HomeMy WebLinkAbout2217 W Monica Ln, #2 - PlanEXTERIOR WALL DETAIL 4
EXISTING ROOF SHINGLE TO BE REMAIN
(E
)
1
0
7
/
8
"
OV
E
R
H
A
N
G
(E)10 7/8"
OVERHANG
(E)10 7/8"
OVERHANG
” ’”
TYP. WATER CLOSET
1-HR FIRE RATED WALL 3
EQ. EQ.
SIMPSON ST22 STRAP
@ 48" OCE.N.
ROOF RAFTER
W/ HANGERS
TO RIDGE
STUD WALL
5/8" TYPE X GYP. BD.
ADU MAIN HOUSE
5/8" TYPE X GYP. BD.
PROPOSED FLOOR PLAN 1
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PROPOSED FOOR PAN
ROOF PAN
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.
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. 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.
ROOF PLAN 2
EXISTING ROOF SHINGLE
TO BE REMAIN
(E
)
1
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7
/
8
"
OV
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(E)10 7/8"
OVERHANG
(E
)
1
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7
/
8
"
OV
E
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H
A
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(E)10 7/8"
OVERHANG
(E
)
1
0
7
/
8
"
OV
E
R
H
A
N
G
(E)10 7/8"
OVERHANG
WHOLE BUILDING VENTILATION (ADU)
FLOOR AREA 474 S.F.
474/100 x 1 = 4.74 CFM
1 BEDROOM x 1 + 1 = 2 OCCUPANTS
2 x 7.5 = 15.0 CFM
CFM (FAN) = 4.74+15.0 = 19.74 CFM. USE 20-40 CFM FAN
USE THIS FAN MODEL:
*PANASONIC FV-04VE1 WHISPERCEILING OR EQUAL FAN IS
CONT. OPERATING WITH A SONAR RATING OF 1.0 MAX.
2
A-1
(E) BEDROOM
#1
(E) BEDROOM
#2
(E) BEDROOM
#3
(E) BEDROOM
#4
(E) Bth #1
(E) Bth #2
(E) PORCH
65 SF
EXISTING DWELING UNIT
1682 SF
(E) LIVING
(E) KITCHEN
(N) BEDROOM
ADU
(N) KITCHEN
ADU
(N) LIVING
ADU
(N) BTH.
5'
-
0
"
4'
-
0
"
10
'
-
5
"
19
'
-
5
"
8'-2"3'-9"4'-3"8'-3"
24'-5"
3'
-
0
"
2'
-
1
1
"
1'-0"
7'
-
6
"
3'-0"
15min.
30"min
EXISTING WALL
NEW WALL
1HR FIRE RATED WALL
2
A-1
2
A-1
15min.
24
"
m
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KEY NOTES
2217 W Monica Ln,
#23/19/2025
LED RECESSED LIGHT
WALL MOUNTED LIGHT
VS
3-WAY SWITCH
SINGLE POLE SWITCH
SINGLE POLE SWITCH WITH DIMMER CONTROLS
D
S
3
S
S SINGLE POLE SWITCH W VACANCY SENSOR
S
WALL MOUNTED SECURITY LIGHT
HOSE BIBB
FG
HB
FUEL GAS
AFCI 120 v SINGLE PHASE, 15 OR 20 AMP RECEPTACLES, WITH
ARC-FAULT CIRCUIT INTERRUPTER, COMBINATION TYPE
125 V, SINGLE PHASE, 15 OR 20 AMP RECEPTACLES, WITH
GROUND FAULT CIRCUIT INTERRUPTERGFCI
COMBINATION OF CARBON MONOXIDE AND SMOKE
DETECTOR , HARD WIRED WITH BATTERY BACK UP & LOW
BATTERY SIGNAL
SD
SD-CO
SMOKE DETECTOR , HARD WIRED WITH BATTERY BACK UP &
LOW BATTERY SIGNAL
G.D.
GARBAGE DISPOSAL
EXHAUST FAN TO BE 50 CFM MIN AND TO HAVE HUMIDISTAT
CONTROL AND SWTCHED SEPARATE FROM LIGHTING
KITCHEN EXHAUST FAN 160 CFM (GAS RANGE) 280 CFM
(ELECTRIC RANGE) VENT TO OUTSIDE AIR.
IAQ FAN PER T24
EXTERIOR LIGHTING TO BE ON A TIME/PHOTO
SENSOR
MINI SPLIT
A/C UNIT
(E) BEDROOM
#1
(E) BEDROOM
#2
(E) BEDROOM
#3
(E) BEDROOM
#4
(E) Bth #1
(E) Bth #2
(E) PORCH
65 SF
EXISTING DWELING UNIT
1682 SF
(E) LIVING
(E) KITCHEN
(N) BEDROOM
(N) KITCHEN
(N) LIVING
(N) BTH.
S
S
SSS
FG
G.D.
S
SS
SD
S
SD-CO
ATTIC
ACCESS
22X30
EXISTING WALL
NEW WALL
1HR FIRE RATED WALL
EXISTING GARAGE
CONVERT TO ADU
474 SF
FG
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PROPOSED EECTRICA PAN
EEVATION
PROPOSED ELECTRICAL PLAN 1
TOP DOOR/WINDOW
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
(E)TOP OF STRUCTURE
2"
6'
-
8
"
8'
-
0
"
15
'
-
0
5
/
8
"
MAIN HOUSE29'-2 5/8"ADU
EAST ELEVATION 4WEST ELEVATION 5
2"
6'
-
8
"
8'
-
0
"
15
'
-
0
5
/
8
"
MAIN HOUSE34'-0"ADU
SOUTH ELEVATION 3
NORTH ELEVATION 2
TOP DOOR/WINDOW
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
(E)TOP OF STRUCTURE
2"
6'
-
8
"
8'
-
0
"
15
'
-
0
1
/
2
"
MAIN HOUSE30'-0"ADU
’’
’
TOP DOOR/WINDOW
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
(E)TOP OF STRUCTURE
8'
-
0
"
15
'
-
0
5
/
8
"
MAIN HOUSE54'-5"
2217 W Monica Ln,
#23/19/2025
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Job No:
Drawn by:
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COVER S*EET
SITE P AN, EXISTING F OOR P AN
CS-1
Date:
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PROJECT DATA
PROPOSED SITE PLAN
GENERAL NOTES SCOPE OF WORK
SHEET INDEX
CODE REQUIREMENT
CS-1 COVER SHEET, SITE PLAN, EXISTING FLOOR PLAN
PROPOSED FLOOR PLAN, ROOF PLANA-1
A-2 PROPOSED ELECTRICAL PLAN, ELEVATION
1
VICINITY MAPDIRECTORY
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OWNER:
buianhkiet1993@gmail.com
PROPERTY LINE 72'
PR
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1
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'
PR
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1
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0
'
31
'
-
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"
(E
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B
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29
'
-
7
"
(E
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M
A
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19
'
-
5
"
(E
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G
A
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A
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E
20
'
-
0
"
5'-5"51'-7"15'-0"
34
'
-
1
"
24'-5"
(E) DRIVE WAY
FRONT YARD
(E)
BACK YARD
MONICA LN.
8'-6"
18
'
-
0
"
2-SPACE
PARKING
31
'
-
0
"
34
'
-
1
1
"
4'
-
0
"
(E
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S
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E
W
A
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K
8'
-
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"
(E
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F
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B
18
'
-
0
"
SEWER SEWER SEWER SEWER SEWER
WATER WATER WATER WATER WATER WATER
SE
W
E
R
SE
W
E
R
SEW
E
R
WA
T
E
R
2'
-
0
"
OV
E
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2'-0"
OVERHANG
2'-0"
OVERHANG
2'
-
0
"
OV
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EXISTING SINGLE
FAMILY RESIDENCE
1682 S.F.
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STRUCTURAL DESIGNER
ENERGY T.24
EXISTING GARAGE
CONVERT TO ADU
474 SF
(E) BEDROOM
#1
(E) BEDROOM
#2
(E) BEDROOM
#3
(E) BEDROOM
#4
(E) Bth #1
(E) Bth #2
(E) PORCH
65 SF
EXISTING DWELING UNIT
1682 SF
EXISTING GARAGE
474 SF
(E) LIVING
(E) KITCHEN
54'-6"
24'-5"
EXISTING FLOOR PLAN 1
5f
t
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6
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19
'
-
0
"
23'-5"
34
'
-
1
"
30'-1"
20
'
-
0
"
34'-9"
EXISTING SHED
120 SF
6'
-
0
"
10
'
-
0
"
3'-0"
12'-0"
ADU-2217 W. Monica Lane, Unit 2.
(E)SFD-2217 W. Monica Lane,
22
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"
BUILDING SECURITY REGULATION
SN-1 GENERAL NOTE
S-1 FOUNDATION AND ROOF FRAMING PLAN
SD-1 STRUCTURE DETAIL
T-1 TITLE 24
T-2 TITLE 24
T-3 TITLE 24
1
1
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02
/
1
5
/
2
0
2
5
Bldg #101121920
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLCI WORKS - Y. Soto
2217 W Monica Ln,
#23/19/2025
LICENSE # C 57550
GARDEN GROVE, CA 92840
11541 ELIZABETH STREET
TEL: (714) 251 4537
Email: benphanconsultant@gmail.com
WRITING AND APPROPRIATE COMPENSATION TO VPHOME.
COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN
ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR
SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON
CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND
OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE
COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR
EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN
VPHOME WHETHER THE PROJECT FOR WHICH THEY WERE CREATED IS
INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF
OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY VPHOME FOR CLARIFICATION OF ANY
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO.DATEREVISION
Drawing Title
Project Number
Drawn
Date
DRAWING NUMBER
Checked Designed
S-1
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FOUNDATION & ROOF FRAMING PLAN
FOUNDATION PLAN
SCALE: 1/4"=1'-0"FLOOR FRAMING PLAN
SCALE: 1/4"=1'-0"
2-2X2-2X2-2XTOP PLATE
CAPACITY
RATING
A35
550
12" O.C.
345
16" O.C.
280
24" O.C.
APA CDX
Struct. 1
ANCHOR BOLTS
FOUNDATION
SILL PLATE
SILL PLATE ON
WOOD FLOOR
SILL CONN.
END POSTS
(MIN.)
3X
3X
5/8" @ 16"
2X
2X
16 D @ 4"
5/8" @ 24"
2X
5/8" @ 24"
321
FIELD NAILING
EDGE NAILING
PANEL INDEX
PANEL
THICKNESS
24/024/0
1/2"
8 D @ 12"
24/0
8 D @ 6"8 D @ 4"8 D @ 3"
8 D @ 12"8 D @ 12"
2X
4X
OR DBL 2X
4X
OR DBL 2X
40 D @ 4"
2-2X
730
9" O.C.
3X
3X
5/8" @ 12"
4
24/0
8 D @ 2"
8 D @ 12"
40 D @ 3"
1/2"1/2"1/2"
4X
OR DBL 3X
4X
OR DBL 3X
16 D @ 6"
(SHEAR WALL SCHEDULE FOR CBC-2019)
(SHEAR WALL #3 & 4 :W/ 3X OR 2-2X STUD, SILL & BLOCKS BETWEEN ADJACENT PANELS
1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING)
APA CDX
Struct. 1
APA CDX
Struct. 1
APA CDX
Struct. 1
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SD-1
8
SD-1
1
SD-1
1
SD-1
8
SD-19
SD-1
2
SD-1
4
SD-1
3
SD-1
5
SD-1
2
1
A B13
SD-1
21
SD-1
21
SD-1
14
SD-1
14
SD-1
15
SD-1
1
2
1
2
2217 W Monica Ln,
#23/19/2025
LICENSE # C 57550
GARDEN GROVE, CA 92840
11541 ELIZABETH STREET
TEL: (714) 251 4537
Email: benphanconsultant@gmail.com
WRITING AND APPROPRIATE COMPENSATION TO VPHOME.
COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN
ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR
SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON
CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND
OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE
COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR
EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN
VPHOME WHETHER THE PROJECT FOR WHICH THEY WERE CREATED IS
INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF
OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY VPHOME FOR CLARIFICATION OF ANY
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO.DATEREVISION
Drawing Title
Project Number
Drawn
Date
DRAWING NUMBER
Checked Designed
SD-1
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DATEREVISION
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CONSTRUCTION DETAIL
PLASTER CREED
N.T.S.
24
23
20 16 12 08
19 15 07
04
03
14 10 06
05
02
011309
NON-BEARING INT. WALL TYP.
N.T.S.
SIMPSON HOLDOWN W/ SSTB BOLT
N.T.S.
8"
PE
R
P
L
A
N
PER PLAN
1 3/4" MIN.
MI
N
.
E
M
B
.
11
18
17
22
21
WALL FRAMING
N.T.S.
3-16D NAILS
FOR 2X
TRIMMER
(2-2X
TRIMMER AT
OPENING
WIDER THAN
6'-0")
4-16D NAILS
FOR
4X HEADER
2 X 4 SOLE PLATE
TRIMMER STUDS
TO SUPPORT HEADER
CRIPPLE STUDS
ROUGH SILL
CRIPPLE DOUBLE TOP PLATE
4X HEADER SEE PLAN
PIPING THRU PLATE FRAMING
N.T.S.
STUD NOTCHING/BORING LIMITS
N.T.S.
PLATE SPLICING:
N.T.S.
POST PER PLAN
BM. PER PLAN
BM. TO POST CONN.
N.T.S.
SIMP. STRAP MSTC66 U.O.N.
2X STUDS @ 16" O.C.
2-2X STUDS OR POST
PER PLAN
DOUBLE TOP PLATES
DRAG BEAM PER PLAN
FLUSH BM. DRAG CONNECTION
N.T.S.
SHEAR WALL WHERE
OCCURS
LANDING DETAIL
N.T.S.
7.
7
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"
M
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10" MIN.
FOOTING INTERSECTION & CORNER
N.T.S.
(E) EXT. FOOTING
N.T.S.
#4 DWLS T&B, 6" EMB.
INTO (E) FTG., W/ EPOXY,
ICC ESR-2508
EXISTING
EXISTING
FOOTING
CONT. REINF. BARS
PER PLAN
24"6"
NEW
NEW FOOTING
NEW FOOTING TO EXIST'G
N.T.S.
(N) SLAB @ (E) GARAGE @ WALL
N.T.S.
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PER PLAN
6"
8"
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EXISTING
A36 THREADED HOLDDOWN BOLTS
N.T.S.
EXISTING
DTC CLIP
2x BLKG. @ 24"o.c.
1/2" CLR.
DOUBLE PLATES
STUD WALL
JOIST OR
3 - 16d
RAFTER
JOISTS PARALLEL TO WALL
PER JST
JOISTS PERPENDICULAR TO WALL
STUD WALL
DOUBLE PLATES
INT. NON-BRG WALL @ CLG.
N.T.S.
DTC CLIP
1/2" CLR.JST. OR RR
RAKE DETAIL
N.T.S.
EAVE DETAIL
N.T.S.
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2217 W Monica Ln,
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LICENSE # C 57550
GARDEN GROVE, CA 92840
11541 ELIZABETH STREET
TEL: (714) 251 4537
Email: benphanconsultant@gmail.com
WRITING AND APPROPRIATE COMPENSATION TO VPHOME.
COMPLETION OF THIS PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN
ANY OTHER PROJECT OR FOR ADDITIONS TO THIS PROJECT OR FOR
SPECIFICATIONS SHALL NOT BE USED BY THE OWNER OR OTHERS, ON
CONSTRUCTION AT THE SITE REFERENCED HEREON. THE PLANS AND
OCCUPANCY. THE PLANS AND SPECIFICATIONS ARE FOR THE
COPIES FOR REFERENCE IN CONNECTION WITH THE OWNER'S USE OR
EXECUTED OR NOT. THE OWNER SHALL BE PERMITTED TO RETAIN
VPHOME WHETHER THE PROJECT FOR WHICH THEY WERE CREATED IS
INSTRUMENTS OF SERVICE, ARE AND SHALL REMAIN, THE PROPERTY OF
OWNERSHIP OF DOCUMENTS, PLANS AND SPECIFICATIONS, AS
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY VPHOME FOR CLARIFICATION OF ANY
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
REVISION
Drawing Title
Project Number
Drawn
Date
DRAWING NUMBER
Checked Designed
SN-1
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DESIGN CRITERIA:
1. Floor Live Load = N/A
2. Roof Live Load = 20PSF
3. Wind Design Data:
a) Basic Wind Speed = 110MPH
b) Wind Important Factor, I = 1.0
Occupancy Category = II
c) Wind Exposure = C
d) Internal Pressure Coefficient = 1.29
4. Earthquake Design Data:
a) Seismic Important Factor, I = 1.0
Occupancy Category = II
b) Mapped Ss = 1.338
S1 = 0.475
c) Site Class = D
d) Sds = 1.070
Sd1 = 0.570
e) Seismic Design Category = D
f) Basic Seismic-force-resisting System =
Light-framed Wood Shearwalls
g) Design Base Shear:
Cs = 0.21
R = 6.5
h) Analysis Procedure:
Simplified Alternative Structural Design
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TITE 24
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TITE 24
2217 W Monica Ln,
#23/19/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
Planning and Building Agency
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CLERK OF THE COUNCIL
Jennifer L. Halll
October 31, 2024
Also sent via email to: kimkhue.nguyen2018@gmail.com
Kim Nguyen
10492 Trask Avenue, Unit B
Garden Grove, CA 92843
Subject: Address Assignment for a new converted Accessory Dwelling Unit (ADU) at 2217 W.
Monica Lane, Unit 2 (APN: 399-131-03) in Santa Ana, CA 92706
Dear Mrs. Nguyen,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing
within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for new ADU
garage conversion proposed at 2217 W. Monica Lane, Unit 2 (APN: 399-131-03). Notice is hereby given
that the following assigned address(es) shall be posted onsite per the approved address plan, attached
hereto as Exhibit A.
Address(es) to be Activated/Posted
2217 W. Monica Lane
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified
during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me by phone
at 714-667-2728 or by email at CSantana@santa-ana.org.
Sincerely,
Cristian Santana
Cristian Santana
Assistant Planner I
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
2217 W Monica Ln,
#23/19/2025
Address Letter for 2217 W. Monica Lane, Unit 2 (APN: 399-131-03)
Page 2 of 2
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Principal
Sergio Verino, Code Enforcement Principal
2217 W Monica Ln,
#23/19/2025
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Job No:
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COVER SEET
SITE PAN, EXISTING FOOR PAN
CS-1
Date:
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PROJECT DATA
PROPOSED SITE PLAN
GENERAL NOTES SCOPE OF WORK
SHEET INDEX
CODE REQUIREMENT
CS-1 COVER SHEET, SITE PLAN, EXISTING FLOOR PLAN
PROPOSED FLOOR PLAN, ROOF PLANA-1
A-2 PROPOSED ELECTRICAL PLAN, ELEVATION
1
VICINITY MAPDIRECTORY
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OWNER:
buianhkiet1993@gmail.com
PROPERTY LINE 72'
PR
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31
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(E
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(E
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(E
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"
5'-5"51'-7"15'-0"
34
'
-
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"
24'-5"
(E) DRIVE WAY
FRONT YARD
(E)
BACK YARD
MONICA LN.
8'-6"
18
'
-
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"
2-SPACE
PARKING
31
'
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34
'
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4'
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(E
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(E
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18
'
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"
SEWER SEWER SEWER SEWER SEWER
WATER WATER WATER WATER WATER WATER
SE
W
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SE
W
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SEW
E
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WA
T
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2'
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OV
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2'-0"
OVERHANG
2'-0"
OVERHANG
2'
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"
OV
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EXISTING SINGLE
FAMILY RESIDENCE
1682 S.F.
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STRUCTURAL DESIGNER
ENERGY T.24
EXISTING GARAGE
CONVERT TO ADU
474 SF
(E) BEDROOM
#1
(E) BEDROOM
#2
(E) BEDROOM
#3
(E) BEDROOM
#4
(E) Bth #1
(E) Bth #2
(E) PORCH
65 SF
EXISTING DWELING UNIT
1682 SF
EXISTING GARAGE
474 SF
(E) LIVING
(E) KITCHEN
54'-6"
24'-5"
EXISTING FLOOR PLAN 1
5f
t
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6
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19
'
-
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"
23'-5"
34
'
-
1
"
30'-1"
20
'
-
0
"
34'-9"
EXISTING SHED
120 SF
6'
-
0
"
10
'
-
0
"
3'-0"
12'-0"
ADU-2217 W. Monica Lane, Unit 2.
(E)SFD-2217 W. Monica Lane,
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BUILDING SECURITY REGULATION
SN-1 GENERAL NOTE
S-1 FOUNDATION AND ROOF FRAMING PLAN
SD-1 STRUCTURE DETAIL
T-1 TITLE 24
T-2 TITLE 24
T-3 TITLE 24
Exhibit A
2217 W Monica Ln,
#23/19/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-610 8
SFR
2217 W Monica Ln,
#23/19/2025
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
2217 W Monica Ln,
#23/19/2025
STRUCTURAL CALCULATIONS Date: 09/04/2024
Project Location:
Owner:
Prepared by :
Building Code Edition:
Concrete:
Foundation:
Structural Steel:
Pipe Columns:
Welding:
Concrete Masonry:
Grout:
Reinforcing Steel:
Wood Framing:
Studs, joists, rafters:
Beams and posts:
Glulam:
Parallam 2.0 PSL:
Microllam L VL:
Plywood:
TJI :
2217 Monica Ln.,
Santa Ana, CA 92706
Kiet Bui (Kim)
1-Storry Garage Conversion
Ben Phan , P.E. (714) 251-4537
11541 Elizabeth Street
Garden Grove , CA 92840
2022 California Building Code
f c = 2,500 psi @ 28 days
Ready-mixed concrete per ASTM C94
Concrete aggregates per ASTM C33
Cement ASMT C 150 Type II or V u.n.o .
Minimum allowable soil bearing pressure = I ,500 psf.
ASTM A-36 , ASTM a-92
ASTM A-53 , Grade B
Electric arc process by certified welders in approved licensed fabrication
shop.
ASTM C90, GradeN , f m = 1,500 psi
Type M , 1:3:1/4 mix ; Cement:Sand:Hydrated Lime or Lime Putty.
I :3:2 mix; Cement:Sand:3 /8" pea gravel; f c = 2,000 psi.
Deformed bars per ASTM A915 ; Grade 40 for #4 and smaller; Grade 60
for #5 and larger .
WCLIB or WWPA Grading Rules Agency
Douglas Fir-Larch #2
Douglas Fir-Larch # 1
24F-V4 or 24F-V8 DF /DF (cantilevered)
ICC ESR-1387
ICC ESR-1387
4 or more plies , Structural 1 or CD, CC Structural Panel per PS-1-95
ICC ESR-1153 (ILevel)
All information shown on plans relative to existing conditions are provided as the best present knowledge
but without guarantee of accuracy. Where actual conditions conflict with the plans, they shall be reported
to the Engineer so that modifications may be made in writing . Modifications of plans and details shall not
be made without written approval of the Engineer. By accepting this calculations or report, the Engineer
shall not be held liable for discrepancies not brought up to the attention of the Engineer. The design
analysis and calculations were done in accordance with generally accepted engineering principles and
practice .
Iff ll
2217 W Monica Ln,
#23/19/2025
DESIGN LIVE AND DEAD LOADS
ROOF DEAD LOAD : ROOF TYPE 1 PA T/0 ROOF DEAD LOAD : ROOFTYPE2
Tiles Roofing = 10.0 PSF RR = 0.0 PSF
Sheathing/Insulation = 1.5 PSF RR = 0.0 PSF
2X RR@ 16" OC = 2.0 PSF RR = 0.0 PSF
2X CJ@ 16" OC = 2.0 PSF CJ = 0.0 PSF
Drywall Ceiling = 2.2 PSF CJ = 0.0 PSF
MPE = 1.0 PSF CJ = 0.0 PSF
= 0.0 PSF CJ = 0.0 PSF
MISCELLANEOUS = 1.2 PSF CJ = 0.0 PSF
SUB-TOTAL = 19.9 PSF SUB-TOTAL = 0.0 PSF
SLOPE CORRECTION "X:12 " I 4.00 I 1.05 PSF SLOPE CORRECTION "X:12" ~ 1.00 PSF
MISCELLANEOUS -0.01 PSF MISCELLANEOUS o.ol PSF
ROOF DEAD LOAD : = 21.0 PSF ROOF DEAD LOAD : = 0.0 PSF
ROOF SNOW LOAD : = §PSF ROOF SNOW LOAD : = § PSF
ROOF LIVE LOAD : = PSF ROOF LIVE LOAD : = PSF
TOTAL ROOF LOAD : = PSF TOTAL ROOF LOAD : = PSF
EXTERIOR WALL LOADS: SECOND FLOOR LOADS
Stucco = 10.0 PSF Finish flooring = 0.0 PSF
15/32" SHEATHING = 1.4 PSF 3/4" subflooring = 0.0 PSF
2X4@16" 0/C = 2.0 PSF 2x12@ 16" oc = 0.0 PSF
R191NSULATION = 0.4 PSF Int. non-brg wall = 0.0 PSF
1/2" GYPSUM BD. = 2.2 PSF 1/2" gypsum board = 0.0 PSF
MISCELLANEOUS = 1.0 PSF R19 , M/P/E, & others = 0.0 PSF
TOTAL EXTERIOR WALL : = 17.0 PSF FLOOR DEAD LOAD : = 0.0 PSF
FLOOR LIVE LOAD : = 40 .0 PSF
TOTAL FLOOR LOAD = 40.0 PSF
INTERIOR SHEAR WALL LOADS: FIRST FLOOR LOADS
= DPSF I I
= D PSF
= PSF = PSF
= PSF = PSF
= PSF DECK DEAD LOAD = 0.0 PSF
TOTAL INTERIOR WALL : = 0.0 PSF DECK LIVE LOAD I o.ol PSF
SOILS DATA: '
SOILS REPORT :I None Provided-Assume Code Minimum
GEOTECHNICAL ENGINEER :1 Not Applicable-use code minimums !DATE OF REPORT: I NA
BASIC BEARING PRESSURE
PADS & CONT . FNDT . = Qa = 1,500 PSF ISOLATED FOUNDATIONS = I ol PSF
INCREASE FOR WIDTH = 0.0 %
INCREASE FOR DEPTH = 0.0 %
MAX . SOIL PRESSURE -Qa = 1,500.0 PSF
ALLOW PASSIVE PRESSURE = I 0 .01 PCF EQUIV. FLUID PRESSURE = I o.ol PCF
ALLOW SOIL FRICTION = 0 .3
2217 W Monica Ln,
#23/19/2025
USGS web services were down for some period of time and as a result this tool wasn't operat1onal . resulting in timeout error.
USGS web serv ices are now operational so this tool should work as expected.
OSHPD
2217 Monica Ln , Santa Ana, CA 92706 , USA
Latitude, Longitude: 33.76 88815,-117.8997951
Gloria St
ft OC SANJ A ANA
M DRIVING SGHOO L
Date
I Design Code Reference Document
I
Risk Category
Site Class
~-==============: Type
Ss
5 1
I SMs
I SM1
Sos
I So1
I PGAM
I I Tl
I SsRT
I
I SsUH
SsD
I S1RT
I
S1UH
S1D I PGAd
Value
1.338
0.475
1.605
null-See Section 11 .4.8
1.07
null -See Section 11.4.8
1.2
0.681
8
1.338
1.447
1.801
0.475
0.515
0.619
0.74
Description
9/4 /2024 , 10 :25 :44 AM
ASCE7-16
II
D-Default (See Section 11.4.3)
MCER ground mo tion. (for 0 .2 second period)
MCER ground motion . (for 1.0s period)
Site-mod ified spectral acceleration value
Site-mod ified spectral acceleration value
Numeric se ismic design value at 0.2 second SA
Numeric se ismic design value at 1.0 second SA
Site amplificat ion factor at PGA
Site modified pea k ground acceleration
Long-period transition period in seconds
Probabilistic risk-ta rgeted ground motion. (0.2 second)
Factored unifonn-hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored detennin istic acceleration value. (0.2 second)
Probabilistic risk-targeted ground mot ion . (1.0 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral accelerat ion.
Factored detennin is tic accelera tion value. (1 .0 second)
Factored detennin istic acceleration value. (Peak Ground Acceleration)
--l
I
I
I
7 '
2217 W Monica Ln,
#23/19/2025
SEISMIC DATA:
SEISMIC LOADS:
Latitude
Longtitude
Occupancy Category
Important Factor (I)
R
=
=
=
=
=
=
=
33.7688815 North
-117.8998 West
t-1--1-.1~-o--;I(Table 1.5-2)
Shear Panels
6.50
3.00
4.00
1.30
Use Simplified Alternative Structural Design
F = I 1.00 I
v =
v =
WIND LOADS:
DESIGN WIND VELOCITY (V35 ) =
Vrm =
Occupancy Category =
Important Factor (I) =
Exposure Category =
Adjustment Coefficient (A.) =
Krt =
Ps =
(F*Sos)/R
0.21
110.0
110.0
II
1.00
c
1.29
1.00
A.Kzt Ps30
Shear Panels
WIND DATA:
MPH
MPH
(Table 1.5-2)
(Figure 28.6-1)
MWFRS Design Wind Pressure p.30 (psf)
Horizontal Loads
s , =
Site Class =
=
=
Roof Height =
Wall Height (2ndt floor) =
Wall Height (1st floor) =
Total Height =
Mean Roof Height =
Roof Angle =
Building Width =
Building Length =
Eave Height =
Mean Roof Height =
Roof End Zone Int. Zone
1.338 g f--------1
0.475 g
f-------:::------1 D
1.20
1.80
1.606 g
0.855 g
1.070 g
0.570 g
5.0 FT
0.0 FT
8.0 FT
13.0 FT
10.5 FT
18.4 0
Edge (a)
19.5 3.0
24.5
8.0
10.5 4.2
a= 3.0
2a-6.0
Load Direction Angle A B c D # ofSW Lines
Transverse (Case B) 0 .0 19 .2 0.0 12.7 0.0 2
Longitudinal (Case A 18.4 26 .6 -7 .0 17.7 -3.9 2
2a = 6 .0 FT
Roof Horizontal Load = 1,202 LBS (Transverse )
Roof Horizontal Load = 1,259 LBS (Longitudinal)
soc
D
D
FT
FT
FT
FT
FT
FT
2217 W Monica Ln,
#23/19/2025
LOAD:
Roof weights
Roof DL (horiz. Proj .) =
Ext . Wall DL =
Int. Shear Wall DL =
Wall Height (1st floor)=
Roof Height =
Total height , hn =
N-S Length=
E-W Length=
Roof Area=
Tributary Ext . Walls to Roof =
Tributary Int. Shear Walls to Roof =
Roof Weight =
Tributary Ext . Walls to Roof =
Tributary Int. Shear Walls to Roof =
W roof =
Total DL (W) =
Total Base Shear (V) =
Design Base Shear :
Period : T=Ct(hn)314 = 0.02*(hn)314 =
Vertical distributions of seismic forces:
Level WJ( (lb Area (ff) Fx N-S (lb
Roof 16 ,005 478 3,426
1st Floor -
L 16 ,005 3,426
Fx E-W (lb
3,426
3 ,426
Fpx N-S
(I b)
3,426
3,426
Fx E-W wx
3,426
3,426
Shear
E-W
21 .0
17.0
-
8.0
5.0
13 .0
19 .5
477 .8
88.0
19 .5
10 ,021
5,984
-
16,005
16 005
3 426
0.137 sec
V=
V=
0.2 S0 sW
(I b)
3,426
0.2 S05 W
(I b)
3,426
Use
Use
N-S
21 .0
17.0
-
8.0
5.0
13 .0
24 .5
477.8
88.0
24.5
10 ,021
5,984
-
16,005
16 005
3 426
E-W
0.21
3,426
(I b)
3,426
(I b)
3,426
Diaphragm
E-W
21.0
17.0
-
8.0
5.0
13 .0
19 .5
-
477 .8
49.0
19 .5
10 ,021
3,332
-
13,353
13 353
N-S
0.21 w
3,426 lbs
fx N-S
(psf)
7 .17
fx E-W
(psf)
7.17
N-S
21.0
17.0
-
8.0
5.0
13 .0
24.5
-
477.8
39.0
24.5
10 ,021
2 ,652
-
12,673
12 673
fpx N-S
(psf)
7 .17
fpx E-W
(psf)
7 .17
psf
plf
plf
ft
ft
ft
sq .ft .
ft
ft
I
I
I
I
I
I
bs .
bs .
bs .
bs .
bs
bs
2217 W Monica Ln,
#23/19/2025
Longitudinal Direction:
Shear Walls (Vertical):
H. h R f L 1g1 00 eve:
1 1 to 2 2
fx(psf) 7.17 7.17 7 .17
Spacing (ft) 19.5
Depth (ft) 24.5 (Existing)
Net D (b, ft) 8.0
Vseismic (lb) 1,713
Vwind (lb) 1,259
Vgovems (lb) 1,713
Vgovems(plt) 214
Vtactored(plf) 214
Vtactore/1 .0 (plf) 214
Min . D (ft) 8.0
M0 (lb-ft) 13 ,706
Wroot (plf) 205
Wwau(Pif) 136
0.6*MR (lb-ft) 6 ,538
Tie-down (6") YES
Tie-down (lbl 896
Tie-down HDU2&SSTB16
Comp . Post 2-2x4
D + E/1.4
E = p Eh
p = 1.30
Longitudinal Shear Walls
Wall (grid line) l:Fabove (lb l:Fx (lb Ftotal v=EI1 .4b Shear# Wall Length Sheathing 1 Allowable Shear
{I b) (plf) (ft) or 2 sides (plf)
1 -1,713 1,713 214 1 8.0 1 280
2 (Existing)
Diaphragm (horizontal):
Roof Level ·
1 1 to 2 2
fp x(psf) 7.17 7.17 7.17
L (ft) 19.5
Depth (ft) 24.5 (Existing)
Area (tr) 478
fseismic(plf) 70
Vwind(plf) 26
Governs Seis.
Vgovemed(plf) 70
Roof Panel 1/2" cox
Shear 270
Edge Nail Sd@ 6",6",12"
2217 W Monica Ln,
#23/19/2025
Transverse Direction:
Shear Walls (Vertical):
Roof Level
A A to B B
fx(psf) 7.17 7 .17 7 .17
Spacing (ft) 23
Depth (ft) 19.5 (Existing)
Net D (b , ft) 10.00
Vseismic (lb} 1,608
Vwind (lb) 1,202
Vgovems (lb) 1,608
V governs( PIT) 161
Vtactored(plf) 161
Vtactore/1 .0 (plf) 161
Min . D (ft) 10.00
M0 (lb-ft) 12 ,867
Wroof (plf) 241
Wwall (plf) 136
0 .6*MR (lb-ft) 11 ,317
Tie-down (6") YES
Tie-down (lb) 155
Tie-down HDU2&5/8"ATB
Comp . Post 2-2x4
0 + E/1.4
E = p Eh
p= 1.30
Transverse Shear Walls
Wall (grid line) l:Fabove (lb) l:Fx (lb Ftotal v=E/1.4b Shear# Wall Length Sheathing 1 Allowable
(I b) (plf) (ft) or 2 sides Shear (plf)
A -1,608 1,608 161 1 10 .0 1 280
B (Existing)
7
2217 W Monica Ln,
#23/19/2025
\Wood Beam
LIC#: KW-06017286 , Bu ild :20 .23 .08 .30
DESCRIPTION: CJ-1@ 24 " OC
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021 , ASCE 7 -16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination : ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Project Title :
Engineer :
Project 10 :
Project Oeser :
VP HOME
Fb +
Fb-
Fe -Prll
Fe -Perp
Fv
Ft
900.0 psi
900.0psi
1,350 .0psi
625 .0psi
180.0 psi
575 .0 psi
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2x6
Span = 13 .0 ft
Project File : SA Monica .ec6 \
(c) ENERCALC INC 1983 -2023
E : Modulus of Elasticity
Ebend-xx 1 ,600 .0ksi
Eminbend -xx 580 .0ksi
Density 31 .210pcf
Repetitive Member Stress Increase
Applied Loads Service loa ds entered . Load Fact ors wi ll be applied f or calculati ons .
Beam self weight calculated and added to loading
Uniform Load : D = 0 .010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft , (Ceiling Loads)
Design OK Q~$.!G!V_$.VM.Ml1B.r _ ·················-··--···-·--··-----__________________ ······································------···········-----_________ _
!Maximum Bending Stress Ratio
Section used for this span
fb : Actual
F'b
Load Combination
=
=
=
0 .833 1
2x6
1 ,400 .76psi
1 ,681 .88psi
+D+Lr
6 .500ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
F'v
Load Combination
= 0.205 : 1
2x6
= 46 .14psi
= 225 .00 psi
+D+Lr 1
Location of maximum on span
Span# where maximum occurs
Maximum Deflection
Max Downward Trans ient Deflection
Max Upward Trans ient Deflection
Max Downward Total Deflect ion
Max Upward Total Deflection
!.. .....•.. _ ....... ································-··································-·········-..... .
=
=
0 .389 in Ratio=
0 in Ratio=
0.812 in Ratio =
0 in Ratio=
Location of maximum on span
Span # where maximum occurs
401 >=360
0<360
192 >=180
0 <180
Span : 1 : Lr Only
n/a
Span : 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Load Comb ination Max Stress Ratios Moment Values
Segment Length Span# M V CD CM Ct CLx CE Cfu C i C r M fb
DOnly
Length = 13 .0 ft 0 .603 0 .149 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .46 730.4
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15
Length = 13 .0 ft 1 0 .833 0 .205 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .88 1,400.8
+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15
Length = 13 .0 ft 0 .733 0.181 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.78 1,233 .2
+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15
Length = 13 .0 ft 0 .204 0 .050 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .28 438 .2
= 12.573ft
Span# 1 I
I . ... )
Sfiear Values
F'b v fv F'v
0 .0 0.00 0.0 0.0
1,211 .0 0 .13 24 .1 162.0
0.0 0.00 0.0 0.0
1,681 .9 0 .25 46 .1 225 .0
0.0 0.00 0.0 0.0
1,681.9 0.22 40 .6 225 .0
0.0 0.00 0.0 0.0
2,152.8 0.08 14.4 288 .0
2217 W Monica Ln,
#23/19/2025
Project Title :
Engineer :
Project ID :
Project Oeser :
I wood Beam
LIC#: KW-06017286 , Build :20 .23 .08 .30 VP HOME
DESCRIPTION: CB -1 -Ce iilng Beam-Carry Ceiling Loads Only
CODE REFERENCES
Calculations per NOS 2018 , IBC 2021 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
iLevel Truss Joist
Parallam PSL 2.0E
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
3.5 x11 .25
Span= 19.0 ft
2900 psi
2900 psi
2900 psi
750 ps i
290 psi
2025ps i
Project File: SA Monica.ec6
(c) ENERCALC INC 1983-2023
E : Modulus of Elasticity
Ebend-xx 2000ks i
Eminbend-xx 1016.535ksi
Density 45 .07pcf
;
L---------------------------------------------------------------------------------------------~
Applied Loads Se rvice loads entered . Load Factors will be appl ied fo r cal culatio ns .
Beam self weight calculated and added to loading
Uniform Load : D = 0.01 0 , Lr = 0 .010 ksf, Tributary Width = 12.0 ft , (Ceiling Loads)
DESIGN SUMMARY ~otff-1!.hl•1'
I Maximum Bending Stress Ratio = 0 .507. 1 Maximum Shear Stress Ratio
l Section used for this span 3.5x11.25 Section used for this span
fb : Actual = 1 ,850 .70psi tv : Actual
F'b = 3 ,651 .06 psi F'v
Load Combinat ion +D+Lr Load Combination
Location of maximum on span = 9.500ft Location of maximum on span
Span #where maximum occurs = Span# 1 Span #where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.426 in Ratio= 535 >=360 Span : 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a
Max Downward Total Deflection 0 .896 in Ratio= 25 4>=180 Span : 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0 <180 n/a
--------·
Maximum Forces & Stresses for Load Combinations
Load Combination llllax Sfress Raflos llllomenf IJalues
Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb
DOnly
Length = 19 .0 ft 0.369 0.166 0.90 1.00 1.00 1.00 1.007 1.00 1.00 1.00 5.97 970 .5
+D+Lr 1.00 1.00 1.00 1.007 1.00 1.00 1.00
Length = 19.0 ft 1 0.507 0.228 1.25 1.00 1.00 1.00 1.007 1.00 1.00 1.00 11 .39 1,850 .7
+D+0.750Lr 1.00 1.00 1.00 1.007 1.00 1.00 1.00
Length = 19 .0 ft 0.447 0.201 1.25 1.00 1.00 1.00 1.007 1.00 1.00 1.00 10.03 1,630 .7
+0 .60D 1.00 1.00 1.00 1.007 1.00 1.00 1.00
Length = 19.0 ft 0.125 0.056 1.60 1.00 1.00 1.00 1.007 1.00 1.00 1.00 3.58 582 .3
=
=
=
=
=
F'b
0.0
2,628.8
0.0
3,651 .1
0.0
3,651 .1
0.0
4 ,673 .4
0.228 : 1
3.5x11.25
82 .65 psi
362 .50 psi
+D+Lr
18.099ft
Span# 1
J
Shear IJalues
v tv F'v
0.00 0.0 0.0
1.14 43 .3 261 .0
0.00 0.0 0.0
2.17 82 .7 362 .5
0.00 0.0 0.0
1.91 72 .8 362.5
0.00 0.0 0.0
0.68 26 .0 464 .0
2217 W Monica Ln,
#23/19/2025
Project Title:
Engineer :
Project ID :
Project Oeser :
I wood Beam Project File: SA Monica .ec6
LIC#: KW-06017286 , Build :20 .23 .08 .30 VP HOME (c) ENERCALC INC 1983-2023
DESCRIPTION: CB-1 -Ceiilng Beam-Carry Ceiling Loads Only
Overall Maximum Deflections
Load Combination Span
+D+Lr
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0 .750Lr
+0 .600
Lr Only
Max . "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
0.8960 9.569 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
2 .397 2.397
2.397 2 .397 u r~ 2..1 ;~ 111
f!Z)A~w)O{l.~r?coiff. ~ .. 6?/,v/
1.257 1.257 ~
1.257 1.257
2.397 2 .397
2.112 2.112
0.754 0.754
1.140 1.140
2217 W Monica Ln,
#23/19/2025
UNIFORM AND POINT LOAD ON CONTINUOUS FOOTING
Footing Width (FW) =
Footing Depth (FD) =
Soil Bearing (SB) =
Max. Soil Bearing =
Plain Concrete Design :
F'c=
Tension Fb =
Procedures :
12 in
12 in
1 ,500 psf
1 ,500 psf
2 ,500 psi
80 psi
Fsoil = ( (D-FD)/12*1 D)+SB
F'soil = Fsoii-(D/12 *(150-110))
w = W *F'soil/12
w (")
12 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
12 X
15 X
18 X
21 X
24 X
30 X
M = Fb *W *d"2/12"/6
L = (2*M/w)"1/2
Pmax = 2*L*w
D (") Fso il (psf) F'soil (psf)
5 1 ,500 1,483
12 1,500 1,460
12 1,500 1 ,460
12 1 ,500 1,460
12 1 ,500 1,460
12 1,500 1,460
15 1,500 1 ,450
15 1 ,500 1,450
15 1 ,500 1,450
15 1,500 1,450
15 1,500 1,450
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1 ,500 1,430
21 1,500 1,430
24 1,500 1,420
24 1 ,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc. Depth (ID) =
w (#/ft} M ('#)
1,483 333
1 ,460 1 ,920
1,825 2 ,400
2 ,190 2 ,880
2 ,555 3 ,360
2 ,920 3 ,840
1,450 3 ,000
1,813 3 ,750
2 ,175 4 ,500
2 ,538 5 ,250
2 ,900 6 ,000
1,440 4 ,320
1 ,800 5 ,400
2 ,160 6,480
2 ,520 7 ,560
2 ,880 8 ,640
1,430 5 ,880
1,788 7 ,350
2 ,145 8 ,820
2 ,503 10 ,290
2 ,860 11 ,760
1,420 7 ,680
1,775 9 ,600
2 ,130 11 ,520
2,485 13,440
2 ,840 15 ,360
3 ,550 19 ,200
110 pcf
150 pcf
0 psf
0 psf
L (ft) Pmax (#}
0 .67 1 ,9AQ.
1.62 jY,736
1.62 ~9.19-
1 .62 7 ,103
1 .62 8 ,287
1.62 9,471
2 .03 5 ,899
2.03 7 ,374
2 .03 8 ,849
2 .03 10 ,324
2 .03 11 ,798
2.45 7 ,055
2.45 8,818
2.45 10,582
2 .45 12 ,345
2.45 14 ,109
2.87 8 ,202
2 .87 10 ,252
2.87 12 ,302
2 .87 14 ,353
2 .87 16 ,403
3 .29 9 ,340
3 .29 11 ,676
3 .29 14 ,011
3 .29 16 ,346
3 .29 18 ,681
3 .29 23,351
Note : For point loads on footings with uniform loads , take the difference
between "w" above and the uniform load , then multiply by two and by
"L" above for P'max.
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2217 W Monica Ln,
#23/19/2025
2217 W Monica Ln,
#23/19/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
2217 W Monica Ln,
#23/19/2025