK WALL.
4) SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
5) BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB
AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE
BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM.
6) WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE
BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR
REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY.
7) REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PRE-FABRICATED SHOWER ENCLOSURES AND BATHTUB
WALL PANELS WITH INTEGRAL FACTORY- INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB
BARS IS PROVIDED.
8) SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE
PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS
APPROVED BY THE ENFORCING AGENCY.
9) BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF
REINFORCEMENT SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS
ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY.
10) REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE
SLAB FLOORS.
B. DOCUMENTATION FOR GRAB BAR REINFORCEMENT - INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB
BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION AND MAINTENANCE MANUAL IN ACCORDANCE WITH THE
CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 4, DIVISION 4.4. (CRC R327.1.1.1)
C. ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND
CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS
SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES
MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. (CRC R327.1.2). EXCEPTIONS:
1) DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING
LIGHTS; AND CONTROLS LOCATED ON APPLIANCES.
2) RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE
BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15
INCHES.
D. DOORBELL BUTTONS - DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES (1219.2 MM)
ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL
BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES (1219.2 MM) MEASURED
FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A
HEIGHT NOT EXCEEDING 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE
DOORBELL BUTTON OR CONTROL. (CRC R327.1.4)
WATER HEATER - DRYER -
F.A.U. DOOR DETAIL
N.T.S.
SD
LEGEND
GFCI RECEPTACLE
WR GFCI WEATHER RESISTANT RECEPTACLE
TAMPER RESISTANT RECEPTACLE, 120V SINGLE PHASE, 20A,
CONTROLLED BY ARC-FAULT CIRCUIT INTERRUPTER (AFCI)
240V DEDICATED OUTLET, AMPERAGE AS INDICATED IN PLAN
CEILING-MOUNT RECESS LIGHT
OUTDOOR WALL-MOUNT LIGHT FIXTURE W/ PHOTOCELL & MOTION SENSOR
$LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$3 3-WAY LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$vs VACANCY SENSOR LIGHT SWITCH
$W/D WASHER/DRYER DISCONNECT SWITCH, 20A, INSTALL PER MANU. SPECS.
EXHAUST FAN (100 CFM MINIMUM) W/ HUMIDITY CONTROL
IN-SINK DISPOSAL
AIR REGISTER ON CEILING
SMOKE DETECTOR
CARBON MONOXIDE DETECTOR
4" DRYER VENT W/ DAMPER, TERMINATED 30" ABOVE F.F. ON OUTSIDE WALL
4" SMOOTH SURFACE VENT W/ APPROVED WALL STRAP, TERMINATED ABOVE
ROOF THRU. APPROVED FLASHING, 14' LONG MAX., 2 ELBOWS MAX.
W/H 240V-50 GAL. WATER HEATER TANK, RHEEMTM MODEL XE50T10H22U
W CLOTHES WASHER
D CLOTHES DRYER
HOSE BIB WITH ANTI-SIPHON VALVE
AIR RETURN ON CEILING
ROOF-MOUNT ATTIC VENT
IAQ FAN (PER TITLE 24), 80 CFM MINIMUM
CO
18"
18"
PER PLAN
100 SQ. IN. MIN. ON
EACH LOUVER @
TOP AND BOTTOM
80"
15"
MIN.
48"
MAX.
F.F.
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
(E) UNIT FLOOR PLAN
SCALE: 3/16" = 1'-0"
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
1613 W Chestnut Ave, #2
& #312/12/2024
DU
C
T
L
E
S
S
M
I
N
I
SP
L
I
T
A
C
(E) PORCH (E) BEDROOM 1
D
W(E) KITCHEN
(E) DINING
AREA
(E) GARAGE
(E) LIVING AREA
(E) BEDROOM 2
(E) BEDROOM 3 (
E
)
B
A
T
H
1
(
E
)
B
A
T
H
2
(N) 100A
SUB-PANEL WH
(E) 15.5'7' GARAGE DOOR W/ AUTO. OPENER
42'-2"
24'-6"
57'-10"
11'-1"
17'-10"4'-6"23'-6"
10'-0"
19'-0"
2'-5"
11'-0"
14'-0"
19'-4"
UL 2034/2075 RATED
@ (E) HOUSE
CO
UL 217 RATED @
(E) HOUSE (TYP.)
SD
SD
SD
SD
SD
ATTIC
ACCESS
F.A.U. ON
ATTIC
WH
(N) BEDROOM
(N) BATH
(N) LIVING AREA
(N) KITCHEN
4
SD-2
7'-11"
(N) BEDROOM 4 (N
)
B
A
T
H
3
2'-5"
1'-4"2'-10"
30"
1,024 SI
5'-0"
5'-7"
2'-3"
11'-2"
10'-0"
11'-11"11'-7"
30"
1,024 SI
1'
-
4
"
1'
-
7
"
2'-10"
STACKED
W/D
3"5'-0"
3'-0"4'-3"
TANKLESS
ELECTRIC WH
(N) JADU AC
CONDENSER ON
3" CONCRETE PAD
3'-0"
ATTIC
ACCESS
22" x 30"
JA
D
U
1
0
0
A
SU
B
-
P
A
N
E
L
S-BS-B
$
SD
SD
CO
SD
40 AMP.
WR-GFCI
AFCI (TYP.)
$D
LUMINAIRES LOCATED
ABOVE BATHTUB OR
SHOWER SHALL BE
LISTED FOR WET
LOCATIONS
SMOKE DETECTOR IN
LIVING ROOM (WITHIN 20'
FROM THE COOK TOP)
SHALL BE IONIZED OR
PHOTOELECTRIC TYPE
WALLS AT SHOWERS
SHALL BE
TILE/CEMENT
PLASTER, MINIMUM 72"
ABOVE FLOOR.
MAX. 48" MEASURED
FROM TOP, MIN. 15"
MEASURED FROM
BOTTOM OF BOX
ABOVE F.F. (TYP.)
GRAB BAR
REINFORCEMENT, MIN.
2x8 LUMBER, 32"-39.25"
ABOVE F.F. (TYP.)
HOOD VENT THROUGH ROOF,
300 CFM MIN., INSTALLED PER
MANU. SPECS. HOOD SHALL
COMPLY W/ ASHRAE 62.2(C)
$3
$3
$3D
$3
$$$
AFCI (TYP.)
GFCI (TYP.)
50 AMP.
ELEC.
RANGE
ELEC.
DRYER
$VS
$
AFCI (TYP.)
$D
$VS
$
AFCI (TYP.)
40 AMP.
DU
C
T
L
E
S
S
M
I
N
I
SP
L
I
T
A
C
30 AMP.
10
SD-2
1-HR RATED
OVERHANG
AND WALL
10
SD-2
1-HR RATED
OVERHANG
AND WALL
(E) 36"36" VINYL WINDOW
(E) 24"24"
VINYL WINDOW
(E
)
4
8
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
4
8
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
1
0
8
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
6
0
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
6
0
"
4
8
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
9
6
"
3
6
"
V
I
N
Y
L
W
I
N
D
O
W
(E
)
9
6
"
3
6
"
V
I
N
Y
L
W
I
N
D
O
W
(E) 24"24"
VINYL WINDOW
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
2x6 WALL FOR
R-19 INSULATION
SOLAR ZONE 1
84 SF (14'x6')
SOLAR ZONE 2
168 SF (28'x6')
3'-0"
(N) ADU
749 SF
3'-1"
3'-1"
10'-6"
41'-3"
(N
)
P
O
R
C
H
42
S
F
7'-8"
4'-0"NEW WALL, 2x4 STUDS @
16" O.C. U.N.O.
EXISTING STUD WALL
WALL LEGENDCARBON MONOXIDE AND SMOKE DETECTOR NOTES
SMOKE DETECTOR SHALL BE PROVIDED IN EACH SLEEPING ROOM
AND AREA GIVING ACCESS TO THE SLEEPING ROOMS
1. NEW CONSTRUCTION: CO AND SMOKE DETECTORS SHALL RECEIVE
THEIR PRIMARY POWER FROM BUILDING WIRING WITH BATTERY
BACKUP.
2. EXISTING MAIN HOUSE: BATTERY POWERED UL 2034/2075 RATED
CARBON MONOXIDE ALARM AND UL 217 RATED SMOKE ALARMS SHALL
BE INSTALLED IN MARKED LOCATIONS.
ELECTRICAL NOTES
1.PROVIDE ONE 20 AMP. CIRCUIT FOR BATHROOM OUTLETS. SUCH CIRCUIT SHALL HAVE NO OTHER
OUTLETS.
2.PROVIDE 2 DEDICATED GENERAL APPLIANCE CIRCUITS TO THE KITCHEN AREA.
3.ALL INSTALLED LUMINAIRES MUST BE HIGH EFFICACY IN ACCORDANCE WITH TABLE 150.0-A.
4.ALL RECEPTACLES IN BATHROOMS SHALL BE G.F.C.I.
5.SERVICE PANEL/METER UPGRADE OR NEW: OBTAIN LOCATION APPROVAL FROM THE ELECTRICAL
PROVIDER.
6.ALL BRANCH CIRCUITS SUPPLYING RECEPTACLE OUTLETS IN KITCHENS, BEDROOMS, FAMILY
ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, DENS, SUNROOMS, HALLWAYS, CLOSETS AND
SIMILAR ROOMS/AREAS SHALL BE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER (AFCI).
7.NON-HIGH EFFICACY LUMINAIRES SHALL BE SWITCHED ON A SEPARATE CIRCUIT FROM HIGH
EFFICACY LUMINAIRES.
8.ELECTRICAL OUTLET BOXES IN OPPOSITE FACES OF SEPARATION WALLS SHALL BE SEPARATED
HORIZONTALLY BY 24" . BACK AND SIDES OF BOXES TO BE SEALED WITH 1/8" RESILIENT SEALANT
AND BACKED WITH 2" MIN. MINERAL FIBER INSULATION.
9.ALL RECEPTACLE OUTLETS SHALL BE LISTED AS TAMPER-RESISTANT OUTLETS.
10.ALL OUTDOOR LIGHTING MOUNTED TO A RESIDENTIAL BUILDING SHALL BE HIGH EFFICACY LIGHTING
OR CONTROLLED BY A PHOTOCELL AND MOTION SENSOR COMBINATION.
PLUMBING NOTES
1.BATH FAN SHALL BE CONTROLLED BY HUMIDISTAT WITH ADJUSTMENT BETWEEN A RELATIVE
HUMIDITY RANGE 50-80%.
2.SHOWER WALLS ABOVE BATHTUB WITH SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH,
NON-ABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6' ABOVE FLOOR.
3.SHOWER COMPARTMENT SHALL BE MINIMUM 1,024 SQ. IN. AND SHALL BE CAPABLE OF
ENCOMPASSING A 30 IN. CIRCLE.
4.PROVIDE A 12"x12" MINIMUM ACCESS PANEL TO BATHTUB TRAP CONNECTION UNLESS PLUMBING IS
WITHOUT SLIP JOINTS (CPC 405.2).
5.ALL TOILETS SHALL BE 1.28 GPF, SHOWERHEADS 2.0 GPM, AND FAUCETS 1.2 GPM, KITCHEN FAUCET
1.8 GPM.
6.FOR SHOWERS OR TUB-SHOWERS MAX. TEMPERATURE OF 120 DEGREE TO BE PROVIDED BY THE
USE CONTROL VALVE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE.
7.ALL GLAZING IN ALL DOORS, BATH/SHOWER ENCLOSURES MUST BE IDENTIFIED BY A LABEL AS A
SAFETY GLAZING.
8.WALL COVERING IN SHOWERS AND TUBS TO BE CEMENT PLASTER OR TILE EQUAL TO 72" ABOVE
DRAIN. ENCLOSURES MUST BE OF APPROVED SAFETY GLAZING AND DOORS MUST SWING OUT OF
SHOWERS. WINDOWS IN ENCLOSURE WALLS SHALL BE LABELED SAFETY GLAZING WHEN LESS THAN
60" ABOVE THE DRAIN, TYPICAL FOR ALL BATHROOMS.
9.GREEN BOARD GYPSUM OR WATER RESISTANT GYPSUM BOARD SHALL NOT BE USED AS BACKING
FOR CEILING FINISH INSIDE BATHROOM DUE TO CONDENSATION OR VAPOR.
10.WATER HEATER: SIZE PER TITLE 24 WITH VENT THROUGH OUTSIDE. PROVIDE P&T RELIEF VALVE ON
WATER HEATER. PROVIDE SMITTY PAN WITH DRAIN INSULATION/CLEARANCE PER MANUFACTURER
SPECS. WATER HEATER TANK (IF USED) MUST BE ADEQUATELY BRACED TO RESIST SEISMIC
FORCES: PROVIDE 2 STRAPS, 1 STRAP AT TOP 1/3 OF TANK AND 1 STRAP AT BOTTOM 1/3 OF THE
TANK.
11.PLUMBING VENT TERMINATIONS SHALL BE AT LEAST 10' FROM FRESH AIR INTAKE OR VENTILATION.
12.B-VENTS SHALL TERMINATE AT LEAST 4' FROM FRESH AIR INTAKE OR VENTILATION.
BATHROOM NOTE
CEMENT, FIBER CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR
FIBER-REINFORCED GYPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND
SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS.
MA
I
N
U
N
I
T
AN
D
J
A
D
U
FL
O
O
R
P
L
A
N
SO
L
A
R
Z
O
N
E
DE
D
I
C
A
T
I
O
N
SHEET
A3
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
(E) MAIN UNIT & (N) JADU FLOOR PLAN
SCALE: 1/4" = 1'-0"
ELEC. BOX HEIGHT
N.T.S.
AGING-IN-PLACE NOTES
A. REINFORCEMENT FOR GRAB BARS - AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH
REINFORCEMENT INSTALLED IN ACCORDANCE WITH CRC R327.1.
1) REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY.
2) REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER (1-1/2 INCH BY 7-1/4 INCH ACTUAL DIMENSION) OR
OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED
BETWEEN 32 INCHES AND 39-1/4 INCHES ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL FRAMING.
3) WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE
BACK WALL.
4) SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
5) BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB
AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE
BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM.
6) WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE
BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR
REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY.
7) REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PRE-FABRICATED SHOWER ENCLOSURES AND BATHTUB
WALL PANELS WITH INTEGRAL FACTORY- INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB
BARS IS PROVIDED.
8) SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE
PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS
APPROVED BY THE ENFORCING AGENCY.
9) BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF
REINFORCEMENT SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS
ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY.
10) REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE
SLAB FLOORS.
B. DOCUMENTATION FOR GRAB BAR REINFORCEMENT - INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB
BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION AND MAINTENANCE MANUAL IN ACCORDANCE WITH THE
CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 4, DIVISION 4.4. (CRC R327.1.1.1)
C. ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND
CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS
SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES
MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. (CRC R327.1.2). EXCEPTIONS:
1) DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING
LIGHTS; AND CONTROLS LOCATED ON APPLIANCES.
2) RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE
BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15
INCHES.
D. DOORBELL BUTTONS - DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES (1219.2 MM)
ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL
BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES (1219.2 MM) MEASURED
FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A
HEIGHT NOT EXCEEDING 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE
DOORBELL BUTTON OR CONTROL. (CRC R327.1.4)
WATER HEATER - DRYER -
F.A.U. DOOR DETAIL
N.T.S.
SD
LEGEND
GFCI RECEPTACLE
WR GFCI WEATHER RESISTANT RECEPTACLE
TAMPER RESISTANT RECEPTACLE, 120V SINGLE PHASE, 20A,
CONTROLLED BY ARC-FAULT CIRCUIT INTERRUPTER (AFCI)
240V DEDICATED OUTLET, AMPERAGE AS INDICATED IN PLAN
CEILING-MOUNT RECESS LIGHT
OUTDOOR WALL-MOUNT LIGHT FIXTURE W/ PHOTOCELL & MOTION SENSOR
$LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$3 3-WAY LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$vs VACANCY SENSOR LIGHT SWITCH
$W/D WASHER/DRYER DISCONNECT SWITCH, 20A, INSTALL PER MANU. SPECS.
EXHAUST FAN (100 CFM MINIMUM) W/ HUMIDITY CONTROL
IN-SINK DISPOSAL
AIR REGISTER ON CEILING
SMOKE DETECTOR
CARBON MONOXIDE DETECTOR
4" DRYER VENT W/ DAMPER, TERMINATED 30" ABOVE F.F. ON OUTSIDE WALL
4" SMOOTH SURFACE VENT W/ APPROVED WALL STRAP, TERMINATED ABOVE
ROOF THRU. APPROVED FLASHING, 14' LONG MAX., 2 ELBOWS MAX.
W/H 240V-50 GAL. WATER HEATER TANK, RHEEMTM MODEL XE50T10H22U
W CLOTHES WASHER
D CLOTHES DRYER
HOSE BIB WITH ANTI-SIPHON VALVE
AIR RETURN ON CEILING
ROOF-MOUNT ATTIC VENT
IAQ FAN (PER TITLE 24), 80 CFM MINIMUM
CO
18"
18"
PER PLAN
100 SQ. IN. MIN. ON
EACH LOUVER @
TOP AND BOTTOM
80"
15"
MIN.
48"
MAX.
F.F.
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
SOLAR ZONE DEDICATION
SCALE: 3/16" = 1'-0"
WINDOW SCHEDULE
WINDOWS' U-FACTOR = 0.3 AND SHGC = 0.23
A 48"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
B 48"x24" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
C 60"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
D 36"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
E 36"x36" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
F 36"x18" S.L. FROSTED GLASS W/D, DUAL GLAZING, VINYL FRAME,
TEMPERED GLASS
G 30"x18" S.L. FROSTED GLASS W/D, DUAL GLAZING, VINYL FRAME,
TEMPERED GLASS
DOOR SCHEDULE
1 30"x80" HOLLOW CORE DOOR
2 28"x80" HOLLOW CORE DOOR
3 36"x80" SOLID CORE DOOR W/ TEMPERED GLASS (U-FACTOR = 0.2)
4 30"x80" EXTERIOR RATED SOLID FRENCH DOOR (U-FACTOR = 0.2)
5 60"x80" CLOSET SLIDING DOOR
6 24"x80" EXTERIOR RATED DOOR WITH LOUVERS DETAILED HEREON
7 36"x80" HOLLOW CORE DOOR
1613 W Chestnut Ave, #2
& #312/12/2024
6
SD-2
8'-0"
CEILING
HEIGHT
8" MIN.
8'-7"
6
SD-2
11'-11"
(N) FOUNDATION
(PER PLAN)
(N) 5" CONC. SLAB O/
VAPOR BARRIER
2x6 C.J. @ 16" O.C.
4x8 RIDGE
7/8" STUCCO
OVER SHEARWALL
WHERE OCCURS
9
SD-2
7/8" STUCCO
(TYP.)
WHERE
INDICATED
7
SD-1
1
SD-1
6
SD-1
R15 INSULATION
2x4 STUD @
16" O.C. (TYP.)
21
SD-2
WHERE
INDICATED
7
SD-1
1
SD-1
6
SD-1
12
4
R30 INSULATION
24"
R30 INSULATION
2
SD-1
COOL ROOF REQUIRED, CRRC #
0676-0139, GAFTM CLASS A ASPHALT
SHINGLES (ICC# ESR-1475) W/ DOUBLE
LAYERS OF 30 LB. UNDERLAYMENT ON
RADIANT BARRIER SHEATHING
2x6 R.R. @ 16" O.C.
R15 INSULATION
10
SD-2
9'-0"
CEILING
HEIGHT
8" MIN.
9'-3"
6
SD-2
8'-11"
(N) FOUNDATION
(PER PLAN)
(N) 5" CONC. SLAB O/
VAPOR BARRIER
2x8 C.J. @ 24" O.C.
2x8 RIDGE
7/8" STUCCO
OVER SHEARWALL
WHERE OCCURS
9
SD-2
7/8" STUCCO
(TYP.)
WHERE
INDICATED
7
SD-1
1
SD-1
6
SD-1
4x6 HEADER
D.F. #1
WINDOW
(PER PLAN)
R15 INSULATION
2x4 STUD @
16" O.C. (TYP.)
13
SD-2
WHERE
INDICATED
7
SD-1
1
SD-1
6
SD-1
12
4
12"
3
SD-1
5/8" TYP. X
DRYWALL TO
ROOF SHEATHING
COOL ROOF REQUIRED, CRRC #
0676-0139, GAFTM CLASS A ASPHALT
SHINGLES (ICC# ESR-1475) W/ DOUBLE
LAYERS OF 30 LB. UNDERLAYMENT ON
RADIANT BARRIER SHEATHING
2x6 R.R. @ 24" O.C.
R30 INSULATION
R30 INSULATION
4x6 HEADER
D.F. #1
13
SD-2
3'-0"
(E) LIGHT BROWN
COMPOSITION SHINGLE ROOF
12
4
FINISH FLOOR
FINISH CURB
13'-9"13'-9"24"24"
FINISH FLOOR
12
4
1613
1613-#2
NEW FASCIA & ROOF TO MATCH
EXISTING HOUSE IN COLOR AND SIZE
1613-#3
13'-9"
8'-0"
CEILING
HEIGHT
8" MIN.
13'-7"
FINISH GRADE
FINISH GRADE
FINISH FLOOR
FINISH FLOOR
24"24"12"
12
4
12
4
2'-8"
2'-8"
5'W x 3'D EXTERIOR LANDING
(3" DROP FROM DOOR THRESHOLD, 2% SLOPE)
STUCCO TO MATCH EXISTING
UNIT IN COLOR & TEXTURE
OHAGINTM ATTIC VENTS
16" DIA., 1.4 SF (TYP.)
STUCCO TO MATCH EXISTING
UNIT IN COLOR & TEXTURE
NEW FASCIA & ROOF TO MATCH
EXISTING HOUSE IN COLOR AND SIZE
9'-0"
CEILING
HEIGHT
COOL ROOF REQUIRED, CRRC #
0676-0139, GAFTM CLASS A ASPHALT
SHINGLES (ICC# ESR-1475) W/ DOUBLE
LAYERS OF 30 LB. UNDERLAYMENT
ON RADIANT BARRIER SHEATHING
8" MIN.
FINISH GRADE
FINISH FLOORFINISH FLOOR
FINISH GRADE
FINISH FLOOR
EXTERIOR LANDING
(3" DROP FROM DOOR THRESHOLD, 2% SLOPE)
4.5'W x 3'D EXTERIOR LANDING
(3" DROP FROM DOOR THRESHOLD, 2% SLOPE)
5'-8"
2'-8"
13'-2"13'-2"
11'-11"
12
4
12
4
12
4
12
4
12"
12"
12"
5'-2"
FINISH FLOOR
WALL OPENING CALCULATION:
WALL AREA = 45.25'x9' = 407 SF
WALL OPENING =
3'x3' + 4'x2' + 3.5'x8.5' = 45.9 SF
% OPENING = 45.9/407 = 11.3%
< 25% [OK]
2'-8"
EL
E
V
A
T
I
O
N
BU
I
L
D
I
N
G
SE
C
T
I
O
N
S
LO
A
D
C
A
L
C
U
L
A
T
I
O
N
S
SECTION S-A
SCALE: 3/8" = 1'-0"
SHEET
A4
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
SECTION S-B
SCALE: 3/8" = 1'-0"
(E) MAIN UNIT - EAST ELEVATION
SCALE: 1/8" = 1'-0"
(N) ADU - SOUTH ELEVATION
SCALE: 1/8" = 1'-0"
(N) ADU - NORTH ELEVATION
SCALE: 1/8" = 1'-0"
(N) ADU - WEST ELEVATION
SCALE: 1/8" = 1'-0"
(N) ADU - EAST ELEVATION
SCALE: 1/8" = 1'-0"
(E) MAIN UNIT & (N) JADU - WEST ELEVATION
SCALE: 1/8" = 1'-0"
(E) MAIN UNIT & (N) JADU - SOUTH ELEVATION
SCALE: 1/8" = 1'-0"
(E) MAIN UNIT & (N) JADU - NORTH ELEVATION
SCALE: 1/8" = 1'-0"
WINDOW NOTE
NEW WINDOWS SHALL BE WHITE VINYL WITH NAILING
FLANGE, FRAME FINISH FLUSHED WITH STUCCO. WINDOWS
AND TRIMS SHALL MATCH BETWEEN (E) UNIT AND (N) ADU.
ADDRESS NUMBER NOTE
1. THE ADDRESS NUMBER SHALL BE ARABIC NUMBERS OR
ALPHABETICAL LETTERS, NUMBERS SHALL NOT BE
SPELLED OUT.
2. EACH CHARACTER SHALL BE NOT LESS THAN 4" IN
HEIGHT WITH A STROKE WIDTH OF NOT LESS THAN 0.5".
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
ELEVATION NOTE
ALL EXTERIOR FINISHES TO MATCH BETWEEN EXISTING
MAIN HOUSE AND NEW ADU, INCLUDING TRIMS, COLORS,
ROOFS, WINDOWS, DOORS, SIDING, ETC.
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
1613 W Chestnut Ave, #2
& #312/12/2024
Pr
o
j
e
c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
A
D
U
-
J
A
D
U
A
N
D
A
D
D
I
T
I
O
N
OW
N
E
R
:
O
K
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
16
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
M
A
I
N
U
N
I
T
A
N
D
U
N
I
T
2
&
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
S-1
1613 W Chestnut Ave, #2
& #312/12/2024
Pr
o
j
e
c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
A
D
U
-
J
A
D
U
A
N
D
A
D
D
I
T
I
O
N
OW
N
E
R
:
O
K
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
16
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
M
A
I
N
U
N
I
T
A
N
D
U
N
I
T
2
&
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
S-2
1613 W Chestnut Ave, #2
& #312/12/2024
PLASTER CREED
N.T.S.
EXTERIOR BEARING FOOTING
N.T.S.
24
23
20 16 12 08
15 07
04
03
14 10 06
05
02
011309
NON-BEARING INTERIOR WALL
N.T.S.
SIMPSON HOLDOWN W/ SSTB BOLT
N.T.S.
11
18
17
22
21 LANDING DETAIL
N.T.S.
NEW TO EXISTING FOOTING
N.T.S.
A36 THREADED HOLDDOWN BOLTS
N.T.S.
FOOTING INTERSECTION & CORNER
N.T.S.
SQUARE FOOTING
N.T.S.
DOWEL CONNECTION
N.T.S.
SQUARE FOOTING
N.T.S.
MONO-POUR ONLY
#4 DWLS T&B, 6" EMB.
INTO (E) FTG., W/ EPOXY,
ICC ESR-2508
SPECIAL INSPECTION
REQUIRED
EXISTING
EXISTING
FOOTING
CONT. REINF. BARS
PER PLAN
24"6"
NEW
NEW FOOTING
CONCRETE STEPS AND LANDING
N.T.S.
INTERIOR BEARING FOOTING
N.T.S.
MONO-POUR ONLY
19
Pr
o
j
e
c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
A
D
U
-
J
A
D
U
A
N
D
A
D
D
I
T
I
O
N
OW
N
E
R
:
O
K
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
16
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
M
A
I
N
U
N
I
T
A
N
D
U
N
I
T
2
&
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
SD-1
1613 W Chestnut Ave, #2
& #312/12/2024
2-2X CEILING JOISTS
@ OPENING
2-2X BLKG
AROUND EDGES
HU2x-2 HANGER
PLATE SPLICING
N.T.S.24
23
20 16 12 08
19 15
04
03
14 10 06
05
02
011309
11
18
17
22
21
PIPING THRU PLATE FRAMING
N.T.S.
STUD NOTCHING/BORING LIMITS
N.T.S.
RIDGE DETAIL
N.T.S.
POST PER PLAN
BM. PER PLAN
BEAM TO POST CONNECTION
N.T.S.
INTERIOR NON-BEARING WALL
N.T.S.
WALL FRAMING
N.T.S.
SHEAR TRANSFER
N.T.S.
RAKE DETAIL
N.T.S.
DTC CLIP
2x BLKG. @ 24" O.C.
1/2" CLR.
DOUBLE PLATES
STUD WALL
JOIST OR
3 - 16d
RAFTER
JOISTS PARALLEL TO WALL
PER JST
JOISTS PERPENDICULAR TO WALL
STUD WALL
DTC CLIP
1/2" CLR.JST. OR RR
DOUBLE PLATES
FLUSH BEAM CONNECTION
N.T.S.
WALL TO CEILING CONNECTION
N.T.S.
EAVE DETAIL (1-HR FIRE RATED)
N.T.S.
CALIFORNIA ROOF FRAMING
N.T.S.
SHEAR TRANSFER
N.T.S.
SIMP. STRAP MSTC66 U.O.N.
2X STUDS @ 16" O.C.
2-2X STUDS OR POST
PER PLAN
DOUBLE TOP PLATES
SHEAR WALL WHERE
OCCURS
SIMPSON END POST
CAP PER PLAN
DRAG BEAM PER PLAN
CEILING BEAM DETAIL
N.T.S.
EAVE DETAIL
N.T.S.
HRC PER PLAN
HIP
P
E
R
P
L
A
N
HIP
P
E
R
P
L
A
N
POST
PER PLAN
RIDGE PER PLAN
HIP ROOF DETAIL
N.T.S.
HIP TO TOP PLATE CONNECTION
N.T.S.
ATTIC OPENING DETAIL
N.T.S.
BEAM TO POST CONNECTION DET.
N.T.S.
STC-51 AND 1-HR FIRE RATED WALL
N.T.S.
2X STUDS @ 16" O.C.
2-2X STUDS OR POST
PER PLAN
BEAM PER PLAN
POST PER PLAN
SIMP. STRAP ST6236
BENT IN HALF
BEAM PER PLAN
POST PER PLAN
BEAM IN
PERPENDICULAR
DIRECTION
CAP PER PLAN
CAP PER PLAN
STRAP PLACEMENT DETAIL
N.T.S.
SIMP. STRAP ST6236
2X STUDS @ 16" O.C.
SIMP. STRAP ST6236
BENT IN HALF
2X STUDS @ 16" O.C.
IN PERPENDICULAR DIRECTION
Pr
o
j
e
c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
A
D
U
-
J
A
D
U
A
N
D
A
D
D
I
T
I
O
N
OW
N
E
R
:
O
K
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
16
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
M
A
I
N
U
N
I
T
A
N
D
U
N
I
T
2
&
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
SD-2
1613 W Chestnut Ave, #2
& #312/12/2024
DESIGN CRITERIA:
Pr
o
j
e
c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
A
D
U
-
J
A
D
U
A
N
D
A
D
D
I
T
I
O
N
OW
N
E
R
:
O
K
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
16
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
M
A
I
N
U
N
I
T
A
N
D
U
N
I
T
2
&
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
SN-1
1613 W Chestnut Ave, #2
& #312/12/2024
AD
U
T
I
T
L
E
2
4
RE
P
O
R
T
SHEET
T1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
AD
U
T
I
T
L
E
2
4
RE
P
O
R
T
SHEET
T2
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
JA
D
U
T
I
T
L
E
2
4
RE
P
O
R
T
SHEET
T3
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
JA
D
U
T
I
T
L
E
2
4
RE
P
O
R
T
SHEET
T4
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
AD
D
I
T
I
O
N
T
I
T
L
E
2
4
RE
P
O
R
T
SHEET
T5
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
GR
E
E
N
B
U
I
L
D
I
N
G
ST
A
N
D
A
R
D
S
C
O
D
E
SHEET
T6
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
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 Sections
4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply
equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625.
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 Sections 4.106.4.2.1 and 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 a future 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.
4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less
than 20 sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exceptions:
1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number
of EV capable spaces.
2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable
spaces, the number of EV capable spaces required may be reduced by a number equal to the number of
EV chargers installed.
Notes:
a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating
future EV charging.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of
parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be
reduced by a number equal to the number of EV chargers installed over the five (5) percent required.
Notes:
a.Construction documents shall show locations of future EV spaces.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE.
Where common use parking is provided, at least one EV charger shall be located in the common use parking
area and shall be available for use by all residents or guests.
When low power Level 2 EV charging receptacles or Level 2 EVSE 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 EVSE shall
have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical
capacity to the required EV capable spaces.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1.
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 Location.
EVCS shall comply with at least one of the following options:
1.The charging 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.
2.The charging 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 and Section
4.106.4.2.2.1.2, Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions.
The charging spaces shall be designed to comply with the following:
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging 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 EV space is
12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope) in any direction.
4.106.4.2.2.1.3 Accessible EV spaces.
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when 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 EV space requirements.
1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated 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 enclosure in close
proximity to the location or the proposed location of the EV space. Construction documents shall identify the
raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall
have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device
installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space, at the time of original
construction in accordance with the California Electrical Code.
2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the
location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide
information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and
electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required
raceways and related components that are planned to be installed underground, enclosed, inaccessible or in
concealed areas and spaces shall be installed at the time of original construction.
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.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
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 (January 2023)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
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space at the time of original
construction in accordance with the California Electrical Code.
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
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
multifamily buildings.
When 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 electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE.
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.
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x
x
x
x
x
x
x
x
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
GR
E
E
N
B
U
I
L
D
I
N
G
ST
A
N
D
A
R
D
S
C
O
D
E
SHEET
T7
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
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.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
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 (January 2023)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
x
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
x Contractor
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
1613 W Chestnut Ave, #2
& #312/12/2024
2
1
(E) GAS
METER
(E) GARAGE
(E
)
P
O
R
C
H
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
(E) LANDSCAPED
AND GRASS AREA
(E) CONCRETE
WALKWAY
(E) POWER
POLE
PROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
6' UTILITY
EASEMENT
(E) WATER
METER
FIREPL.
(E) LIGHT
POST
(E) LANDSCAPED
AND GRASS AREA
℄
W CHESTNUT AVE
(E) SHED TO BE
REMOVED
(E) COVER TO
BE REMOVED
(E) COVER TO
BE REMOVED
(E) METAL FENCE &
GATE TO BE REMOVED
(E) 1-STORY
MAIN UNIT
(F.F. = 11.18)
(9.67 TC)
(9.00 FL)
(10.00 TC)
(9.33 FL)
(ASSUMED ELEVATION)
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
(E
)
P
A
V
E
M
E
N
T
T
O
BE
R
E
M
O
V
E
D
6'
U
T
I
L
I
T
Y
EA
S
E
M
E
N
T
(E) PLANTER TO
BE REMOVED
(E) GARAGE
(E
)
P
O
R
C
H
PROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
6' UTILITY
EASEMENT
℄
W CHESTNUT AVE
(E) 1-STORY
MAIN UNIT
(F.F. = 11.18)
6'
U
T
I
L
I
T
Y
EA
S
E
M
E
N
T
(N) ADU
F.F. = 12.00
PAD = 11.58
11.20 FL
HP
i=1% FL
i=
1
%
F
L
(N) JADU
F.F. = 11.18
PAD = 10.76
(N
)
PO
R
C
H
(N) ADDITION
F.F. = 11.18
PAD = 10.76
5% MIN
2% MIN
5%
M
I
N
2%
M
I
N
i=
1
%
F
L
2%
M
I
N
2%
M
I
N
i=0.25% FL2% MIN
2% MIN
5%
M
I
N
2%
M
I
N
i=
0
.
2
5
%
F
L
2%
M
I
N
2%
M
I
N
i=
0
.
2
5
%
F
L
i=
0
.
2
5
%
F
L
2%
M
I
N
2%
M
I
N
(E) GAS
METER
(E) POWER
POLE
(E) WATER
METER
(E) LIGHT
POST
4'-0"3'-6"41'-3"5'-3"3'-0"3'-0"
18'-2"
4'-3"
2'-9"
3'-6"
3'-6"
24'-6"
10'-0"
19'-0"
24'-4"
7'-8"
4'-3"
2'-9"
3'-6"
3'-6"
38'-6"
19'-4"
20'-0"
10'-6"
17'-10"4'-3"4'-6"4'-8"23'-6"5'-3"
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
1
GENERAL GRADING NOTES
1.All grading shall comply with the latest CBC Chapters 18 and 33, and Appendix J and the Santa Ana Municipal Code.
2.Grading shall not be started without first notifying the City Grading Inspector. A pre-grading meeting on the site is
required before starting of grading with the following people present: Grading Contractor, Design Civil Engineer,
Geotechnical Engineer, Grading Inspector and when required, the Archaeologist and Paleontologist. The required inspections
for grading will be explained at this meeting.
3.An approved copy of the grading plans shall be on the permitted site while work is in progress.
4.The Design Civil Engineer shall be available during the grading to verify compliance with the plans, specifications,
code and any special conditions of the permit within his purview.
5.The Geotechnical Engineer shall perform periodic inspections and submit a complete report and map upon completion
of the rough grading. The compaction report and approval from the Geotechnical Engineer shall indicate the type of field
testing performed. Each test shall be identified with the method of obtaining the in-place density, whether sand cone or drive
ring, and shall be so noted for each test. Sufficient maximum density determinations shall be performed to verify the
accuracy of the maximum density curves by the field technician.
6.Cut and fill slopes shall be no steeper than 2 foot horizontal to 1 foot vertical (2:1) except where specifically approved
otherwise.
7.Fills shall be compacted throughout to a minimum of 90% relative density. Aggregate base for asphaltic areas shall be
compacted to minimum of 95% relative density. Maximum density shall be determined by uniform building code standard
No. 70-1 or approved equivalent, and field density by uniform code standard no. 70-2 or approved equivalent.
8.The Contractor shall not create any trench or excavation 5-feet or more without the necessary permit from the State of
California Division of Industrial Safety.
9.All cut slopes shall be investigated both during and after grading by the Geotechnical Engineer to determine if any
slope stability problem exists. Should excavation disclose any geological hazards or potential geological hazards, the
Geotechnical Engineer shall submit a recommended treatment to the City Engineer for approval.
10.The permittee is responsible for dust control measures. Water active sites at least twice daily.
11.The locating and protection of all existing utilities is the responsibility of the permittee.
12.Grading operations, including maintenance of equipment, within one-half (1/2) mile of a structure of human
occupancy shall not be conducted between the hours of 8:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or any
time on Sunday or a federal holiday. (City of Santa Ana Municipal Code Section 18-314)
13.The permittee shall give reasonable notice to the owner of adjoining lands and buildings prior to beginning
excavations, which may affect the lateral and subjacent support of the adjoining property. The notice shall state the intended
depth of excavation and when excavation commences. The adjoining owner shall be allowed at least 30 days and reasonable
access on the permitted property to protect his structure, if he so desires, unless otherwise protected by law.
14.All existing drainage courses through the site shall remain open to handle the storm water; however, in any case, the
permittee shall be held liable for any damage due to obstructing natural drainage patterns.
15.Approved erosion protection devices shall be provided and maintained during the rainy season and shall be in place at
the end of each day's work. Proper erosion control measures must be shown on the plans.
16.Construction sites shall be maintained in such a condition that an anticipated storm does not carry wastes or pollutants
off the sites. Discharges of material other than storm water are allowed only when necessary for performance and completion
of construction practices and where they do not: cause or contribute to a violation of any water quality standard; cause or
threaten to cause pollution, contamination, or nuisance; or contain a hazardous substance in a quantity reportable under
Federal Regulations 40 CFR 117 and 302. Potential pollutants include but are not limited to: solid or liquid chemical spills;
wastes from paints, stains, sealants, glues, limes, pesticides, herbicides, wood preservatives and solvents; asbestos fibers,
paint flakes or stucco fragments; fuels, oils, lubricants, and hydraulic radiator or battery fluids; fertilizers,
vehicles/equipment wash water and concrete wash water; concrete, detergent or floatable wastes; wastes from any
engine/equipment steam cleaning or chemical degreasing; and superchlorinated potable water line flushings. During
construction, disposal of such materials should occur in a specified and controlled temporary area on-site, physically
separated from potential storm water run-off, with ultimate disposal in accordance with local, state, and federal requirements.
17.De-watering of contaminated groundwater, or discharging contaminated soils via surface erosion is prohibited.
Dewatering of non-contaminated groundwater requires a National Pollutant Discharge Elimination System (NPDES) permit
from the respective State Regional Water Quality Control Board.
18.All dirt, sand, mud, or debris deposited or spilled upon public streets during any grading, hauling, or export operations
shall be immediately cleaned up by the Developer, his Contractor, Subcontractors, or agents to the satisfaction of the City
Engineer. Failure to do so will be cause for stopping all such grading, hauling, or export work by the City until such time as
the streets are cleaned.
19.All trucks hauling dirt, sand, oil, or other loose materials are to be covered or should maintain a least two feet of
freeboard in accordance with the requirements of CVC Section 23114.
20.Contractor is responsible for the repair of all damages to public properties that are caused by the work on-site. Repair
must be completed to the satisfaction of the City Engineer.
21.Minimum asphalt pavement sections shall be:
3"AC/6"AB - parking aisles
4"AC/8"AB - drives [commercial]
4"AC/12"AB - drives [industrial]
3" A.C. over 4" A.B. - Parking Stalls [multi-family]
3" A.C. over 8" A.B. - Drive aisles [multi-family]
22.Earthwork Volumes:
Cut: 8 cubic yards Fill: 12 cubic yards Net: 4 cubic yards
23.If the net volumes exceed 500 cubic yards, the Contractor must submit a haul truck route to the city for approval. Haul
route shall include the location of borrow and/or dispersal site, all streets included in the route, the proposed staging area and
the maximum gross weight of the trucks when loaded.
24.Submit an 8 ½" x 11" haul route map of appropriate scale which indicates the location of the project site, showing
streets and direction of hauling up to and including the end of the route.
25.Pursuant to Assembly Bill 3019, no excavation permit is valid unless the contractor contacts and obtains an Inquiry
I.D. number from "Underground Service Alert" (1-800-422-4133) at least two working days prior to commencing
excavation.
26.Separate permits must be obtained from the City Building and Safety Division for the construction of retaining walls,
light poles, trash enclosures, on-site plumbing and all building structures.
27.All fonts on plans should be a minimum of 0.1".
EROSION AND SEDIMENT CONTROL NOTES
1.All work shall be in accordance with the erosion control plans, the project's Storm Water Pollution Prevention Plan
(SWPPP), and the recommendations of soils report, if available.
2.Erosion control measures shall be in place at the end of each working day whenever the daily rainfall probability
exceeds 40%.
3.Equipment and workers for emergency work shall be made available at all times during the rainy season. Necessary
materials shall be available on site and stockpiled at convenient locations to facilitate rapid construction of temporary erosion
control devices at all time.
4.Controls shall be set up and maintained as construction proceeds. Adjustments to the erosion control plans are
allowable as required and approved by city.
5.All erosion and sediment control measures shall implement structural and nonstructural Best Management Practices
(BMPs) in conformance with the guidelines of the California Storm Water BMP Handbooks.
6.After a rainstorm, all sediment and debris shall be removed from streets, berms and desilting basins. Any graded slope
surface protection measures damaged during a rainstorm shall be immediately repaired.
7.The permittee and contractor shall be responsible and shall take necessary precautions to prevent trespass onto areas
where impounded water created a hazardous condition.
BENCH MARK BASIS OF BEARING REVISIONS OWNER/DEVELOPER APPROVAL
REV. # DATE BY DESCRIPTION
KIM TRAN
1613 W CHESTNUT AVE
SANTA ANA, CA 92703
TEL.: (714) 856 5977
BEN PHAN, P.E.
CE# 57550
EXP. 12/31/2025
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL.: (714) 251 4537
BENPHANCONSULTANT@GMAIL.COM
DRAWN BY:ALBERT LUU
CHECKED BY:BEN PHAN
PREPARED UNDER THE SUPERVISION OF:
BEN PHAN
CE NO. 57550, EXP. 12/31/2025
SHEET
1
OF
2
KIM TRAN
1613 W CHESTNUT AVE
MAIN UNIT AND UNIT 2 & 3
SANTA ANA, CA 92703
ESTIMATE OF EARTHWORK QUANTITIES
CUT = 8 C.Y.
FILL = 12 C.Y.
SITE DATA
SITE ACREAGE:0.152 ACRE (6,600 SF)
UNDISTURBED AREA:3,133 SF (47.5%)
DISTURBED AREA:3,467 SF (52.5%)
TOTAL LANDSCAPED AREA:1,027 SF (15.6%)
POST-PROJECT PERVIOUS CONDITIONS
PERVIOUS AREA:1,027 SF (15.6%)
IMPERVIOUS AREA:5,573 SF (84.4%)
DRAINAGE PLAN
NEW ADU-JADU AND ADDITION
KIM TRAN
1613 W CHESTNUT AVE
MAIN UNIT AND UNIT 2 & 3
SANTA ANA, CA 92703
EXEMPT FOR DRAINAGE PLAN
TYPICAL GRAVEL BAG DETAIL
N.T.S.
1
EROSION CONTROL NOTES
1 INSTALL TYPICAL GRAVEL BAGS PER STD. SE-6, CALIFORNIA
STORM WATER BMP HANDBOOK
2 INSTALL 10'x10' MATERIAL STOCKPILE AREA PER STANDARD WM-3
DRAWING INDEX
SHEET 1 TITLE SHEET - TOPOGRAPHIC
EROSION AND HORIZONTAL
CONTROL PLAN
SHEET 2 DRAINAGE PLAN - DETAILS
TOPOGRAPHIC EROSION AND HORIZONTAL CONTROL
ASSUME ELEVATION OF TOP OF CURB AT THE
SOUTHEAST CORNER OF PROPERTY SIDEWALK
AND STREET ROAD AS AN INITIAL BENCHMARK
WITH ELEVATION OF 10.00' (SEE TOPOGRAPHIC
HEREON)
1613 W Chestnut Ave, #2
& #312/12/2024
(E) GARAGE
(E
)
P
O
R
C
H
PROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
6' UTILITY
EASEMENT
℄
W CHESTNUT AVE
(E) 1-STORY
MAIN UNIT
(F.F. = 11.18)
(9.67 TC)
(9.00 FL)
(10.00 TC)
(9.33 FL)
(ASSUMED ELEVATION)
6'
U
T
I
L
I
T
Y
EA
S
E
M
E
N
T
(N) ADU
F.F. = 12.00
PAD = 11.58
3
7
10
11.20 FL
HP
i=1% FL
i=
1
%
F
L
10
.
5
8
F
L
(N) JADU
F.F. = 11.18
PAD = 10.76
1
2
5
4
4
10.85 FS
(11.09 FS)
(N
)
PO
R
C
H
HAG
3
4
4
(N) ADDITION
F.F. = 11.18
PAD = 10.76
5
8
8
7
7
6
6
3
(E)
(E)
(E)
9
1
(E)
2
2
2
10.93 FS
(11.39 FS)
10.85 FS
(11.00 FS)
(11.64 FS)
11.35 FG
(11.49 FG)
11.40 FG
(11.01 FG)
11.05 FS
(10.98 FG)
11.00 FS
(10.94 FG)
10.61 FS
10.89 FS
(11.14 FS)
10.75 FS
10.70 FS
10.94 FS
11.17 FG 11.20 FG
10.90 FS
(11.40 FS)
11.10 FS
1%
5% MIN
2% MIN
5%
M
I
N
2%
M
I
N
(11.26 FG)
11.23 FG
i=
1
%
F
L
2%
M
I
N
2%
M
I
N
i=0.25% FL2% MIN
2% MIN
5%
M
I
N
2%
M
I
N
i=
0
.
2
5
%
F
L
2%
M
I
N
2%
M
I
N
i=
0
.
2
5
%
F
L
10
.
6
5
F
L
10.73 FL 10.83 FL
11.04 FL 11.07 FL
10
.
5
4
F
L
11.20 FS
11.30 FS
10
.
8
4
F
L
11.33 FG
i=
0
.
2
5
%
F
L
2%
M
I
N
2%
M
I
N
10
.
8
5
F
L
10
.
9
0
F
L
10.90 FS
10.93 FS
DRAINAGE PLAN
4" PCC
90% COMPACTED
SUBGRADE
WALKWAY SECTION
N.T.S.
7
4" PCC
6" AB @ 95%
COMPACTED
SIDEWALK SECTION
(WHERE NEEDED)
N.T.S.
90% COMPACTED
SUBGRADE
(E) SIDEWALK TO BE REPLACED IF DAMAGED TO THE SATISFACTION OF
THE INSPECTOR. ENCROACHMENT PERMIT IS REQUIRED FOR THE WORK.
PRIOR TO PLACEMENT OF FILLS, THE BOTTOM OF THE REMEDIAL
REMOVALS NEED TO BE SCARIFIED TO A MINIMUM DEPTH OF 12 INCHES.
ONSITE SOIL MAY BE REUSED PROVIDED ALL DELETERIOUS MATERIALS
ARE REMOVED.
THE EXTENT OF THE REMOVAL SHALL BE WITHIN THE CONCRETE SLAB
FOOTPRINT AND 1 FOOT BEYOND.
GENERAL GRADING NOTES
The following steps will help reduce the stormwater impacts of leaks and spills:
Education
Be aware that different materials pollute in different amounts. Make sure that each employee knows what a "significant spill" is for each
material they use, and what is the appropriate response for "significant" and "insignificant" spills.
Educate employees and subcontractors on potential dangers to humans and the environment from spills and leaks.
Hold regular meetings to discuss and reinforce appropriate disposal procedures (incorporate into regular safety meetings).
Establish a continuing education program to indoctrinate new employees.
Have contractor's superintendent or representative oversee and enforce proper spill prevention and control measures.
General Measures
To the extent that the work can be accomplished safely, spills of oil, petroleum products, substances listed under 40 CFR parts 110,117, and
302, and sanitary and septic wastes should be contained and cleaned up immediately.
Store hazardous materials and wastes in covered containers and protect from vandalism.
Place a stockpile of spill cleanup materials where it will be readily accessible.
Train employees in spill prevention and cleanup.
Designate responsible individuals to oversee and enforce control measures.
Spills should be covered and protected from stormwater runon during rainfall to the extent that it doesn't compromise clean up activities.
Do not bury or wash spills with water.
Store and dispose of used clean up materials, contaminated materials, and recovered spill material that is no longer suitable for the intended
purpose in conformance with the provisions in applicable BMPs.
Do not allow water used for cleaning and decontamination to enter storm drains or watercourses. Collect and dispose of contaminated water
in accordance with WM-10, Liquid Waste Management.
Contain water overflow or minor water spillage and do not allow it to discharge into drainage facilities or watercourses.
Place proper storage, cleanup, and spill reporting instructions for hazardous materials stored or used on the project site in an open,
conspicuous, and accessible location.
Keep waste storage areas clean, well organized, and equipped with ample cleanup supplies as appropriate for the materials being stored.
Perimeter controls, containment structures, covers, and liners should be repaired or replaced as needed to maintain proper function.
Cleanup
Clean up leaks and spills immediately.
Use a rag for small spills on paved surfaces, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is
hazardous, then the used cleanup materials are also hazardous and must be sent to either a certified laundry (rags) or disposed of as hazardous
waste.
Never hose down or bury dry material spills. Clean up as much of the material as possible and dispose of properly. See the waste
management BMPs in this section for specific information.
Minor Spills
Minor spills typically involve small quantities of oil, gasoline, paint, etc. which can be controlled by the first responder at the discovery of
the spill.
Use absorbent materials on small spills rather than hosing down or burying the spill.
Absorbent materials should be promptly removed and disposed of properly.
Follow the practice below for a minor spill:
Contain the spread of the spill.
Recover spilled materials.
Clean the contaminated area and properly dispose of contaminated materials.
Semi-Significant Spills
Semi-significant spills still can be controlled by the first responder along with the aid of other personnel such as laborers and the foreman,
etc. This response may require the cessation of all other activities.
Spills should be cleaned up immediately:
Contain spread of the spill.
Notify the project foreman immediately.
If the spill occurs on paved or impermeable surfaces, clean up using "dry" methods (absorbent materials, cat litter and/or rags). Contain
the spill by encircling with absorbent materials and do not let the spill spread widely.
If the spill occurs in dirt areas, immediately contain the spill by constructing an earthen dike. Dig up and properly dispose of
contaminated soil.
If the spill occurs during rain, cover spill with tarps or other material to prevent contaminating runoff.
Significant/Hazardous Spills
For significant or hazardous spills that cannot be controlled by personnel in the immediate vicinity, the following steps should be taken:
Notify the local emergency response by dialing 911. In addition to 911, the contractor will notify the proper county officials. It is the
contractor's responsibility to have all emergency phone numbers at the construction site.
Notify the Governor's Office of Emergency Services Warning Center, (916) 845-8911.
For spills of federal reportable quantities, in conformance with the requirements in 40 CFR parts 110,119, and 302, the contractor
should notify the National Response Center at (800) 424-8802.
Notification should first be made by telephone and followed up with a written report.
The services of a spills contractor or a Haz-Mat team should be obtained immediately. Construction personnel should not attempt to
clean up until the appropriate and qualified staffs have arrived at the job site.
Other agencies which may need to be consulted include, but are not limited to, the Fire Department, the Public Works Department, the
Coast Guard, the Highway Patrol, the City/County Police Department, Department of Toxic Substances, California Division of Oil and Gas,
Cal/OSHA, etc.
Reporting
Report significant spills to local agencies, such as the Fire Department; they can assist in cleanup.
Federal regulations require that any significant oil spill into a water body or onto an adjoining shoreline be reported to the National Response
Center (NRC) at 800-424-8802 (24 hours).
Use the following measures related to specific activities:
Vehicle and Equipment Maintenance
If maintenance must occur onsite, use a designated area and a secondary containment, located away from drainage courses, to prevent the
runon of stormwater and the runoff of spills.
Regularly inspect onsite vehicles and equipment for leaks and repair immediately
Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do
not allow leaking vehicles or equipment onsite.
Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids.
Place drip pans or absorbent materials under paving equipment when not in use.
Use absorbent materials on small spills rather than hosing down or burying the spill. Remove the absorbent materials promptly and dispose
of properly.
Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around
Oil filters disposed of in trashcans or dumpsters can leak oil and pollute stormwater. Place the oil filter in a funnel over a waste oil-recycling
drum to drain excess oil before disposal. Oil filters can also be recycled. Ask the oil supplier or recycler about recycling oil filters.
Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries even if you think all the acid has drained out.
If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking.
Vehicle and Equipment Fueling
If fueling must occur onsite, use designate areas, located away from drainage courses, to prevent the runon of stormwater and the runoff of
spills.
Discourage "topping off" of fuel tanks.
Always use secondary containment, such as a drain pan, when fueling to catch spills/ leaks.
Costs
Prevention of leaks and spills is inexpensive. Treatment and/ or disposal of contaminated soil or water can be quite expensive.
Inspection and Maintenance
Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. While activities associated with
the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is
recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the
conclusion of rain events.
Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur.
Keep ample supplies of spill control and cleanup materials onsite, near storage, unloading, and maintenance areas.
Update your spill prevention and control plan and stock cleanup materials as changes occur in the types of chemicals onsite.
BENCH MARK BASIS OF BEARING REVISIONS
REV. # DATE BY DESCRIPTION
SHEET
2
OF
2
EXEMPT FOR DRAINAGE PLAN
DRAWING INDEX
SHEET 1 TITLE SHEET - TOPOGRAPHIC
EROSION AND HORIZONTAL
CONTROL PLAN
SHEET 2 DRAINAGE PLAN - DETAILS
OWNER/DEVELOPER APPROVAL
SHEET 1 TITLE SHEET - TOPOGRAPHIC
EROSION AND HORIZONTAL
CONTROL PLAN
SHEET 2 DRAINAGE PLAN - DETAILS
KIM TRAN
1613 W CHESTNUT AVE
SANTA ANA, CA 92703
TEL.: (714) 856 5977
KIM TRAN
1613 W CHESTNUT AVE
MAIN UNIT AND UNIT 2 & 3
SANTA ANA, CA 92703
ASSUME ELEVATION OF TOP OF CURB AT THE
SOUTHEAST CORNER OF PROPERTY SIDEWALK
AND STREET ROAD AS AN INITIAL BENCHMARK
WITH ELEVATION OF 10.00' (SEE TOPOGRAPHIC
HEREON)
BEN PHAN, P.E.
CE# 57550
EXP. 12/31/2025
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL.: (714) 251 4537
BENPHANCONSULTANT@GMAIL.COM
DRAWN BY:ALBERT LUU
CHECKED BY:BEN PHAN
PREPARED UNDER THE SUPERVISION OF:
BEN PHAN
CE NO. 57550, EXP. 12/31/2025
1613 W Chestnut Ave, #2
& #312/12/2024
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
March 12, 2024
Also sent via email to: kimntran2000@yahoo.com
Ok Ha Family Limited Partnership
12832 Valley View Street #107
Garden Grove, CA. 92845
Subject: Address Assignment for a new Accessory Dwelling Unit and a new Junior
Accessory Dwelling Unit located at 1613 West Chestnut Street and (APN: 007-
224-24) in Santa Ana, CA
Dear Owner,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new Accessory Dwelling Unit located at 402 East Pine Street and (APN: 404-085-05). Notice
is hereby given that the following assigned address(es) shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Reviewed by: Jerry, Guevara, Senior Planner
1613 W Chestnut Ave, #2
& #312/12/2024
Address Letter for 1613 W Chestnut Avenue
Page 2 of 2
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
1613 W Chestnut Ave, #2
& #312/12/2024
(N) ADU
(N) JADU
(E) GAS
METER
(E) GARAGE
345 SF
(E) 1-STORY
MAIN UNIT
(E
)
P
O
R
C
H
58
S
F
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
6'H WOODEN
GATE
6'H METAL
GATE
(E) POWERPOLEPROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
(E) 6'H BLOCKWALL
6' UTILITY
EASEMENT6'-0"
13'-4"
(N) 100A
SUB-PANEL
(E) WATER
METER
4:
1
2
4:12
4:
1
2
4:
1
2
4:12 4:12
12"
12"
24"
24"
24"
(E) LIGHT
POLE
6'-0"41'-3"4'-0"
5'-10"
24'-6"
10'-0"
19'-0"
24'-4"
7'-0"
38'-6"
19'-4"
20'-0"
7'-11"
4'-0"
17'-10"4'-8"4'-3"4'-6"5'-3"
℄
30'-0" TO
CENTERLINE
W CHESTNUT AVE
(E
)
6
'
H
C
H
A
I
N
L
I
N
K
F
E
N
C
E
(E) METAL FENCE &
GATE TO BE REMOVED
6'-0"
6' UTILITY
EASEMENT
1'-2"
(N) ADDITION
235 SF
7'-0"
18'-2"
4'-0"
10'-6"
6'-0"
23'-6"
(N
)
4
"
C
O
N
C
R
E
T
E
WA
L
K
W
A
Y
FRONT YARD
LANDSCAPING
(PER S.A.M.C. SEC. 41-240)
(E) REAR YARD
LANDSCAPING
(N) 4" ABS SEWER LINE,
MIN. 2% SLOPE
(E
)
4
"
S
E
W
E
R
L
I
N
E
TO
S
T
R
E
E
T
(
V
.
I
.
F
.
)
12" (TYP. @ ADU)
IM
A
G
I
N
A
R
Y
PR
O
P
E
R
T
Y
L
I
N
E
10
SD-2
4
SD-2
PU
B
L
I
C
U
T
I
L
I
T
Y
EA
S
E
M
E
N
T
(
6
F
E
E
T
)
4:
1
2
4:
1
2
4:
1
2
4:
1
2
10
SD-2
1-HR RATED
OVERHANG
AND WALL
5'-0"
24"
24"24"
7'-11"5'-3"
6
SD-2
1-HR RATED
OVERHANG
4:
1
2
4:124:12
4:124:12
42'-2"
AC
ADDRESS
NUMBER
(N
)
2
-
G
A
N
G
P
A
N
E
L
,
10
0
A
E
A
C
H
F
O
R
JA
D
U
A
N
D
M
A
I
N
U
N
I
T
(N
)
A
D
U
10
0
A
P
A
N
E
L
AC
(N
)
L
A
N
D
S
C
A
P
E
D
AR
E
A
7'-8"
(N
)
P
O
R
C
H
42
S
F
8'-9"
(N) 1"
WATER
METER
(N) WATER LINE: 1"
COPPER TYPE "L" OR
PVC PIPE, MIN. 18"
BELOW GROUND
3'-0"
2'-0"
2'-0"
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
(E) GAS
METER
(E) GARAGE
345 SF
(E) 1-STORY
MAIN UNIT
1,283 SF
3 BED/2 BATH
(E
)
P
O
R
C
H
58
S
F
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
(E) LANDSCAPED
AND GRASS AREA
(E) CONCRETE
WALKWAY
6'H WOODEN
GATE
6'H METAL
GATE
(E) POWERPOLEPROPERTY LINE - 60.00'
PROPERTY LINE - 60.00'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
PR
O
P
E
R
T
Y
L
I
N
E
-
1
1
0
.
0
0
'
(E) 6'H BLOCKWALL
6' UTILITY
EASEMENT6'-0"
13'-4"
(E) 100A PANEL
CHANGED TO
100A SUB-PANEL
(E) WATER
METER
FIREPL.
4:
1
2
4:12
4:
1
2
4:
1
2
4:124:12
12"12"
24"
24"
24"
24"
(E) LIGHT
POLE
(E) LANDSCAPED
AND GRASS AREA
13'-2"42'-2"4'-8"
31'-0"
24'-6"
13'-8"
19'-8"
20'-0"
32'-2"
38'-6"
19'-4"
20'-0"
7'-11"
4'-0"
17'-10"4'-8"4'-3"20'-1"13'-2"
℄
30'-0" TO
CENTERLINE
W CHESTNUT AVE
(E) SHED TO BE
REMOVED
(E
)
6
'
H
C
H
A
I
N
L
I
N
K
F
E
N
C
E
(E) COVER TO
BE REMOVED
(E) COVER TO
BE REMOVED
6'-0"
6' UTILITY
EASEMENT
1'-2"
(E) METAL FENCE &
GATE TO BE REMOVED
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
20
'
-
0
"
-
F
E
N
C
E
T
O
B
E
R
E
M
O
V
E
D
ATTIC VENTILATION CALCULATION
TOTAL ATTIC VENTILATION AREA SHALL NOT BE
LESS THAN 1/150 OF THE ATTIC SPACE AREA.
1. ADU: ATTIC SPACE = 749 SF
ATTIC VENTS REQUIRED = 749/150 = 5.0 SF
2. JADU: ATTIC SPACE = 447 SF
ATTIC VENTS REQUIRED = 447/150 = 3.0 SF
3. ADDITION: ATTIC SPACE = 235 SF
ATTIC VENTS REQUIRED = 235/150 = 1.6 SF
===> PROVIDE 6 VENTS ON THE ADU, 3 VENTS ON
THE JADU AND 2 VENTS ON THE ADDITION,
OHAGINTM 16" DIAMETER ROOF VENTS (1.4 SF EACH),
AS INDICATED ON ROOF PLAN HEREON
PROJECT INFORMATIONOWNER:OK HA FAMILY LIMITED PARTNERSHIPC/O: KIM TRANTEL.: (714) 856 5977ADD.: MAIN: 1613 W CHESTNUT AVEJADU:1613 W CHESTNUT AVE, UNIT 2
ADU:1613 W CHESTNUT AVE, UNIT 3
SANTA ANA, CA 92703
(E) MAIN UNIT = 1,283 SF
(E) GARAGE = 345 SF
(E) PORCH = 58 SF
(N) ADDITION = 235 SF
(N) JADU = 447 SF
(N) ADU = 749 SF (EXEMPT FROM LOT COVERAGE)
(N) ADU PORCH = 42 SF
LOT COVERAGE = 1,283 + 345 + 235 + 447 = 2,310 SF
LIVING AREA = 1,283 + 749 + 235 + 447 = 2,714 SF
LOT SIZE = 6,600 SF
% COVERAGE = 2,310/6,600 = 35.0%
APN = 007-224-24
ZONE = R1/U
FLOOD ZONE = X
NUMBER OF STORY = 1
TYPE OF CONSTRUCTION = VB
(E) UNIT'S FIRE SPRINKLER = NOT EQUIPPED
APPLICABLE BUILDING STANDARDS
1. 2022 CALIFORNIA MECHANICAL CODE (CMC)
2. 2022 CALIFORNIA BUILDING CODE (CBC)
3. 2022 CALIFORNIA RESIDENTIAL CODE (CRC)
4. 2022 CALIFORNIA PLUMBING CODE (CPC)
5. 2022 CALIFORNIA ELECTRICAL CODE (CEC)
6. 2022 CALIF. ENERGY EFFICIENCY STANDARD
7. 2022 CALIF. GREEN BUILDING STANDARDS
8. CITY OF SANTA ANA ORDINANCES
DRAWING INDEX
A1 SITE/ROOF PLAN - GENERAL NOTES
A2 (N) ADU AND (E) MAIN UNIT FLOOR PLAN
A3 (E) MAIN UNIT AND (N) JADU FLOOR PLAN
SOLAR ZONE DEDICATION
A4 ELEVATION - BUILDING SECTIONS
LOAD CALCULATIONS
DR1-2 DRAINAGE PLAN
SN-1 STRUCTURAL GENERAL NOTES
S1-2 FOUNDATION PLAN - FRAMING PLAN
SD1-2 STRUCTURAL DETAILS
T1-5 TITLE 24 PLAN
T6-7 GREEN BUILDING STANDARDS CODE
SCOPE OF WORK1. BUILD NEW DETACHED 749 SF ADU (2 BEDROOM -2 BATHROOM) WITH 42 SF PORCH2. BUILD NEW ATTACHED 447 SF JADU (1 BEDROOM -1 BATHROOM)3. BUILD NEW 235 SF ADDITION OF BEDROOM #4
AND BATHROOM #3 TO THE EXISTING UNIT
4. RELOCATE EXISTING 100A PANEL TO ADU
5. REMOVE EXISTING METAL FENCE AND GATE
WITHIN 20 FEET OF FRONT YARD
CONSTRUCTION NOTES
1. CONSTRUCTION WORK HOURS ARE 7AM - 7PM,
M-F; 9AM - 7PM, SATURDAY; NO SUNDAY OR LEGAL
HOLIDAYS.
2. THERE SHALL BE NO TRENCHES OR EXCAVATIONS
5' OR MORE IN DEPTH INTO WHICH A PERSON IS
REQUIRED TO DESCEND, OR OBTAIN PERMIT FROM
STATE OF CA, DIVISION OF OCCUPATIONAL SAFETY
AND HEALTH (CAL/OSHA). THIS PERMIT AND ANY
OTHER SAFETY PERMIT SHALL BE OBTAINED PRIOR
TO COMMENCE OF ANY WORK.
VICINITY MAP
ADU PARKING EXEMPTION NOTE
PROPOSED ADU IS LOCATED WITHIN ONE-HALF MILE
TO OCTA ROUTE 150 ALONG S RAITT ST. AT W
CHESTNUT AVE., PURSUANT TO ASSEMBLY BILL 68,
NO PARKING IS REQUIRED FOR THE ADU.
GENERAL NOTES
1. ALL WORK PERFORMED SHALL COMPLY WITH THESE GENERAL NOTES (UNLESS NOTED OTHERWISE ON THESE PLANS AND
SPECIFICATIONS) AND ALL THE FOLLOWING NOTES, DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE
THE INTENT OF GENERAL NOTES WITH MECHANICAL, ELECTRICAL, AND PLUMBING TRADES.
2. THE GENERAL CONTRACTOR OBTAINS AND PAYS FOR ALL REQUIRED PERMITS AND ARRANGES FOR ALL REQUIRED INSPECTIONS.
3. ALL WORK SHALL COMPLY WITH LATEST EDITION OF BUILDING CODES AS ADOPTED BY THE CITY OF SANTA ANA AND ALL OTHER
APPLICABLE REGULATIONS.
4. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY ALL SITES CONDITIONS, DIMENSIONS AND ELEVATION BEFORE STARTING
THE WORK, AND NOTIFY THE DESIGNER OF ANY DISCREPANCY, IN WRITING, PRIOR TO PROCEEDING.
5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO
PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSES OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH
THE PROSECUTION OF SUCH WORK.
6. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF THE UTILITY SERVICES IN THE AREA TO BE EXCAVATED PRIOR TO THE
EXCAVATION.
7. THE DISCHARGE OF POLLUTANTS TO ANY STORM DRAINAGE SYSTEM IS PROHIBITED. NO SOLID WASTE, PETROLEUM BYPRODUCTS,
SOIL PARTICULATE, CONSTRUCTION WASTE MATERIALS, OR WASTEWATER GENERATED ON CONSTRUCTION SITE OR BY THE
CONSTRUCTION ACTIVITIES SHALL BE PLACED, CONVEYED OR DISCHARGED INTO THE STREET, GUTTER OR STORM DRAIN SYSTEM.
8. ALL NEW ROOF MATERIALS, STUCCO AND WINDOWS SHALL MATCH EXISTING COLOR AND STYLE.
EMERGENCY EGRESS NOTES
1. MIN. SET CLEAR OPENING OF 5.7 SQUARE FEET.
2. MIN. 5 SQUARE FEET FOR GRADE-FLOOR OPENINGS
3. MIN. SET CLEAR HEIGHT OF 24 INCHES.
4. WINDOW TO BOTTOM OF CLEAR OPENING SHALL BE NO MORE THAN 44 INCHES.
STUCCO NOTES
1. A CORROSION RESISTANT WEEP SCREED 2" BELOW PLATE, 6" (2" FOR CONCRETE WALKWAY) ABOVE GRADE THAT ALLOWS TRAPPED
WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING IS REQUIRED BELOW THE STUCCO AT THE FOUNDATION PLATE LINE.
2. 7/8" MIN. THICK THREE-COAT APPLICATION (SCRATCH, BROWN AND FINISH) OVER SELF-FURRING GALVANIZED WIRE LATH OVER
GRADE D BUILDING PAPER AND WIRE BACKING.
3. EXTERIOR LATH: PROVIDE 2 LAYERS OF GRADE D PAPER OVER SHEATHING OR WOOD STUDS
SETBACK AND PROPERTY LINE NOTE
THE OWNER/CONTRACTOR SHALL CONSULT WITH A LAND SURVEYOR TO DETERMINE IF A LOT/BOUNDARY SURVEY IS NEEDED TO
VERIFY SETBACKS OF EXISTING AND PROPOSED STRUCTURES WITH RESPECT TO PROPERTY LINES. IN THE EVENT THERE IS
DISCREPANCY BETWEEN PROPOSAL AND FIELD MEASUREMENTS OF SETBACK, THE DESIGNER SHALL BE NOTIFIED; AND REVISION
SHALL BE SUBMITTED FOR CITY APPROVAL.
ELECTRICAL METER RELOCATION NOTE
THE CONTRACTOR SHALL CONTACT SOUTHERN
CALIFORNIA EDISON (SCE) @ 800-655-4555 TO
OBTAIN A NEW METER SPOT APPROVAL AND
INSTALLATION INSTRUCTIONS PRIOR TO INSTALLING
THE NEW METER SERVICE PANEL. LOCATION AND
AMPERAGE OF NEW METER IN THIS PLAN ARE ONLY
PROPOSAL AND SUBJECT TO SCE FINAL APPROVAL.
SI
T
E
P
L
A
N
RO
O
F
P
L
A
N
GE
N
E
R
A
L
N
O
T
E
S
OW
N
E
R
OK
H
A
F
A
M
I
L
Y
L
I
M
I
T
E
D
P
A
R
T
N
E
R
S
H
I
P
TE
L
:
(
7
1
4
)
8
5
6
5
9
7
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
MA
I
N
U
N
I
T
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
JA
D
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
2
AD
U
:
1
6
1
3
W
C
H
E
S
T
N
U
T
A
V
E
,
U
N
I
T
3
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
DATE 11/20/2023
NE
W
D
E
T
A
C
H
E
D
7
4
9
S
F
A
D
U
23
5
S
F
A
D
D
I
T
I
O
N
A
N
D
AT
T
A
C
H
E
D
4
4
7
S
F
J
A
D
U
SHEET
A1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
LANDSCAPING LEGEND
GRASS OR ACCEPTABLE DRY
CLIMATE GROUND COVER
POP-UP SPRINKLER
NEW 5 GAL. JUNIPER BUSH (TYP. 6)
NEW 1 GAL. ENCORE AZALEA (TYP. 16)
FRUIT TREES ( VARIETY - MAX. 20' APART)
NEW 24" BOX KING PALM OR SIMILAR,
TREE SHALL BE DOUBLE-STAKED
BUILDING NOTES
1. ALL CONCEALED WORK INSTALLED
WITHOUT PERMITS MUST BE EXPOSED FOR
INSPECTION TO THE SATISFACTION OF THE
BUILDING INSPECTOR. THIS INCLUDES
METHODS OF ATTACHMENT AND ALL
FOOTINGS, STRUCTURAL MEMBERS,
MECHANICAL, ELECTRICAL, PLUMBING AND
INSULATION.
2. MECHANICAL, ELECTRICAL AND PLUMBING
ARE NOT PART OF THIS PLAN REVIEW AND
APPROVAL. MEP ARE SUBJECT TO BUILDING
FIELD INSPECTION.
FRONT YARD NOTES
1. FRONT YARD LANDSCAPING SHALL COMPLY WITH
S.A.M.C. SEC. 41-240.
2.LANDSCAPING AREAS SHALL BE DESIGNED WITH AN
AUTOMATIC IRRIGATION SYSTEM WITH POP-UP
SPRINKLERS. DRIP, BUBBLER OR OTHER LOW
GALLONAGE SYSTEMS MAY BE USED IN BUFFER
AREAS AND NARROW STRIPS.
3.FRONT YARD LANDSCAPING, IF NOT PRESENT,
SHALL BE RESTORED WITH LIVE VEGETATION
(GRASS OR ACCEPTABLE DRY CLIMATE GROUND
COVER).
4.FENCE IN FRONT YARD SHALL COMPLY WITH S.A.M.C.
SEC. 41-610 AND SHALL NOT EXCEED 3' IN HEIGHT.
PHOTOVOLTAIC SYSTEM NOTE
1. A MINIMUM 2.04 KWdc PHOTOVOLTAIC
SYSTEM (PER TITLE 24) SHALL BE INSTALLED
ON THE ADU PRIOR TO FINAL INSPECTION
SIGN-OFF. THE PV SYSTEM SHALL BE
SUBMITTED UNDER A SEPARATE SUBMITTAL.
2. SOLAR PERMIT ISSUANCE IS REQUIRED
PRIOR TO PERFORMING FRAMING
INSPECTION.
(E) SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
(N) SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
1613 W CHESNUT AVE UNIT 2
1613 W CHESTNUT AVE
UNIT 3
1613 W CHESTNUT AVE
EXHIBIT A - ADDRESS PLAN
1613 W Chestnut Ave, #2
& #312/12/2024
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
1613 W Chestnut Ave, #2
& #312/12/2024
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 Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
1613 W Chestnut Ave, #2
& #312/12/2024
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
1613 W Chestnut Ave, #2
& #312/12/2024
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 Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
1613 W Chestnut Ave, #2
& #312/12/2024
1613 W Chestnut Ave, #2
& #312/12/2024
STRUCTURAL CALCULATIONS Date: 02/16/2024
Project Location :
Owner:
Prepared by:
Building Code Edition:
Concrete:
Foundation:
Structural Steel:
Pipe Columns:
Welding:
Concrete Masonry:
Grout:
Reinforcing Steel:
Wood Framing:
Studs , joists, rafters:
Beams and posts :
Glulam:
Parallam 2 .0 PSL:
Microllam L VL:
Plywood:
TJI:
1613 W. Chestnut Ave., Unit 2
Santa Ana, CA 92703
Kim Tran (Luan)
New Accessory Dwelling Unit ADU
Ben Phan , P .E . (714) 251-4537
11541 Elizabeth Street
Garden Grove, CA 92840
2022 California Building Code
r c = 2 ,500 psi @ 28 days
Ready-mixed concrete per ASTM C94
Concrete aggregates per ASTM C33
Cement ASMT Cl50 Type V u.n.o .
Minimum allowable soil bearing pressure = 1,500 psf.
ASTM A-36 , ASTM a-92
ASTM A-53 , Grade B
Electric arc process by certified welders in approved licensed fabrication
shop.
ASTM C90, GradeN, f m = 1,500 psi
Type M, 1:3:114 mix ; Cement:Sand:Hydrated Lime or Lime Putty.
1 :3:2 mix; Cement: Sand:3/8" pea gravel ; f c = 2,000 psi.
Deformed bars per ASTM A915; Grade 40 for #4 and smaller; Grade 60
for #5 and larger.
WCLID or WWP A Grading Rules Agency
Douglas Fir-Larch #2
Douglas Fir-Larch #1
24F-V4 or 24F-V8 DF/DF (cantilevered)
ICC ESR-1387
ICC ESR-1387
4 or more plies , Structural 1 or CD , CC Structural Panel per PS-1-95
ICC ESR-1153 (ILevel)
All information shown on plans relative to existing conditions are provided as the best present knowledge
but without guarantee of accuracy. Where actual conditions conflict with the plans, they shall be reported
to the Engineer so that modifications may be made in writing. Modifications of plans and details shall not
be made without written approval of the Engineer . By accepting this calculations or report, the Engineer
shall not be held liable for discrepancies not brought up to the attention of the Engineer. The design
analysis and calculations were done in accordance with generally accepted engineering principles and
practice.
1613 W Chestnut Ave, #2
& #312/12/2024
DESIGN LIVE AND DEAD LOADS
ROOF DEAD LOAD : ROOF TYPE 1 FLAT LOAD: ROOFTYPE2
Comp. Shingles Roofing = 6.0 PSF RR Comp. Shingles Roofing = 3.0 PSF
Sheathing/Insulation = 1.5 PSF RR Sheathing/Insulation = 1.5 PSF
2X RR@ 16" OC = 2.0 PSF RR 2X RR@ 16" OC = 3.0 PSF
2X CJ @16" OC = 2.0 PSF CJ = 0.0 PSF
Drywall Ceiling = 2.2 PSF CJ = 0.0 PSF
MPE = 1.0 PSF CJ MPE = 1.0 PSF
Future Solar System = 3.0 PSF CJ = 0.0 PSF
MISCELLANEOUS = 1.3 PSF CJ MISCELLANEOUS = 1.5 PSF
SUB-TOTAL = 19.0 PSF SUB-TOTAL = 10.0 PSF
SLOPE CORRECTION "X :12" I 4.00 I 1.05 PSF SLOPE CORRECTION "X:12" ~ 1.00 PSF
MISCELLANEOUS = o.oj PSF MISCELLANEOUS o.ol PSF
ROOF DEAD LOAD : = 20.0 PSF ROOF DEAD LOAD : = 10.0 PSF
ROOF SNOW LOAD : = §PSF ROOF SNOW LOAD : = § PSF
ROOF LIVE LOAD : = PSF ROOF LIVE LOAD : = PSF
TOTAL ROOF LOAD : = PSF TOTAL ROOF LOAD: = PSF
EXTERIOR WALL LOADS: SECOND FLOOR LOADS
Stucco = 10.0 PSF Finish flooring_ = 0.0 PSF
15/32" SHEATHING = 1.4 PSF 3/4" subflooring = 0.0 PSF
2X4@16" 0/C = 2.0 PSF 2x12@ 16" oc = 0.0 PSF
R191NSULATION = 0.4 PSF Int. non-brg wall = 0.0 PSF
1/2" GYPSUM 8D. = 2.2 PSF 1/2" gypsum board = 0.0 PSF
MISCELLANEOUS = 1.0 PSF R19, M/PIE, & others = 0.0 PSF
TOTAL EXTERIOR WALL : = 17.0 PSF FLOOR DEAD LOAD : = 0.0 PSF
FLOOR LIVE LOAD : = 40.0 PSF
TOTAL FLOOR LOAD = 40.0 PSF
INTERIOR SHEAR WALL LOADS: FIRST FLOOR LOADS
1/2" GYPSUM 8D. (B.S.) = DPSF I I
= D PSF
2x6@ 16" 0/C = PSF = PSF
15/32" SHEATHING = PSF = PSF
MISCELLANEOUS = PSF DECK DEAD LOAD = 0.0 PSF
TOTAL INTERIOR WALL : = 7.0 PSF DECK LIVE LOAD I o.oj PSF
SOILS DATA:
SOILS REPORT :1 None Provided -Assume Code Min imum
GEOTECHNICAL ENGINEER :I Not Applicable -use code minimums I DATE OF REPORT : I NA
BASIC BEARING PRESSURE
PADS & CONT. FNDT. = Qa = 1,500 PSF ISOLATED FOUNDATIONS = I ' ol PSF
INCREASE FOR WIDTH = 0.0 %
INCREASE FOR DEPTH = 0.0 %
MAX . SOIL PRESSURE -Qa = 1,500.0 PSF
ALLOW PASSIVE PRESSURE = I 0.01 PCF EQUIV. FLUID PRESSURE = I o.ol PCF
ALLOW SOIL FRICTION = 0.3
L
1613 W Chestnut Ave, #2
& #312/12/2024
USGS web services were dawn for some period of tim e and as a result th is tool wasn 't operational, resulting in timeout error.
USGS web services are now operational sa this too l ::.hou ld work as expected.
O.SHPD
1613 W Chestnut Ave, Santa Ana, CA 92703, USA
Latitude, Longitude: 33.7430598, -117.8898155
· · · · .. ,.." ... ,., .. ~ ~ ........ :..J • w~Wti!ln~tst :-:;:.··::=:::=:~
fsa~cAn:!1~a:t w~~F~~·.·.•·•···· .•..
KidWorks9, . .1+ . ~r ::: m L .~h~~~~~~~x~~~·w ~--~Ed ca
i i Date : ! Design Code Reference Document
I Risk Category
2/16/2024 , 11 :29:06 AM
ASCE7-16
i [SiteCiass ==:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=:=D:=-=D=ef=a=u =lt =(S=e=e=S=e=c=ti=on:=11=.4=·=3=):=:=:=:=:=:=:=:=:=:=:=:=:=~
[ Ty ~--Value
· Ss 1.299
's , 0.463
i SMS 1.558
: SM1 null -See Section 11.4.8
i Sos 1.039
t
i So 1 null -See Section 11.4 .8
:Type Value
:soc null-See Section 11.4.8
I
' Fa 1.2
~ I Fv null -See Section 11 .4.8
! PGA 0.551
! FPGA 1.2
, PGAM 0.661
TL 8
SsRT 1.299
, SsUH 1.401
SsD 1.579
• S1RT i 0.463
S1UH 0.501
f
; S10 0.6
1 PGAd 0.654
f
Description
Description
MCER ground moti on. (for 0.2 second period)
MCER ground motion . (for 1.0s period)
Site-mod ified spectral acceleration value
Site-mod ified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Seismic des ign category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCE 0 peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long-period transition period in seconds
Probabil istic risk-targeted ground motion . (0.2 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored determin istic acceleration value. (0.2 second)
Probabil istic risk-targeted ground motion . (1.0 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration) I
7
1613 W Chestnut Ave, #2
& #312/12/2024
SEISMIC LOADS:
Latitude =
Longtitude =
Occupancy Category
Important Factor (I)
=
=
33.7430598 North
-117.88982 West
SEISMIC DATA:
t-1--1---:.1~-:-o--ti(Table 1.5-2)
'·
f----1-'.2'--99--lg
0.463 g
Site Class = 1-----:D=------1
= 1.20
= 1.80
R
Shea r Panels Timber Frames .----------~,.--,--.------.-----+-....:S:.:D:;.;C=---4
6.50 1.50 Sms = 1.559 g
= 3.00 1.50 Sm1 = 0.833 g
= 4.00 1.50 Sds = 1.039 g D
= 1.30 1.oo s d1 = o.556 g D
Use Simplified Alternative Structural Design
F = I 1.00 I F = I 1.00 I
V = (F*S05)/R V = (F*S05)/R
v = 0.21 Shear Panels V = 0.69 Timber Frames
WIND DATA: J ~ ··-
~ •·.
WIND LOADS:
DESIGN WIND VELOCITY (V35 ) = 110.0 MPH Roof Height = 4 .5 FT
Vtm = 110.0 MPH Wall Height (2ndt floor) = 0.0 FT
Occupancy Category = II Wall Height (1st floor) = 9.0 FT
Important Factor (I) = 1.00 (Table 1.5-2) Total Height = 13.5 FT
Exposure Category = c Mean Roof Height = 11.3 FT
Adj ustment Coefficient (A.) = 1.29 (Figure 28.6-1) Roof Angle = 18.4 0
Kzt = 1.00
Edge (a)
Ps = A.KztPs3o Build ing Width = 41.25 4.1 FT
Bu ild ing Length = 18.20 FT
Eave Height = 9.0 FT
Mean Roof Height = 11.3 4.5 FT
a= 4.1 FT
2a = 8.3 FT
MWFRS Design Wind Pressure p.30 (psf)
Horizontal Loads
Roof End Zone Int. Zone
Load Direction Angle A 8 c D # ofSWLines
Transverse (Case B) 0.0 19 .2 0.0 12.7 0.0 2
Long itudinal (Case A) 18.4 26 .6 -7 .0 17.7 -3.9 2
2a = 8.3 FT
Roof Horizontal Load = 2 ,478 LBS (Transverse)
Roof Horizontal Load I = I 1, 1071LBS I (Longitudinal)
1
1613 W Chestnut Ave, #2
& #312/12/2024
LOAD:
Roof weights
Roof DL (horiz . Proj .) =
Ext . Wall DL =
Int. Shear Wall DL =
Wall Height (1st floor)=
Roof Height =
Total height , hn =
N-S Length=
E-W Length=
Roof Area=
Tributary Ext. Walls to Roof=
Tributary Int. Shear Walls to Roof =
Roof Weight =
Tributary Ext . Walls to Roof =
Tributary Int. Shear Walls to Roof =
Wroot=
Total DL (W) =
Total Base Shear M =
Design Base Shear :
Period : T=Ct(hn)314 = 0.02*{hn)314 =
Vertical distributions of seismic forces:
Level wx (lb Area (ft2) Fx N-S (lb,
Roof 25,431 751 5,286
1st Floor -
2: 25,431 5,286
FxE-W (I b)
5,286
5,286
Fpx N-S
(I b)
5,286
5 ,286
Fx E-W wx
5,286
5 ,286
Shear
E-W
20.0
17.0
7 .0
9.0
4.5
13 .5
41 .3
750.8
118.9
41.3
15,036
9,096
1,299
25,431
25431
5 286
0 .141 sec
V=
V=
0.2 S08 W
(I b)
5,286
0.2 S08 W
(I b)
5,286
Use
Use
N-S
20.0
17.0
7.0
9.0
4 .5
13 .5
18.2
750 .8
118.9
18.2
15,036
9,096
573
24,705
24 705
5 286
E-W
0.21
5,286
(I b)
5,286
(I b)
5,286
Diaphragm
E-W
20.0
17.0
7.0
9.0
4.5
13.5
41.3
-
750.8
36.4
41.3
15 ,036
2,785
1,299
19,120
19120
N-S
0.21 w
5,286 lbs
fx N-S
(psf)
7.04
fx E-W
(psf)
7.04
N-S
20.0
17.0
7.0
9.0
4.5
13.5
18.2
-
750.8
82.5
18.2
15,036
6,311
573
21,920
21 920
fpx N-S
(psf)
7.04
fpx E-W
{psfl
7.04
psf
plf
plf
ft
ft
ft
sq .ft.
ft
ft
I
I
I
I
I
I
bs .
bs .
bs.
bs.
bs
bs
1613 W Chestnut Ave, #2
& #312/12/2024
Longitudinal Direction:
Shear Walls (Vertical):
H" h R f L 1g1 00 eve:
1 1 to 2 2
fx(psf) 7 .04 7 .04 7 .04
Spacing (ft) 41 .25
Depth (ft ) 18 .2 18.2
Net D (b , ft) 6 .5 8 .0
V seismic (lb) 2 ,643 2 ,643
V wind (lb) 1,107 1,107
V govems (lb) 2 ,643 2 ,643
Vgovems (Pit) 407 330
Vtactored {plf) 407 330
Vtactore/1.0 (plf) 407 330
M in . D (ft ) 6.50 8.00
M0 (lb-ft) 23 ,785 23 ,785
Wroof (plf) 207 207
Wwall (plf) 153 153
0 .6 *M R (lb-ft) 4 ,557 6 ,903
Tie-down (6 ") YES YES
Tie-down (lb) 2,958 2,110
Tie-down HDU2&SSTB16 HDU5&SSTB24
Comp . Post 2-2x4 2-2x4
D + E/1.4
E = p'Eh
p= 1.30
Longitudinal Shear Walls
Wall (grid line) ~Fabove (lb ~Fx (lb Ftotal v=E/1.4b Shear# Wall Length Sheathing 1 Allowable Shear
(I b) (plf) (ft) or 2 sides (plf)
1 -2 ,643 2,643 407 3 6 .5 1 550
2 -2 ,643 2,643 330 2 8.0 1 345
Diaphragm (horizontal):
Roof Level·
1 1 to 2 2
f px(psf) 7 .04 7 .04 7 .04
L (ft ) 4 1.25
Depth (ft) 18.2 18 .2
Area (tr ) 751
fseismic(plf) 145
Vwind{plf) 30
Governs Seis.
V governed(plf) 145
Roof Panel 1/2" cox
Shear 270
Edge Nail 8d@ 6",6",12"
1613 W Chestnut Ave, #2
& #312/12/2024
Transverse Direction:
Shear Walls (Vertical):
Roof Level
A A to B B
fx(psf) 7.04 7.04 7.04
Spacing (ft} 18.2
Depth (ft) 41.25 41.25
Net D (b , ft) 16.00 12.00
Vseismic (lb) 2 ,643 2 ,643
Vwind (lb) 2 ,478 2 ,478
V governs (lb) 2 ,643 2 ,643
Vgoverns(Pit) 165 220
Vtactored(plf) 165 220
Vtactore/1 .0 (plf) 165 220
Min . D (ft) 8.00 6.00
M0 (lb-ft) 11 ,893 11 ,893
Wroof (plf) 91 91
Wwall (plf) 153 153
0.6*MR (lb-ft) 4 ,687 2 ,637
Tie-down (6") YES YES
Tie-down (lb) 961 1,683
Tie-down HDU2&SSTB16 HDU2&SSTB16
Comp . Post 2-2x4 2-2x4
D + E/1.4
E = p Eh
p= 1.30
Transverse Shear Walls
Wall (grid line) I:Fabove (lb) I:Fx (I b) Ftotal v=EI1.4b Shear# Wall Length Sheathing 1 Allowable
(I b) (plf) (ft) or 2 sides Shear (plf)
A -2 ,643 2,643 165 1 16.0 1 280
B -2 ,643 2,643 220 1 12 .0 1 280
Diaphragm (horizontal):
Roof Level ·
A A to B B
fpx(psf) 7.04 7 .04 7.04
L (ft) 18.2
Depth (ft) 41.25 41.25
Area (ff) 751
fseismic(plf) 64
Vwind(plf) 30
Governs Seis.
V governed(plf) 64
Roof Panel 1/2" cox
Shear 270
Edge Nail 8d@ 6",6",12"
7
1613 W Chestnut Ave, #2
& #312/12/2024
Design Base Shear@ Open Patios (Line 3):
EW Gorverns =
LOAD:
Roof weights
Roof DL (horiz. Proj .) =
Wall Height (1st floor) =
Roof Height =
Total height , hn =
N-S Length=
E-W Length=
Roof Area=
Roof Weight =
Wroof =
Total DL (W) =
Total Base Shear (V) =
Base Shear per line =
Base Shear per foot (v) =
# of Supports per line =
Base Shear per support =
Use 4x4 Post
Use EPCZ44
Use CBSQ44
Use ST6326 Ties
V=
V=
E-VV N-S
0.693
582
Shear
E-VV
20.0
9.0
2 .0
11.0
4.0
42.0
840
840
840
582
291
73
2
145
6,125
3,845
0.693 w
582 lbs
N-S
20.0
9.0
2.0
11.0
10.5
42.0
840
840
840
582
291
28
2
145
6,125
925
1,165
psf
ft
ft
ft
I
I
sq .ft.
bs.
bs.
I
I
I
I
bs
bs
bs
plf
ea.
bs
OK
OK
OK
OK
By: Ben Phan t\l
1613 W Chestnut Ave, #2
& #312/12/2024
Project Title:
Engineer :
Project 10:
Project Oeser :
!wood Beam Project File: SA Chestnut.ec6
LIC#: KW-06017286 , Build :20 .23 .08 .30 VP HOME (c) ENERCALC INC 1983-2023
DESCRIPTION: RR-1@ 24" OC
CODE REFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900.0 psi
1,350 .0psi
625 .0 psi
180.0psi
575 .0psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0ksi
Eminbend-xx 580.0ks i
Density 31 .210pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
2x6
Span = 9 .0 ft
Applied Loads Service loads entered . Load Factors will be applied for calculations .
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150 , Lr = 0 .020 ksf, Tributary Width = 2.0 ft , (Roof Loads)
QI;_$}GN_ Sf..!MM~B_'f______________ -----------· ______ ..... _ .. ________________________ ... _ .. _____ .. __ .. ______ __I.Emlml•mt••
!Maximum Bending Stress Ratio = 0.681l 1 Maximum Shea r Stress Ratio = 0.236 : 1
; Section used for this span 2x6 Section used for this span 2x6
fb :Actual = 1 ,153 .36psi fv :Actual = 53 .16psi
F'b = 1 ,681 .88psi F'v = 225.00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 4.500ft Location of maximum on span = 8.573 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Trans ient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0 .178 in Ratio =
0 in Ratio=
0.320 in Ratio =
0 in Ratio=
605 >=360
0<360
337 >=180
0<1 80 ______________ , __________ .
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ralios
Span : 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Moment Values
Segment Length Span# M V CD CM Ct Clx CE Cfu C i C r M fb
DOnly
Length = 9.0 ft
+D+Lr
Length= 9.0 ft
+D+0 .750Lr
Length= 9.0 ft
+0 .60D
Length = 9.0 ft
0.422 0.145
0.686 0.236
0.590 0.203
0.142 0.049
0.90 1.00 1.00
1.00 1.00
1.25 1.00 1.00
1.00 1.00
1.25 1.00 1.00
1.00 1.00
1.60 1.00 1.00
1.00 1.300 1.00 1.00 1.15 0.32 510 .7
1.00 1.300 1.00 1.00 1.15
1.00 1.300 1.00 1.00 1.15 0.73 1 '1 53 .4
1.00 1.300 1.00 1.00 1.15
1.00 1.300 1.00 1.00 1.15 0.63 992 .7
1.00 1.300 1.00 1.00 1.15
1.00 1.300 1.00 1.00 1.15 0.19 306.4
______ ___j
Shear Values
F'b v fv F'v
0.0 0.00 0.0 0.0
1,211 .0 0.13 23.5 162.0
0.0 0.00 0.0 0.0
1,681 .9 0.29 53.2 225 .0
0.0 0.00 0.0 0.0
1,681 .9 0.25 45 .8 225 .0
0.0 0.00 0.0 0.0
2,152.8 0.08 14.1 288 .0
1613 W Chestnut Ave, #2
& #312/12/2024
!wood Beam
LIC#: KW-060 17286 , Build :20 .23 .08 .30
DESCRIPTION: RR-2 @ 24" OC
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Comb ination IBC 2021
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Project Title :
Engineer :
Project 10 :
Project Oeser:
VP HOME
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900 .0 psi
900 .0 psi
1,350 .0 psi
625 .0 psi
180.0 psi
575 .0 psi
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2x4
Span = 5 .250 ft
Project File: SA Chestnut.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Repetitive Member Stress Increase
Applied Loads Service loads entered . Load Facto rs w ill be applied fo r ca lcu latio ns .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .0150 , Lr = 0 .020 ksf, Tributary Width= 2 .0 ft , (Roof Loads)
Q..~$_!GN_ __ $_1,lMM~B..Y___________ ---·------·------·-·-·-··-··-····----·-·-···-····------Design OK
i Maximum Bending Stress Ratio = 0 .495 1 Maximum Shear Stress Ratio = 0 .211 : 1
Section used for this span 2x4 Section used for this span 2x4
fb: Actual = 960 .36psi fv : Actual = 47 .51 psi
F'b = 1 ,940 .63psi F'v = 225 .00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 2 .625ft Location of maximum on span = 0 .000 ft
Span #where maxim um occurs = Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.080 in Ratio= 785 >=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 0 .143 in Ratio= 44 1 >=180 Span : 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination lli'lax Sfress Rallos lli'lomenf IJalues Sflear IJalues
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v
DOnly 0 .0 0 .00 0 .0 0 .0
Length = 5 .250 ft 0 .301 0 .128 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .11 420 .4 1,397 .3 0 .07 20 .8 162.0
+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0
Length = 5 .250 ft 0.495 0 .211 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.25 960 .4 1,940.6 0 .17 47.5 225.0
+D+0 .750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0
Length = 5 .250 ft 0 .425 0 .181 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .21 825.4 1,940 .6 0 .14 40 .8 225 .0
+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0.00 0 .0 0.0
Length = 5.250 ft 0 .102 0 .043 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.06 252 .2 2,484 .0 0.04 12.5 288 .0
}0
1613 W Chestnut Ave, #2
& #312/12/2024
I wood Beam
LIC#: KW-06017286 , Bu ild :20 .23 .08 .30
DESCRIPTION: CJ-1 @ 24 " OC
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021 , ASCE 7 -16
Load Combination Set : ASCE 7-16
Material Properties
Ana lys is Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Project Title:
Engineer:
Project 10:
Project Descr :
VP HOME
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900 .0 psi
900 .0 ps i
1,350 .0 psi
625 .0 psi
180.0 psi
575 .0 psi
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2xB
Span = 17.60 ft
Project File: SA Chestnut.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0 ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Repetitive Member Stress Increase
----------------·--_j
Applied Loads Serv ice loads entered . Load Factors will be applied for calculation s.
Beam self weight calculated and added to loading
Uniform Load : D = 0 .010 , Lr = 0 .010 ksf, Tributary Width= 2.0 ft , (Ceiling Loads)
f?~$JG.!V _$J!MM!!B\l___ ---------··--·-·· ····-··-··-----···-··-·-·-·-··-·······-·-···-··-···-··---·-··----··-··-----···--------------------•t§'1!·!ei•1;
!Maximum Bending Stress Ratio = 0.965 1 Maximum Shear Stress Ratio
Section used for this span 2x8 Section used for th is span
fb : Actual = 1 ,497 . 70 psi fv: Actual
F'b = 1 ,552 .50ps i F'v
Load Combination +D+Lr Load Combination
Location of maximum on span = 8 .800ft Location of maximum on span
Span #where maximum occurs = Span# 1 Span #where maximum occurs
Maximum Deflection
Max Downward Transient Deflect ion 0 .570 in Ratio= 370 >=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 1 .207 in Ratio= 175 >=175 Span : 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<175 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination llllax Sfress Raflos llllomenf Values
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb
DOnly
Length = 17 .60 ft 0 .707 0 .157 0 .90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0 .87 790 .5
+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15
Length= 17 .60 ft 0 .965 0 .213 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.64 1,497 .7
+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15
Length = 17.60 ft 0 .851 0 .188 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.45 1,320 .9
+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 -1.15
Length = 17 .60 ft 0 .239 0 .053 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0 .52 474 .3
=
=
=
=
=
F'b
0 .0
1,117.8
0 .0
1,552.5
0.0
1,552 .5
0 .0
1,987 .2
0.213 : 1
2x8
48 .04 psi
225 .00 psi
+D+Lr
O.OOOft
Span# 1
Sfiear Values
v fv F'v
0 .00 0.0 0.0
0 .18 25.4 162.0
0.00 0 .0 0.0
0 .35 48 .0 225 .0
0 .00 0 .0 0 .0
0 .31 42.4 225 .0
0 .00 0 .0 0 .0
0 .11 15.2 288.0
I J
1613 W Chestnut Ave, #2
& #312/12/2024
I wood Beam
LIC#: KW-06017286 , Bu ild :20 .23 .08 .30
DESCRIPTION: CJ-2 @ 24" OC
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-1 6
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Project Title:
Engineer :
Project 10 :
Project Oeser :
VP HOME
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900 .0 psi
900 .0 psi
1,350 .0 psi
625 .0 psi
180.0 psi
575 .0 psi
Project File: SA Chestnut.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
2x6
Span= 10.50 ft
Applied Loads Service loads entered . Load Factors wi ll be applied for calculations .
Beam self weight calculated and added to loading
Uniform Load : 0 = 0 .010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft, (Ceiling Loads)
DESIGN SUMMARY :---············-··· ... -------------··--·---·--·--·-···-····-------·--·-·---------------·-··-··-------·----··---·-·-··-··---·---·---
!Maximum Bending Stress Ratio
· Section used for this span
fb : Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
=
=
=
=
0.543 1
2x6
913 .81 psi
1,681 .88psi
+D+Lr
5.250ft
Span# 1
0 .165 in Ratio=
0 in Ratio=
0 .345 in Ratio=
0 in Ratio=
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
F'v
Load Combination
Location of maximum on span
Span #where maximum occurs
762 >=360 Span: 1 : Lr Only
0<360 n/a
364 >=180 Span : 1 : +D+Lr
0<180 n/a
Desi n OK
= 0 .163 : 1
2x6
= 36.69 psi
= 225.00 psi
+D+Lr
= O.OOOft
= Span# 1
---·-----·-·-·--·----------··-·····---·-·--··---···-··-
Maximum Forces & Stresses for Load Combinations
Load Combination Max Sfress Raftos Momenf Values Sfiear Values
Segment Length Span# M v CD CM Ct CLx CE Cfu ci C r M fb F'b v tv F'v
D Only 0.0 0.00 0 .0 0.0
Length = 10 .50 ft 0 .393 0 .118 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .30 476 .5 1,211 .0 0 .11 19.1 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0
Length = 10 .50 ft 0 .543 0 .163 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .58 913.8 1,681 .9 0 .20 36 .7 225 .0
+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0
Length= 10.50 ft 0.478 0 .144 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .51 804.5 1,681 .9 0 .18 32 .3 225.0
+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0.0 0 .0
Length = 10 .50 ft 0 .133 0 .040 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .18 285.9 2 ,152.8 0 .06 11 .5 288 .0
}V
1613 W Chestnut Ave, #2
& #312/12/2024
I wood Beam
LIC#: KW-06017286 , Bu ild :20 .23 .08 .30
DESCRIPTION: HDR-1-Header
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination . IBC 2021
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Project Title :
Engineer :
Project ID :
Project Oeser:
VP HOME
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900 .0 psi
1,350.0psi
625 .0psi
180.0psi
575 .0psi
Project File : SA Chestnut.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
' i ; __ .
4x8
Span= 10 .50 ft
Applied Loads Service loads entered . Load Factors wi ll be appl ied for calcu lations .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .020, Lr = 0 .020 ksf, Tributary Width= 4 .0 ft , (Roof Loads)
p _ESIGN SUMMARY Design OK
!Maximum Bending Stress Ratio = 0 .610 1 Maximum Shear Stress Ratio = 0.203: 1
Section used for this span 4x8 Section used for this span 4x8
fb: Actual = 892 .64ps i fv : Actual = 45 .74 psi
F'b = 1 ,462 .50psi F'v = 225 .00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 5.250ft Location of maximum on span = O.OOOft
Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0 .124 in Ratio= 1018 >=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 0 .256 in Ratio= 4 9 2>=180 Span: 1 : +D+Lr
! Max Upward Total Deflection 0 in Ratio= 0<180 n/a
'···----·-··----
Maximum Forces & Stresses for Load Combinations
Load Combination l'illax Sfress Raflos l'illomenf 'ii'alues Sliear 'ii'alues
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v
DOn ly 0 .0 0.00 0.0 0.0
Length = 10.50 ft 0 .438 0 .146 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.18 461 .1 1,053 .0 0.40 23 .6 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0 .0 0.00 0.0 0.0
Length = 10.50 ft 0 .610 0 .203 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.28 892.6 1,462.5 0.77 45 .7 225 .0
+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 10.50 ft 0 .537 0 .179 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.01 784 .8 1,462 .5 0 .68 40 .2 225 .0
+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 10 .50 ft 0.148 0.049 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.71 276.7 1,872.0 0 .24 14.2 288.0
/';7
1613 W Chestnut Ave, #2
& #312/12/2024
j wood Beam
LIC#: KW-06017286 , Build :20 .23 .08 .30
DESCRIPTION: HDR-1-Header
Overall Maximum Deflections
Load Combination Span
+D+Lr
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0 .750Lr
+0 .600
Lr Only
Project Title :
Engineer:
Project ID:
Project Oeser:
Proj~ File: SA Chestnut.ec6
VP HOME (c) ENERCALC INC 1983-2023
Max . "." Defl Location in Span Load Combination Max. "+" Defl Location in Span
0.2560 5.288 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
0.869 0.869
0.869 0.869
0.449 0.449
0.449 0.449
0.869 0.869
0.764 0.764
0.269 0.269
0.420 0.420
•
I'{
1613 W Chestnut Ave, #2
& #312/12/2024
UNIFORM AND POINT LOAD ON CONTINUOUS FOOTING
Footing Width (FW) =
Footing Depth (FD) =
Soil Bearing (SB) =
Max . Soil Bearing =
Plain Concrete Design :
F'c=
Tension Fb =
Procedures :
12 in
12 in
1,500 psf
1 ,500 psf
2 ,500 psi
80 psi
Fsoil = ((D-FD)/12*1D)+SB
F'soil = Fsoii-(D/12*(150-110))
w = W*F'soil/12
w (")
12 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
30 X
M = Fb*W*dA2f12"/6
L = (2*M/w)A1f2
Pmax = 2*L*w
D(") Fsoil (psf} F'soil (psf}
5 1,500 1 ,483
12 1,500 1 ,460
12 1,500 1,460
12 1,500 1,460
12 1 ,500 1,460
12 1,500 1 ,460
15 1,500 1,450
15 1 ,500 1,450
15 1,500 1,450
15 1,500 1,450
15 1,500 1,450
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1 ,440
18 1 ,500 1,440
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1 ,430
24 1 ,500 1,420
24 1,500 1,420
24 1 ,500 1,420
24 1 ,500 1,420
24 1,500 1,420
24 1,500 1,420
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc . Depth (ID) =
w {#/ft} M ('#)
1,483 333
1,460 1,920
1,825 2 ,400
2 ,190 2,880
2 ,555 3,360
2 ,920 3,840
1,450 3,000
1,813 3,750
2 ,175 4 ,500
2,538 5,250
2 ,900 6 ,000
1,440 4 ,320
1 ,800 5 ,400
2,160 6,480
2,520 7 ,560
2 ,880 8 ,640
1 ,430 5 ,880
1,788 7 ,350
2 ,145 8,820
2 ,503 10,290
2,860 11 ,760
1,420 7 ,680
1,775 9,600
2 ,130 11 ,520
2,485 13 ,440
2 ,840 15,360
3 ,550 19 ,200
110 pcf
150 pcf
0 psf
0 psf
L (ft) Pmax {#}
0 .67 1,989
1.62 4,736
1.62 5,919
1.62 7,103
1.62 8,287
1.62 9,471
2 .03 5,899
2.03 7 ,374
2.03 8 ,849
2 .03 10,324
2.03 11 ,798
2.45 7 ,055
2.45 8 ,818
2.45 10,582
2.45 12,345
2.45 14 ,109
2.87 8,202
2 .87 10,252
2.87 12 ,302
2 .87 14 ,353
2.87 16,403
3.29 9,340
3 .29 11 ,676
3 .29 14,011
3 .29 16,346
3 .29 18 ,681
3 .29 23 ,351
Note : For point loads on footings with uniform loads , take the difference
between "w" above and the uniform load , then multiply by two and by
"L" above for P'max .
t\
1613 W Chestnut Ave, #2
& #312/12/2024
POINT LOAD ON SQUARE PAD FOOTING
Footing Depth (FD) =
Soil Bearing (SB) =
Max. Soil Bearing =
12 in
1500 psf
1500 psf
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc. Depth (ID) =
w (")
12
12
15
18
21
24
18
21
24
30
18
21
24
30
33
36
30
36
42
36
42
48
54
60
66
72
78
84
Plain Concrete Design:
L (")
12
12
15
18
21
24
18
21
24
30
18
21
24
30
33
36
30
36
42
36
42
48
54
60
66
72
78
84
F'c =
Tension Fb =
Procedures:
2,500 psi
80 psi
Fsoil = ((D-FD)/12*1D)+SB
F'soil = Fsoii-(D/12*(150-110))
A= W*L
Pmax = F'soii*A
D (") Fsoil (psf) F'soil (psf)
5 1,383 1,367
12 1,500 1,460
12 1,500 1,460
12 1,500 1,460
12 1,500 1,460
12 1,500 ·t,460
15 1,550 1,500
15 1,550 1,500
15 1,550 1,500
15 1,550 1,500
18 1,600 1,500
18 1,600 1,500
18 1,600 1,500
18 1,600 1,500
18 1,600 1,500
18 1,600 1,500
21 1,650 1,500
21 1,650 1,500
21 1,650 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
24 1,700 1,500
A.1!fl
1.00
1.00
1.56
2.25
3.06
4.00
2.25
3.06
4 .00
6.25
2.25
3.06
4.00
6.25
7.56
9 .00
6.25
9.00
12.25
9.00
12.25
16.00
20.25
25.00
30.25
36.00
42 .25
49.00
110 pcf
150 pcf
200 psf
200 psf
Pmax (#} Reinforce
1,367 2-#4 e.w.
1,460 2-#4 e.w.
2,281 3-#4 e.w.
3,285 3-#4 e.w.
4,471 3-#4 e.w.
5,840 3-#4 e.w.
3,375 3-#4 e.w.
4,594 3-#4 e.w.
6,000 3-#4 e.w.
9,375 4-#4 e.w.
3,375 3-#4 e.w.
4,594 3-#4 e.w.
6,000 3-#4 e.w.
9,375 4-#4 e.w.
11,344 4-#4 e.w.
13,500 4-#4 e.w.
9,375 4-#5 e.w.
13,500 4-#5 e.w.
18,375 5-#5 e.w.
13,500 4-#5 e.w.
18,375 5-#5 e.w.
24,000 5-#5 e .w.
30,375 5-#5 e.w.
37,500 6-#5 e.w .
45,375 6-#5 e.w.
54,000 7-#5 e.w.
63,375 7-#5 e.w.
73,500 8-#5 e.w.
/b
1613 W Chestnut Ave, #2
& #312/12/2024
STRUCTURAL CALCULATIONS Date: 02/16/2024
Project Location:
Owner :
Prepared by:
Building Code Edition:
Concrete:
Foundation:
Structural Steel:
Pipe Columns:
Welding:
Concrete Masonry:
Grout:
Reinforcing Steel:
Wood Framing:
Studs, joists, rafters:
Beams and posts:
Glulam:
Parallam 2.0 PSL:
Microllam LVL:
Plywood :
TJl:
1613 W . Chestnut Ave., Unit 3
Santa Ana, CA 92703
Kim Tran (Luan)
JADU Addition
Ben Ph an, P.E. (714) 251-453 7
11541 Elizabeth Street
Garden Grove, CA 92840
2022 California Building Code
r c = 2,500 psi @ 28 days
Ready-mixed concrete per ASTM C94
Concrete aggregates per ASTM C33
Cement ASMT C 150 Type V u.n.o.
Minimum allowable soil bearing pressure = I ,500 psf.
ASTM A-36, ASTM a-92
ASTM A-53, Grade B
Electric arc process by certified welders in approved licensed fabrication
shop.
ASTM C90, GradeN , f m = I ,500 psi
Type M , I :3 :1/4 mix ; Cement:Sand:Hydrated Lime or Lime Putty.
1 :3:2 mix ; Cement: Sand:3/8" pea gravel; f c = 2,000 psi .
Deformed bars per ASTM A915; Grade 40 for #4 and smaller; Grade 60
for #5 and larger.
WCLIB or WWPA Grading Rules Agency
Douglas Fir-Larch #2
Douglas Fir-Larch # 1
24F-V4 or 24F-V8 DF/DF (cantilevered)
ICC ESR-1387
ICC ESR-1387
4 or more plies , Structural I or CD, CC Structural Panel per PS-I-95
ICC ES R-1I53 (!Level)
All information shown on plans relative to existing conditions are provided as the best present knowledge
but without guarantee of accuracy. Where actual conditions conflict with the plans, they shall be reported
to the Engineer so that modifications may be made in writing. Modifications of plans and details shall not
be made without written approval of the Engineer. By accepting this calculations or report, the Engineer
shall not be held liable for discrepancies not brought up to the attention of the Engineer . The design
anal ys is and calculations were done in accordance with generally accepted engineering principles and
practice.
1613 W Chestnut Ave, #2
& #312/12/2024
DESIGN UVE AND DEAD LOADS '·' ,,
-,. ;;:,
ROOF DEAD LOAD : ROOF TYPE 1 FLAT LOAD : ROOFTYPE2
Comp . Shingles Roofing = 6.0 PSF RR Comp. Shingles Roofing = 3.0 PSF
Sheathing/Insulation = 1.5 PSF RR Sheathing/Insulation = 1.5 PSF
2X RR@ 16" OC = 2.0 PSF RR 2X RR@ 16" OC = 3.0 PSF
2XCJ@ 16" OC = 2.0 PSF CJ = 0.0 PSF
Drywall Ceiling = 2.2 PSF CJ = 0.0 PSF
MPE = 1.0 PSF CJ MPE = 1.0 PSF
= 0.0 PSF CJ = 0.0 PSF
MISCELLANEOUS = 1.4 PSF CJ MISCELLANEOUS = 1.5 PSF
SUB-TOTAL = 16.1 PSF SUB-TOTAL = 10.0 PSF
SLOPE CORRECTION "X:12" I 4.00 I 1.05 PSF SLOPE CORRECTION "X:12" ~ 1.00 PSF
MISCELLANEOUS -0.01 PSF MISCELLANEOUS o.ol PSF
ROOF DEAD LOAD : = 17.0 PSF ROOF DEAD LOAD : = 10.0 PSF
ROOF SNOW LOAD : = §PSF ROOF SNOW LOAD : = § PSF
ROOF LIVE LOAD : = PSF ROOF LIVE LOAD : = PSF
TOTAL ROOF LOAD : = PSF TOTAL ROOF LOAD : = PSF
EXTERIOR WALL LOADS: SECOND FLOOR LOADS
Stucco = 10.0 PSF Finish flooring = 0.0 PSF
15132" SHEATHING = 1.4 PSF 3/4" subflooring = 0.0 PSF
2X4@ 16" OIC = 2.0 PSF 2x12@ 16" oc = 0.0 PSF
R191NSULATION = 0.4 PSF Int. non-brg wall = 0.0 PSF
1/2" GYPSUM BD. = 2.2 PSF 1/2" gypsum board = 0.0 PSF
MISCELLANEOUS = 1.0 PSF R19 , MIPIE, & others = 0.0 PSF
TOTAL EXTERIOR WALL : = 17.0 PSF FLOOR DEAD LOAD : = 0.0 PSF
FLOOR LIVE LOAD : = 40.0 PSF
TOTAL FLOOR LOAD = 40.0 PSF
INTERIOR SHEAR WALL LOADS: FIRST FLOOR LOADS
1/2" GYPSUM BD. (B.S .) = DPSF I I
= D PSF
2x6@ 16" 0/C = PSF = PSF
15132" SHEATHING = PSF = PSF
MISCELLANEOUS = PSF DECK DEAD LOAD = 0.0 PSF
TOTAL INTERIOR WALL : = 7.0 PSF DECK LIVE LOAD I o:ol PSF
' SOILS DATA:
"'
SOILS REPORT :I None Provided-Assume Code Minimum
GEOTECHNICAL ENGINEER :I Not Applicable-use code minimums I DATE OF REPORT : I NA
BASIC BEARING PRESSURE
PADS & CONT . FNDT . = Qa = 1 500 PSF ISOLATED FOUNDATIONS = I "'I ol PSF
INCREASE FOR WIDTH = 0.0 %
INCREASE FOR DEPTH = 0.0 %
MAX . SOIL PRESSURE -Qa = 1,500.0 PSF
ALLOW PASSIVE PRESSURE = I 0 .01 PCF EQU/V. FLUID PRESSURE = I ,,.·l•'!; o.ol PCF
ALLOW SOIL FRICTION = 0 .3
1613 W Chestnut Ave, #2
& #312/12/2024
SEISMIC LOADS:
Lat itude
Longt itude
Occupancy Category
Important Factor (I)
=
=
=
=
33.7430598 North
-117.88982 West
SEIS•te DATA:
1-1--1-.1~-o--li(Table 1.5-2)
S s =
5 1 =
Site Class =
1.299 g 1---.....,....----l
0.463 g
1---=---l D
1.20
= 1.80
R
Shear Pane ls T imber Frames r-----------::--,----.-----,-----+--S=-D=C--1
6.50 1.50 Sms = 1.559 g
3.00 1.50 Sm1 = 0.833 g
4.00 1.50 Sds = 1.039 g
1.30 1.oo s d1 = 0.556 g
Use Simplified Alternative Structural Design
F = I 1.00 I
= (F*Sos)/R V
F :_ ._I -:=:-':::'1 • .::.:00':-:=-_.1
(F*S05)/R v
v 0.21 Shear Panels V = 0.69 Timber Frames
WIND DATA:
WIND LOADS:
DESIGN WIND VELOCITY (V35 ) = 110.0 MPH Roof Height = 4.5 FT
Vtm = 110.0 MPH Wall Height (2ndt floor) = 0.0 FT
Occupancy Category = II Wall Height (1st floor) = 9.0 FT
Important Factor (I) = 1.00 (Table 1.5-2) Total Height = 13.5 FT
Exposu re Category = c Mean Roof Height = 11.3 FT
Adjustment Coefficien t (A.) = 1.29 (Figure 28.6-1) Roof Angle = 18.4 0
Kzt = 1.00
Edge (a)
Ps = A.KztPs3o Building W idth = 23.50 3.0 FT
Building Length = 33.00 FT
Eave Height = 9.0 FT
Mean Roof Height = 11.3 4.5 FT
a= 3.0 FT
2a = 6.0 FT
MWFRS Design Wind Pressure p.30 (psf)
Horizontal Loads
Roof End Zone Int. Zone
Load Direction Angle A B c D #ofSW Lines
Transverse (Case B) 0.0 19 .2 0.0 12.7 0.0 2
Longitud inal (Case A\ 18 .4 26.6 -7 .0 17.7 -3 .9 2
2a -6 .0 FT
Roof Horizontal Load = 1.431 LBS (Transverse )
Roof Horizontal Load -1,766 LBS (Longitudinal )
D
D
1613 W Chestnut Ave, #2
& #312/12/2024
USGS web services were down for some period of time and as a result th is tool wasn't operati onal , resulting in timeout error.
USGS web services are now opera tional so this tool shou ld work as expected.
1613 W Chestnut Ave, Santa Ana, CA 92703, USA
Latitude, Longitude: 33.7430598, -117.8898155
fsarrta
' ~Date
! Design Code Reference Document
i Risk Category
! [~i~eCiass
.-----------
!Type Value
i Ss 1.299
i i s 1 0.463
~ SMs 1.558
i SM1 null -See Section 11.4.8
Sos 1.039
i
'Sot null -See Section 11.4.8
~ -··
!Type Value
SDC null -See Section 11.4.8
Fa 1.2
Fv null -See Section 11.4.8
PGA 0.551
FPGA 1.2
PGAM 0.661
TL 8
SsRT 1.299
SsUH 1.401
SsD 1.579
S1RT 0.463
S1UH 0.501
S1D 0.6
PGAd 0.654
Description
2/16 /2024, 11 :29 :06 AM
ASCE7-16
II
D-Defa ult (See Section 11.4.3)
MCER ground moti on. (for 0.2 second period)
MCER ground motion. (for 1.0s period )
Site-mod ified spectral acceleration value
Site-mod ified spectral acceleration value
Numeric se ismic design value at 0.2 second SA
Numeric se ismic design value at 1.0 second SA
Description
Seismic des ign category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCE 0 peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long-period transit ion period in seconds
Probabil istic risk-targeted ground motion. (0.2 second)
Factored uniform-hazard (2% probability of exceedance in 50 years ) spectral acceleration
Factored determin is tic accelera tion value. (0.2 second)
Probabil istic risk-targeted ground motion. (1.0 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration .
Factored determin istic acceleration value. (1.0 second)
Factored determ inistic acceleration value. (Peak Ground Accele ra tion ) I
)f
1613 W Chestnut Ave, #2
& #312/12/2024
LOAD:
Roof weights
Roof DL (horiz . Proj .) =
Ext . Wall DL =
Int. Shear Wall DL =
Wall Height (1st floor) =
Roof Height =
Total height , hn =
N-S Length=
E-W Length=
Roof Area=
Tributary Ext . Walls to Roof =
Tributary Int. Shear Walls to Roof =
Roof Weight =
Tributary Ext. Walls to Roof =
Tributary Int. Shear Walls to Roof =
W roof =
Total DL (W) =
Total Base Shear 0/) =
Design Base Shear:
Period : T=Ct(hn)314 = 0.02*(hn)314 =
Vertical distributions of seismic forces:
Level wx (lb Area (tel Fx N-S (lb
Roof 22 ,546 776 4 ,686
1st Floor -
L: 22,546 4 ,686
FxE-W (I b)
4 ,686
4 ,686
Fpx N-5
(I b)
4 ,686
4 ,686
Fx E-W wx
4 ,686
4 ,686
Shear
E-W I
17.0
17.0
7 .0
9 .0
4 .5
13.5
23 .5
775 .5
113.Q
23.5
13 ,161
8,645
740
22,546
22 546
4686
0.141 sec
V=
V=
0.2 S0 sW
_ill>}_
4 ,686
0.2 SosW
_llbl
4 ,686
Use
Use
N-S
17 .0
17.0
7.0
9.0
4.5
13.5
33.0
775 .5
113 .0
33 .0
13 ,161
8,645
1,040
22,845
22 845
4 686
E-W
0.21
4 ,686
(I b)
4 ,686
(I b)
4,686
Diaphragm
E-W
17.0
17.0
7.0
9.0
4.5
13.5
23 .5
-
775.5
66.0
23 .5
13 ,161
5,049
740
18,950
18 950
N-S
0.21 w
4 ,686 lbs
fx N-5
(psf)
6 .04
fxE-W
.I.P.•f)
6 .04
N-S
17.0
17.0
7.0
9.0
4.5
13.5
33.0
-
775 .5
47 .0
33.0
13 ,161
3,596
1,040
17,796
17 796
fpx N-5
Jpsf)
6 .04
fpx E-W
(psf)
6 .04
psf
plf
plf
ft
ft
ft
sq.ft.
ft
ft
I
I
bs .
bs .
lbs .
lbs .
lbs
lbs
1613 W Chestnut Ave, #2
& #312/12/2024
Longitudinal Direction:
Shear Walls (Vertical):
H h R fl igl 00 eve:
1 1 to 2 2
fx(psf) 6 .04 6.04 6 .04
Spacing (ft) 23.5
Depth (ft) 33 33
Net D (b, ft) 14.0 12.0
Vseismic (lb} 2 ,343 2 ,343
Vwin d (l b) 1,766 1,766
V governs (l b) 2 ,343 2 ,343
Vgoverns{PIT) 167 195
Vtactored(plf) 167 195
Vtactore/1.0 (plf) 167 195
Min . D (ft) 6.00 12.00
M0 (lb-ft) 9,037 21 ,087
Wroof (plf} 100 100
Wwall (plf} 153 153
0.6*MR (lb-ft) 2 ,729 10 ,917
T ie-down (6''} YES YES
Tie-down (lb) 1,051 847
Tie-down HDU2&SSTB16 HDU2&SSTB16
Camp . Post 2-2x4 2-2x4
D + E/1.4
E = p Eh
p = 1.30
Longitudinal Shear Walls
Wall (grid line) :EFabove (lb) :EFx (lb Ftotal v=E/1 .4b Shear# Wall Length Sheathing 1 Allowable Shear
(I b) (plf) (ft) or 2 sides (plf)
1 -2 ,343 2,343 167 1 14.0 1 280
2 -2 ,343 2,343 195 1 12.0 1 280
Diaphragm (horizontal):
Roof Level ·
1 1 to 2 2
fpx(psf) 6 .04 6 .04 6 .04
L (ft) 23.5
Depth (ft) 33 33
Area (tr) 776
fse ismic(plf} 71
Vwind(plf) 27
Governs Seis.
V governed( plf} 71
Roof Panel 1/2" cox
Shear 270
Edge Nail 8d@ 6",6",12"
1613 W Chestnut Ave, #2
& #312/12/2024
Transverse Direction:
Shear Walls (Vertical):
Roof Level
A A to B B B toe c
fx(psf) 6 .04 6.04 6 .04 6 .04 6 .04
Spacing (ft) 33 24.33
Depth (ft) 23.5 23.5 (Existing)
Net D (b, ft) 6.50 12.00
Vseismic (lb) 2 ,343 4 ,070
Vwind {lb) 1,431 1,431
V governs {lb) 2 ,343 4 ,070
Vgoverns(plt) 360 339
Vtactored{plf) 360 339
Vtactored*1 .0 {plf) 360 339
Min . D (ft) 6.50 12.00
M0 (lb-ft) 21 ,087 36,633
Wroof {plf) 140 140
Wwall (plf) 153 153
0.6 *MR (lb-ft) 3,714 12 ,658
Tie-down (6") YES YES
Tie-down (lb) 2,895 2,085
Tie-down HDU2&SSTB16 HDU2&SSTB16
Camp . Post 2-2x4 2-2x4
D + E/1.4
E = p Eh
p= 1.30
Transverse Shear Walls
Wall (grid line) I:Fabove (lb) I:Fx (lb Ftotal v=E/1.4b Shear# Wall Length Sheathing 1 Allowable
(I b) (plf) (ft) or 2 sides Shear (plf)
A -2,343 2,343 360 3 6 .5 1 550
B -4 ,070 4,070 339 2 12 .0 1 345
c (Existing)
Diaphragm (horizontal):
Roof Level ·
A A to B B B to C c
fp x(psf) 6 .04 6 .04 6 .04 6 .04 6 .04
L (ft) 33 24.33
Depth (ft) 23.5 23.5 (Existing)
Area (ft2 ) 776 (Existing)
fse ismic{plf) 100
Vwind(plf) 30
Governs Seis.
Vgoverned{plf) 100
Roof Panel 1/2" cox
Shear 270
Edge Nail 8d@ 6",6",12"
7
1613 W Chestnut Ave, #2
& #312/12/2024
Project Title :
Engineer :
Project 10 :
Project Oeser :
I Wood Beam
LIC#: KW-06017286 , Build :20 .23 .08 .30
DESCRIPTION: RR-1@ 16" OC
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
VP HOME
Fb +
Fb
Fe-Prll
Wood Species
Wood Grade
Douglas Fir-Larch Fe -Perp
Beam Bracing
No.2 Fv
Ft
Beam is Fully Braced against lateral-torsional buckling
0(0.019995~ Lr(0 .02666)
2x6
Span= 11 .50 It
900 .0 psi
900 .0 psi
1,350 .0 psi
625 .0 psi
180.0 psi
575 .0 psi
Project File: SA Chestnut.ec6 I
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Repetitive Member Stress Increase
I ~I
I
Applied Loads Service loads entered . Load Factors will be applied for calculations .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .0150 , Lr = 0 .020 ksf, Tributary Width = 1 .333 ft , (Roof Loads)
DESIGN SUMMARY Design OK
!Maximum Bending Stress Ratio = 0.756 1 Maximum Shear Stress Ratio = 0.209 : 1
i Section used for this span 2x6 Section used for this span 2x6
fb : Actual = 1 ,270 .73psi tv : Actual = 46.95 psi
F'b = 1 ,681 .88psi F'v = 225 .00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 5.750ft Location of maximum on span = O.OOOft
Span # where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0 .317 in Ratio= 435>=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflect ion 0 .576 in Ratio= 239 >=180 Span : 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination llllax Sfress Raftos llllomenf 'i7alues Sfiear 'i7alues
Segment Length Span# M v CD CM Ct CLx CE Cfu c i cr M fb F'b v tv F'v
DOnly 0.0 0.00 0.0 0.0
Length = 11 .50 ft 0.472 0.130 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.36 571 .4 1,211 .0 0.12 21 .1 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length = 11 .50 ft 1 0.756 0.209 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.80 1,270.7 1,681 .9 0.26 46 .9 225 .0
+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length = 11.50 ft 1 0.652 0.180 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.69 1,095 .9 1,681.9 0.22 40 .5 225 .0
+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1 15 0.0 0.00 0.0 0.0
Length = 11 .50 ft 0.159 0.044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.22 342 .8 2,152.8 0.07 12 .7 288.0
1613 W Chestnut Ave, #2
& #312/12/2024
Project Title:
Engineer:
Project ID:
Project Descr :
I wood Beam Project File: SA C~ut.ec6 I
LIC#: KW-06017286 , Build :20 .23 .08 .30
DESCRIPTION: RR-2 @ 24" OC
VP HOME (c) ENERCALC INC 1983-2023
CODE REFERENCES
Calculations per NDS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Fb +
Fb
Fe-Prll
Wood Species
Wood Grade
Douglas Fir-Larch Fe-Perp
No.2 Fv
900 .0 psi
900 .0psi
1,350 .0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Beam Bracing
Ft
Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
2x4
Span= 6 .750 ft
Applied Loads Serv ice loads entered . Load Factors will be applied for ca lculations .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .0150, Lr = 0 .020 ksf, Tributary Width = 2 .0 ft , (Roof Loads)
Q.t;_SLGN SUMNJABY.__________ ----------·----······-··-·-·-···
!Maximum Bending Stress Ratio
· Section used for this span
fb : Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
=
=
=
=
=
0 .818 1
2x4
1 ,587 .54psi
1 ,940 .63psi
+D+Lr
3.375ft
Span# 1
Max Downward Transient Deflection 0 .219 in Ratio=
Max Upward Trans ient Deflection 0 in Ratio =
Max Downward Total Deflection 0 .390 in Ratio=
Max Upward Total Deflection 0 in Ratio =
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
F'v
Load Combination
Location of maximum on span
Span #where maximum occurs
369 >=360 Span : 1 : Lr Only
0<360 n/a
207 >=180 Span : 1 : +D+Lr
0<180 n/a
L ..... ---····-·-············-··-········---·-···-·---·--·-·······-------··--·---------·-·-··············-···-······---······-·---··-········--·-··· ············--···-·---·-····-----···--·-·--·--···-··············-·-------·-
Maximum Forces & Stresses for Load Combinations
Load Combination Max Sfress Raf1os Momenf Values
Segment Length Span# M v CD CM Ct Clx CE Cfu ci C r M fb
DOnly
Length = 6 . 725 ft 0.497 0.170 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.18 694 .9
Length = 0.02464 ft 1 0.007 0.170 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.00 10.1
+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Length = 6. 725 ft 1 0.818 0.280 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.41 1,587.5
Length = 0.02464 ft 1 0.012 0.280 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.01 23 .1
+D+0 .750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Length= 6 .725 ft 1 0.703 0.241 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.35 1,364 .4
Length = 0.02464 ft 1 0.0 10 0 .241 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.01 19.8
+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Design OK
= 0 .280 : 1
2x4
= 63 .09 psi
= 225.00 psi
+D+Lr
= O.OOOft
= Span# 1
·------·····-··-··-·····-··-·····-··-···-····-··-······-···
__ j
Sfiear Values
F'b v tv F'v
0 .0 0.00 0.0 0.0
1,397 .3 0.10 27 .6 162.0
1,397 .3 0.10 27 .6 162.0
0.0 0.00 0.0 0 .0
1,940 .6 0.22 63 .1 225.0
1,940 .6 0.22 63 .1 225 .0
0.0 0.00 0.0 0.0
1,940 .6 0.19 54 .2 225 .0
1,940 .6 0.19 54 .2 225.0
0.0 0.00 0.0 0.0
1613 W Chestnut Ave, #2
& #312/12/2024
j wood Beam
UC#: KW-060 17286 , Bu ild :20 .23 .08 .30
DESCRIPTION: CJ-1@ 16" OC
CODE REFERENCES
Calculations per NDS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : ASCE 7 -16
Material Properties
Analys is Method : Allowable Stress Design
Load Comb ination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Project Title :
Engineer :
Project ID :
Project Oeser :
VP HOME
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900 .0 psi
1,350 .0 psi
625 .0 psi
180.0 psi
575 .0psi
Beam Brac ing Beam is Fully Braced aga inst lateral-tors ional buckling
v 0(0.01333) Lr(0 .01333} v
£ 2x6
Span = 11.50 ft
Project File: SA Chestnut.ec6 j
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend -xx 580 .0ksi
Density 31 .210 pcf
Repetitive Member Stress Increase
v v
1
Applied Loads Service loads e ntered . Loa d Factors will be appl ied fo r calcu lations .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .01 0 , Lr = 0 .010 ksf, Tributary Width = 1 .333 ft , (Ceiling Loads)
Q~$!fiN_S.fJMMAf1._Y._____________ -------------------------------------------------------------'-• •
:Maxi mu m Bending Stress Ratio
· Section used for this span
fb : Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Ma xi mum Deflection
Max Downward Transient Deflect ion
Max Upward Trans ient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
=
=
=
=
0.444 1
2x6
746 .23psi
1 ,681 .88psi
+D+Lr
5 .750ft
Span# 1
0 .159 in Ratio =
0 in Ratio=
0 .338 in Ratio =
0 in Ratio=
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
F'v
Load Combination
Location of maximum on span
Span #where maximum occurs
870 >=360 Span : 1 : Lr Only
0 <360 n/a
407 >=175 Span : 1 : +D+Lr
0<175 n/a
=
=
=
=
=
0 .123 : 1
2x6
27.57 psi
225 .00 psi
+D+Lr
0 .000 ft
Span# 1
,, ___ ,_ .. _________ ,, _________ , ________________________ , ___________________________ , ______ _
Maximum Forces & Stresses for Load Combinations
Load Combination l'illax Sfress Raf1os l'illomenf IJalues Sfiear IJalues
Segment Length Span# M v CD CM Ct CLx CE Cfu c i C r M fb F'b v tv F'v
D Only 0 .0 0.00 0 .0 0.0
Length = 11.50 ft 0 .327 0.090 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .25 396 .6 1,211 .0 0 .08 14.7 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0.0 0.0
Length = 11 .50 ft 0.444 0 .123 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .47 746 .2 1,681.9 0.15 27.6 225.0
+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0 .00 0 .0 0.0
Length = 11.50 ft 0 .392 0 .108 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.42 658 .8 1,681 .9 0 .13 24 .3 225 .0
+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0 .00 0.0 0 .0
Length = 11 .50 ft 0 .111 0 .031 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .15 237 .9 2,152.8 0 .05 8 .8 288.0
;o
1613 W Chestnut Ave, #2
& #312/12/2024
Project Title :
Engineer :
Project ID :
Project Oeser :
I wood Beam
LIC#: KW-06017286 , Build :20 .23 .08 .30 VP HOME
DESCRIPTION: CB-1-Ceiling Beam-Carry Ceiling Loads Only
CODE REFERENCES
Calculations per NDS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No .2
Beam is Fully Braced against lateral-torsional buckling
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900 .0psi
900 .0 psi
1,350 .0psi
625 .0 psi
180.0psi
575 .0psi
Project F'de: SA Chestnut.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
............................................................................................................................................................................... ···-····---·-·--··-···-·-········-··--·-·--·----. -----------------··--------·-·-·-·-;
I
0 (0 .115) Lr(0 .115)
4x10
Span = 12 .0 ft
Applied Loads Service loads entered . Load Factors will be applied for calculations .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .01 0 , Lr = 0 .010 ksf, Tributary Width = 11.50 ft, (Ceiling Loads)
DESIGN SUMMARY
l Maximum Bending Stress Ratio
· Section used for th is span
fb : Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
=
=
=
=
0 .760 1
4x10
1 ,025 . 73 psi
1 ,350 .00psi
+D+Lr
6 .000ft
Span# 1
0 .146 in Ratio=
0 in Ratio=
0 .301 in Ratio=
0 in Ratio=
Maximum Sh~ar Stress Ratio
Section used for this span
fv : Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
985>=360 Span : 1 : Lr Only
0 <360 nla
478 >=175 Span : 1 : +D+Lr
0<175 nla
Maximum Forces & Stresses for Load Combinations
Load Combination l'illax Sfress Raf1os l'illomenf Values
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb
DOnly
Length= 12.0 ft 1 0 .543 0 .183 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.20 528 .0
+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length= 12 .0 ft 0 .760 0 .257 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.27 1,025 .7
+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length = 12 .0 ft 0 .668 0.225 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.75 901 .3
+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length = 12 .0 ft 0.183 0 .062 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.32 316.8
=
= =
= =
F'b
0 .0
972 .0
0.0
1,350.0
0.0
1,350 .0
0.0
1,728 .0
Design OK
0.257 : 1
4x10
57 .71 psi
225 .00 psi
+D+Lr
O.OOOft
Span# 1
Sfiear Values
v fv F'v
0 .00 0 .0 0.0
0.64 29 .7 162.0
0.00 0.0 0.0
1.25 57 .7 225 .0
0 .00 0.0 0.0
1.09 50 .7 225 .0
0.00 0.0 0.0
0.38 17.8 288.0
I {
1613 W Chestnut Ave, #2
& #312/12/2024
Project Title:
Engineer :
Project 10 :
Project Oeser :
I wood Beam
LIC#: KW-060 17286, Bu ild:20 .23 .08 .30 VP HOME
DESCRIPTION: CB-1 -Ceiling Beam-Carry Ceiling Loads Only
Overall Maximum Deflections
Load Combination Span
+D+Lr
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0 .750Lr
+0 .600
Lr Only
Max. "-" Defl Location in Span Load Combination
0.3012 6.044
Support notation : Far left is #1
Support 1 Support 2
1.422 1.422
1.422 1.422
0.732 0.732
0.732 0.732
1.422 1.422
1.250 1.250
0.439 0.439
0.690 0.690
Project F-.le: SA Che8tnutec6
(c) ENERCALC INC 1983-2023
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
)1./
1613 W Chestnut Ave, #2
& #312/12/2024
I wood Beam
LIC#: KW-06017286 , Bu ild :20 .23 .08 .30
DESCRIPTION: HIP-1 -Hip Beam
CODE REFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7 -16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination . IBC 2021
Wood Species
Wood Grade
Douglas Fir-Larch
No .2
Project Title:
Engineer:
Project ID :
Project Oeser:
VP HOME
Fb +
Fb -
Fe-Prll
Fe-Perp
Fv
Ft
900 .0 psi
900 .0 psi
1,350.0 psi
625.0 psi
180.0 psi
575 .0 psi
Project File: SA C~~es_tnut.ec6 I
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 1,600 .0 ksi
Eminbend-xx 580 .0ksi
Density 31 .210pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
0(0.01 5.0.1725) Lr(0.02,0.23)
0 £
6x10
Span; 16.0 ft
Applied Loads Service loads entered . Load Factors wi ll be applied fo r ca lculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0 .0150->0.0150, Lr= 0.020->0 .020 ksf, Extent= 0 .0 --» 16.0 ft , Trib Width= 1.0->11.50 ft, (Roof
Loads)
f?i;_$1Gl!!__$.Y_MMAB.Y._ __ _ Design OK
:Maximum Bending Stress Ratio = 0 .966 1 Maximum Shear Stress Ratio = 0.258 : 1
Section used for this span 6x10 Section used for this span 6x10
fb : Actual = 1 ,086.22psi fv: Actual = 58 .08 psi
F'b = 1,125 .00psi F'v = 225.00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 8 .993ft Locat ion of maximum on span = 15.241 ft
Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0 .295 in Ratio= 650>=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 0 .543 in Ratio= 353>=180 Span : 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Sfress Raf1os llllomenf 'i7alues Sliear 'i7alues
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v
DOnly 0 .0 0.00 0.0 0.0
Length= 16.0 ft 0.611 0.162 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.41 495 .1 810 .0 0 .91 26 .2 162 .0
+D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0 .0 0 .0
Length= 16.0 ft 0.966 0 .258 1.25 1.00 1.00 1.00 1.000 1.00 1..00 1.00 7 .49 1,086 .2 1,125.0 2 .02 58 .1 225 .0
+D+0 .750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0 .0 0 .0
Length= 16 .0 ft 0 .834 0 .223 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.CO 6 .47 938 .4 1,125.0 1.75 50.1 225 .0
+0 .60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0 .00 0.0 0.0
Length = 16.0 ft 1 0.206 0 .055 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2 .05 297 .1 1,440 .0 0.55 15.7 288 .0
1;7
1613 W Chestnut Ave, #2
& #312/12/2024
I wood Beam
LIC#: KW-06017286 , Build :20 .23 .08 .30
DESCRIPTION: HIP-1 -Hip Beam
Overall Maximum Deflections
Load Combination Span
+D+Lr
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0.750Lr
+0 .600
Lr Only
Project Title :
Engineer:
Project ID :
Project Oeser:
Project File: SA Chestnut.ec6
VP HOME (c) ENERCALC INC 1983-2023
Max . "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
0 .5432 8 .292 0 .0000 0 .000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.351 2 .331
1.351 2 .331
0 .720 1.280
0 .631 1.051
1.351 2 .331
1.171 2 .011
0 .378 0 .630
-¥-2-}af z +) ~yl-JJ
1 '}, 0 >o A~ rf) cou-r ..
0 .720 1 .280
1613 W Chestnut Ave, #2
& #312/12/2024
UNIFORM AND POINT LOAD ON CONTINUOUS FOOTING
Footing Width (FW) =
Footing Depth (FD) =
Soil Bearing (SB) =
Max. Soil Bearing =
Pla in Concrete Design :
F'c=
Tension Fb =
Procedures :
12 in
12 in
1 ,500 psf
1 ,500 psf
2 ,500 psi
80 ps i
Fsoil = ((D-FD)/12*1D)+SB
F'soil = Fsoii-(D/12*(150-110))
w = W *F'soil/12
w (")
12 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
30 X
M = Fb*W*d"2/12"/6
L = (2*M/w)"1 /2
Pmax = 2*L*w
D (") Fsoil (psf) F'soil (psf)
5 1 ,500 1 ,483
12 1,500 1 ,460
12 1 ,500 1,460
12 1 ,500 1,460
12 1 ,500 1,460
12 1 ,500 1,460
15 1 ,500 1,450
15 1,500 1 ,450
15 1,500 1,450
15 1,500 1,450
15 1,500 1,450
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1 ,430
24 1,500 1,420
24 1,500 1 ,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc. Depth (ID) =
w {#/ft} M ('#)
1,483 333
1,460 1,920
1,825 2400
2 ,190 2 ,880
2 ,555 3 ,360
2 ,920 3,840
1 ,450 3 ,000
1 ,813 3 ,750
2 ,175 4 ,500
2 ,538 5,250
2 ,900 6 ,000
1,440 4 ,320
1,800 5,400
2 ,160 6,480
2 ,520 7 ,560
2 ,880 8 ,640
1,430 5 ,880
1,788 7 ,350
2 ,145 8 ,820
2 503 10 ,290
2 ,860 11 ,760
1,420 7 ,680
1,775 9 ,600
2 ,130 11 ,520
2 ,485 13 ,440
2 ,840 15 ,360
3 ,550 19 ,200
110 pet
150 pet
0 psf
0 psf
L (ft) Pmax {#}
0 .67 1,989
1.62 4 ,736
1.62 5 ,919
1 .62 7 ,103
1 .62 8 ,287
1 .62 9 ,471
2.03 5 ,899
2 .03 7 ,374
2 .03 8 ,849
2 .03 10 ,324
2 .03 11;zg8.
2.45 (7 ,055
2.45 "1;,8"18
2.45 10 ,582
2 .45 12 ,345
2.45 14 ,109
2.87 8 ,202
2.87 10 ,252
2 .87 12 ,302
2 .87 14 ,353
2 .87 16,403
3.29 9 ,340
3.29 11 ,676
3.29 14 ,011
3 .29 16 ,346
3.29 18 ,681
3 .29 23 ,351
Note : For point loads on footings with uniform loads , take the difference
between "w" above and the uniform load , then multiply by two and by
"L" above for P'max.
A -~
1613 W Chestnut Ave, #2
& #312/12/2024