HomeMy WebLinkAboutFLOOD ZONE-1126 & 1128 N Elaine Dr - PlanA0
TITLE SHEET
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
CODE / AGENCIES CONFORMANCES:
SHEET INDEX:
PROJECT TEAM:
VICINITY MAP: (NOT TO SCALE)
OWNER:
DIEM LE & TAO PHAM
1126 ELAINE DR,
SANTA ANA, CA 92703
714-600-7781
PROJECT
SITE
ALL CONSTRUCTION SHALL CONFORM TO ALL GOVERNING LAWS,
CODES AND ORDINANCES INCLUDING BUT NOT LIMITED TO THE
FOLLOWING:
-2022 California Building Code
-2022 California Residential Code
-2022 California Electrical Code
-2022 California Mechanical Code
-2022 California Plumbing Code
-2022 California Energy Code
-2022 California Fire Code
-2022 California Green Building Standards Code
PROJECT INFORMATION:
PROJECT STATISTIC:
SCOPE OF WORK:
ABBREVIATIONS:
A.C.ANCHOR BOLT
A.F.F.ARCHITECTURAL
B.L.BUILDING LINE
B/BM BOTTOM OF BEAM
B/F BOTTOM OF FOOTING
BLDG.BUILDING
BM.BEAM
BRG.BEARING
C.J.CEILING JOIST
CLR.CLEAR
CMU CONCRETE MASONRY UNIT
CONC.CONCRETE
CONNX.CONNECTION
CONST.CONSTRUCTION
CONT.CONTINUOUS
CONTR.CONTRACTOR
D.L.DEAD LOAD
DET.DETAIL
DIA.DIAMETER
DWG.DRAWING
DWL.DOWEL
E.E.EACH END
E.E.EACH FACE
E.W.EACH WAY
E.J.EACH EXPANSION JOINT
EQ.EQUAL
E.EXISTING
EXP.EXPANSION
EXPAN.EXPANSION
F.D.FLOOR DRAIN
FIN.FINISH
F.S.FAR SIDE
FDN.FOUNDATION
FTG.FOOTING
FT.FOOT OR FEET
GA.GAGE
GALV.GALVANIZED
GRAN.GRANUIAR
GYP.GYPSUM BOARD
H.HORIZONTAL
HK.HOOK
HORIZ.HORIZONTAL
INSF INSIDE FACE
IN.INCH
INSUL.INSULATION
J/B JOIST BEARING
JST.JOIST
JT.JOINT
LB./LBS POUND/POUNDS
L.L.LIVE LOAD
LLH LONG LEG HORIZ.
LLV LONG LEG VERTICAL
LT. WT.LIGHT WEIGHT
M.O.MASONRY OPENING
MAT'L.MATERIAL
MAX.MAXIMUM
MIN.MINIMUM
MISC.MISCELLANEOUS
N.NEW/PROPOSED
N.I.C.NOT IN CONTRACT
N.T.S.NOT TO SCALE
NO.NUMBER
O.C.ON CENTER
O.D.OVERFLOW DRAIN
OSF OUTSIDE FACE
OPP.OPPOSITE
P.E.M.B PRE ENGINEERED
METAL BUILDING
P.C.PRECAST CONCRETE
PL PLATE
PSF POUNDS/SQUARE FT.
R.D.ROOF DRAIN
REINF.REINFORCED
REQ'D.REQUIRED
REV.REVISION/REVISED
SHT.SHEET
SIM.SIMILAR
SPA.SPACES/SPACING
SPECS SPECIFICATIONS
STL STEEL
STD STANDARD
T&B TOP AND BOTTOM
T/B TOP OF BEAM OR
TRUSS BEARING
T/F TOP OF FOOTING
TEMP.TEMPORARY/TEMPERATURE
TYP.TYPICAL
U.N.O.UNLESS NOTED OTHERWISE
UNI.UNISEX BATHROOM
V.I.F.VERIFY IN FIELD
VERT.VERTICAL
W.W.R.WELDED WIRE REINFORCED
W/WITH
WH WATER HEATER
W.I.C.WALK-IN CLOSET
DW DISH WASHER
DM DIMMABLE LIGHT SWITCH
EA.EACH
SF.SQUARE FEET
W/D WASHER & DRYER
DBL.DOUBLE
R.R.ROOF RAFTER
SW SLIDE WINDOW
SH SHEET
ARCHITECTURAL
A0 TITLE SHEET
A1 SITE PLAN
A2 DEMOLITION FLOOR PLAN & EXISTING ROOF PLAN - MH
A3 PROPOSED FLOOR PLAN & ROOF PLAN - ADU
A4 PROPOSED ELEVATION, SECTION - ADU
A5 EXISTING ELEVATION - MAIN HOUSE
E1 PROPOSED UTILITY PLAN - ADU
AD1 ARCHITECTURAL DETAILS
N1 CAL-GREEN REQUIREMENTS
N2 CAL-GREEN REQUIREMENTS
STRUCTURAL
S0 STRUCTURAL NOTES
S1 STRUCTURAL PLANS
SD1 FOUNDATION DETAILS
SD2 FRAMING DETAILS
TITLE 24
T24-1 TITLE 24
T24-2 TITLE 24 (CONT. )
THE PROJECT SCOPE CONSISTS OF
- NEW DETACHED ADU 1,000 SQ.FT.: KITCHEN, LIVING, 3 BEDROOMS, 2
BATHROOMS. NEW PORCH 21 SQ.FT.
- DEMOLISHED EXISTING PATIO COVER 270 SQ.FT.
PROJECT ADDRESS: 1128 Elaine Dr (ADU), Santa Ana, CA 92703
ASSESSOR'S PARCEL NO.:198-022-03
ZONING:R1
OCCUPANCY GROUP:R3
TYPE OF CONSTRUCTION:VB
NUMBER OF STORIES:ONE
FIRE SPRINKLER:NO
FLOOD ZONE: A
PREPARED:
LT DESIGNS
Onetrang10@gmail.com
714-213-1608
0.5 MILE FROM THE
ADU TO THE NEAREST
PUBLIC TRANSIT
STOP ID: 6419
GENERAL NOTES:
MAIN HOUSE FLOOR AREA:
EXISTING LIVING:1,166 SQ.FT.
EXISTING PORCH:40 SQ.FT.
EXISTING PATIO COVER:60 SQ.FT.
EXISTING GARAGE:388 SQ.FT.
1,654 SQ.FT.
ADU FLOOR AREA:
NEW DETACHED ADU:1,000 SQ.FT.
NEW PORCH:21 SQ.FT.
1,021 SQ.FT.
LOT SIZE:7,272 SQ.FT.
LOT COVERAGE: 1,594 / 7,272 = 21.9% ( WITHOUT ADU)
LOT COVERAGE: (1,594 + 1,021) / 7,272 = 35.96% ( WITH ADU)
ADU / MAIN HOUSE: (1,000)/(1,166) = 85.8 %
- LOT COVERAGE SHALL EXCLUDE PATIO COVER (CITY OF SANTA
ANA ZONING ORDINANCE (SEC. 41-105)
1.Contractor shall verify all dimensions on site prior to start construction
and notify the engineer of any discrepancies.
2.Prior to framing, framing contractor shall verify rough-in dimensions
required for bath tubs, showers stalls, fireplaces, window heights, door
locations, etc.
3.Provide approved plan box. Provide temporary sanitary facilities.
4.On site verification of all dimensions and conditions shall be the
responsibility of each contractor. Noted dimensions take precedent over
scale.
5.All work shall be performed by licensed contractors.
6.Shall be notified immediately by contractor or sub-contractor should
any discrepancy or other question arise pertaining to the working
drawings and/or specifications. The contractor shall be held responsible
for the results of any errors, discrepancies, or omissions which the
contractor failed to notify the architect or engineer of before construction
and / or fabrication of the work.
7.All proposed utilities will be underground. Pursuant to Section 41-626
of the Santa Ana Municipal Code (SAMC), all utilities for new buildings,
additions, and change of service must be underground.
8.Mechanical, electrical and plumbing are not part of this plan review
and approval. MEP are subject to building field inspection
9.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.
10.A Federal Emergency Management Agency National Flood Insurance
Program ELEVATION CERTIFICATE shall be completed by a California
Licensed Land Surveyor or California Registered Civil Engineer who is
authorized to practice land surveying. The completed ELEVATION
CERTIFICATE must be submitted to the Building Inspector at the time
of foundation inspection, and a FINAL CERTIFICATE must be submitted
at the time of final inspection.
11. Mechanical, electrical and plumbing are not part of this plan review
and approval. The Building and Safety Division plan review does not
include potential electrical, water, or gas revisions required by any
non-city utility company. It is solely on the contractor to ensure proposed
addition or alteration can and will meet utility company requirements.
MEP are subject to building field inspection.
1. SOLAR PLANS TO BE PULLED BY SEPARATE PERMIT-SIZE
OF SOLAR PV SYSTEM SHALL BE 2.39 KWDC TO
CONFORM WITH T-24 SPECIAL FEATURE REQUIREMENT.
DEFERRED SUBMITTAL:
PL 68.60'
PL 68.60'
PL
1
0
6
'
PL
1
0
6
'
ELAINE DRCL
(E
)
C
L
O
S
E
T
(E) KITCHEN
(E) DINING
(E) 2 CAR GARAGE
(E) LIVING
(E) CLOSET
(E) BED #3
(E
)
C
L
O
S
E
T
(E
)
C
L
O
S
E
T
(E) BED #2
CAST IRONSINKSBROOKFIELDK-5942-5
(E) BA #2
CAST IRONBATHDYNAMETRICK-519
(E
)
C
L
O
S
E
T
(E) BED #1
CAST IRONSINKSBROOKFIELDK-5942-5
(E
)
B
A
#
1
W/D
(E) COVERED PATIO
(E) PORCH
(E) ELECT.
PANEL
(E) GAS
METER
(E) LANDSCAPE
(E) DRIVEWAY
(E) LANDSCAPE
(E) LANDSCAPE
(E
)
L
A
N
D
S
C
A
P
E
(E) UTILITY POLE
(E) HALLWAY
22'-9"18'-3"17'-11"
22
'
-
1
"
4'-10"
34
'
-
1
1
"
31
'
-
6
"
5'
5'
EA
S
E
M
E
N
T
(E) 6" BLOCK WALL
6' HIGH
(E) 6" BLOCK WALL
6' HIGH
(E) UTILITY POLE
4'-10"
17'-7"4'-10"
5'
-
6
"
15'-11"
5'
-
5
"
25'-5"
11'-9"
4'-7"
39
'
-
7
"
(E) IRON FENCE 6' HIGH
17
'
3'
(E) WATER
METER
5'
-
8
"
6'-10"
(E) MAIN HOUSE
1126 N ELAINE DR
20
'
-
5
"
6'
-
6
"
6'14'-11"6'
-
6
"
18
'
-
1
"
15
'
15
'
14'-11"
CAST IRONSINKSBROOKFIELDK-5942-5
IS
L
A
N
D
(N) KITCHEN
STACK
W/D
CLOSET CLOSET
CAST IRONSINKSBROOKFIELDK-5942-5
CAST IRONSINKSBROOKFIELDK-5942-5
(N) LIVING
W.I.C.
22'-6"
25'-2"6'
23
'
-
7
"
47'-8"
DETACHED ADU
1,000 S.F.
1128 N ELAINE DR
(N) BED #1
(N) BED #2 (N) BED #3
(N) ELECTRIC METER 200AMP - ADU
MINIMUM 20 FEET UFER WITH 1/4"
INCH REBARS AND #4 AWG BARE
COPPER CONDUCTOR, WITH MINIMUM
225 AMP BUSBAR WITH MINIMUM 4
BRANCH CIRCUITS.
(N) HEAT PUMP
CONDENSER- ADU
WH
HP
(E) WATER
LINE
(N) WATER
LINE FOR
ADU
CONNECT TO EXISTING
SEWER LATERAL
SERVING MAIN HOUSE
(E) SEWER
LATERAL - MAIN
HOUSE
(N) MIN. 4'' SEWER LATERAL
AND MIN 2% SLOPE FOR
DRAINAGE - ADU
5%5%
5%5%
5%
5%
5%5%5%
5%
5%
2%
2%
2%
2%
2%
2%2%
2%2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%2%
2%
2%2%2%2%
2%
LA
N
D
I
N
G
(N) BA #1
(N) BA #2
7'
3'
5'
4'-6"
3'
10
AD1
11
AD1
10
AD1
3'
3'
(N
)
P
O
R
C
H
PL 68.60'
PL 68.60'
PL
1
0
6
'
PL
1
0
6
'
ELAINE DRCL
(E
)
C
L
O
S
E
T
(E) KITCHEN
(E) DINING
(E) 2 CAR GARAGE
(E) LIVING
(E) CLOSET
(E) BED #3
(E
)
C
L
O
S
E
T
(E
)
C
L
O
S
E
T
(E) BED #2
CAST IRONSINKSBROOKFIELDK-5942-5
(E) BA #2
CAST IRONBATHDYNAMETRICK-519
(E
)
C
L
O
S
E
T
(E) BED #1
CAST IRONSINKSBROOKFIELDK-5942-5
(E
)
B
A
#
1
W/D
(E) COVERED PATIO
(E) PATIO COVER TO BE REMOVED
(E) PORCH
(E) ELECT.
PANEL
(E) GAS
METER
(E) LANDSCAPE
(E) DRIVEWAY
(E) LANDSCAPE
(E) LANDSCAPE
(E
)
L
A
N
D
S
C
A
P
E
(E) UTILITY POLE
(E) HALLWAY
22'-9"18'-3"17'-11"
22
'
-
1
"
4'-10"
34
'
-
1
1
"
31
'
-
6
"
5'
5'
EA
S
E
M
E
N
T
(E) 6" BLOCK WALL
6' HIGH
(E) 6" BLOCK WALL
6' HIGH
(E) UTILITY POLE
4'-10"
17'-7"4'-10"
5'
-
6
"
15'-11"
5'
-
5
"
25'-5"
11'-9"
4'-7"
16'-11"
10
'
-
1
0
"
16
'
-
4
"
39
'
-
7
"
(E) IRON FENCE 6' HIGH
17
'
3'
(E) WATER
METER
5'
-
8
"
6'-10"
(E) MAIN HOUSE
1126 N ELAINE DR
(7) 24" - BOX CANOPY TREE
(3) - 5 GAL TREE
(4) - ONE GAL TREE
SITE LEGEND:
GRASS
(N) CONC. WALKWAY
A1
SITE PLAN
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
EXISTING SITE PLAN (SCALE: 1/8"=1'-0")PROPOSED SITE PLAN (SCALE: 1/8"=1'-0")
(E
)
C
L
O
S
E
T
(E) KITCHEN
SLOPED CEILING
(E) DINING
VAULTED CLG
(E) 2 CAR GARAGE
(E) 8068 SL.DR.
(E) LIVING
VAULTED CLG
(E) CLOSET
(E) BED #3
VAULTED CLG
(E
)
C
L
O
S
E
T
(E
)
C
L
O
S
E
T
(E) BED #2
VAULTED CLG
CAST IRONSINKSBROOKFIELDK-5942-5
(E) BA #2
8'-0'' CLG
CAST IRONBATHDYNAMETRICK-519
(E
)
C
L
O
S
E
T
(E) BED #1
VAULTED CLG
CAST IRONSINKSBROOKFIELDK-5942-5
(E
)
B
A
#
1
VA
U
L
T
E
D
C
L
G
W/D
(E) W/H
(E) 16' X 7' GARAGE DOOR
(E
)
3
0
2
0
C
S
(E) 6020 CS(E) 6020 CS
(E) 2630 SH
(E
)
6
0
2
0
C
S
(E
)
2
0
3
0
S
H
(E
)
6
0
2
0
C
S
(E) 6020 CS (E) 2030 CS
(E) 6040 CS
(E) COVERED PATIO
(E) PATIO COVER TO BE REMOVED
270 SQ.FT.
(E) PORCH
(E) HALLWAY
8'-0'' CLG
21
'
-
3
"
17'-1"
11'-7"6'-0"
17'-7"
5'
-
6
"
15'-11"
5'
-
5
"
7'-6"17'-11"
25'-5"
22
'
-
1
"
17'-11"
3'
-
9
"
11'-0"4'-6"2'-9"
18'-3"
5'
-
8
"
9'-7"3'-2"10'-0"
22'-9"
12
'
-
1
"
7'
-
5
"
15
'
-
5
"
34
'
-
1
1
"
11'-9"
16'-11"
10
'
-
1
0
"
16
'
-
4
"
(E) 2630 SH
5'
-
8
"
6'-10"
LINE OF WALL
LEGEND:
LINE OF ROOF
2'
-
0
"
5'
-
3
"
1'
-
6
"
1'
-
6
"
2'
-
0
"
(E) ASPHALT SHINGLES ROOFING
2:
1
2
2:
1
2
2:
1
2
2:
1
2
2:
1
2
2:
1
2
2:
1
2
2:
1
2
8"
8"
2'
-
0
"
7'
-
5
"
A2
DEMOLITION FLOOR PLAN
EXISTING ROOF PLAN
- MAIN HOUSE
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
SCALE:
DEMOLITION FLOOR PLAN - MAIN HOUSE
(E) WALLS TO BE REMAIN
LEGEND:
(E) WALLS TO BE REMOVED
PROPOSED NEW 2X4 WALLS
PROPOSED 1HR FIRED WALLS
(E) DOORS TO BE REMOVED
(E) WINDOWS TO BE REMOVED
PROPOSED NEW 2X6 WALLS
SCALE:
EXISTING ROOF PLAN - MAIN HOUSE (NO CHANGE)
CITY OF SANTA ANA
anning ald Building Agepcy
4'-6"
0o
rA15r��
47'-8"
`DIMIN
(N) HEA I PUMP/
CONDENSER-ADU
BATHROOM HAS GRAB BAR
REINFORCEMENT. SEE SHEET E1
FOR AGING -IN -PLACE DESIGN AND
FALL PREVENTION REQUIREMENTS
PROPOSED FLOOR PLAN - ADU
SCALE: 1 /4" = 1 ' - 0"
PROPOSED ROOF PLAN - ADU
SCALE: 1 /4" = 1'-0"
A
MINN
k 2
DOOR & WINDOW SCHEDULE - ADU O
MARK
W
H
SILL HGHT QUANTITYREMARK
,
/ MATERIAL
A
3'-0"
6'-8"
0
1
EXTERIOR SOLID WOOD
D
B
2'-6"
6-8"
0
3
INTERIOR HOLLOW WOOD
O
O
C
2'-10"
6'-8"
0
2
INTERIOR HOLLOW WOOD
R
D
2'-6"
6'-8"
0
1
POCKET DOOR
E
2'-6"
6'-8"
0
1
DOOR TO BE LOUVERED
1
5'
4'
2'-8"
5
SLIDING VINYL FRAME
W
1
2
4'
3'
T-8"
1
SLIDING VINYL FRAME
N
D
3
2'-6"
5'
1'-8"
2
SINGLE HUNG
O
W
4
4'
2'
4'-8"
1
SL. VINYL FRAME (TEMP.)
5
2'
4'
2'-8"
1
SINGLE HUNG (TEMP.)
* ALL (N)WINDOW U-FACTOR = 0.30 & SHGC = 0.23
LEGEND:
LINE OF WALL
LINE OF ROOF
EXISTING ROOF
NEW ROOF
ATTIC VENTILATION - ADU:
Required net area: 1/300 (406x144) = 194.88 Sq.ln.
Proposed net area:
Exhaust (high) vent area required: 97.44 Sq.ln.
(1) 100 Sq.ln. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 100 Sq.ln.
Intake (low) vent area required: 97.44 Sq.ln.
(1) 100 Sq.ln. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 100 Sq.ln.
Total proposed net area: 200 Sq.ln.
ATTIC VENTILATION - ADU:
Required net area: 1/300 (594x144) = 285.12 Sq.ln.
Proposed net area:
Exhaust (high) vent area required: 142.56 Sq.ln.
(2) 100 Sq.ln. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.ln.
Intake (low) vent area required: 142.56 Sq.ln.
(2) 100 Sq.ln. NFA - Construction Metals Inc 12"x24". Alum. Roof Vent: 200 Sq.ln.
Total proposed net area: 400 Sq.ln.
LEGEND:
(E) WALLS TO BE REMAIN
(E) WALLS TO BE REMOVED
(E) DOORS TO BE REMOVED
(E) WINDOWS TO BE REMOVED
PROPOSED NEW 2X4 WALLS
PROPOSED NEW 2X6 WALLS
PROPOSED 1HR FIRED WALLS
FLOOR PLAN KEY NOTES: IXI
1. Shower and walls above bathtubs with shower heads shall be finished with a smooth, nonabsorbent
surface to a height not less than 72 inch above the drain inlet. [§1210.2.3 CBC] (R307.2 CRC).
- Shower pan shall have a minimum area of 1024 sq. inches and a minimum finish dimension of 30
inches in any directions. Shower doors shall open so as to maintain not less than a 22" unobstructed
opening for egress. (CPC 408.6) FF
- Showers and shower -tubs shall be provided with individual control valves of the pressure balar ceO
thermostatic, or combination pressure balance/thermostatic mixing valve type that provide 3cald and
thermal shock protection. [§408.3 CPC]
2. [§2406.3 CBC] Safety glazing in the following locations:
1p roved
ER IT ISSUAN E
• Where the nearest edge of glazing is within a 24-inch are of either side of a door in a losed
position (unless there is an intervening wall between the door and the glazing or if the glazing is
5 feet or higher above the walking surface). Master I D :
• Glazing greater than 9 square feet with the bottom edge less than 18 inches above the floor
and the top edge greater than 36 inches above the floor (unless the glazing is more t nMate:
inches horizontally away from walking surfaces or if a complying protective bar is inst II
• Glazing in shower and tub enclosures (less than 60 inches above standing surface)
• Glazing in swinging and sliding doors.
• Glazing adjacent to stairways, landings and ramps within 36 inches horizontally of a walking
surface when the glazing is less than 60 inches above the plane of the adjacent walking
surface.
• Glazing less than 5 feet horizontally from swimming pools and less than 5 feet above adjoining
grade
3. Provide an exhaust fan in the bathroom of 4 air changes per hour minimum with humidity control
sensor. [§1203.5.2.1 CBC] (R303.3.1 CRC)
4. Bedroom emergency egress: Each bedroom shall have a door directly to the exterior or a window
that will provide a clear space opening of at least 5.7 square feet in the open position (5 sq. ft. at
grade floor openings), and a minimum clear opening width of 20 inches and clear opening height of
24 inches and a maximum sill height of 44 inches above the floor. [§1030 CBC] (R310 CRC)
5. Room natural ventilation requirement. Provide exterior opening with an area equal to 4 percent of
the floor area. [§1203.5 CBC] (R303.1 CRC)
6. At least one egress door shall be provided for each dwelling unit that has a minimum clear width of
32 inches between the face of the door and the stop with the door opened 90°, and a minimum clear
height of 78 inches measured from the top of the threshold to the bottom of the stop. (R311.2 CRC)
7. A landing, with a width not less than the width of door and length in the direction of travel of not less
than 36 inches, will be provided on each side of doors. The slope at exterior landings shall not
exceed '/4" in vertical in 12" in horizontal, 2%. The elevation of landing shall not exceed 1'/2 inch
difference than the threshold of the doorway (7 3/4 inch if door does not swing over the landing or
steps). [CRC R311.3]
8. Minimum 1 inch clearance shall be provided between the attic insulation and the roof sheathing
where cave or cornice vents are installed. (R806.3 CRC)
9. Dishwasher with drain to garbage disposal.
10. Sink with garbage disposal.
11. Cook top to be selected by owner. Vent to outside with backdraft damper.
12. Toilet and bidet require a minimum 15 inches of clearance from the center line of the bowl to each
side, and 24 inches from the front edge of the bowl. Per 2022 [CPC 402.5]
13. The maximum hot water temperature discharging from the bathtub, shower and whirlpool bathtub
filler shall be limited to 120 degrees Fahrenheit. The water heater thermostat shall not be considered
a control for meeting this provision. CPC 408.3 and 409.4
14. Attic access with a minimum size of 20 inches x 30 inches unless the maximum vertical headroom
height in the attic is less than 30 inches. Where mechanical equipment is installed in the attic the
minimum dimensions are 30" x 30" and a east as large as the largest component of the appliance.
[§1209.2 C13C] [§904.11 CMC] (R.807.1 CRC)
15. F.A.U.: furnace in attic, Combustion air from outside, vent to outside and provide setback
/ \ thermostat. See detail 4/AD1
16. Washer space, provide cold & hot water supply, waste line and if on second floor, a pan with drain
to exterior.
17. Dryer space, provide vent to outside with smooth metal duct with backdraft damper.
18. When a domestic clothes dryer is located in a closet, a minimum opening of 100 sq. in. for makeup
air shall be provided in the Door or per the manufacturers written installation instructions. (504.3.2
CMC)
19. A domestic clothes dryer duct shall be of metal and a minimum of 4" in diameter. The exhaust duct
shall not exceed a total combined horizontal and vertical length of 14', including two 90 degree
elbows. Two feet shall be deducted for each 90 degree elbow in excess of two. (504.4.2.1 &
504.4.2.2 CMC)
20.Hallway widths shall be 36 inches minimum. (R311.6 CRC)
21.The following are required for heat pump water heaters (HPWH):
a. The HPWH will be installed according to manufacturer's requirements
b. Installation shall be in a conditioned space unless listed for exterior installation. Modeling in T-24
must match.
c. Prescriptive installations shall be indoors and on a rigid R-10 insulated surface. HPWH must meet
NEEA Tier 3 or higher. [150.2(b)lHiii]
AGING-IN-PLACE/FALL PREVENTION NOTES
A. Reinforcement for Grab Bars. [R327.1.1] At least one bathroom on the entry level shall be
provided with reinforcement installed in accordance with this section. Where there is no bathroom
on the entry level, at least one bathroom on the 2nd or 3rd floor of the dwelling shall comply with
this section.
1. Reinforcement shall 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" x 7-1/4" actual
dimension) or other construction material providing equal height and load capacity.
Reinforcement shall be located between 32" and 39-1/4" above the finished floor, flush with
the wall framing.
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" 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.
B. Documentation for Grab Bar Reinforcement. [R327.1.1.1] Information and/or drawings
identifying the location of grab bar reinforcement shall be placed in the operation & maintenance
manual in accordance with the California Green Building Standards Code, Ch. 4, Division 4.4.
C. Electrical Receptacle Outlet, Switch & Control Heights. [R327.1.2] 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" measured from the top of the outlet box
and not less than 15" measured from the bottom of the outlet box above the finish floor.
D. Interior Doors. [R327.1.3] Effective July 1, 2024, at least one bathroom and one bedroom on
the entry level shall provide a doorway with a net clear opening of not less than 32", measured
with the door positioned at an angle of 90 degrees from the closed position; or, in the case of a 2-
or 3-story single family dwelling, on the 2nd or 3rd floor of the dwelling if a bathroom or bedroom
is not located on the entry level.
E. Doorbell Buttons. [R327.1.4] Doorbell buttons or controls, when installed, shall not exceed 48"
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" measured
from the exterior floor or landing, a standard doorbell button or control shall also be provided at a
height not exceeding 48" above exterior floor or landing, measured from the top of the doorbell
button or control.
0C)U
Q
�
~zQ00
asilqz�
LJ
:5
Q
p
J
LU
Q
(=)
�
w
14
T- 4
Q
�
p 0
�
�.
�
Q
0
w
U
Q
H
w
0
w
Z
i
O
U
N
O
CL
SEAL:
.
M
O
Q [V
Q
U
W
zQ
SHEET DESCRIPTION:
PROPOSED FLOOR PLAN,
ROOF PLAN - ADU
Date 1 10/21 /25
Job # 24212
Scale
Sheet No.:
A3
SCALE:
ADU - REAR ELEVATION (SOUTH)
SCALE:
ADU - RIGHT ELEVATION (WEST)
SCALE:
ADU - LEFT ELEVATION (EAST) SCALE:
ADU - FRONT ELEVATION (NORTH)
8"
9'
-
0
"
4'
-
9
"
14
'
-
5
"
T.O.PL
T.O.SLAB
8"
9'
-
0
"
3'
-
1
0
"
14
'
-
5
"
T.O.PL
T.O.SLAB
8"
9'
-
0
"
4'
-
9
"
14
'
-
5
"
T.O.PL
T.O.SLAB
8"
9'
-
0
"
4'
-
9
"
14
'
-
5
"
T.O.PL
T.O.SLAB
(N) CONDENSER
(N) CONDENSER
2'
-
8
"
(N)
4'
-
0
"
2'
-
8
"
(N)
4'
-
0
"
2'
-
8
"
(N)
4'
-
0
"
2'
-
8
"
(N)
4'
-
0
"
2'
-
8
"
(N)
4'
-
0
"
(N)
4'
-
8
"
2'
-
0
"
3'
-
8
"
(N)
3'
-
0
"
(N)
1'
-
8
"
(N)
5'
-
0
"
(N)
1'
-
8
"
5'
-
0
"
(N)
2'
-
8
"
(N)
4'
-
0
"
12
4
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING
(N) ELECT.
METER
11
"
(N) STUCCO TO
MATCH EXISTING
COLOR
(N) STUCCO TO
MATCH EXISTING
COLOR
(N) STUCCO TO
MATCH EXISTING
COLOR
(N) STUCCO TO
MATCH EXISTING
COLOR
(N) STUCCO TO
MATCH EXISTING
COLOR
(N) STUCCO
TO MATCH
EXISTING
COLOR
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING
12
4
8"
9'
-
0
"
4'
-
9
"
14
'
-
5
"
T.O.PL
T.O.SLAB
8"
9'
-
0
"
3'
-
1
0
"
14
'
-
5
"
T.O.PL
T.O.SLAB
12
4
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING 11
"
(N) ASPHALT SHINGLES ROOFING
ICC/ES-ESR1389
COLOR TO MATCH EXISTING
(N) FOOTING (N) FOOTING
(N) CONCRETE SLAB
SCALE:
SECTION 1 - 1
SCALE:
SECTION 2 - 2 (N) FOOTING (N) FOOTING
(N) CONCRETE SLAB (N) CONCRETE SLAB
R-15
R-30
(N) KITCHEN(N) LIVINGR-15
R-30 R-30
R-15 R-15
CLOSET CLOSET (N) LIVING(N) BED #1 (N) BED #2 (N) BED #3
A4
ELEVATION, SECTION
- ADU
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
SCALE:
MAIN HOUSE - LEFT ELEVATION (SOUTH)
SCALE:
MAIN HOUSE - REAR ELEVATION (WEST)
SCALE:
MAIN HOUSE - FRONT ELEVATION (EAST)
SCALE:
MAIN HOUSE - RIGHT ELEVATION (NORTH)
8"
8'
-
0
"
3'
-
3
"
11
'
-
1
1
"
T.O.PL
T.O.SLAB
8"
8'
-
0
"
3'
-
3
"
11
'
-
1
1
"
T.O.PL
T.O.SLAB
8"
8'
-
0
"
3'
-
3
"
11
'
-
1
1
"
T.O.PL
T.O.SLAB
8"
8'
-
0
"
3'
-
3
"
11
'
-
1
1
"
T.O.PL
T.O.SLAB
(E)
(E)(E)
(E)
(E)(E)
(E)
(E)
(E)
(E)(E)
(E)(E)(E)
(E)
(E) STUCCO
(E) SIDING
(E) STUCCO
(E) STUCCO (E) STUCCO
(E) STUCCO
(E) STUCCO (E) STUCCO
(E) STUCCO (E) STUCCO
(E) ASPHALT SHINGLES ROOFING
(E) ELECT.
PANEL
(E) GAS METER
12
2
12
2
(E) ASPHALT SHINGLES ROOFING
12
2
(E) ASPHALT SHINGLES ROOFING
(E) ASPHALT SHINGLES ROOFING
A5
ELEVATION
- MAIN HOUSE
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
1 SHEAR TRANSFER @ ATTIC2 3EXTERIOR WALL WATER PROOFING
4 5 6
10 11
ROOF DIAPHRAGM DIAPHRAGM
BOUNDARY NAIL
SHEAR PANEL
THROUGH ROOF
ROOF RAFTER
CEILING JOIST
SHEAR PANEL
EDGE NAIL
2
4
1
3
2
INSTALLATION ORDER:
1.SILL FLASHING
2.JAMB FLASHING
3.WINDOW
5.HEAD FLASHING OVER FIN
6.FELT PAPER
5
4'0" MAX.
JOIST HGRS
AS SHOWN
DBL JOIST EA SIDE OF OPENING
OPNG
AS JOISTS OR RAFTERS
HEADER SAME SIZE AND GRADE
ROOF OR FLOOR OPENING
12
8 9
DOOR FLASHING WINDOW FLASHING1314STUCCO WEEP SCREED
ATTACH A (MIN. 12" WIDE) SILL STRIP
OF FLASHING MATERIAL WITH THE
TOP EDGE
EVEN WITH THE TOP EDGE OF THE
ROUGH SILL. EXTEND SILL STRIP
MINIMUM 14" BEYOND THE EDGE OF
THE ROUGH OPENING FOR WINDOW.
ATTACH FLASHING WITH GALVANIZED
ROOFING NAILS OR RUST-RESISTANT
STAPLES.
ROUGH
OPENIN
G
AFTER SILL 51RIP 15 IN PLACE,
ATTACH
(MIN. 12" HIDE) JAMB STRIPS OF
FLASHING MATERIAL (SIDE OF
OPENING) WITH INSIDE EDGE OF
FLASHING FLUSH WITH EDGE OF
ROUGH OPENING.
START JAMB STRIPS 2" BELOW THE
SILL STRIP AND EXTEND JAMB STRIPS
12" ABOVE THE LOWER EDGE OF THE
HEADER (TOP OF ROUGH OPENING).
APPLY A CONTINUOUS BEAD OF
SEALANT TO THE BACK SURFACES
OF THE WINDOW FLANGE, THEN
PLACE THE WINDOW INTO THE
ROUGH OPENING WITH THE
FLANGES OVER THE INSTALLED
FLASHING STRIPS.
AFTER THE WINDOW IS PLACED,
APPLY A CONTINUOUS BEAD OF
SEALANT O/ HEAD FLANGE, INSTALL
A (MIN. 12" WIDE) HEAD STRIP OF
FLASHING MATERIAL OVER THE
WINDOW FLANGE, EMBED
FLASHING MATERIAL INTO
SEALANT.
ROUGH
OPENIN
G
WATERRESISTA
N
T
PAPER
HE
A
D
S
T
R
I
P
WATERRESIST
A
N
T
PAPER
JAMB S
T
R
I
P
STARTING AT THE BOTTOM OF THE WALL
(SOLE PLATE), LAY WATER-RESISTANT
PAPER (A) UNDER THE SILL STRIP. GUT
ANT EXCESS WATER-RESISTANT PAPER
THAT MAY EXTEND ABOVE THE SILL
FLANGE ON EACH SIDE OF THE OPENING.
(SHOWN IN DIAGRAM AS SHORT DASH
LINES). INSTALL SUCCEEDING COURSES OF
WATER-RESISTANT PAPER (B, C, ETC.)
OVER JAMB AND HEAD FLANGES IN
SHINGLE-BOARD FASHION. PAPER SHOULD
RUN CONTINUOUSLY OVER HEAD WITH NO
SPLICES ABOVE WINDOW.
NOTES:
I.R.C. 703.5 CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE HEATHER
TO MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES FOR
WINDOW FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12"
HIDE SELF-SEALING FLASHING. CAULK BACK OF WINDOW FRAMES BEFORE SETTING. USE
WINDOW THAT ARE WATER TIGHT.
26 GA. G.l. FLASHING REQUIRED AS SHOWN IN OTHER WINDOW DETAILS TO BE INSTALLED
BY SHEET METAL CONTRACTOR.
LINE WIRE, WHEN USED AS BACKING TO SUPPORT HATER-RESISTANT BUILDING PAPER
OR FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY
STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD
COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL
OPENINGS MUST COVER WIRE BACKING.
WATER - RESISTANT PAPER
TO BE 60 MINUTE GRADE 'D'
PAPER MINIMUM
SILL
STRIP
WATERRESISTA
N
T
PAPER
WATERRESISTA
N
T
PAPER
14"
14"
SILL ST
R
I
P
1
2
3
4
SILL ST
R
I
P
JA
M
B
S
T
R
I
P
JA
M
B
S
T
R
I
P
12
"
2"
14"
SILL ST
R
I
P
JA
M
B
S
T
R
I
P
JA
M
B
S
T
R
I
P
HEAD S
T
R
I
P
A
B
C
SILL ST
R
I
P
JA
M
B
ST
R
I
P
JA
M
B
ST
R
I
P
WATERRESIST
A
N
T
PAPER
WATER
R
E
S
I
S
T
A
N
T
PAPER
WATER
R
E
S
I
S
T
A
N
T
PAPER
3/
8
"
3/8"
JA
M
B
S
T
R
I
P
1
HEAD S
T
R
I
P
JA
M
B
S
T
R
I
P
2
G.I.FLAS
H
I
N
G
HEAD
STRIP
WATERRESIST
A
N
T
PAPER
WATERRESIST
A
N
T
PAPER
A
B
C
JAMB S
T
R
I
P
3
4
WATERRESIST
A
N
T
PAPER
THRESHOLD-PROVIDE BITUMINOUS
COATING UNDER THRESHOLD FOR
SEPARATION OF ALUMINUM AND
CONCRETE, OR OTHER APPROVED
MEASURE TO ISOLATE/PROTECT.
APPLY SEALANT TO FLOOR AND/OR
BOTTOM OF SILL PER MANUFACTURER.
PLACE DOOR UNIT INTO ROUGH OPENING
AND TEMPORARILY FASTEN PER
MANUFACTURER.
APPLY SEALANT TO EXTERIOR EDGE OF THE
DOOR FRAME JAMBS AND HEAD TO RECEIVE
FLASHING SET 3/8" IN FROM THE INSIDE
EDGES OF JAMBS AND HEAD.
ATTACH JAMB STRIPS OF FLASHING
MATERIAL (SIDES OF OPENING) AT LEAST 12"
WIDE WITH THE INSIDE EDGE OF FLASHING
POSITIONED 3/8" IN FROM THE INSIDE EDGE
OF THE DOOR FRAME. JAMB STRIPS
SHOULD EXTEND 12" MIN. ABOVE OPENING.
ATTACH HEAD STRIP OF FLASHING
MATERIAL (TOP OF OPENING) AT LEAST 12"
WIDE WITH THE BOTTOM EDGE OF
FLASHING POSITIONED 3/8" UP FROM THE
BOTTOM EDGE OF THE DOOR HEADER.
APPLY A CONTINUOUS BEAD OF SEALANT
ON THE EXTERIOR SURFACE OF JAMB
AND HEAD FLASHING ON THE DOOR SIDE
EDGE OF THE FLASHING.
ATTACH BRICK MOULD OVER SEALANT
AND ALIGNED WITH JAMB AND HEAD
STRIPS OF FLASHING SET 3/8" IN FROM
EDGES OF DOOR FRAME.
AT BRICK MOULD AT DOOR HEAD, APPLY
SEALANT TO TOP OF BRICK MOULD AND
AT ADJACENT WALL TO RECEIVE 26 GA.
FLASHING (26 GA. G.I. FLASHING NOT
REQUIRED WHEN DOOR IS PROTECTED
BY 3'-0" MIN. OVERHANG OR SOFFIT).
STARTING AT THE BOTTOM OF THE WALL(SOLE PLATE), LAY
WATER-RESISTANT PAPER (A) OVER THE JAMB FLASHING STRIP AND LAP
INTO THE JAMB BRICK MOULD.
INSTALL SUCCEEDING COURSES OF WATER-RESISTANT PAPER (B, C, ETC.)
OVER JAMB FLASHING, SHINGLE-BOARD FASHION, AND LAP INTO THE JAMB
BRICK MOULD.
AT DOOR HEAD PAPER SHOULD RUN CONTINUOUSLY ABOVE THE DOOR WITH
NO SPLICES AND ALP OVER 26 GA. G.I. FLASHING. (RUN PAPER ONTO TOP OF
BRICK MOULD WHEN G.I. FLASHING IS NOT REQUIRED).
NOTES:
I.R.G.703.8 CALLS CALLS FOR FLASHING OF ALL EXTERIOR OPENINGS EXPOSED TO THE
WEATHER TO MAKE THEM WEATHER PROOF. SINCE C.R.C. DOES NOT OUTLINE PROCEDURES
FOR DOOR FLASHING, TECHNIQUES SHOWN HERE ARE RECOMMENDED. USE APPROVED 12"
WIDE SELF-SEALING FLASHING. CAULK BACK OF DOOR FRAMES BEFORE SETTING. USE DOORS
THAT ARE WATER TIGHT.
26 GA. G.I. FLASHING REQUIRED AS SHOWN IN OTHER DOOR DETAILS TO BE INSTALLED BY
SHEET METAL CONTRACTOR.
LINE WIRE, WHEN USED AS BACKING TO SUPPORT WATER-RESISTANT BUILDING PAPER OR
FELT BENEATH LATH FOR STUCCO SHOULD BE INSTALLED ACCORDING TO INDUSTRY
STANDARDS AND PRACTICE NO ATTACHMENT DEVICE NOR THE WIRE BACKING SHOULD
COVER OR PENETRATE FLASHING MATERIAL. PERIPHERAL FLASHING AT ALL EDGES OF WALL
OPENINGS MUST COVER WIRE BACKING.
WATER - RESISTANT
PAPER TO BE 60 MINUTE
GRADE 'D' PAPER MINIMUM
SHEAR PANEL
(per plan)
4"MIN. ABOVE EARTH
2"MIN. ABOVE PAVEMENT
WEEP SCREED
MINIMUM 26 GA. CORROSION -
RESISTANT OR PLASTIC WITH A MINIMUM
VERTICAL FLANGE OF 3 1/2" SHALL BE
PROVIDED AT OR BELOW FOUNDATION
PLATE LINE ON EXTERIOR STUD WALLS.
7
EXTERIOR SHEATHING
TWO LAYERS OF
GRADE D PAPER
EXTERIOR LATH
STUCCO
GYPSUM BOARD
INSULATION
EXTERIOR WALLFELT UNDERLAYMENT
TYPICAL VENT BLOCK
EQ.EQ.EQ.EQ.
EQ
.
EQ
.
(3) 2 1/2" DIA HOLE PER
BLOCK
2X EAVE BLOCK WITH 1/4" WIRE MESH
NOTE:
1.EACH BLK PROVIDES APPROX
13 SQ. INCHES OF VENTILATION.
2.MINIMUM BLOCK SIZE 2X4X14
1/2".
3.TYPICAL ATTIC: 1 VENT BLOCK
AT EVERY OTHER BAY.
4.SLOPING CEILING: 1 VENT
BLOCK AT EACH BAY.
STRUCTURAL SHEATHING
AS REQUIRED
LTP4@24" O.C.
(SEE SW SCHEDULE)
BN.
2X RO
O
F
R
A
F
T
E
R
AS PER
P
L
A
N
ROOF SHEATHING AND
NAILING AS PER PLAN
2X CEILING JOIST
SPACING PER PLAN
6-16d
2x STUD @ 16" O.C.
BEAM OR STUD
WALL PER PLAN
FASCIA
7/8" STUCCO
SOFFIT BOARD
1 HOUR FIRE RATED ROOF OVERHANG DETAIL
2x SOLID BLK'G w/
16d @ 12"oc
ROOF DIAPHRAGM
2x4 FLAT
OUTLOOKER @24"oc
DIAPHRAGM
BOUNDARY NAIL
(2)16d
SHEAR PANEL
THROUGH ROOF
2x FACIA
ROOF RAFTER
CEILING JOIST
2x4 @ 4'oc
2x BLK'G @4'oc
SHEAR PANEL
EDGE NAIL
7/8" STUCCO
STUD WALL
1 HOUR FIRE RATED ROOF OVERHANG DETAIL
20 FT MAX.
FROM ACCESS
24" WIDE SOLID FLOORING
30-INCH WIDE WORKING
SPACE AT CONTROLS
3/4" SUBFLOOR 30"X30"
ACCESS
OPENING
PER PLAN
FURNACE IN ATTIC
42
"
M
I
N
.
C
L
R
.
@
F
A
U
UN
I
T
R
E
C
O
M
M
E
N
D
E
D
VE
R
I
F
Y
W
/
M
E
C
H
12
"
MI
N
.
2"x2" x1/8" ANGLE MOUNTING BRACKETS ( TOTAL OF FOUR) WITH
THE MAXIMUM DISTANCE OF 4" FROM THE EDGE OF THE UNIT.
ATTACH BRACKETS TO FAN COIL USING NO. 10 SELF TAPPING
SCREWS AND TO STUDS USING 5/8" LAG SCREWS.
3/4" PLYWOOD NAILED TO
FRAMING WITH 8d NAILS @ 6"/12"
WITH A35's OR EQUAL AT EACH
CORNER OF NEW UNIT
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
AD1
ARCHITECTURAL
DETAILS
S
S
S
S
S
S
S
UTILITY SYMBOLS
OUTLET
110 V DUPLEX OUTLETA.F.C.I
SWITCHES
2- WAY SWITCH
3- WAY SWITCH
4- WAY SWITCH
DIMMER SWITCH
3- WAY DIMMER
4- WAY DIMMER
LIGHTING/EXHAUST FANS
WALL MOUNT LIGHT: LED LIGHT FIXTURE
CEILING MOUNT HANGING LIGHT: LED LIGHT
(PROVIDE SOLID BLOCKING)
CEILING RECESSED LED LIGHT FIXTURE
BATH ROOM EXHAUST FAN - 50 CFM MIN.:
VENT TO OUTSIDE AIR.
3
4
D
3D
4D
H
S/C
COMBINATION SMOKE/CARBON MONOXIDE
ALARM, CEILING MOUNTED, HARD WIRED
AND W/ BATTERY BACK UP.ICC APPROVED
S SMOKE DETECTOR, HARD WIRED
AND W/ BATTERY BACK UP.ICC APPROVED
(INSTALL AS PER 2022 CBC) INTERCONNECTED
KITCHEN EXHAUST FAN - 280 CFM MIN.:
VENT TO OUTSIDE AIR.
VACANCY SENSOR
V.S.
S MOTION SENSOR AND
PHOTO-SENSOR
COMBINATIONS
M.S.
110 V G.F.C.I. DUPLEX OUTLETG.F.C.I
G.F.C.I
/W.P.
110 V WEATHERPROOF G.F.C.I. OUTLET
220 V OUTLET
WALL MOUNT MULTI-LIGHT: LED LIGHT FIXTURE
CAST IRONSINKSBROOKFIELDK-5942-5
IS
L
A
N
D
(N) KITCHEN
9'-0" CLG
STACK
W/D
CLOSET CLOSET
CAST IRONSINKSBROOKFIELDK-5942-5
CAST IRONSINKSBROOKFIELDK-5942-5
(N) LIVING
9'-0'' CLG
W.I.C.
(N) BED #1
9'-0" CLG
(N) BED #2
9'-0" CLG
(N) BED #3
9'-0" CLG
(N) HEAT PUMP
CONDENSER- ADU
WH
HP
LA
N
D
I
N
G
(N) BA #1
9'-0" CLG
(N) BA #2
9'-0" CLG
(N
)
P
O
R
C
H
21
S
.
F
.
A.F.C.I
A.F.C.I
A.F.C.I
A.F.C.I
A.F.C.I
A.F.C.I
WP/G.F.C.I.
240V MIN.;
30 AMP MIN.
WP/G.F.C.I.
WP
/
G
.
F
.
C
.
I
.
WP/G.F.C.I.
WP/G.F.C.I.
S/CS
S S
G.
F
.
C
.
I
.
G.
F
.
C
.
I
.
240V MIN.;
30 AMP MIN.
(FOR ELECTRIC
DRYER READY)
WP/G.F.C.I.
240V MIN.;
30 AMP MIN.
OUTLET FOR
DISPOSAL
240V MIN.; 50 AMP MIN.
(FOR ELECTRIC STOVE READY)
IAQ FAN
65 CFM MIN.
1 SONE MAX.
A.
F
.
C
.
I
.
/
G.
F
.
C
.
I
.
A.
F
.
C
.
I
.
/
G.
F
.
C
.
I
.
A.
F
.
C
.
I
.
/
G.
F
.
C
.
I
.
A.
F
.
C
.
I
.
/
G.
F
.
C
.
I
.
A.
F
.
C
.
I
.
/
G.
F
.
C
.
I
.
A.F.C.I./
G.F.C.I.
A.F.C.I./
G.F.C.I.
A.F.C.I./
G.F.C.I.
A.F.C.I./
G.F.C.I.
A.F.C.I./
G.F.C.I.
S SWITCH FOR
GAR. DISPOSAL
OUTLET FOR
HOOD
A.F.C.I A.F.C.I
A.F.C.I
A.F.C.I A.F.C.I
A.F.C.I A.F.C.I
A.F.C.I A.F.C.I
A.F.C.I
A.F.C.I
A.F.C.I
A.
F
.
C
.
I
A.F.C.I
A.F.C.I
G.F.C.I.
G.F.C.I.
S
M.S.S
3D
DS
D
S
DS
S
3D
S
3D
SSS3D
V.S.
S
V.S.
SSS
D
V.S.
SSS
D
A.F.C.I
A.F.C.I./
G.F.C.I.
A.F.C.I./
G.F.C.I.
OUTLET FOR
D.W.
S
PROVIDE LIGHT SWITCH AND
RECEPTACLE IN ATTIC ACCESS
G.F.C.I.OUTLET FOR THE
HEATING FURNACE
IN ATTIC
ELECTRICAL NOTE:
1.In new construction, the required smoke alarms shall receive their primary power from the
building wiring and shall be equipped with a battery backup. Smoke alarms may be solely
battery operated when installed in existing sleeping rooms and hallways [§907.2.11.4 CBC]
(R314.6 CRC).
2.Where more than one smoke alarm is required to be installed, the smoke alarm shall be
interconnected in such a manner that the activation of one alarm will activate all of the
alarms. (R314.4 CRC)
3.Tankless water heaters shall be nationally listed and be installed in accordance with the
installation instructions that were approved as part of their listing.The gas piping serving this
appliance must be sized in compliance with the water heater's listed installation instructions
and the 2022 California Plumbing Code.
4.Provide clothes dryer moisture exhaust duct (min. 4 inch dia., smooth, metal duct) to the
outside and equip with a back draft damper. Exhaust duct length is limited to 14 ft. with 2
elbows.
5.Provide arc-fault circuit interrupter protection for all outlets for all dwelling unit. [§210.12
CEC]
6.A minimum of 2-20 amp small appliance branch circuits shall be provided for all receptacle
outlets in the kitchen, dining room, pantry, or other similar areas [§210.11(C)(1) CEC]
7.A switched light shall be installed at all exterior doors. [§210.70 CEC]
8.At least one 20 amp branch circuit shall be provided to supply bathroom and laundry
receptacle outlets. Such circuits shall have no other outlets. [§210.11(C)(3); §210.11(C)(2)
CEC]
ELECTRICAL NOTE:
1.Water Heating. Systems using gas or propane water heaters to serve individual dwelling units shall include the
following components [150.0(N)]:
a.A dedicated 125V, 20A (10 AWG copper branch circuit) electrical receptacle that is within 3 feet from the
water heater and accessible to the water heater with no obstructions. There shall be a reserved single pole
breaker space in the electrical panel labeled "Future 240V Use". Both ends of the unused conductor shall be
labeled with the word “spare” and be electrically isolated.
b.A condensate drain that is no more than 2 inches higher than the base of the installed water heater, and
allows natural draining without pump assistance.
c.Designate a space at least 2.5 ft. by 2.5 ft. wide and 7 ft. tall suitable for the future installation of a heat pump
water heater (HPWH).
d.If designated space is more than 3 feet from water heater, comply with 150.0(n)B.
2.In addition to the local exhaust fans in the bathrooms and kitchens, an exhaust fan shall be sized to provide
ventilation for the whole house. The minimum ventilation rate for the whole-building exhaust fan shall be
calculated according to ASHRAE Standard 62.2 Equation 4.1(a). The conditioned floor area and the number of
bedrooms in the home (the existing house and the addition) will determine the minimum ventilation rate. One of
the local exhaust fans in the bathrooms or kitchens may be used to meet the whole-building ventilation, provided
the exhaust fan meets the minimum ventilation rated for both the Local Exhaust and Whole-Building Ventilation
requirements. The ducting for the whole building exhaust fan shall be sized according to ASHRAE Standard
62.2 Table 7.1 and this exhaust fan shall operate continuously. Identify fan manufacturer, model and sone rating
(1 sone for continuous, may be 3 sone for intermittent) on plans.
3.The whole-building ventilation exhaust fan will operate continuously and is required to be rated for sound at a
maximum of 1 sone. This exhaust fan can be controlled by a standard on/off switch but the switch must be
labeled to inform the occupant that the exhaust fan is the whole-building ventilation exhaust fan and is intended
to operate continuously. No specific wording is mandated, but the wording needs to make clear what the control
is for and the importance of operating the system. This may be as simple as “Ventilation Control” or might
include wording such as: “Operate when the house is in use” or “Keep on except when gone over 7 days” or
“Fan is to be left on to ensure indoor air quality.”
4.Access to attic furnace must be within 20 feet of unit and shall have a continuous solid walkway at least 24
inches wide. A switch controlled light is also required. [CMC 304.4.1].
5.Countertops in the kitchen, dining area and similar areas require a receptacle be provided for each counter
space wider than 12 inches so that no point is more than 24" from an outlet. [CEC 210.52(C)] Additional outlet
required between cooktop and sink to meet spacing requirements.
6.Outlets to be tamper resistant per CEC 406.12.
7.All 125-volt through 250-volt receptacles shall be GFI protected at required locations.
8.Bathroom outlet(s) shall be on a dedicated 20 amp circuit.
9.A kitchen is defined as any room containing cooking appliances. Each kitchen is required to have an exhaust fan
ducted to the outside with a minimum ventilation rate and capture efficiency per Table 150.0-G or Table 160.2-G
(multi-family). The range hood over the stove may be used to meet this requirement but the range hood must
vent to the outside; recirculating range hoods cannot be used. The ducting for the exhaust fan shall be sized
according to ASHRAE Standard 62.2 Table 7.1. This local exhaust fan may operate continuously or
intermittently. Installing this local exhaust fan in the kitchen will allow the home occupant to regulate the indoor
air quality when needed.
10.Provide the following Electric-Ready requirements: [150.0]
A.Heat Pump Space Heater Ready. Systems using gas or propane furnace to serve individual dwelling units
shall include the following:
1.A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the furnace and accessible to the
furnace with no obstructions. The branch circuit conductors shall be rated at 30 amps minimum. The blank
cover shall be identified as “240V ready”.
2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole
circuit breaker for a future heat pump space heater installation. The reserved space shall be permanently
marked as “For Future 240V use.”
B.Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units shall
include the following:
1. A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the cooktop and accessible to
the cooktop with no obstructions. The branch circuit conductors shall be rated at 50 amps minimum. The
blank cover shall be identified as “240V ready”.
2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole
circuit breaker for a future electric cooktop installation. The reserved space shall be permanently marked
as “For Future 240V use.”
C.Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual
dwelling units shall include the following:
1. A dedicated 240 volt branch circuit wiring shall be installed within 3 ft. from the clothes dryer location and
accessible to the clothes dryer location with no obstructions. The branch circuit conductors shall be rated
at 30 amps minimum. The blank cover shall be identified as “240V ready.”
2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole
circuit breaker for a future electric clothes dryer installation. The reserved space shall be permanently
marked as “For Future 240V use.”
9.All single-family residences that include one or two dwelling units shall meet the following: [150.0(s)]
A.At least one of the following shall be provided:
1. ESS ready interconnection equipment with a minimum backed-up capacity of 60 amps and a minimum of
four ESS-supplied branch circuits; or
2. A dedicated raceway from the main service to a panelboard (subpanel) that supplies the branch circuits
in Sec. 150.0(s)(2). All branch circuits are permitted to be supplied by the main service panel prior to the
installation of an ESS. The trade size of the raceway shall be not less than 1 inch. The panelboard that
supplies the branch circuits (subpanel) must be labeled “Subpanel shall include all backed-up load circuits.”
B.A minimum of four branch circuits shall be identified and have their source of supply collocated at a single
panelboard suitable to be supplied by the ESS. At least one circuit shall supply the refrigerator, one lighting
circuit shall be located near the primary egress and at least one circuit shall supply a sleeping room receptacle
outlet.
C.The main panelboard shall have a minimum busbar rating of 225 amps.
D.Sufficient space shall be reserved to allow future installation of a system isolation equipment/ transfer
switch within 3 ft. of the main panelboard. Raceways shall be installed between the panelboard and the
system isolation equipment/transfer switch location to allow the connection of backup power source.
10. Smoke alarms shall receive their primary power from the building wiring and shall be equipped with a battery
backup. [CRC Section R314]
11. Carbon monoxide alarms shall receive their primary power from the building wiring and shall be equipped with a
battery backup. [CRC Section R315]
12. All services supplying dwelling units shall be provided with a surge-protection device (SPD) as an integral part
of the service equipment, or immediately adjacent thereto. Specifically includes service equipment
replacements and upgrades. CEC 230.67
13. Bathroom exhaust fans shall be ENERGY STAR compliant, ducted to terminate outside the building, and
controlled by a humidistat capable of being adjusted between the relative humidity range of 50 to 80 percent.
[CGBC 4.506]
E1
UTILITY PLANS
SCALE:
UTILITY PLAN - ADU
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
2
2
NOTE:
FOR AN FAU LOCATED IN THE ATTIC, PROVIDE A MINIMUM
ACCESS OF 22 X 30 INCHES, A 24-INCH WIDE WALKWAY, A
30-INCH DEEP WORK PLATFORM, AND ELECTRIC LIGHT
OUTLET ADJACENT TO THE FURNACE AND SWITCHED BY
THE OPENING. (CMC 904.11 & 305)
2
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
SHEET INDEX:
SHEET TITLE
S0 STRUCTURAL NOTES
S1 FOUNDATION & ROOF FRAMING PLAN
SD1 FOUNDATION DETAILS
SD2 FRAMING DETAILS
SINGLE/REPTITIVE
2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106
2X6 #2: Fb = 1170/1345 PSI
2X8 #2: Fb = 1080/1242 PSI
2X10 #2: Fb = 990/1138 PSI
2X12 #2: Fb = 900/1150 PSI
2X14 #2: Fb = 810/ 931 PSI
1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20.
2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O
3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER.
4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.)
5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN.
6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.)
7.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10"
DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING.
8.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM
TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A.
9.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE.
10.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR
PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER.
11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.:
WALLS
2X4 STUDS (UP TO 10')"STANDARD" OR BETTER
2X4 STUDS (OVER 10')NO.2 OR BETTER
2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR
BETTER
2X6 STUDS NO.2
2X JOIST NO.2
12.ALL NAILING TO BE PER TABLE NUMBER 2304.9.1 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE.
13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS
(UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0".
14.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498.
15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS
REQUIRED AND REQUESTED BY GENERAL CONTRACTOR.
16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST
1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED
WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER
CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU',
U.N.O.
17.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN
WIDTH.
18.PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE.
19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOT. CHORD OF TRUSS OR 2X RAFTER
OR DOUBLE 2x TOP PLATE, U.N.O.
20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE
PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS.
21.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL
BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE:
A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS.
B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS
C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS.
22.FASTENING OF MULTIPLE MEMBERS:
DOUBLE & TRIPLE JOISTS;
16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES).
FOUR OR MORE JOISTS;
1/2" DIA. M.B's AT 18" O.C STAGGERED.
4X OR LARGER BEAMS;
1/2" DIA. M.B's AT 12" O.C STAGGERED.
23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC).
24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O.
25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE.
26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O.
27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP.
28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD.
29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS.
30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O.
31.DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED W/ MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN.
32.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST.
33.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS.
34.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC).
35.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/OR BC's MINIMUM, U.N.O.
36.ALL SIMP. HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O.
37.ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS
PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE.
38.ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O.
PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES.
39.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O.
40.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW.
41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING.
42.PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT
CONCRETE IS USED AT THE FLOOR.
43.WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O.
44.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL
BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS.
45.ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O.
46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 GA.) AND 1 1 2 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH
NOT LESS THAN (6) 16d NAILS.
47.PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS.
48.SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O.
49.STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O.
50.A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE
EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR
EQUIVALENT.
51.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE
WITH ASTM A 153
LUMBER/CARPENTRY
DESIGN LOADS
SIMPSON ICC - ESR REPORTS
1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION
SCHEDULE BELOW ONLY CHECKED ITEMS ARE REQUIRED
2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT
FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION
3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT
4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET
WELDS NOT EXCEEDING 5/16" IN SIZE WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED
5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS,
INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM,
INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS EXCEPTION: SPECIAL
INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING
AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE
SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE COVERING
6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS
STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE
OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4.
7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF
THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM
SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND
QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT
COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL
STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE
RESPONSIBLE OF VERIFYING APPROVAL OF FABRICATOR.
ESR-1056 TITEN HD® SCREW ANCHOR
ESR-1161 CONTINUOUS ROD TIE-DOWN SYSTEM UTILIZING URS UPLIFT ROD RUNS
ESL-1168 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
ESR-1267 STRONG-WALL® SHEAR PANELS
ESR-1396 WEDGE-ALL ANCHORS
ESR-1472 WSNTL WOOD SCREWS
ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION
ESR-1679 STEEL STRONG-WALL SHEAR PANELS
ESR-1772 SET EPOXY
ESR-1958 ACRYLIC-TIE ADHESIVE ANCHOR SYSTEM
ESR-2105 STRAPS
ESR-2138 POWDER-ACTUATED FASTENERS, THREADED STUDS AND ASSEMBLIES
ESR-2236 STRONG-DRIVE SDS SCREWS
ESR-2320 COUPLING TAKE-UP DEVICE (CTUD), TAKE-UP DEVICE (TUD AND ATUD),
RATCHETING TAKE-UP DEVICE (RTUD), AND TAKE-UP WASHER (TUW)
ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS
ESR-2508 ALSO EN ESPAÑOL SET-XP EPOXY ADHESIVE ANCHORS FOR CRACKED AND
UNCRACKED CONCRETE
ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL
PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION
ESR-2549 FACE-MOUNT HANGERS FOR WOOD FRAMING
ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING
ESR-2552 FACE-MOUNT HANGERS SUPPORTING ENGINEERED WOOD PRODUCTS
(STRUCTURAL COMPOSITE LUMBER [SCL], PREFABRICATED WOOD I-JOISTS AND
GLULAM BEAMS)
ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER
ESR-2555 MASA/MASAP CAST-IN-PLACE FOUNDATION ANCHOR STRAPS
ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION
ESR-2605 CONNECTORS FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION
ESR-2607 CONNECTORS FOR PANELIZED ROOF CONSTRUCTION
ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD
CONSTRUCTION
ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS
ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP)
ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION
ESR-2652 STRONG-WALL® WOOD SHEARWALL PANELS (WSWS)STRONG-WALL® SB
SHEARWALL PANELS (SWSBS)
ESR-2705 TORQ-CUT™ SELF-UNDERCUTTING ANCHORS FOR CRACKED AND UNCRACKED
CONCRETE
ESR-2713 ALSO EN ESPAÑOL TITEN HD® SCREW ANCHOR AND TITEN HD® ROD HANGER
FOR CRACKED AND UNCRACKED CONCRETE
ESR-2762 METAL CONNECTOR PLATES FOR WOOD TRUSSES: AS-20 AND AS-18-HS
ESR-2802 STRONG FRAME® SPECIAL MOMENT FRAME
ESR-2811 GDP AND GDPS GAS-ACTUATED FASTENERS
ESR-2877 WOOD FRAMING CONNECTORS FOR MASONRY CONSTRUCTION
ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE
ESR-3006 STRONG-DRIVE® X AND FPHSD SELF-DRILLING TAPPING SCREWS
ESR-3037 ALSO EN ESPAÑOL STRONG-BOLT® 2 WEDGE ANCHOR
ESR-3046 STRONG-DRIVE® SD AND SDWF SERIES SCREWS
ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE
ESR-3096 CONNECTORS USING SD-SERIES SCREWS
ESR-3372 ALSO EN ESPAÑOL ET-HP® EPOXY ADHESIVE ANCHORS FOR CRACKED AND
UNCRACKED CONCRETE
ESR-3403 ALSO EN ESPAÑOL COMPOSITE STRENGTHENING SYSTEMS (CSS)
ESR-3638 ET-HP® ADHESIVE ANCHOR SYSTEMS FOR UNREINFORCED BRICK MASONRY
ESR-3707 BLUE BANGER HANGER® CAST-IN-PLACE, INTERNALLY THREADED INSERTS IN
CRACKED AND UNCRACKED CONCRETE
ESR-4057 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
ESR-4208 PPSD AND CBSDQ SELF-DRILLING TAPPING SCREWS
SEISMIC DESIGN DATA
IMPORTANCE FACTOR 1.0
SITE CLASS D
SS 1.52
S1 0.59
SDS 1.18
SD1 0.847
SEISMIC DESIGN CAT.D
SITE CLASSIFICATION D
RISK FACTOR II
CS 0.182
Fa 1.2
Fv 1.7
R 6.5
W 2.50
REDUNDANCY FACTOR 1.3
WIND DESIGN
BASIC WIND SPEED 95 MPH
RISK FACTOR 1.00
WIND EXPOSURE C
INT. PRESSURE COEFF.0.18
ROOF
DL =15 PSF
LL =20 PSF
CEILING
DL =5 PSF
LL =10 PSF
EXTERIOR WALL
DL =15 PSF
INTERIOR WALL
DL =10 PSF
2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH:
BEAMS AND STRINGERS
4X10 AND SMALLER NO.2
4X12 AND LARGER NO.1
6X AND 8X NO.1
4x POST/TIMBERS AND LARGER NO.1
ROOF PLANKING AND DECKING COM.DEX.
BOARD SHTG. AND STRIPPING SUITABLE FOR
INTENDED USE.
SPECIAL INSPECTION
B. HIGH-STRENGTH AND ANCHOR BOLTS
1704, 1705 & 1707 FOR THE FOLLOWING CONDITIONS:
1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109,
C. STEEL MOMENT FRAME CONNECTIONS
A. FIELD WELDING
D. EPOXY ANCHORS
(Continuous)
(Continuous)
E. STRUCTURAL MASONRY (AS NOTED)
(Continuous)
(Continuous)
(Sect. 1704.5.1.3)
F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic)
G. CONCRETE (OVER 2500 psi)(Continuous)
H. POST-TENSION (WHEN OCCURS)(Continuous)
I. CAST-IN-PLACE CAISSONS (Continuous)
J. SOILS COMPLIANCE (Per Soils Report)
4X4 #2: Fb = 1350 PSI
4X6 #2: Fb = 1170 PSI
4X8 #2: Fb = 1170 PSI
4X10 #2: Fb = 1080 PSI
4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106
4X14 #1: Fb = 1000 PSI
4X16 #1: Fb = 1000 PSI
6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106
6X12 #1: Fb = 1350 PSI
S0
1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES.
2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE.
3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT.
4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK,
INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.
5.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER FOR
INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS.
7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER.
8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER. THE CONTRACTOR IS
RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE
STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES
ARE FOUND, THE ENGINEER AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE
STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
11.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL
CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY
WAY BE USED AS SUCH.
12.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY
PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED.
13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A
REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION.
14.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER,
UNLESS NOTED OTHERWISE.
15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL
REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC
TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5
AND LARGER TO BE ASTM A-615 GRADE 60
2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO
IMPAIR BOND.
4.ALL BENDS SHALL BE MADE COLD.
5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL
CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON
PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48
DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O.
6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING
CONCRETE.
7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF
THE BARS. COVER SHALL BE AS FOLLOW:
CONCRETE MASONRY
A.POURED AGAINST EARTH 3"2"
B.POURED AGAINST FORM BELOW GRADE 2"2"
#6 AND LARGER 2"2'
#5 AND SMALLER 1 1
2"1 1
2"
C.FORMED SLABS 1"1"
D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1"
E.COLUMNS AND BEAMS TO MAIN BARS 1 1
2"2"
F.WALLS
EXPOSED TO WEATHER 1 1
2"1 1
2"
NOT EXPOSED TO WEATHER,
#11 AND SMALLER 3
4"3
4"
#14 AND #18 1 1
2"1 1
2"
1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE)
2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED.
3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD.
4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET.
5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING.
6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER OF RECORD.
7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION.
8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS.
9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED.
10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O.
11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS).
12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE)
FOUNDATION/SITEWORK
REINFORCING STEEL
GENERAL NOTES
EXPOSURE
REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS
(ACI 318-19, Table 19.3.2.1)
CLASS
MAX.
W/C
MIN. F'c
(PSI)
ADDITIONAL REQUIREMENTS
AIR CONTENT LIMITS ON CEMENT. MAT'L.
F0 N/A 2,500 N/A N/A
F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A
F2 0.45 4,500 N/A
F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1
EXPOSURE
CLASS
MAX.
W/C
MIN. F'c
(PSI)
CEMENTITIOUS MATERIAL TYPE
ASTM C150
S0 N/A 2,500
S1 0.50 4,000
S2 0.45 4,500
S3 0.45 4,500
ASTM C595 ASTM C1157
CALCIUM
CHLORIDE
------------
II
V
V+POZZOLAN
or SLAG
IP(MS), IS(<70),
(MS)
IP(HS), IS(<70),
(HS)
IP(HS)+POZ.orSLAG
IS(<70), (HS)+POZ.
MS
HS
HS+POZZOLAN
or SLAG
---
NOT
PERMITTED
NOT
PERMITTED
EXPOSURE
CLASS
MAX.
W/C
MIN. F'c
(PSI)
P0 N/A 2,500
P1 0.50 4,000
NONE
NONE
EXPOSURE
CLASS
MAX.
W/C
MIN. F'c
(PSI)
MAX. CHLORIDE ION CONTENT % BY WT.
REINFORCED CONC.
C0 N/A 2,500
C1 N/A 2,500
C2 0.40 5,000
RELATED
PROVISIONS
1.00 ---
0.30
0.15
---
ACI 19.3.2.1
& 20.6.1.4.2
PRESTRESSED CONC.
0.06
0.06
0.06
ADDITIONAL REQUIREMENTS
1
2
3
4
5 5
5
5
6
1
1
1
FREEZING/THAWING
SULFATE
LOW PERMEABILITY
CORROSION
ACI 318-19 TABLE 19.3.3.1
ACI 318-19 TABLE 19.3.3.1
NOTES:
1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19,
SECTION 19.2.4.2
2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS
MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE
PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND
MEETING THE CRITERIA IN SECTION 19.3.1.1
3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND
CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS
UP TO 10% ARE PERMITTED IF THE W/C DOES NOT
EXCEED 0.40
4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III
OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1 or
S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%,
RESPECTIVELY
5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or
SLAG TO BE USED SHALL NOT BE LESS THAN THE
AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE
SULFATE RESISTANCE WHEN USED IN CONCRETE
CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE
SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE
USED SHALL NOT BE LESS THAN THE AMOUNT TESTED
PER ASTM C1012 AND MEETING CRITERIA OF ACI
318-08, SECTION 19.3.1.1
6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS
CONTRIBUTED FROM THE INGREDIENTS INCLUDING
WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL
BE DETERMINED PER ASTM C1218 BETWEEN 28 AND 42
DAYS.
1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CRC 2022)
2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS.
3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE II
4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND
ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP
OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED
PER ASTM C-94.
6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS
SAND.
7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND
INSPECTED PRIOR TO POURING CONCRETE.
8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED
CURING COMPOUND.
9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS
ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC.
10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR
CONCRETE WALKS AND SLABS.
11.ALL STRUCTURAL CONCRETE f'c = 2500 PSI
ALL SLAB-ON-GRADE f'c = 2500 PSI
ALL CONTINUOUS FOOTINGS AND PADS f'c = 2500 PSI
ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5).
CONCRETE
1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF) LAMINATIONS, COMBINATION 24F-V4 PER
AITC/APA (U.N.O.).
2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI
3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS
NOTED OTHERWISE.
4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 &
ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE
SPECIFICATIONS AND REQUIREMENTS.
5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF
INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO
INSTALLATION.
6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE.
7.PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387 & LARR-25202
fb = 2900 PSI; fv = 290 PSI; E = 2.2x106 PSI
TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202
fb = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI
MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202
fb = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI
8.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER PRIOR TO INSTALLATION.
9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT
FLOOR LEVEL.
10.I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538
LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176
BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999
ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439
11.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL
ABOVE.
12.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS
PROHIBITED.
GLULAMS/MFR. WD. PROD.
1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d
2.CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d
3.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d
4.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL TABLE R802.5(9)
5.COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 2-16d
6.RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d
7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d
RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d
8.STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C.
16d BOX @ 16" O.C.
9.STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C.
16d BOX @ 12" O.C.
10.BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C.
16d BOX @ 12" O.C.
11.CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d
12.TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C.
10d BOX @ 12" O.C.
13.DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 12-16d
14.BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C.
16d BOX @ 12" O.C.
15.BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d
16.TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d
TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d
17.TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d
18.1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d
19.1X6 SHEATHING TO BEARING, FACE NAIL 2-8d
20.1X8 SHEATHING TO BEARING, FACE NAIL 3-10d
21.JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d
22.RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C.
8d BOX @ 4" O.C.
23.1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d
24.2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d
25.2" PLANKS 2-16d AT EACH BEARING
26.BAND/RIM JOIST TO JOIST, END NAIL 3-16d
27.BUILT-UP GIRDERS AND BEAMS FACE NAIL 2-20d AT ENDS & SPLICE
28.LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d
29.BRIDGING TO JOIST, TOE NAIL 2-10d
CONNECTION NAILING
NOTES:
1. COMMON NAILS SHALL BE USED (U.N.O.)
2.JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN
NAILING SCHEDULE
STRUCTURAL
NOTES
SOIL
SOIL REPORT BY GEOTECHNICAL INTERNATIONAL LAN AND ASSOCIATES
13139 HARBOR BOULEVARD, GARDEN GROVE, CA 92843
PHONE:714 - 414 9215
PROJECT NO.: SA-12-04-25
DATE: 04/02/2025
SOIL ENGINEER: LAN PHAM
SOIL BEARING PRESSURE 1500 PSF
5" CONCRETE SLAB ON GRADE W/ #4
@ 12" O.C. E.W. CENTERED IN SLAB
OVER 10 MIL VISQUEEN OVER 4" OF
1/2" OR LARGE CLEAN AGGREGATE.
7
SD1
C
8'-0"
B
8'-0"
A
7'-4"
C
4'
-
9
"
A
8'
-
0
"
C
8'
-
0
"
HD
U
2
5
SD1
HD
U
2
5
SD13
SD1
3
SD1
HDU4
5
SD1
HDU4
5
SD1
HD
U
2
5
SD1
3
SD1
HD
U
2
5
SD1
HD
U
4
5
SD1
3
SD1
HD
U
4
5
SD1
HD
U
2
5
SD1
HD
U
4
5
SD1
HDU2
5
SD1
HDU4
5
SD1
4
SD1
4
SD1
3
SD1
4x6 HDR 4x6 HDR 4x6 HDR
4x6 HDR 4x6 HDR4x6 HDR
4x6 HDR
4x
6
H
D
R
4x
6
H
D
R
4x
6
H
D
R
4x
6
H
D
R
4x
6
H
D
R
DR
A
G
J
O
I
S
T
2x10 RIDGE BOARD
2x10 RIDGE BOARD
3
SD2
2x
6
R
.
R
.
@
1
6
"
o
.
c
.
2x
6
R
.
R
.
@
1
6
"
o
.
c
.
2x
6
R
.
R
.
@
1
6
"
o
.
c
.
2x
6
R
.
R
.
@
1
6
"
o
.
c
.
2x
8
C
.
J
.
@
1
6
"
o
.
c
.
4x6 HDR 4x10 CLG BM4x10
CLG BM
C
8'-0"
1
SD2
4x
4
4x
4
B
8'-0"
1
SD2
4x
4
4x
4
A
7'-4"
1
SD2
4x
4
4x
4
C
4'
-
9
"
2
SD2
4x4
4x4
DR
A
G
J
O
I
S
T
3
SD2
2x
8
C
.
J
.
@
1
6
"
o
.
c
.
4x4
K.P.
4x
4
A
8'
-
0
"
2
SD2
4x4
4x4
C
8'
-
0
"
15
SD2
4x4
4x
4
2x6 R.R.
@ 16" o.c.
4x4
11
SD211
SD2
12
SD213
SD2
14
SD2
1
SD2
10
SD2
6x6
DRP BM
6x6
DRP BM
4x4
16
SD2
4x4
16
SD2
16
SD2
1
2
2
SD2
S1
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
REFER TO DETAILS 5/SD1 FOR INSTALLATION OF HOLDOWNS.
REFER TO S.0 SHEET FOR MORE INFO.
FOUNDATION NOTES
2.
1.
FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE
SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL,
SILICON BRONZE OR COPPER.
3.
CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF
RECORD FOR ALL DISCREPANCIES.
4.
HOLDOWN ANCHORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE
WALL FRAMING.
5.
ALL HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO CALLING FOUNDATION
INSPECTION.
6.
SEE DETAIL 9/SD2 FOR PLATE NOTCHING & BORING. FOR PIPING THRU SILL & TOP
PLATES OF SHEAR WALLS.
7.
SCALE:
FOUNDATION PLAN
1/4" = 1'-0"
FRAMING NOTES:
CLEAR SPAN, L
L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0"
2 x 4 2-2 x 4 2-2X4 U.N.O. PER PLAN
FOUNDATION &
FRAMING PLAN
REBAR
DETAIL SHEET NUMBERSDX
X DETAIL NUMBER
FOUNDATION LEGEND:
FOOTING / SLAB
FRAMING LEGEND:
X
X'-X"
X
SDX
X
CONSTRUCTION KEY NOTES:X
1
2
3
4
5
DESCRIPTION MATERIAL SIZE EDGE
NAILING 1,2
FIELD
6
8d
10d
6"
6"
4"
12"
12"
12"
6"12"
8"
10"
48"
36"
24"
SHEAR WALL SCHEDULE
FOOTNOTES:
1.ALL NAILS TO BE COMMON NAILS.
2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS.
3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED.
4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY.
5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM.
6.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS.
2X4 WALL: 3" X 3" X 0.229"
2X6 WALL: 4-1/2" SQ. X .229"
12"6"16"
LTP4 OR
A35
16"
12"
10"
8"
P 8d 6"12"6"16"--32"
12"--4"12"6"
4"
3/8" PLYWD/OSB, STRUCT. I
W/ 8d @ 6", 12", BLOCKED
15/32" PLYWD/OSB, STRUCT. I
W/ 10d @ 6", 12", BLOCKED
15/32" PLYWD/OSB, STRUCT. I
W/ 10d @ 4", 12", BLOCKED
15/32" PLYWD/OSB, STRUCT. I
W/ 10d @ 3", 12", BLOCKED
15/32" PLYWD/OSB, STRUCT. I
W/ 10d @ 2", 12", BLOCKED
SIMP. SDS
1/4"Ø X 6"16d A.B.'S
5/8"
SEISMIC &
WIND
VALUE
CONFORMING TO ANSI/AF&PA, SDPWS-2018/CBC 2022
3"
STAGG.
2"
STAGG.
PANEL
JOINT SILL
2X
2X
2X
2X
2X
2X
2X
2X
SILL TO RIM/BLK'G
RIM/BLK'G
TO TOP
PLATE
SILL TO
FOUND.
A
B
C
D
E
10d
10d
10d
X
FRAMING
3"
STAGG.
2"
STAGG.
2,5
4
4
4
4
72"
2X
3X
3X
3X
200 / 280 plf
340 / 476 plf
665 / 931 plf
870 / 1218 plf
510 / 714 plf
3/8" CDX
(EXTERIOR NON-SHEARWALL)
SCALE:
ROOF FRAMING PLAN
1/4" = 1'-0"
2
3-31-233-31-253/31/273/31/27
10/21/2025
SD1
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
FOUNDATION
DETAILS
SINGLE LAYER INTERSECTION & CORNER
L
L
L
L
L
L
L L
L
L = 30 BAR DIAM. MIN. IN CONCRETE.
40 BAR DIAM. MIN. IN MASONRY.
DOUBLE LAYER INTERSECTION & CORNER
CONCRETE FOOTING INTERSECTION
REINF. MAY BE CONT. OR
ADD BARS WITH SAME SIZE
& SPACING AS
WALL/FOOTING REINF.
BEND
LAP SPLICE
STIRRUP
TIE OR HOOK
NOTES:
CROSSTIE
WIRE TIE END
D D
90° BEND
R
180° BEND
R12
"
4 db
2 1
2" MIN.
6 d
b
4" M
I
N
.
6db
3" M
I
N
.
* INCREASE LENGTH BY 30% FOR TOP BARS (HORIZONTAL
BARS SO PLACED THAT MORE THAN 12" OF FRESH CONC.
IS CAST IN THE MEMBER BELOW, EXCLUDE WALLS)
DE
T
A
I
L
I
N
G
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
DI
M
E
N
S
I
O
N
6 d
b
4" M
I
N
.
12
d
b F
O
R
#
6
T
H
R
U
#
8
3"
M
I
N
"
D= 4db FOR #3 THRU #5
D= 6db FOR #6 THRU #8
8db
8db
48 db
R= 3db FOR #3 THRU #8
R= 4db FOR #9 THRU #11
R= 5db FOR #14 THRU #18
1.PUT CROSSTIE W/ EACH STIRRUP ALT. 135°
BENDS (90° FOR CIRCULAR TIE)
2.ALL BENDS SHALL BE MADE COLD
TYP. REBAR DETAIL
24
"
15"
1.CONCRETE SLAB ON GRADE PER PLAN
2.CONT. REBAR PER FOOTING SCHEDULE
ON DETAIL 3
3.2X STUD PER PLAN
4.3x P.T.D.F. SILL PLATE W/ A.B. @ 48"
O.C OR SEE SHEAR WALL SCHEDULE,
USE SHOT PINS AS PER GENERAL
NOTES FOR NON- SHEAR WALLS.
NOTES:
- SEE DETAIL #3 FOR LEGEND &
INFORMATION NOT SHOWN.
2
1
3 4
7"
M
I
N
.
INTERIOR FOOTING DETAIL
D
W
2"
MI
N
.
PORCH SLAB
SLOPE TO DRAIN
6"
MIN.
F.G.
6"
MI
N
.
NOTE:
INFORMATION NOT SHOWN.
SEE DETAIL #3 FOR LEGEND AND
FACE OF STUDS
#3 X 24" DOWELS @ 24" O.C.
HOUSE FOOTING TO PORCH SLAB
NOTE:
SEE DETAIL #3 FOR LEGEND &
INFORMATION NOT SHOWN
CONC. SLAB
SHOT PIN SEE SHEET
S-0
NON-BEARING INTERIOR WALL
SO
I
L
:
8
"
M
I
N
.
CO
N
C
.
:
4
"
M
I
N
.
15"
7"
MI
N
.
EM
B
E
D
1.2X STUD WALL
2.SHEAR WALL AS OCCURS, SEE
PLAN AND SHEAR WALL SCHEDULE
3.P.T.D.F. SILL PLATE W/ 5/8"Ø
ANCHOR BOLTS PER SHEAR WALL
SCHEDULE, (2) BOLTS PER PIECE
WITH (1) BOLT LOCATED NOT MORE
THAT 12" OR LESS THAN 7db. FROM
EACH END AND/OR SPLICE OF THE
PIECE.
4.(2) #5 BARS, TOP AND BOTTOM
5.#3 DOWELS @ 18" O.C. FOR 2 POURS
6.SLAB PER PLAN
7.SUBGRADE AND VAPOR BARRIER
PER PLAN
8.SCREED @ STUCCO FINISH
24
"
1
2
3
4
6
5
7
8
7"
FO
R
2
PO
U
R
S
ON
L
Y
FOOTING DETAIL
HDU
5" MIN.
16
"
MI
N
.
RE
T
U
R
N
3"
CL
R
.
le
1 3/4"
MIN.
E
E
le
18"
18
"
1.REBAR PER TABLE, CENTERED @ "HD"
(BEND REBAR @ CORNER). FOR
COND. B, LOCATE TOP REBAR 3" TO 5"
FROM TOP OF CONCRETE.
2.EDGE OF DEEPENED SLAB/FTG FOR
HOLDOWN @ INT. SHEAR WALL.
3.CONCRETE STEM/FOOTING WIDTH (8"
MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR
5/8"Ø BOLT) ENTIRE EMBED. LENGTH.
4.SS BOLTS PER SCHEDULE.
5.FTG WIDTH (13" FOR 7/8"Ø BOLT, 9"
FOR 5/8"Ø BOLT).
6.EXTERIOR FOOTING EDGE.
7.CONCRETE CORNER.
8.CONCRETE END.
9.DEEPEND FOOTING AS REQUIRED TO
ENSURE PROPER EMBEDMENT
10.USE 16D SINKER NAILS. (0.148"X3 1/4").
NOTES:
- SEE PLANS FOR HOLDOWN
TYPES.
- SEE DETAIL #1 FOR LEGEND &
INFORMATION NOT SHOWN.
- REFER TO MANUFACTURER
SPECIFICATIONS FOR
INSTALLATION INFORMATION
NOT SHOWN.
- WHEN 3-2X MEMBER IS USED
FOR HDQ8 & HDU, 1/4"Øx4 1/2"
SDS SCREWS SHOULD BE USED.
SIMPSON
HOLDOWN SB BOLTS #4 BAR X 8'-0"
CENTERED @ HD*le (in.)
IN LIEU OF #4 USE
#5 BAR X 8'-0"
CENTERED @ HD *
HDU2 SS5/8x24 (2) TOP & BOT.(1) TOP & (1) BOT.
HDU4 (2) TOP & BOT.(1) TOP & (1) BOT.
HDU5 / HTT5 (2) TOP & BOT.(1) TOP & (1) BOT.
HDU8 / HDQ8 (2) TOP & BOT.(1) TOP & (1) BOT.
*CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT
IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER
SCHEDULE ARE ADDITIONAL.
SB BOLTS INSTALLATION @
SW @ EXT. FOOTING
SB BOLT INSTALLATION
@ SW @ INT. FTG/SLAB
PLAN VIEW SB @
CONC. CORNER
PLAN VIEW SB @
CONC. END
1
2
5
3
4 9
6
4
1
7
4
8
5"
MIN.
3"
CL
R
.
24"
NOTES:
-4x4 POSTS CAN BE REPLACED
W/ 2-2x4 AS LONG AS NAILS ARE
MAINTAINED W/ MIN. EDGE
DISTANCE AS REQUIRED BY
THE MANUF. SPEC. & S.W. EDGE
NAILS STAGGERED ON BOTH
STUDS.
-FOR NON-MONOPOUR
FOUNDATIONS, USE (2) #5
DOWELS PER EACH SB BOLT,
PLACED WITHIN 2" FROM THE
BOLT.
HOLD DOWN
8"8"
E-E SECTION
le
3"
CL
R
.
9 9
SS5/8x24
SS5/8x24
SS7/8x24
24"
24"
24"
3-31-233-31-253/31/273/31/27
10/21/2025
SD2
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
FRAMING
DETAILS
SHEAR TRANSFER
5
6
3
8
1
4 7
B.N.
2
5
6
3 8
1
4 7
B.N.
2
9
PARALLELPERPENDICULAR
1.RAFTER PER PLAN
2.ROOF SHEATHING
3.LTP4 @ 48" O.C. OR SEE SHEAR WALL SCHEDULE
4.SHEAR WALL AS OCCURS
5.(8) 10d NAILS
6.DBL. TOP PLATE
7.BEAM AS OCCURS
8.CEILING JOIST PER PLAN
9.CS14 W/ 2X BLK'G FOR 4 BAY MIN, U.N.O.
B.N
.
B.N
.
RIDGE SHEAR TRANSFER
B.N
.
B.N
.
RIDGE BOARD RIDGE BEAM
LSTA30 @ 32" O.C.LSTA30 @ 32" O.C.
A35 @
EA JOIST A35 @
EA JOIST
LUS LUS
ROOF JOIST ROOF JOIST
RIDGE BOARD
ROOF JOIST
ROOF JOIST
RIDGE BEAM
SIMPSON "DTC"
@ 48" OC MAX.
2X BLK'G. @ 48"
O.C. W/ (3) 16d'S
@ EA. END
JOIST OR TRUSS
BOTT. CHORD
14"
C
L
R
.
14"
C
L
R
.
NON-BRG. WALL
NON BEARING WALL
TYP. AT RIDGE
3
3
NAILS SHALL BE STAGGERED
& AT LEAST 2 1/4" APART.
SINKER OR 10d COMMON
FULLY NAIL STRAP W/ 16d
NOTE:
-
-
4'-0" LAP MIN.
1
1.MIN. TWO ROWS 16d's, TOTAL (24) 16d's @
TYP. PLATE SPLICES OR BREAKS.
2.MSTA36.
3.LOCATE STUD UNDER SPLICE OR PROVIDE 2X
BLKG. ATTACHED TO ADJACENT STUDS W/ (3)
16d'S EACH SIDE.
4.PLATE TO STUD NAILING PER C.B.C. MIN.
REQUIREMENTS.
2
4
TOP PLATE SPLICE TYP.
No BLOCKING, E.N.
E.N.(E.N.) PER PLAN
CONTINUOUS PANEL EDGE
(E.N.) PER PLAN
PANEL BOUNDARY &
BOUNDARY NAILING (B.N.)
PER PLAN
DISCONTINUOUS PANEL EDGE,
NOTE:
- STAGGER JOINTS AS SHOWN
- MIM. SIZE OF SHEET SHALL
BE 2 FT. X 2 FT.
- NAILS SHALL BE DRIVEN TIGHT
BUT SHALL NOT FRACTURE
SURFACE OF SHEATHING
- TOLERANCE ON NAILING SHALL
BE 3/4" W/ THE AVERAGE
NAIL SPACING OVER ANY
4 FT. LENGTH BEING AT LEAST
THAT NOTED ON THE PLAN
PER PLAN
DIRECTION OF FACE GRAIN
PERPENDICULAR TO SUPPORT
FRAMING @ 24" O.C.. SHOWN
(16" O.C.. SIMILAR)
PANEL BOUNDRY &
BOUNDARY NAILING (B.N.)
FIELD NAILING
PLYWOOD SHEATHING LAYOUT
NOTCH SIMP. "MSTA36" W/ (11)
10d COMMONS EA. END
(STRAP NOT REQ.'D
@ SILL PLT.)
BORED HOLE
NOTE:
ONLY ONE NOTCH OR HOLE ALLOWED PER EACH
STUD. (EXCLUDING LET-IN BRACES).
NOTCHES
BORED
HOLES
2-2X TOP PLT.
2X OR 3X
SILL PLT.
2x4
2x6
2x8
6'
6'
6'
MIN.
SPACING
"L"
MAX.MAX.
"W"
3-1/2"
5-1/2"
5-1/2"
1-1/2"
2"
3"
2"
3"
1-1/4"
12" MIN.12" MIN.
'L' MAX.
EQ
.
EQ
.
'W
'
MA
X
.
PLATE NOTCHING AND BORING
2'-0" MIN.
PANEL WIDTH
EDGE NAIL (E.N.) SHEAR
PANEL TO ALL PANEL
EDGES
SHEAR WALL INDICATED
TO SHEAR WALL SCHEDULE
WALL SCHEDULE
TRIMMER WHERE OCCURS
FIELD NAIL @ 12" O.C.
KING STUD OR POST
PER PLAN. EDGE NAIL
(E.N.) SHEAR PANEL
TO POST
INSTALL HOLDOWN ON
KING STUD OR POST
W/ EDGE NAILINGNOTES:
1. PROVIDE 3 8" EDGE DISTANCE FOR NIALS;
2. PROVIDE MIN. 2X BLK'G. @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHEDULE;
3. STAGGER NAILS THAT ARE SPACED 2" O.C.;
4. FOR SPECIFIC SHEARWALL CONDITIONS SEE PLAN & SCHEDULE;
5. NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS;
6. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL
LENGTH. MAX. LENGTH OF EA. OPENING IS 4-12" IN ANY DIRECTION.
BY ON PLAN REFERS
SHEAR PANEL
3 8" TYP.
C PANEL JOINTL
LC NAIL
SHT'G.
2x4 W 16d'S
@ 12" O.C.
JOIST
OFFSET EDGE SUPPORT
OFFSET EDGE SUPPORT 2x4 FLAT W/ (2) -
10d @ EACH END
C PANEL JOINTL
C NAILL
SHT'G
BLOCKING AT EDGE SUPPORT
CEILING JOIST W/ STRAPS
CEILING BM COND.
WALL COND.
1.CEILING BEAM PER PLAN.
2.CEILING JOISTS SEE PLAN.
3.LUS HANGER.
4.ST18 EA. CEILING JOIST.
5.2X6 BLOCKING.
6.(6) 16d AT OVERLAP JOIST.
7.DOUBLE TOP PLATE.
8.STUD WALL PER PLAN.
9.CEILING (COLLAR) TIES AT EA. RAFTER.
10.RAFTER SEE PLAN.
11.RAFTER/ CEILING CONN. SEE DETAIL
2/SD2.
12.CEILING LAP & BREAK AT BEAM SEE
CONN. DETAIL.
WD BM
2-A35 BOTTOM
2-A35 TOP
4XPOST W/
HEADER
CONNECTION DETAIL
WD POST
WD BEAM
SIMPSON ECCQ
OR BEAM
CONNECTION DETAIL
SIMPSON CCQ
SHEAR TRANSFER
1.RAFTER PER PLAN
2.(2) 16d
3.SIMP. A34
4.2X BLK'G
5.ROOF SHEATHING
6.FLAT 2X4 @ 24" O.C.
7.DBL. TOP PLATE
8.(2) 16d
9.FASCIA BOARD
10.LTP4 (OR A35) SEE SHEAR WALL
SCHEDULE
11.DBL. RAFTER
12.STRUT @ 48" O.C. W/ A34 TO TOP
PLATE AND RAFTER
MAX LENGTH:
2X 6'-0"
4X 14'-0"
13.MATCH SHEAR WALL BELLOW
14.2X STUD
15.2X BLK'G
16.CEILING JOIST PER PLAN
17.DBL. TOP PLATE OR BEAM
18.SHEAR WALL PER PLAN
19.RIM JOIST
20.2X BLK'G WITH BOUNDARY
NAILING
12
4
14
6
2
8 B.N.B.N.
E.
N
.
16
1
7
17
E.
N
.
10
18
13
X
9
19
5
3
18" MIN.
20
2
10
45
°MA
X
.
11
20 20
BEAM AT WALL END
1
5
6
2
1
5
6
2
4
4
1.BEAM PER PLAN
2.DBL. TOP PLATE
3.2X STUD W/ 16d @ 12" O.C.
4.SIMPSON EPC, U.N.O.
5.POST PER PLAN
6.2X STUD
3
3
SHEAR TRANSFER
1.RAFTER PER PLAN
2.(2) 16d
3.SIMP. A34
4.2X BLK'G
5.ROOF SHEATHING
6.FLAT 2X4 @ 24" O.C.
7.DBL. TOP PLATE
8.(2) 16d
9.FASCIA BOARD
10.LTP4 (OR A35) SEE SHEAR WALL
SCHEDULE
11.DBL. RAFTER
12.STRUT @ 48" O.C. W/ A34 TO TOP
PLATE AND RAFTER
MAX LENGTH:
2X 6'-0"
4X 14'-0"MATCH
13.SHEAR WALL BELLOW
14.2X STUD
15.2X BLK'G @ 48" O.C.
16.CEILING JOIST PER PLAN
17.DBL. TOP PLATE OR BEAM
18.SHEAR WALL PER PLAN
19.RIM JOIST
20.2X BLK'G WITH BOUNDARY NAILING
21.2X LEDGER W/ (2) 1
4" LAG SCREWS @
16" O.C., MIN. 2.5 EMBEDMENT
12
4
14
6
2
8 B.N.B.N.
E.
N
.
16
1
7
17
E.
N
.
10
18
13
X
9
19
5
3
18" MIN.
20 2
10
45
°MA
X
.
11
20
20
5
1
2
15
21
1.CEILING JOIST
2.DBL. TOP PLATE
3.SHEARWALL PER PLAN
4.2X BLK'G
5.2X STUD @ 16" O.C.
6.RAFTER PER PLAN
7.WALL SHEATHING, SAME AS BELOW
8.FASTENER & SILL PER SHEARWALL
SCHEDULE.
9.SIMP A35 @ 16" O.C.
10.ROOF SHEATHING
11.SIMP A35 @ 16" O.C.
12.2X BLK'G @ 48" O.C., BOTH SIDES OF
COLLECTOR BEAM
B.
N
.
B.
N
.
B.
N
.
B.N.
5
2
9
9
8 7
10
5
4
3
6
1
SHEAR TRANSFER
12
12
6
B.
N
.
B.N.
9
6
4
PERPENDICULAR RAFTERS
PARALLEL RAFTERS
PLATELINE
L
48" MAX.
L 2'
-
1
"
AWING BRACE
1.2X STUD
2.6X6
3.(6) 3/8" LAG SCREW @ 5" O.C. W/
1.5" x 1.5" x 1/8" PLATES, 3" MIN.
EMBEDMENT TO POST
4.SIMP. HUC66
5.(2) SIMP. KBS1Z
6.SIMP. ECPZ6
7.POST PER PLAN
8.BEAM PER PLAN
9.RAFTER PER PLAN
10.LEDGER PER PLAN, (3) 1/4" SDS
WOOD SCREWS PER STUD, 2.5"
MIN. EMBEDMENT
11.SIMP. LUS
12.SIMP. A34 W/ #9 SDS SCREWS
13.SIMP. H2.5A
14.SIMP A34
15.2x BLK'G
16.SIMP. A34, EACH SIDE OF POST,
TOP AND BOT. OF POST
8'
-
0
"
45°
6"
MI
N
.
1
2
3
4
2
2
5
6
7
8
9
10
11
12
13
14
15
16
16
2
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
N1
CAL GREEN
REQUIREMENTS
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1.The minimum length of each EVCS space shall be 18 feet (5486 mm).
2.The minimum width of each EVCS space shall be 9 feet (2743 mm).
3.One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
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 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
X
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
(
A
D
U
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Job #
Sheet No.:
Scale
Date
Pr
o
j
e
c
t
f
o
r
:
SEAL:
SHEET DESCRIPTION :
10/14/25
24212
OW
N
E
R
:
EN
G
I
N
E
E
R
:
DI
E
M
L
E
&
T
A
O
P
H
A
M
11
2
6
E
L
A
I
N
E
D
R
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
71
4
-
6
0
0
-
7
7
8
1
N2
CAL GREEN
REQUIREMENTS
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 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
TITLE 24
T24-1
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
TITLE 24
T24-2
Job #
Sheet No.:
Scale
Date
Pl
a
n
C
h
e
c
k
#
:
__
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
SEAL:
SHEET DESCRIPTION :
02/10/2025
S24212
DE
T
A
C
H
E
D
A
D
U
11
2
8
E
L
A
I
N
E
D
R
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
Pr
o
j
e
c
t
f
o
r
:
DATE:2/13/2025
CLIENT:
SANTA ANA, CA 91703
Project:
DETACHED ADU
STRUCTURAL CALCULATIONS FOR ADU AT:
1126 ELAIN DR.,
PAGE:2
DATE: 02/13/25
Project #:2130
ADU
ROOF:SHINGLE
Slope 4:12
Live Load 20 psf
Roof'g Material 5 psf
Sheathing 2.0 psf
Trusses / Rafters 2.0 psf
Ceiling Joists 2.0 psf
Drywall 2.0 psf
Sprinkler 0.5 psf
Miscellaneous 1.5 psf
Total D.L.15 psf
Total Load 35 psf
EXTERIOR WALL:
EXTERIOR:9
DRYWALL:3.0
STUDS:2.0
MISC.:1.0
DL=15.0 PSF
INTERIOR WALL:
DRYWALL:3
DRYWALL:3.0
STUDS:2.0
MISC.:2.0
DL=10.0 PSF
LOADING CONDITIONS
1
Level
Member Name Results (Max UTIL %)Current Solution Comments
2x6 @ 16" O.C. R.R. Check Passed (69% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC
2x6 @ 16" O.C. C.J Check Passed (95% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC
Header Check Passed (79% M)1 piece(s) 4 x 6 DF No.2
BM1 - Ceiling Beam Passed (95% M)1 piece(s) 4 x 10 DF No.2
BM2 - Header Passed (89% M)1 piece(s) 4 x 6 DF No.2
1126 Elaine Dr
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8
File Name: 1126 Elaine Dr
Page 1 / 6
2
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)246 @ 2 1/2" 3281 (3.50") Passed (7%) -- 1.0 D + 1.0 Lr (All Spans)
Shear (lbs)216 @ 8 11/16"1238 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)693 @ 6' 1/2"1060 Passed (65%) 1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.371 @ 6' 1/2" 0.615 Passed (L/398) -- 1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.567 @ 6' 1/2" 0.820 Passed (L/260) -- 1.0 D + 1.0 Lr (All Spans)
Member Length : 12' 10 11/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
• Deflection criteria: LL (L/240) and TL (L/180).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - DF 3.50" 3.50" 1.50" 85 161 246 Blocking
2 - Beveled Plate - DF 3.50" 3.50" 1.50" 85 161 246 Blocking
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)Continuous
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 12' 1"16"10.0 20.0 Roof Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Level, 2x6 @ 16" O.C. R.R. Check
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1126 Elaine Dr
Page 2 / 6
3
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)180 @ 2 1/2" 2109 (2.25") Passed (9%) -- 1.0 D + 1.0 L (All Spans)
Shear (lbs)167 @ 9"990 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)788 @ 9' 1"848 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.895 @ 9' 1"1.183 Passed (L/238) -- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)1.342 @ 9' 1"1.420 Passed (L/159) -- 1.0 D + 1.0 L (All Spans)
Member Length : 17' 11 1/2"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
• Deflection criteria: LL (L/180) and TL (L/150).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50" 2.25" 1.50" 61 121 182 1 1/4" Rim Board
2 - Stud wall - DF 3.50" 2.25" 1.50" 61 121 182 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 2" o/c
Bottom Edge (Lu)17' 11" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 18' 2"16"5.0 10.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Level, 2x6 @ 16" O.C. C.J Check
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1126 Elaine Dr
Page 3 / 6
4
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1296 @ 0 3281 (1.50") Passed (39%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)1008 @ 7"2888 Passed (35%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft-lbs)1701 @ 2' 7 1/2" 2151 Passed (79%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load Defl. (in)0.057 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.109 @ 2' 7 1/2" 0.262 Passed (L/580) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Trimmer - DF 1.50" 1.50" 1.50" 617 302 604 1296 None
2 - Trimmer - DF 1.50" 1.50" 1.50" 617 302 604 1296 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 3" o/c
Bottom Edge (Lu)5' 3" o/c
Dead Floor Live Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 ----
1 - Uniform (PSF)0 to 5' 3"11' 6"15.0 -20.0 Roof Load
2 - Uniform (PSF)0 to 5' 3"11' 6"5.0 10.0 -Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Level, Header Check
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1126 Elaine Dr
Page 4 / 6
5
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1272 @ 2" 7656 (3.50") Passed (17%) -- 1.0 D + 1.0 L (All Spans)
Shear (lbs)1080 @ 1' 3/4"3885 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4270 @ 7' 1/2"4492 Passed (95%) 1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.250 @ 7' 1/2" 0.688 Passed (L/659) -- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.393 @ 7' 1/2" 0.917 Passed (L/419) -- 1.0 D + 1.0 L (All Spans)
Member Length : 14' 1"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50" 3.50" 1.50" 463 810 1272 Blocking
2 - Stud wall - DF 3.50" 3.50" 1.50" 463 810 1272 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 1" o/c
Bottom Edge (Lu)14' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 14' 1"N/A 8.2 --
1 - Uniform (PSF)0 to 14' 1" (Front)11' 6"5.0 10.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Level, BM1 - Ceiling Beam
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1126 Elaine Dr
Page 5 / 6
6
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1014 @ 5' 5" 7656 (3.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans)
Shear (lbs)981 @ 4' 10"2310 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1538 @ 3' 10"1720 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.047 @ 2' 11 7/8" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.078 @ 2' 11 3/4" 0.350 Passed (L/803) -- 1.0 D + 1.0 L (All Spans)
Member Length : 5' 7"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Stud wall - DF 3.50" 3.50" 1.50" 228 282 74 509 Blocking
2 - Stud wall - DF 3.50" 3.50" 1.50" 411 603 74 1014 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)5' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 4.9 ----
1 - Uniform (PSF)0 to 5' 7" (Front)1' 4"15.0 -20.0 Roof Load
2 - Uniform (PSF)0 to 5' 7" (Front)1' 4"5.0 10.0 -Ceiling Load
3 - Point (lb)3' 10" (Front)N/A 463 810 -BM1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Level, BM2 - Header
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 2/14/2025 12:57:36 AM UTC
Trang Ho
LT Designs
(714) 213-1608
onetrang10@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1126 Elaine Dr
Page 6 / 6
7
ASCE Hazards Report
Address:
1126 Elaine Dr
Santa Ana, California
92703
Standard:ASCE/SEI 7-22 Latitude:33.755187
Risk Category:II Longitude:-117.923068
Soil Class:Default Elevation:80.77152390358633 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 101 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Feb 10 2025
Page 1 of 5https://ascehazardtool.org/Mon Feb 10 20258
WIND LOAD (ASCE 7-16 MWFRS)
Analysis Method Analytic Directional Procedure
Basic Wind Speed (ultimate) 95.00 MPH
Topography Factor Kzt =1.00
Directionality Factor Kd =0.85
Gust Effect Factor G = 0.85
Internal Pressure Coefficients (GCpi) =0.18 -0.18
Roof Pitch 4.00 :12 18.43 DEG
Roof Eve Height 9.000 ft
Peak Roof Height 14.500 ft
Mean Roof Height 11.750 ft
Terrain Exp. Category C
Building Length, Parallel to wind direction, L= 23.5 ft L/B = 0.56
Builing Width, Perpendicular to wind direction, B = 41.75 ft h/L =0.50
Elevation Ht. 47.75 ft
Ke =1.00
α = 9.5
zg = 900
Velocity Pressures q z =.00256 z z
Height (ft)Kz Kzt Kd Ke V (MPH)qz
9.00 0.849 1.00 0.85 1.00 95.00 16.64
11.75 0.849 1.00 0.85 1.00 95.00 16.64
11.750 0.849 1.00 0.85 1.00 95.00 16.64
0.849 1.00 0.85 1.00 95.00 16.64
0.849 1.00 0.85 1.00 95.00 16.64
0.849 1.00 0.85 1.00 95.00 16.64
Design Pressures p = qGC p - q h (GC pi )
Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD.
Transverse Direction:
z (ft)qz (psf)Cp qGCp (+GCpi) (-GCpi)
11.75 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
11.75 16.64 -0.50 -7.07 -10.07 -4.08
Windward Roof (Positive)11.75 16.64 -0.06 -0.80 -3.79 2.20
Windward Roof (Negative)11.75 16.64 -0.49 -6.99 -9.98 -3.99
11.75 16.64 -0.57 -8.04 -11.04 -5.05
-7.25 -7.25
8.00
Longitudinal Direction:
z (ft)qz (psf)Cp qGCp (+GCpi) (-GCpi)
11.75 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
0.00 16.64 0.80 11.32 8.32 14.31
11.75 16.64 -0.34 -4.88 -7.87 -1.88
Windward Roof (Positive)11.75 16.64 0.11 1.60 -1.40 4.59
Windward Roof (Negative)11.75 16.64 -0.38 -5.36 -8.36 -2.37
11.75 16.64 -0.57 -8.04 -11.04 -5.05
-9.64 -9.64
8.00
Longitudinal Transverse
1 11.750 2.750 9.00 95 108
Windward Wall
Leeward Wall
Leeward Roof
Total Roof load, pr =
MIN (SIN* pr , 8) =
Level Height Height Above Below Wind Load (plf)
Windward Wall
Leeward Wall
Leeward Roof
Total Roof load, pr =
MIN (SIN* pr , 8) =
9
PGA M : 0.68
SMS : 1.77
SM1 : 1.27
SDS : 1.18
SD1 : 0.85
T L : 8
SS : 1.52
S1 : 0.59
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 3 of 5https://ascehazardtool.org/Mon Feb 10 202510
SEISMIC LOAD ASCE 7-16
Risk Category II
Importance Factor (I) 1.00
Site Class D - Default
Seismic Design Category D
Response Spectral Acc. (0.2 sec) (Ss) =1.520
Response Spectral Acc. (1.0 sec) (S1) =0.590
Fa =1.200
Fv =1.71
Max. Considered earthquake acc. SMS 1.770
Max. Considered earthquake acc. SM1 1.270
Design spectral acc. At short period S DS 1.180
Design spectral acc. at 1s period SD1 0.847
Response modification coefficient (R) 6.5
System overstrength coefficient (Ω)2.5
Building period coeficient (CT) =0.02
Building Height (ft) 14.5 (65ft maximum)
Building period T=Ta (sec)0.149
Long Period Transition Period (TL) =8
Minimum Cs 0.052
Maximum Cs 0.876
Seismic response coefficient C s 0.182
Adjusted Cs 0.182
Design Base Shear V = 0.182W
11
12
BUILING WEIGHT
Section A Roof
Roof/ Floor Weight: P floo = A*(Q partion + Q floor/roo )Wall Weight Pwall = Qwall * hwall *L perimeter
Area (A) = 1222 sqft Qwall = 15 psf
Q partion = 5 psf hwall = 5.875 ft
Q floor/roof = 15 psf Lperimeter = 142 ft
P floo =24440 lbs Pwall = 12514 lbs
Cs =0.182 ta =0.149
Total Weight, W = 3695 lbs k =1.000
V = CsW = 6709 lbs SDS =1.180
Shear Wall Force Linear Forces for Shear Wall
hxwx Area Qe (psf)
Section hx (ft)wx (lbs)hxwx (ft-lbs)hxwx CvxV
A 9.0 36,954 332584 1.00 6,709 1000.0 6.71
0 0 0.00 0 0.00
0 0 0
13
SHEAR LINE LOAD
Story Section Qe (psf)Long. (plf) Tran. (plf)
1 A 6.71 95 108
0
Longitudinal
Seismic Wind
Line Section Tributary
Width (ft)
Tributary
Depth
Shear Line
Above Offset (ft)Distance to
shear wall (ft)Seismic (psf)Diaphragm
Load (lbs)
Load from
Above (ft)
Load on Wall
(lbs)
Total Load
(lbs)Wind (plf)Diaphragm
Load (lbs)
Load from
Above (ft)
Load on Wall
(lbs)
Total Load
(lbs)
L1 A 9.04 47.67 6.71 2891 0 0 2891 95 858 0 858
L2 A 9.04 47.67 6.71 2891 0 0 2891 95 858 0 0 858
L2 A 2.75 25.17 6.71 464 0 0 464 95 261 0 0 261
L3 A 2.75 25.17 6.71 464 0 0 464 95 261 0 0 261
Transvers
Seismic Wind
Line Section Tributary
Width (ft)
Tributary
Depth
Shear Line
Above Offset (ft)Distance to
shear wall (ft)Seismic (psf)Diaphragm
Load (lbs)
Load from
Above (ft)
Load on Wall
(lbs)
Total Load
(lbs)Wind (plf)Diaphragm
Load (lbs)
Load from
Above (ft)
Load on Wall
(lbs)
Total Load
(lbs)
T1 A 11.25 18.08 6.71 1365 0 0 1365 108 1215 0 0 1215
T2 A 11.25 18.08 6.71 1365 0 0 1365 108 1215 0 0 1215
T2 A 12.58 23.58 6.71 1990 0 0 1990 108 1359 0 0 1359
T3 A 12.58 23.58 6.71 1990 0 0 1990 108 1359 0 0 1359
Seismic Wind, Long Seismic Wind, Tran
Line lbs lbs Line lbs lbs
L1 2891 858 T1 1365 1215
L2 3355 1118 T2 3355 2575
L3 464 261 T3 1990 1359
Wind Load
14
SHEAR WALLS
Longitudinal
Note: For "Special Case", lateral analysis are provided on following pages
E W
LINE Total
Length Shear Shear per
ft.Shear Shear per
ft.
SD, v
(plf)Model # lbs Min. Thickness Strap lbs Min.
Thickness
L1 8.000 2891 361 858 107 A 200 SDS =1.180 HDU2 3075 3.5 CS16 1705 1.5
L2 8.000 3355 419 1118 140 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3
L3 7.330 464 63 261 36 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4990 3
D 665 Cd =4 HDU8 5980 3.5 CMST14 6475 3.5
E 870 HDU8 6970 3.5 CMST12 9215 3.5
b h h / b
MIN
[
2
b
/
h
,
1
]
Q w Q f d D w = Q w * d *
b
/
2
D f = Q f * h *
b
/
2
E 0.7
E
U i = h
*
E
U i + 1
U n = ( .7
U i + U i + 1 ) - (0
.
6
- .14
S
DS
)( D
w + D f )
W 0.6 n W
U i = h
*
W
U i + 1
U n = .6
U
i + U i + 1 - .6
(
D
w + D f )
Line Length Height Aspect
Ratio
Reduction
Factor Wall Load Floor Load Tributary
Depth
Resisting
Dead Load
Wall
Resisting
Dead Load
Floor
Shear ASD
Shear Uplift
Uplift
From
Above
Net Uplift Shear ASD Shear Uplift
Uplift
From
Above
Net Uplift Shear Type Floor To
Floor
Foundation
Hold Down
L1 8.00 9.00 1.13 1.00 15 15 1.33 540 80 361 329 3252 2690 107 64 965 207 B CMST16 HDU2
L2 8.00 9.00 1.13 1.00 15 15 1.33 540 80 419 382 3775 3165 140 84 1258 383 C CMST16 HDU4
L3 7.33 9.00 1.23 1.00 15 15 1.33 495 73 63 58 570 272 36 21 320 -149 A CS16 HDU2
Transverse
VE VW
LINE Total
Length Shear Shear per
ft.Shear Shear per
ft.Note: For "Special Case", lateral analysis are provided on following pages
T1 8.00 1365 171 1215 152
T2 8.00 3355 419 2575 322
T3 4.75 1990 419 1359 286
b h h / b
MIN
[
2
b
/
h
,
1
]
Q w Q f d D w = Q w * d *
b
/
2
D f = Q f * h *
b
/
2
E 0.7
E
U i = h
*
E
U i + 1
U n = ( .7
U i + U i + 1 ) - (0
.
6
- .14
S
DS
)( D
w + D f )
W 0.6 n W
U i = h
*
W
U i + 1
U n = .6
U
i + U i + 1 - .6
(
D
w + D f )
Line Length Height Aspect
Ratio
Reduction
Factor Wall Load Floor Load Tributary
Depth
Resisting
Dead Load
Wall
Resisting
Dead Load
Floor
Shear ASD
Shear Uplift
Uplift
From
Above
Net Uplift Shear ASD Shear Uplift
Uplift
From
Above
Net Uplift Shear Type Floor To
Floor
Foundation
Hold Down
T1 8.00 9.00 1.13 1.00 15 15 9 540 540 171 155 1535 927 152 91 1367 172 A CS16 HDU2
T2 8.00 9.00 1.13 1.00 15 15 9 540 540 419 382 3774 2965 322 193 2896 1090 C CMST16 HDU2
T3 4.75 9.00 1.89 1.00 15 15 6 321 214 419 381 3771 3199 286 172 2575 1224 C CMST16 HDU4
15
FOUNDATION: ADU
1500 psf
Trib Trib Wall Height
DL(psf) LL(psf) roof(ft) DL(psf) LL(psf) floor(ft) DL(psf) wall(ft)
15 20 11.5 15 9
Roof: (DL+LL) (Trib) = 402.5 plf
Floor: (DL+LL) (Trib) = 0 plf
Wall: DL (Height)= 135 plf
537.5 plf
537.5 /(12"/12) = 537.5 psf< 1500 psf
P(allowable)
P(allowable) = 5634.75 #
12
"
Allowable soil bearing value:
Roof Floor
use 12" wide cont. ftg w/ 2-#4 top & bott.
16
CITY OF SANTA ANA
Planning and Building Agency
National Flood Insurance Progra
Elev;ltlo0
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
Certificate
and Instructions
2023 EDITION
-f. DT
(0
l4ND
1
10 a �V� VOILI
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE AND INSTRUCTIONS
CITY OF SANTA ANA
PlanntcF3Mfid�4ccApjency
Ex iration Date: 06/30/ 026
Approved
FOR PERMIT ISSUANCE
PAPERWORK REDUCTION ACT NOTICE
6
----
Public reporting burden for this data collection is estimated to average 3.75 hours per response. The burden EsAMIreip0des the time for
reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and com I ain�q and submitting this form.
You are not required to respond to this collection of information unless a valid OMB control number is display o�5`Lfiis form. Send comments
regarding the accuracy of the burden estimate and any suggestions for reducing the burden to: Information Clollections Management,
Department of Homeland Security, Federal Emergency Management Agency, 500 C Street SW, Washington, DC 20742, Paperwork
Reduction Project (1660-0008). NOTE: Do not send your completed form to this address.
PRIVACY ACT STATEMENT
Authority: Title 44 CFR § 61.7 and 61.8.
Principal Purpose(s): This information is being collected for the primary purpose of documenting compliance with National Flood
Insurance Program (NFIP) floodplain management ordinances for new or substantially improved structures in designated Special Flood
Hazard Areas. This form may also be used as an optional tool for a Letter of Map Amendment (LOMA), Conditional LOMA (CLOMA), Letter
of Map Revision Based on Fill (LOMR-F), or Conditional LOMR-F (CLOMR-F), or for flood insurance rating purposes in any flood zone.
Routine Use(s): The information on this form may be disclosed as generally permitted under 5 U.S.C. § 552a(b) of the Privacy Act of 1974,
as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/ FEMA-003 — National
Flood Insurance Program Files System of Records Notice 79 Fed. Reg. 28747 (May 19, 2014) and upon written request, written consent, by
agreement, or as required by law.
Disclosure: The disclosure of information on this form is voluntary; however, failure to provide the information requested may impact the
flood insurance premium through the NFIP. Information will only be released as permitted by law.
PURPOSE OF THE ELEVATION CERTIFICATE
The Elevation Certificate is an important administrative tool of the NFIP. It can be used to provide elevation information necessary to ensure
compliance with community floodplain management ordinances, to inform the proper insurance premium, and to support a request for a
LOMA, CLOMA, LOMR-F, or CLOMR-F.
The Elevation Certificate is used to document floodplain management compliance for Post -Flood Insurance Rate Map (FIRM) buildings,
which are buildings constructed after publication of the FIRM, located in flood Zones Al—A30, AE, AH, AO, A (with Base Flood Elevation
(BFE)), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO, and A99. It may also be used to provide elevation
information for Pre -FIRM buildings or buildings in any flood zone.
As part of the agreement for making flood insurance available in a community, the NFIP requires the community to adopt floodplain
management regulations that specify minimum requirements for reducing flood losses. One such requirement is for the community to obtain
the elevation of the lowest floor (including basement) of all new and substantially improved buildings, and maintain a record of such
information. The Elevation Certificate provides a way for a community to document compliance with the community's floodplain
management ordinance.
Use of this certificate does not provide a waiver of the flood insurance purchase requirement. Only a LOMA or LOMR-F from the Federal
Emergency Management Agency (FEMA) can amend the FIRM and remove the federal mandate for a lending institution to require the
purchase of flood insurance. However, the lending institution has the option of requiring flood insurance even if a LOMA/LOMR-F has been
issued by FEMA. The Elevation Certificate may be used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. Lowest Adjacent
Grade (LAG) elevations certified by a land surveyor, engineer, or architect, as authorized by state law, will be required if the certificate is
used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. A LOMA, CLOMA, LOMR-F, or CLOMR-F request must be submitted
with either a completed FEMA MT-EZ or MT-1 application package, whichever is appropriate. If the certificate will only be completed to
support a LOMA, CLOMA, LOMR-F, or CLOMR-F request, there is an option to document the certified LAG elevation on the Elevation Form
included in the MT-EZ and MT-1 application.
This certificate is used only to certify building elevations. A separate certificate is required for floodproofing. Under the NFIP, non-residential
buildings can be floodproofed up to or above the BFE. A floodproofed building is a building that has been designed and constructed to be
watertight (substantially impermeable to floodwaters) below the BFE. Floodproofing of residential buildings is not permitted under the NFIP
unless FEMA has granted the community an exception for residential floodproofed basements. The community must adopt standards for
design and construction of floodproofed basements before FEMA will grant a basement exception. For both floodproofed non-residential
buildings and residential floodproofed basements in communities that have been granted an exception by FEMA, a floodproofing certificate
is required.
The expiration date on the form herein does not apply to certified and completed Elevation Certificates, as a completed Elevation Certificate
does not expire, unless there is a physical change to the building that invalidates information in Section A Items A8 or A9, Section C, Section
E, or Section H. In addition, this form is intended for the specific building referenced in Section A and is not invalidated by the transfer of
building ownership.
Additional guidance can be found in FEMA Publication 467-1, Floodplain Management Bulletin: Elevation Certificate.
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 1 of 8
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance age
CITY OF SANTA ANA
Plann tcF3M�iITWJ0AFjency
Ex iration Date: 06/30/ 026
Approved
FOR PERMIT ISSUANCE
iES 1-11
ipany, and (3) building owner.
SECTION A - PROPERTY INFORMATION
FOR
IW~f COMPANY USE
Al. Building Owner's Name: Diem Le & Tao Pham Polic IQum&er:
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: Company NAIC Number:
1126 Elaine Drive, Unit #2
City: Santa Ana State: CA ZIP Code: 92703
A3. Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number:
Lot 43, Tract No. 1830, M.M. 55/1-3, APN No. 198-022-03
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.): Residential - ADU
A5. Latitude/Longitude: Lat. 33.75518' Long.-117.92300' Horiz. Datum: ❑ NAD 1927 ® NAD 1983 ❑ WGS 84
A6. Attach at least two and when possible four clear color photographs (one for each side) of the building (see Form pages 7 and 8).
A7. Building Diagram Number: 1 B
A8. For a building with a crawlspace or enclosure(s):
a) Square footage of crawlspace or enclosure(s): sq. ft.
b) Is there at least one permanent flood opening on two different sides of each enclosed area? ❑ Yes ❑ No ❑ N/A
c) Enter number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade:
Non -engineered flood openings: Engineered flood openings:
d) Total net open area of non -engineered flood openings in A8.c: sq. in.
e) Total rated area of engineered flood openings in A8.c (attach documentation - see Instructions): sq. ft.
f) Sum of A8.d and A8.e rated area (if applicable - see Instructions): sq. ft.
A9. For a building with an attached garage:
a) Square footage of attached garage: sq. ft.
b) Is there at least one permanent flood opening on two different sides of the attached garage? ❑ Yes ❑ No ❑ N/A
c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade:
Non -engineered flood openings: Engineered flood openings:
d) Total net open area of non -engineered flood openings in A9.c: sq. in.
e) Total rated area of engineered flood openings in A9.c (attach documentation - see Instructions): sq. ft.
f) Sum of A9.d and A9.e rated area (if applicable - see Instructions): sq. ft.
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1.a. NAP Community Name: Santa Ana B1.b. NFIP Community Identification Number: 060232
B2. County Name: Orange B3. State: CA B4. Map/Panel No.: 06059CO143 B5. Suffix: J
B6. FIRM Index Date: 09/15/1989 B7. FIRM Panel Effective/Revised Date: 12/03/2009
B8. Flood Zone(s): A B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth): 78.02 FT
B10. Indicate the source of the BFE data or Base Flood Depth entered in Item B9:
❑ FIS ❑ FIRM ❑ Community Determined M Other: Hydraulic method in FEMA P-265 manual
B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 M NAVD 1988 ❑ Other/Source:
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No
Designation Date: ❑ CBRS ❑ OPA
B13. Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)? ❑ Yes ❑ No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 2 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION
CITY OF SANTA ANA
Planning and Building Agency
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR
INSURAIW ""L&E
1126 Elaine Drive, Unit#2
Polic
NuF„Q :PERMIT ISSUAN
City: Santa Ana State: CA ZIP Code: 92703
Company
NAIC Number:
SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQU
IALqjJer ID:
C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations — Zones Al—A30, AE, AH, AO, A (with BFE), VE, VI—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO,
A99. Complete Items C2.a—h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters.
Benchmark Utilized: SA-226-70 (ELE: 74.189 ft, 2005) Vertical Datum: NAVD88
Indicate elevation datum used for the elevations in items a) through h) below.
❑ NGVD 1929 ® NAVD 1988 ❑ Other:
Datum used for building elevations must be the same as that used for the BFE. Conversion factor used? ❑ Yes ® No
If Yes, describe the source of the conversion factor in the Section D Comments area.
Check the measurement used:
a) Top of bottom floor (including basement, crawlspace, or enclosure floor): 81.50 ® feet ❑ meters
b) Top of the next higher floor (see Instructions): N/A ❑ feet ❑ meters
c) Bottom of the lowest horizontal structural member (see Instructions): N/A ❑ feet ❑ meters
d) Attached garage (top of slab): N/A ❑ feet ❑ meters
e) Lowest elevation of Machinery and Equipment (M&E) servicing the building
(describe type of M&E and location in Section D Comments area): N/A ® feet ❑ meters
f) Lowest Adjacent Grade (LAG) next to building: ❑ Natural ® Finished 80.33 ® feet ❑ meters
g) Highest Adjacent Grade (HAG) next to building: ❑ Natural ® Finished 80.92 ® feet ❑ meters
h) Finished LAG at lowest elevation of attached deck or stairs, including structural
support: N/A ❑ feet ❑ meters
SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation
information. / certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any
false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ® No
❑ Check here if attachments and describe in the Comments area.
Certifier's Name: Lan Pham License Number: C29595
Title: Chief Engineer
Company Name: Lan & Associates OQROFESSIpN�
Pyq !may
Address: 13139 Harbor Boulevard y
W No.29595 m
City: Garden Grove State: CA ZIP Code: 92843 Exp; 3/31/27 M
Telephone: (714) 414-9215 Ext.: Email: lanpham9@hotmail.com
s cnm �p
lglF �Q�
OF
C AL\F
Signature: ---- Date: 04/16/2025
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments):
No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 3 of 8
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION
CITY OF SANTA ANA
Planning and Building Agency
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR
INSURAN"""4dSE
1126 Elaine Drive, Unit #2
Polic
Nu a Frpe� PERMIT ISSUAN
City: Santa Ana State: CA ZIP Code: 92703
Company
NAIC Number:
SECTION E — BUILDING MEASUREMENT INFORMATION (SURVEY NOT R
FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE)
Date:
For Zones AO, AR/AO, and A (without BFE), complete Items E1—E5. For Items E1—E4, use natural grade, i
intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only,
enter meters.
Building measurements are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
E1. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the
measurement is above or below the natural HAG and the LAG.
a) Top of bottom floor (including basement,
crawlspace, or enclosure) is: 0.58 ® feet ❑ meters ® above or ❑ below the HAG.
b) Top of bottom floor (including basement,
crawlspace, or enclosure) is: 1.17 ® feet ❑ meters ® above or ❑ below the LAG.
E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the
next higher floor (C2.b in applicable
Building Diagram) of the building is: N/A ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is: N/A ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and/or equipment
servicing the building is: N/A ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's
floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown The local official must certify this information in Section G.
SECTION F — PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must
sign here. The statements in Sections A, B, and E are correct to the best of my knowledge
❑ Check here if attachments and describe in the Comments area.
Property Owner or Owner's Authorized Representative Name: Diem Le & Tao Pham
Address: 1126 Elaine Drive
City: Santa Ana State: CA ZIP Code: 92703
Telephone: Ext.: Email:
Signature: Date:
Comments:
=E
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 4 of 8
CITY OF SANTA ANA
ELEVATION CERTIFICATE Planning and Building Agency
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGE 1-11
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR
INSURAIW ""L&E
1126 Elaine Drive, Unit#2
Polic
NuF„Q :PERMIT ISSUAN
City: Santa Ana State: CA ZIP Code: 92703
Company
NAIC Number:
SECTION G — COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OF
6JAIttfid&PLETION,
The local official who is authorized by law or ordinance to administer the community's floodplain managem nt ordinance can complete
Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below whim!
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,
engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the
elevation data in the Comments area below.)
G2.a. ❑ A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item
E5 is completed for a building located in Zone AO.
G2.b. ❑ A local official completed Section H for insurance purposes.
G3. ❑ In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H.
G4. ❑ The following information (Items G5—G11) is provided for community floodplain management purposes.
G5. Permit Number: G6. Date Permit Issued:
G7. Date Certificate of Compliance/Occupancy Issued:
G8. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement
G9.a. Elevation of as -built lowest floor (including basement) of the
building: ❑ feet ❑ meters Datum:
G9.b. Elevation of bottom of as -built lowest horizontal structural
member: ❑ feet ❑ meters Datum:
G10.a. BFE (or depth in Zone AO) of flooding at the building site: ❑ feet ❑ meters Datum:
G10.b. Community's minimum elevation (or depth in Zone AO)
requirement for the lowest floor or lowest horizontal structural
member: ❑ feet ❑ meters Datum:
G11. Variance issued? ❑ Yes ❑ No If yes, attach documentation and describe in the Comments area.
The local official who provides information in Section G must sign here. I have completed the information in Section G and certify that it is
correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section.
Local Official's Name: Title:
NFIP Community Name:
Telephone: Ext.: Email:
Address:
City: State: ZIP Code:
Signature: Date:
Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in
Sections A, B, D, E, or H):
No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 5 of 8
CITY OF SANTA ANA
ELEVATION CERTIFICATE Planning and Building Agency
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGE 1-11
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR
INSURANW ""L&E
1126 Elaine Drive, Unit #2
Polic
Nu a FnQf PERMIT ISSUAN
City: Santa Ana State: CA ZIP Code: 92703
Company
NAIC Number:
SECTION H — BUILDING'S FIRST FLOOR HEIGHT INFORMATION FORA
LN�!0#D:
(SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONL
)Date:
The property owner, owner's authorized representative, or local floodplain management official may comp)
to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the
nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H
Instructions) and the appropriate Building Diagrams (at the end of Section I Instructions) to complete this section.
H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG):
a) For Building Diagrams 1A, 1B, 3, and 5-8. Top of bottom ❑ feet ❑ meters ❑ above the LAG
floor (include above -grade floors only for buildings with
crawlspaces or enclosure floors) is:
b) For Building Diagrams 2A, 213, 4, and 6-9. Top of next ❑ feet ❑ meters ❑ above the LAG
higher floor (i.e., the floor above basement, crawlspace, or
enclosure floor) is:
H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the
H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram?
❑ Yes ❑ No
SECTION I — PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections
A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should
indicate in Item G2.b and sign Section G.
❑ Check here if attachments are provided (including required photos) and describe each attachment in the Comments area.
Property Owner or Owner's Authorized Representative Name:
Address:
City: State: ZIP Code:
Telephone: Ext.: Email:
Signature: Date:
Comments:
=E
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 6 of 8
ELEVATION CERTIFICATE
CITY OF SANTA ANA
Planning and Building Agency
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION
BUILDING PHOTOGRAPHS
See Instructions for Item A6.
Approved
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: FOR IN
1126 Elaine Drive, Unit #2
Polic Number:
City: Santa Ana State: CA ZIP Code: 92703 Master ID:
Com a�y �IAIC Number:
a e:
Instructions: Insert below at least two and when possible four photographs showing each side of the buildin for example, may only be
able to take front and back pictures of town houses/rowhouses). Identify all photographs with the date taken and "Front View," 'Rear View,"
"Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one
close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9.
Photo One
Photo One Caption: Clear Photo One
Photo Two
Photo Two Caption:
Clear Photo Two
No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 7 of 8
ELEVATION CERTIFICATE
CITY OF SANTA ANA
Planning and Building Agency
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION
BUILDING PHOTOGRAPHS
Continuation Page
Approved
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR IN
1126 Elaine Drive, Unit #2
Polic Number:
City: Santa Ana State: CA ZIP Code: 92703
Master ID:
Com a�y eI IC Number:
a e:
Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View, 'Rear View," "Right Side
View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or
vents, as indicated in Sections A8 and A9.
Photo Three
Photo Three Caption:
Clear Photo Three
Photo Four
Photo Four Caption:
Clear Photo Four
gig
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 8 of 8
CITY OF SANTA ANA
may, lS.
Section 1: Discharge — Drainage area relationship Approved
FOR PERMIT ISSUAN E
As shown on table 10 of the Flood Insurance Study Report — Orange County, Cali
• Drainage area of East Garden Grove — Wintersburg Channel at Euclid Street is r/NDa aQ:miles.
Date:
• Peak discharge (l% annual chance): 1,600 cfs.
Section 2: Flood zone information
Zone A, city of Santa Ana, map number 06059C0143J, panel 143 of 539, map revised December 3, 2009.
Section 3: Benchmark
OC PW Survey BM No.: SA-226-70.
Elevation: 74.189 ft, NAVD88. Year leveled: 2005. O.C.S. 1995 A.D.J.
Location: monument is located in the southwest corner of the intersection of Newhope Street and Hazard
Avenue, 32 ft. southerly of the centerline of Hazard Avenue and 4 ft. westerly of the west southwest curb
return. Monument is set level with the sidewalk.
Section 4: East Garden Grove Wintersburg Channel (C05) section
�rV
ELE. = 77.02'
2�
Fxisf. grourrra� , �k
Hi z
CONS7 CONC, L INE1t � CXANWtL �!
= 67.02' BE,QMs, FO/� L7Cr�4�L�.8s�P,�c�/�E
air zy.
6Icancr. irriy. pipe r'~8* 1
Gm CZda f wo//s. A& removed
offer' use for wafer cnniro/.
TYPICAL SECTION
STA.469+00.00 TO STA.493+00.00
CITY OF SANTA ANA
CYI
Section 5: Base Flood Elevation Approved
FOR PERMIT ISSUAN E
Per "A Guide for Obtaining and Developing Base (100-year) Flood Elevations" published by FEMA
in April 1995, since this is a development of less than 5 acres project, the "Normal Dep is
adequate for determining Base Flood Elevation (BFE). Date:
Normal depth is the depth expected for a stream when the flow is uniform, steady, one dimensional,
and is not affected by downstream obstructions or flow changes. For uniform flow, the channel
bottom slope, water -surface slope, and energy slope are parallel and are, therefore, equal. For normal
depth computations, the flow is considered steady because the discharge is assumed to be constant;
therefore, the depth of flow does not change during the time interval under consideration.
Normal depth calculation computes BFE at a cross section. The standard formula for determining
normal depth at a cross section is Manning's formula.
Manning equation: Q= (1.49/n) x A x R11 x S12
A = 230 SF
R = A/P = 230/44 = 5.227 ft
S = 0.0118
n = 0.03
Qca1= 3,737 cfs > Qioo= 1,600 cfs.
4 BFE = 67.02 + 10 = 77.02 ft.
Adding 1' for safety, we can interpolate a BFE of 78.02' will be sufficient to protect against flooding
during a 100-year event
CITY OF SANTA ANA
Planning and Building Agency
may, lS.
Approved
FOR PERMIT ISSUANCE
Master ID.
Date:
c
N C
o
0
0
0
0
0
0
0
0
0
O
C L
N
Cfl
O
14i
N
C
(3)
—
V
CO
QU
C
LO
Ln
CY)
CM
CY)
co
CY)
CC
O
O
O
0
O
0
O
O
0
0
Q IO
C
Ln
I-
'I
Cfl
(O
L0
Cl)
Cl)
CO
M
m
o U
d'
N
N
�
I
Cl
0
m
U
U
�
C C
C
O
O
O
O
O
O
O
O
C)
O
N
m
Q
L0
r
m
N
C)Cl)N
LO
W
U
C6
C
N
CO
7 N
C
C C
CD
CD
O
O
O
O
C)O
C)O
Q (O
t�
CD000
_
04
OO
0
'T
't
It
—
C
LO
�U
0
N N
co
Cfl
N
O
00
N
I�
O
CF)
Q
CO
C`M
CM
N
N
O
rl
L6
❑ `)
p
O J +
E_
MO•�
ca
2
C
O
U
m a)
O
a
C
N
C
— E a)
>, CO CO
CO
J`
0)N
0
m
a)Cn
U
.O
C
O
N
a)
Q>
>
Q
O O
0
O
CD Cn
O
m
O
a)
ILO
L
C 0
E OU
.-
�_ W
+)
Cn
O
J
C
L p
l4
E
=
X O
U
V
to >
0� C
'�
O 0
CO
(O
N
OL R7
O O
i-"
7
O
U
Qom❑
Cn .
Qaf
2
CL
U
Q
Q
a +-
O
Q
W
Q
Qm
Q
Q
Q a?2
N
L
C
O
CU
(U
(U
N
N
Cll
(U
a)
N
a)CD
N
N
Cll
N
a)
C O
N L
C O
N L
Cm
L
U—
L
U—
L
U—
L
U—
L
U—
L
U—
L
U—
L
U —
�N —
C
O
C
->
C
D
S
Q C
S C
S C
S C
Q C
S C
C
CQ
>O
O
>, (O
>, (O
>, CO
>, IO
>, CO
>, IO
>. CO
>, CO
Cn O C N
in O C (O
_
LL
O�
UU
O C
00
O=
U U
O L
U 0
0=
00
O L
U 0
O L
00
O L
U U
O L-
W C7 0
W U 0
CM
O
25$1*( &2817< ),5( $87+25,7<
3ODQ6XEPLWWDO&ULWHULD)RUP
5HTXLUHGIRU6LQJOH)DPLO\RU'XSOH[5HVLGHQFHV
8VH&RPPHUFLDOIRUPIRUORWVZLWKGZHOOLQJXQLWVRUQHZUHVLGHQWLDOWUDFWV
&RPSOHWHWKH3URMHFW,QIRUPDWLRQDQG4XHVWLRQQDLUHEHORZWKHQVLJQDQGGDWHWKH$SSOLFDQW&HUWLILFDWLRQ
3URMHFW,QIRUPDWLRQ
1HZ6LQJOH)DPLO\5HVLGHQFH'XSOH[ GGLWLRQ5HPRGHO '8 2WKH
8QLW &LW\RU8QLQFRUSRUDWHG&RXQW\$UHD =,3
6FRSHRI:RUN
([LVWLQJ
UHD
$UHDWR
EH$GGHG
7RWDO5HVXOWLQJ
UHD
6WRULHV $UHD$GGHGLQ3DVW<HDUV
H[FOXGLQJWKLVSURMHFW
<HV 1R 4XHVWLRQQDLUH 2&)$3ODQ7\SHLI³<HV´
1HZ²,VWKLVDQHZVLQJOHIDPLO\UHVLGHQFHRUGXSOH["
35 5HVLGHQWLDO6LWH
ZLWK:DWHU$YDLODELOLW\
35 )LUH6SULQNOHU
$'8²,VWKLVDQHZ$FFHVVRU\'ZHOOLQJ8QLW $'8 RQWKHVDPHSURSHUW\DVDKRXVHWKDWDOUHDG\KDV
ILUHVSULQNOHUVRUDKRXVHWKDWZLOOKDYHILUHVSULQNOHUVDGGHGDVSDUWRIWKLVSURMHFW"
35 )LUH6SULQNOHU
$GGLWLRQ,VWKLV $ DQDGGLWLRQWRDFXUUHQWO\VSULQNOHUHGEXLOGLQJRU % DQDGGLWLRQUHTXLULQJDILUH
VSULQNOHUUHWURILWEDVHGRQDWKUHVKROGVHWE\ORFDORUGLQDQFH"
35 )LUH6SULQNOHU
'LVWDQFH²,VWKHPRVWUHPRWHSRUWLRQRIWKHDGGLWLRQ$'8RURWKHUGHWDFKHGVWUXFWXUHJUHDWHUWKDQ
IHHWIURPWKHILUHDFFHVVURDGZD\"
35 5HVLGHQWLDO6LWH
7RWDO$UHD²:LOOWKHDGGLWLRQUHVXOWLQDWRWDODUHDRIJUHDWHUWKDQVTXDUHIHHW VI IRUQRQ
VSULQNOHUHGEXLOGLQJVRUJUHDWHUWKDQVIIRUVSULQNOHUHGEXLOGLQJVLQFOXGLQJWKHDUHDRIDOO
HQFORVHGVSDFHVVXFKDVJDUDJHVVWDLUVDQGGHWDFKHGVWUXFWXUHVVHSDUDWHGE\OHVVWKDQIHHW"
35 5HVLGHQWLDO6LWH
ZLWK:DWHU$YDLODELOLW\
5HPRGHO,VWKLVDUHPRGHORIDVSULQNOHUHGEXLOGLQJZLWKDVFRSHRIZRUNWKDWLQFOXGHVDGGLQJRU
UHPRYLQJDQ\LQWHULRUZDOOV"1RWH ,I³<HV´WKHQSURMHFWPXVWEHHYDOXDWHGE\D&OLFHQVHG
FRQWUDFWRUWRGHWHUPLQHLIDILUHVSULQNOHUPRGLILFDWLRQLVQHHGHG
35 )LUH6SULQNOHU
'HWDFKHG6WUXFWXUH,VWKLVDQHZGHWDFKHGXWLOLW\RUDFFHVVRU\VWUXFWXUH QRWDQ$'8 VXFKDVD
JDUDJHZRUNVKRSJDPHURRPSRROKRXVHEDUQHWFUHTXLULQJILUHVSULQNOHUVEDVHGRQDWKUHVKROG
VHWE\ORFDORUGLQDQFH"
35 5HVLGHQWLDO6LWH
35 )LUH6SULQNOHU
*DWH,VDJDWHEHLQJLQVWDOOHGDFURVVDGULYHZD\RUURDGWKDWLVGHVLJQDWHGDVDILUHGHSDUWPHQW
DFFHVVURDGZD\RUDGULYHZD\RUURDGWKDWVHUYHVPRUHWKDQDVLQJOHKRPHGXSOH["
35 *DWH
0HWKDQH²,VSURMHFWORFDWHGLQRUOHVVWKDQ¶IURPD³'LYLVLRQRI2LO*DVDQG*HRWKHUPDO
5HVRXUFHV´ '2**5 ILHOGERXQGDU\RUZHOO DFWLYHRUDEDQGRQHG OHVVWKDQIHHWIURPDQRLOJDV
VHHSRUOHVVWKDQIHHWIURPDODQGILOO" 1RWH )RUSURMHFWVLQ<RUED/LQGDWKLVUHTXLUHPHQWRQO\
DSSOLHVWRQHZKRPHVHQFORVHGDFFHVVRU\VWUXFWXUHVDGGLWLRQWRH[LVWLQJVWUXFWXUHJUHDWHUWKDQ
VIDQG'8¶V
35 5HVLGHQWLDO6LWH
35 0HWKDQH
7HVW0LWLJDWLRQ3ODQV
9HJHWDWLRQ²,VWKHSURSHUW\VWUXFWXUH $ RQWKHSHULPHWHURIDFRPPXQLW\FRQWDLQLQJRUDGMDFHQWWR
VORSHVRUKLOOVRU % DGMDFHQWWRDQRSHQVSDFHRUZLOGODQGDUHDFRQWDLQLQJQRQLUULJDWHGYHJHWDWLRQ
RU & LQD6WDWH5HVSRQVLELOLW\$UHDRU/RFDO5HVSRQVLELOLW\$UHD³)LUH+D]DUG6HYHULW\=RQH´DV
GHILQHGE\WKH6WDWHRU ' QHDUDQDUHDWKDWFRXOGEHDIIHFWHGE\DZLOGILUHLQWKHRSHQVSDFH
35 )XHO0RGLILFDWLRQ
35 $FFHVVRU\
6WUXFWXUH
2&)$DSSURYDOUHTXLUHGEHIRUHLVVXDQFHRIDJUDGLQJEXLOGLQJSHUPLW$OORWKHUSODQVW\SHVPD\EHGHIHUUHGVXEPLWWDOV
$SSOLFDQW&HUWLILFDWLRQ
,FHUWLI\XQGHUSHQDOW\RISHUMXU\XQGHUWKHODZVRIWKH6WDWHRI&DOLIRUQLDWKDWWKHLQIRUPDWLRQDERYHLVWUXH
3KRQH 1XPEHU BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB (PDLO BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB
$WWHQWLRQ%XLOGLQJ'HSDUWPHQW6WDII±$IWHU\RX¶YHYHULILHGDOOTXHVWLRQVZHUHDQVZHUHGDFFXUDWHO\DV³1R´WKHQ\RXPD\DFFHSWWKLVVLJQHGIRUPDVD
ZULWWHQUHOHDVHWKDWDQ2&)$UHYLHZLVQRWUHTXLUHG,IDQ\TXHVWLRQVZHUHDQVZHUHGDV³<HV´WKHQWKHSODQW\SHRQWKHULJKWVLGHPD\EHUHTXLUHG
BBBBBB,IDOODQVZHUVDUH³1R´DQGWKH%XLOGLQJ'HSDUWPHQWVWLOOUHTXLUHVWKHDSSOLFDQWWRKDYHWKHLUSODQVUHYLHZHGE\2&)$RULIDQ\DQVZHUVDUH³<HV´
DQGWKH%XLOGLQJ'HSDUWPHQWSUHIHUVIRU2&)$WRGHWHUPLQHLIDUHYLHZLVUHTXLUHGSOHDVHLQLWLDOWKLVOLQHDQGSURYLGHDQH[SODQDWLRQRQWKH3ODQ5HIHUUDO
)RUP RQWKHUHYHUVH WREHVXEPLWWHGDORQJZLWKWKHDSSURSULDWHSODQVWR2&)$IRUDGHWHUPLQDWLRQ
)RUTXHVWLRQVDQGVXEPLWWDOLQIRUPDWLRQSOHDVHYLVLWRFIDRUJRUFDOO2&)$DW
^&Z
✔
Santa Ana 92703
$GGUHVV
1126 Elaine Dr Santa Ana CA 92703
1166 1000 2166 1 NO
✔
✔
✔
✔
✔
✔
✔
✔
✔
✔
714-213-7608 ONETRANG10@GMAIL.COM
3ULQW1DPH BBBBBBTRANG HOBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB6LJQDWXUH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB'DWH BBB04/21/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan 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: _________________________________
Updated: 08/30/2021
Garden Grove Unified School District
Certification of Compliance
Payment of School Facility Fees
Developer/Applicant
CITY OF SANTA ANA
Planning and Building Agency
No. R429
pproved
FOR PERMIT ISSUANCE
Master ID:
Address W-1 �% c�7� a t h f DDv-3,a ti
Telephone Number ((p5�) TOO ?j1-71
Project Location ` a.S b#Wi
Street Address City ZIP
Elem. School Int
High School Thomas Map No.
-----------------------------------------------------------------------
Number of Square Feet
of Residential Space
1,00
Number of Square Feet /
of Commercial and
Industrial Space / X
Total $
Total $
The above representations as to square footage are true. Developer/Applicant agrees that if it is
later determined that such representations are not true then this certificate shall automatically
terminate and the appropriate City/County shall be notified.
Applicant is hereby noticed that any party filing a protest regarding the imposition of fees
pursuant to Government Code Section 65995 and Education Code Section 17620 must do so
within 90 days from the payment of the fee.
Date Developer/Applicant
Receipt of Payment
This certifies that the above -named Developer/Applicant has paid school facility fees in
compliance with Government Code Section 65995 and Education Code Section 17620.
These fee have been received from F l7 {-W,I �_ '�ti1'fL 120!Lf � qQ V kffil IAC
�� bne hundrrl 5�,,�eik 4yla '0/[()() Dollars $ 5, i♦�
Cash Check ✓ Check No. Bank CJ\ V_)
ate' Superintendent Designee
Garden Grove Unified School District
(714) 663-6442
9703.69' (Rev. 6/14)
GEOTECHNICAL INTERNATIONAL
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com
Project No. SA-12-04-25
April 2, 2025
Trang Ho
(714) 213-1608
Onetrang10@gmail.com
SUBJECT: Soil Report for Proposed New Detached ADU, 1126 Elaine Drive, Santa
Ana, CA 92703.
Dear Ms. Ho:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the City of Santa Ana. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located on the westerly side of Elaine Drive, south of Georgine
Street (south of Westminster Avenue), north of Hazard Avenue, east of West Street (east
of N. Newhope Street), and west of N. Harbor Blvd., within a developed residential area.
A one-story house with an attached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed new
detached ADU will be constructed in the rear yard area.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
The site is relatively flat; and we understand that additional raw cut/raw fill is not
proposed for the site.
Page 2
Geotechnical Conditions
Based on the published geologic map prepared by the California Division of Mines and
Geology (CDMG), the site is located within a broad flat alluvium and colluvium area.
Based on the State of California SEISMIC HAZARD ZONES Map, Anaheim
Quadrangle, the subject site is located within a potential liquefaction zone. For
conservative purposes, we assume that the site will be subjected to the liquefaction.
Therefore, a conventional liquefaction study with a 50 ft. deep test hole, and substantial
sampling and laboratory testing and engineering analysis for verification whether the
subject site is subject to liquefaction or is not considered necessary for this project.
To mitigate the potential adverse effects due to potential liquefaction, as for all other
near-by projects, a strengthened/stiffened foundation system [in accordance with the
Special Publication 117A (SP117A), “Guidelines for Evaluating And Mitigating Seismic
Hazards in California” dated 2008, published by California Geotechnical Survey (CGS),
page 60] will be recommended to be used for the proposed new structure.
The subject site is a previously graded lot where a house exists. The underlying soils
were previously properly treated, as necessary, and previously evaluated to be suitable
for structural support prior to approval for construction of the existing house. Distress
to the existing house due to settlement and/or any other geotechnical issues was not
observed / reported. Therefore, drilling a deep test hole, sampling, and performing
consolidation testing for evaluation of the potential deep-seated settlement of the
underlying soils is not considered necessary for this project.
To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a
hand-held drilling tool and soil samples were collected for laboratory testing. The
approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The
geotechnical boring log and summary of results of the laboratory testing are included in
Appendix B.
Based on the data of our test hole, the near ground surface earth materials generally
consisted of silty fine sand, moist, medium dense and have a very low expansion
potential.
It is noted that, for conservative purposes, current minimum code values such as an
allowable bearing earth pressure of 1,500 psf. and type 5 cement and 4,500 psi concrete
strength, etc. as well as remedial removal of minimum 3 ft deep are recommended for
this project. Deeper & wider footings with heavy reinforcement are also recommended to
be used for this project, Therefore, laboratory testing such as direct shear, grain-size
distribution, consolidation, sulfate content, etc. are not considered necessary and not
performed for this residential development project.
Page 3
Groundwater
Free standing groundwater was not encountered in our test hole.
Note: based on the Historically Highest Ground Water Contours and Boring Log Data
Locations, Anaheim 7.5-Quadrangle, Plate1.2, Open-file Report 97-08, CDMG, the
highest groundwater level at the subject property is about 5-6 ft. deep.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Seismicity
The subject site is located in Southern California, which is a major earthquake-prone
zone. Therefore, the owner(s) of this property should be aware of the seismic risks
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
California] in conjunction with California’s Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
· Fa = 1.2
· Fv = null*
· Mapped Spectral Accelerations Values:
Ss = 1.331 (for the short period of 0.2 second)
S1 = 0.473 (for the 1-second period)
· Maximum Considered Earthquake Spectral Response Accelerations:
SMs = FaSs = 1.597 (for the short period of 0.2 second)
SM1 = FvS1 = null* (for the 1-second period)
Page 4
· Design Spectral Response Accelerations:
SDs = 2/3 SMs = 1.064 (for the short period of 0.2 second)
SD1 = 2/3 SM1 = null* (for the 1-second period)
· PGA = 0.567
* Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX C for additional seismic parameters, as needed.
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for structural seismic design.
Faults
No active faults are known to exist within or near the site. The probability of primary
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
As previously mentioned, for conservative purposes, the subject site is assumed to be
subject to the liquefaction. Therefore, the owner(s) of this property should be aware of
the risks associated with the potential liquefaction such as structural distress due to the
potential differential settlement caused by the potential liquefaction.
As previously mentioned, for conservative purposes, a strengthened / stiffened
foundation system (having thicker slabs with more reinforcements and deeper and
wider footings with more reinforcement as recommended in this report) should be
used for support of the proposed structure.
Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards
Potential consequences of liquefaction or secondary liquefaction included hazards
generally consist of differential settlement (vertical deformations), lateral
Page 5
movement/lateral spreading (horizontal deformations), oscillation, and reduction in
foundation soil-bearing capacity (bearing failure).
A sloping condition or drainage or stream channel does not exist at the site; therefore,
lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not
anticipated to be credible hazards for the proposed new structure.
We believe if the area would be “liquefied” in the future due to a very strong earthquake,
the potential damage to the proposed new structures which will be properly structurally
designed in accordance with the new up-to-date codes would be much less severe than
the existing on-site structures and surrounding existing houses which have been
previously structurally designed based on old codes (which are much less stringent than
the current new codes). However, the owner(s) of this property should be aware of the
potential damage to the new structures due to liquefaction.
In summary, it should be recognized that structural mitigation may not reduce the
potential of the soils to liquefy during an earthquake; and there will remain some risk that
the new structures could still suffer damage if liquefaction occurs, during a very strong
earthquake.
For conservative purposes, a strengthened / stiffened foundation system as
recommended in this report should be used for support of the proposed structure.
Slope Stability
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
The following recommendations are considered minimum and may be superseded by
more restrictive requirements of the architect, civil/structural engineer, building codes, or
governing agencies.
Page 6
Geotechnical Impact on Neighboring Properties
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Site Preparation/Grading
To create a relatively uniform new engineered compacted fill layer for a proposed new
structural slab-on-grade area, over-excavation and recompaction of about 3 ft. deep
(measured from the existing ground surface) of the existing on-site soils should be
performed. The lateral limits of the over-excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the
overexcavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the
new slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Page 7
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
structural object, if any to ensure no damage is done to the existing object.
For this project, the proposed new structure will be located far away from the existing
building. Therefore, temporary excavation for this project does not impact the existing
footings.
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural Design
For conservative purposes, the following “lowest” code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New Building Footings
In general, the foundation system for the proposed structure must be properly designed by
the civil/structural design engineer of record for this project and reviewed and approved
by the city prior to construction.
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18-
inches for two story portions, if any.
Page 8
Minimum reinforcement for new continuous footings should be two #5 re-bars at top and
two #5 re-bars at bottom.
Settlement
As previously mentioned, the subject site is a previously graded lot where a house exists.
The underlying soils were previously properly treated, as necessary, and previously
evaluated to be suitable for structural support prior to approval for construction of the
existing house. Distress to the existing house due to settlement (and/or any other
geotechnical issues) was not observed / reported. Therefore, deep-seated settlement of the
soils underlying the site is not considered to be a concern for the proposed new structures.
In general, based on our experience, the conventional total settlement of ½ inch and a
differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage.
New (Interior) Building Slabs-on-Grade
New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced
with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab.
New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern
and be followed. The entire slab-on-grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs-on-Grade
To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the
slab should be considered. The subgrade soils for the exterior slabs should be properly re-
compacted.
Page 9
Slab Subgrade Pre-Saturation
The conventional pre-saturation of subgrade soils to minimum 140% of the optimum
moisture content to minimum 24 inches deep is not considered necessary for this project.
However, spraying with water should be performed prior to concrete pour.
Other Recommendations for Reducing Slab Cracking
While not a geotechnical issue, the potential for slab cracking may also be reduced by
careful control of water/cement ratio and slump of concrete. The contractor should take
appropriate curing precautions during the pouring of concrete in hot weather to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack-
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Page 10
Seismic Design
We recommend the proposed new structure be structurally designed to meet the
applicable building codes and requirements of the controlling governmental agencies.
The seismic parameters provided in the “Seismicity” section of this report can be used.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for the seismic design.
Cement Type For Concrete in Contact with On-Site Earth Materials
Our previous tests performed on the soils of many lots in the City of Santa Ana which are
similar to the on-site soils show negligible water-soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on-site house and other houses in the
surrounding areas. It appears sulfate attack on concrete is not considered to be a problem
for this project. However, for conservative purpose, Type V cement with a maximum
water/cement ratio of 0.45 and a minimum concrete strength, f'c of 4,500 psi is
recommended to be used for concrete in contact with the on-site soils. Additional water-
soluble sulfate content testing can be performed for the soils at the site, as needed. The
test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBC) and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on-site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City’s requirements, the project geotechnical consultant should review,
“approve” and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
Page 11
construction phase of the project. This is to verify the compliance with the design,
specifications and/or recommendations, and to allow design changes in the event that
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
During ANY grading operations, including excavation, removal, filling and
backfilling, etc.
During and after excavation for footings to verify the adequacy of underlying
materials.
After pre-saturation of slab subgrade earth materials, if any, prior to pouring
concrete.
After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
Page 12
CLOSURE
The conclusion and recommendations contained in this report are presented based on
geotechnical data as described herein which are believed representative of the total
project area. However, earth materials can vary in characteristics, both laterally and
vertically, and those variations could affect the conclusions and recommendations
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
The following are attached and complete our report:
Appendix A – References
Appendix B – Geotechnical Log of Test Hole and Laboratory Test Results
Appendix C – Seismic Data
Figure 1 – Vicinity Map
Figure 2 – Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/27
Page 13
APPENDIX A
REFERENCES
Page 14
REFERENCES
1. California Division of Mines and Geology (CDMG), the Resources Agency,
Dept. of Conservation, 1981, “Geology Map of Orange County Showing
Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1998, “Seismic Hazard Zones, Anaheim Quadrangle”, Scale
1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Released April 15, 1998.
3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone
Report for The Anaheim and Newport Beach 7.5-minute Quadrangle, Orange
County, California,” Seismic Hazard Zone Report 03,” revised 2006.
Page 15
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
AND
LABORATORY TEST RESULTS
Page 16
GEOTECHNICAL LOG OF TEST HOLE
Date: March 20, 2025 TEST HOLE No. 1
Project No. Job No.: SA-
Hole Diameter: 4 + inches Equipment: Hand-Auger
DEPTH DESCRIPTION
0’ - 2+ (Grass). Medium brown silty fine sand, moist, medium dense.
2’- 3.5’+ Medium grey silty fine sand, moist, medium dense.
3.5’- end Light grey silty fine sand, moist to very moist, medium dense.
Total Depth: 5 ft. +
No Caving
No Free-Standing Groundwater
Hole backfilled with onsite soils
Page 17
EXPANSION INDEX TEST RESULTS
Sample Compacted Moisture Content Expansion Expansion
Location Dry Compacted Final Index Potential
Density (pcf) (%) (%) Classification
TH-1 @ 0’ – 3’ Sandy: non-expansion
Test Method: ASTM D4829
Page 18
ATTERBERG LIMITS TEST RESULTS
Sample Location Liquid Limit Plastic Limit Plasticity Index
TH-1 @ 0’ - 3’ Sandy: could not perform the tests.
Test Method: ASTM D4318
Page 19
APPENDIX C
SEISMIC DATA
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
1126 Elaine Dr, Santa Ana, CA 92703, USA
Latitude, Longitude: 33.7552116, -117.9230635
Date 3/28/2025, 3:48:28 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.331 MCER ground motion. (for 0.2 second period)
S1 0.473 MCER ground motion. (for 1.0s period)
SMS 1.597 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.064 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.567 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.68 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.331 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.442 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.901 Factored deterministic acceleration value. (0.2 second)
S1RT 0.473 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.514 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.655 Factored deterministic acceleration value. (1.0 second)
PGAd 0.78 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.567 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.922 Mapped value of the risk coefficient at short periods
CR1 0.922 Mapped value of the risk coefficient at a period of 1 s
CV 1.366 Vertical coefficient
3/28/25, 3:48 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute
for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the
information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building
code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this
website.
3/28/25, 3:48 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/2
VICINITY MAP
FIGURE 1
1126 ELAINE DRIVE
SANTA ANA, CA 92703
SITE
SITE PLAN/GEOTECHNICAL MAP
FIGURE 2
REDUCED SCALE
Approximate
Location of Test
Hole
TH-1
TH
E
E
N
T
I
R
E
S
I
T
E
I
S
U
N
D
E
R
L
A
I
N
B
Y
A
L
L
U
V
I
U
M
A
N
D
C
O
L
L
U
V
I
U
M
1126 ELAINE DRIVE
SANTA ANA, CA 92703