HomeMy WebLinkAbout1034 W Camden Pl - PlanCHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE WORK.
REPORT DISCREPANCIES TO THE
ENGINEER. ALL CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
AN
D
RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
SA
N
T
A
AN
A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24-401
DRAWN:
GH
GH
CHECKED:
DATE:
07 MAR 25
SHEET NUMBER
OF SHEETS
3‐07‐2025
G-1
SHEET INDEX GENERAL NOTES PROPERTY /OWNER INFO
BUILDING DATA
LOT COVERAGE GROUND FLR.VICINITY MAP
SCOPE OF WORK
ARCHITECTURAL DRAWINGS
STRUCTURAL DRAWINGS
ABBREVIATIONS
BUILDING STANDARDS
ADMINISTRATIVE CODE
SHEET NO.SHEET
DESCRIPTION
1. THESE DRAWINGS ARE INTENDED TO CONVEY AN OVERALL DESCRIPTION OF PROJECT IN SUFFICIENT DETAIL
FOR ITS COMPLETE CONSTRUCTION. IN SOME CONDITIONS, WHICH ARE COMMONLY ENCOUNTERED IN
CONSTRUCTION OF THIS TYPE MAY NOT BE SPECIFICALLY DETAILED IN THESE PLANS. ALL CONDITIONS NOT
SPECIFICALLY DETAILED SHALL BE CONSTRUCTED PER THE CURRENT STANDARDS OF APPROPRIATE INDUSTRY
AND IN COMPLIANCE WITH THE CURRENTLY ADOPTED CODES, ORDINANCES, REGULATIONS, ETC.
3. NOTHING IN THE DRAWINGS AND/OR SPECIFICATIONS SHALL BE CONSTRUED TO PERMIT AN INSTALLATION THAT
COULD BE IN VIOLATION OF THE CURRENTLY ADOPTED CODES. ALL WORK PERFORMED UNDER THIS CONTRACT
SHALL BE IN FULL ACCORDANCE WITH THE APPLICABLE ADOPTED CODES, ORDINANCES, REGULATIONS, ETC.
2. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE ALTERATION,
REHABILITATION, OR RECONSTRUCTION BE IN ACCORDANCE WITH THE CURRENTLY ADOPTED CODES, ORDINANCES,
REGULATIONS, ETC. SHOULD ANY EXISTING CONDITION SUCH AS DETERIORATION OR NONCOMPLIANT
CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISHED
WORK WILL NOT COMPLY, THE ARCHITECT/ENGINEER SHALL BE NOTIFIED AND A CHANGE ORDER, OR SEPARATE
SET OF PLANS, DETAILING AND SPECIFYING THE REQUIRED WORK SHALL BE SUBMITTED TO THE BUILDING
DEPARTMENT FOR REVIEW AND APPROVAL.
4. MISPLACEMENT, ADDITION, OR OMISSION OF ANY WORD, LETTER, FIGURE, OR PUNCTUATION MARK, ETC. SHALL IN
NO WAY CHANGE OR ALTER THE INTENT, SPIRIT, OR MEANING OF THE DRAWINGS.
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO ORDERING,
FABRICATING, OR INSTALLING ANY ASSOCIATED WORK. IF DISCREPANCIES ARE FOUND, THE CONTRACTOR SHALL
REQUEST IN WRITING A CLARIFICATION FORM THE ARCHITECT/ ENGINEER PRIOR TO COMMENCEMENT OF ANY
ASSOCIATED WORK.
6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO ORDERING,
FABRICATING, OR INSTALLING ANY ASSOCIATED WORK. IF DISCREPANCIES ARE FOUND, THE CONTRACTOR SHALL
REQUEST IN WRITING A CLARIFICATION FORM THE ARCHITECT/ ENGINEER PRIOR TO COMMENCEMENT OF ANY
ASSOCIATED WORK.
7. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB AND
THE ARCHITECT/ENGINEER MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND CONDITIONS
SHOWN ON THESE DRAWINGS.
8. CUTTING, NOTCHING, OR BORING THROUGH NEW OR EXISTING STRUCTURAL ELEMENTS TO BE DONE ONLY WHEN
SO DETAILED IN THE DRAWINGS.
9. THE CONTRACTOR SHALL VERIFY, AT THE SITE, ALL EXISTING CONDITIONS PRIOR TO SUBMITTAL OF BIDS.
10. THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR THEIR OWN CLEANUP AS WORK PROGRESSES.
11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK PROVIDED BY OTHERS UNDER
SEPARATE CONTRACT.
12. THE CONTRACTOR SHALL INSTALL WALL BACKINGS, BLOCKING, OR MISCELLANEOUS STEEL AS REQUIRED FOR ALL
PARTITIONS, LIGHT FIXTURES, FIXED SHELVES, AND ACCESSORIES.
13. THE CONTRACTOR SHALL INSTALL BRACING AND TEMPORARY SUPPORTS AS REQUIRED TO HOLD THE WORK
SECURELY IN PLACE AND SUSTAIN ALL LOADS THAT MAY OCCUR DURING ERECTION.
14. DETAILS OR SECTIONS NOTED AS "TYP" (TYPICAL) OR "SIM" (SIMILAR) SHALL APPLY IN ALL CASES WHETHER
OR NOT SPECIFICALLY REFERENCED.
15. WHERE INSTALLATIONS INCLUDE MANUFACTURED PRODUCTS, COMPLY WITH MANUFACTURER'S APPLICABLE
INSTRUCTIONS AND RECOMMENDATIONS FOR INSTALLATION.
16. ALL ELECTRICAL AND PLUMBING SHALL CONFORM WITH THE LATEST ADOPTED CODE AND ALL OTHER
APPLICABLE CODE REGULATIONS AS REQUIRED BY THE CITY OR COUNTY.
17. ANY REQUIRED INTERRUPTION OF OR REMOVAL OF ANY UTILITY SERVICE SERVING THE EXISTING DWELLING
SHALL NOT BE PERFORMED UNTIL A MINIMUM OF A 24-HOUR PRIOR NOTICE IS GIVEN TO THE OWNER BY THE
CONTRACTOR. SUCH WORK SHALL BE COORDINATED WITH THE OWNER AND THE APPLICABLE UTILITY COMPANY.
AS MAY BE NECESSARY. THE REMOVAL OR RELOCATING OF ANY EXISTING OR NEW UTILITY(S) (SEWER,
PLUMBING, PHONE LINES, GAS LINE, ETC.) SHALL BE DONE BY THE CONTRACTOR AT NO EXTRA COST TO THE
OWNER.
18. ALL WORK SHALL BE PERFORMED IN A WORK MAN LIKE MANNER, USING ACCEPTED TRADE PRACTICES AND NEW
MATERIALS FREE FROM ALL DEFECTS.
19. CONTRACTOR SHALL PROTECT ALL EXISTING WORK. ANY DAMAGED WORK SHALL BE REPLACED WITH THE SAME
MATERIALS, INCLUDING MATCHING THE EXISTING COLORS & TEXTURES.
20. EXISTING WORK IS SHOWN FOR REFERENCE ONLY. THE OWNER & ARCHITECT/ENGINEER DO NOT GUARANTEE
EXISTING CONDITIONS AS SHOWN ON THESE DOCUMENTS.
ABBREVIATION WORD ABBREVIATION WORD
SQ.TYP.SQUARE TYPICAL
FT.ARCH.FEET ARCHITEC (TURAL)
DIA.C.M.U.DIAMETER CONCRETE MASONRY UNIT
ELEV.CONC.ELEVATIONS CONCRETE
F.G.L.(E)FLOOR GROUND LEVEL EXISTING
GL.(N)GROUND LEVEL NEW
CONT.FIN.CONTINUOUS FINISH (ED)
BLKG.FLR.BLOCKING FLOOR
DBL.INT.DOUBLE INTERIOR
E.M.WD.ELECTRIC METER WOOD
G.M.BLDG.GAS METER BUILDING
W.H.WATER HEATER
ADDITION & REMODEL
1034 W CAMDEN PL.
SANTA ANA, CA 92707
ASSESSOR ID: 015-213-13
PROPERTY TYPE: SINGLE FAMILY-RESIDENTIAL
LEGAL DESC: N TR 1192 BLK LOT 235
BEDROOMS / BATHROOMS: 3 / 1
UNITS: 1
ZONING: R-1
OCCUPANCY GROUP: R-3/U
TYPE OF CONSTRUCTION: V-B
ADDRESS: 1034 W CAMDEN PL.
SANTA ANA, CA
92707
LOT SIZE: 58.00 FT. X 120.00 FT.
LOT AREA: 6 957.00 SQ.FT.
(E) DWELLING: 884.00 SQ.FT.
(E) GARAGE: 400.00 SQ.FT.
(E) SHED: 300.00 SQ. FT.
(E) PATIO COVER: 303.00 SQ.FT.
ADDITION: 653.00 SQ.FT.
TOTAL: 2 237.00 SQ.FT.
TOTAL RFA: 1 537.00 SQ.FT.
NEW 653.00 ADDITION ATTACHED TO EXISTING FAMILY DWELLING (MASTER BEDROOM, BEDROOM,
BATHROOM AND INTERIOR REMODEL. 300 SQ.FT. COVERED PATIO DEMOLISION AND REBUILD.
RELOCATION OF WASHER AND DRYER, RELOCATION AND LEGALIZATION OF THE A/C CONDENSER.
DEMOLITION OF 120 SQ.FT. EXISTENT STORAGE, AND DEMOLITION OF EXISTING SHED PATIO COVERS.
LEGALIZATION OF EXISTING DWELLING WINDOWS. REMOVING EXISTING WATER HEATER &
INSTALLING A NEW TANKLESS UNIT.
2 237.00 / 6 957.00 SQ.FT. = 0.30 FAR
FAR: 32%
OPEN SPACE 6 957.00 - 2 237.00 = 4 720.00 SQ.FT.
(N) SITE PLAN A1.2
COVER SHEET G-1
DEMO PLAN A2.0
FLOOR PLAN A2.2
EXISTING ELEVATIONS A3.0
ELEVATIONS A3.2
ROOF PLAN A4.0
COVER
SHEET
STRUCTURAL NOTES S1.0
1034
2022 CALIFORNIA ADMINISTRATIVE CODE (CAC)
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ENERGY CODE (CEEC)
2022 CALIFORNIA GREN BUILDING STANDARDS CODE (CAL GREEN)
TYPICAL DETAILS S1.1
TYPICAL DETAILS S1.2
TYPICAL DETAILS S1.3
FOUNDATION PLAN S2.0
ROOF FRAMING PLAN S2.2
FOUNDATION DETAILS S3.1
ROOF FRAMING DETAILS S5.1
ROOF FRAMING DETAILS S5.0
SECTIONS A4.1
TITLE 24 T-1
SINGLE FAMILY RES MANDATORY REQ SUMMARY T-2
(E) SITE PLAN A1.0
PICTURES A2.3
PICTURES A2.4
FOUNDATION DETAILS S3.0
SERGIO VILLEGAS
714 244 9713
Sergio Villegas 3-7-2025
SINGLE FAMILY RES MANDATORY REQ SUMMARY T-3
Bldg #101122315
APPROVALS:
PLNG - C. Santana
BLDG - T. Le
PUBLIC WORKS - B. Sarlak
(E)
SINGLE FAMILY DWELLING
884.00 SQ.FT.
(E) GARAGE
400.00 SQ.FT.
(E) LANDSCAPE
(E) LANDSCAPE (E
)
D
R
I
V
E
W
A
Y
A
P
P
R
O
A
C
H
(E) LANDSCAPE
120.00 FT.
58
.
0
0
F
T
.
10
3
4
C
A
M
D
E
N
P
L
.
(E) PATIO
COVER TO BE
DEMOLISHED
300.00 SQ.FT.(E) CONCRETE
DRIVEWAY
(E
)
C
O
N
C
R
E
T
E
(E) LANDSCAPE
(E) G-M
(E
)
E
-
M
PL(E) CMU WALL 6' HEIGHT
(E) CMU WALL 6' HEIGHT
(E
)
C
M
U
W
A
L
L
6
'
H
E
I
G
H
T
58
.
0
0
F
T
.
120.00 FT.
PL PL
PL
PL
PL
PL
PL
(E
)
L
A
N
D
S
C
A
P
E
(E
)
L
A
N
D
S
C
A
P
E
(E
)
S
I
D
E
W
A
L
K
(E) W-H TO
BE RELOCATED
(E) STORAGE
120.00 SQ.FT.
TO BE
DEMOLISHED
30' - 0"
34' - 0"
(E) PATIO
COVER
400.00 SQ.FT.
0'
-
6
"
6'
-
6
"
5'
-
4
"
(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
6' - 0"
(E) PATIO
ROOF TO BE
DEMOLISHED
100.00 SQ.FT.
(E) PATIO
ROOF TO BE
DEMOLISHED
63.00 SQ.FT.
(E) CONCRETE
TO BE
DEMOLISHED
128.00 SQ.FT.
5'
-
4
"
(E) A/C TO BE
RELOCATED
51' - 9"
31' - 3"
20' - 0"
20
'
-
0
"
(E) ALL PATIO
WALLS TO BE
DEMOLISHED
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
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g
d
m
g@
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k
.
c
o
m
3‐19‐25
A1.0
SCALE: 3/16" = 1'-0"1 (E) SITE PLAN N
(E) SITE
PLAN
(E)
SINGLE FAMILY DWELLING
884.00 SQ.FT.
(E) GARAGE
400.00 SQ.FT.
(E) LANDSCAPE
(E) LANDSCAPE
(E
)
D
R
I
V
E
W
A
Y
A
P
P
R
O
A
C
H
(E) LANDSCAPE
120.00 FT.
58
.
0
0
F
T
.
10
3
4
C
A
M
D
E
N
P
L
.
(N) REBUILT
PATIO COVER
300.00 SQ.FT.
(E) CONCRETE
DRIVEWAY
(E
)
C
O
N
C
R
E
T
E
(E
)
L
A
N
D
S
C
A
P
E
(E) G-M
(E
)
E
-
M
PL(E) CMU WALL 6' HEIGHT
(E) CMU WALL 6' HEIGHT
(E
)
C
M
U
W
A
L
L
6
'
H
E
I
G
H
T
58
.
0
0
F
T
.
120.00 FT.
PL PL
PL
PL
PL
PL
PL
(E
)
L
A
N
D
S
C
A
P
E
(E
)
L
A
N
D
S
C
A
P
E
(E
)
S
I
D
E
W
A
L
K
(N) TANKLESS
W-H
ADDITION
653.00 SQ.FT.
5%
5%
5%
5%
5%5%
5%
30' - 0"
34' - 0"
5%
(E) PATIO
COVER
400.00 SQ.FT.
0'
-
6
"
0' - 6"
6'
-
6
"
5'
-
4
"
(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
6' - 0"
5'
-
4
"
5'
-
4
"
(N) RELOCATED
A/C
8' - 8"
13' - 10"
5%5%
5%
SCALE: 3/16" = 1'-0"1 (N) SITE PLAN
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A1.2
N
(N) SITE
PLAN
Range
WH
W
a
s
h
e
r
Dr
y
e
r
1
(E
)
B
A
T
H
R
O
O
M
(E) LIVING AREA
(E
)
D
I
N
I
N
G
A
R
E
A
(E) KITCHEN
(E) BEDROOM
(E) BEDROOM
(E) BEDROOM
(E)
W-H
5
3
20' - 1"
46
'
-
2
"
2
3
4
2
10' - 11"5' - 4"18' - 1"
34' - 3"
10
'
-
1
1
"
3'
-
5
"
11
'
-
1
0
"
26
'
-
2
"
(E) A/C TO BE
RELOCATED
1
1
25
'
-
8
"
20
'
-
6
"
4' - 0"
1
10' - 5"11' - 5"11' - 6"
8'
-
4
"
5'
-
5
"
11
'
-
5
"
10' - 5"5' - 4"
3'
-
0
"
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A2.0
REMOVE EXISTING DOOR AND FILL
OUT THE OPENING
REMOVE EXISTING WINDOW AND
FILL OUT THE OPENING
LEGEND
KEYNOTESKEYNOTES
NEW WALL
EXISTING WALL
DEMO WALL
THE KEY NOTES DIRECTLY BELOW REFER THE
DEMO PLAN ONLY
1
2
3
4
5
6
7
8
9
10
12
11
13
14
15
16
17
18
19
20
DEMO
PLAN
SCALE: 3/8" = 1'-0"1 DEMO PLAN
A/C TO BE RELOCATED
REMOVE EXISTING PLUMBING
FIXTURES
REMOVE EXISTING APPLIANCE
Ra
n
g
e
3
3
3
3
3 3
3
33 3
3
Dr
y
e
r
3
3
3
GFCI GFCI
GFCI
GF
C
I
GFCI
GF
C
I
AFCI
AF
C
I
AFCIAFCI
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AFCI
AF
C
I
AFCIAFCI
AF
C
I
AF
C
I
AFCI AFCI
AFCI
AF
C
I
GF
C
I
GF
C
I
GFCI
AF
C
I
AF
C
I
AF
C
I
AF
C
I
GFCIGFCI
GF
C
I
GF
C
I
GFCI
(E) LIVING AREA
(E
)
D
I
N
I
N
G
A
R
E
A
(E) BEDROOMBEDROOM
PO
R
C
H
OFFICE
SD CO
SD
SD
20' - 1"
46
'
-
2
"
19' - 0"
8'
-
0
"
BEDROOM
SD CO
SD
SD
14
'
-
4
"
8'
-
6
"
11
'
-
4
"
34
'
-
2
"
19' - 6"
CLOSET
CL
O
S
E
T
10' - 11"5' - 4"18' - 1"
(E
)
B
A
T
H
R
O
O
M
3'
-
6
"
3' - 6"
CL
O
S
E
T
(N) 300.00 SQ.FT.
PATIO
(E) GARAGE
25
'
-
8
"
20
'
-
6
"
53' - 3"
RELOCATED
A/C
A
B
A
1
2
2
2
4
3
5
10
'
-
7
"
9' - 10"
1
A4.1
2
A4.1
1 1/2" MAX
THRESHOLD
3' - 6"
19
'
-
6
"
19' - 1"
NEW TANKLESS
WATER HEATER
WP
WP
WP
2
2
3
C
8' - 8"
4'
-
0
"
D
WP WP
D
D
D
D
D
DD
D
D
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
APR-4-25
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A2.2
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER
THE FLOOR PLAN ONLY
1
2
3
4
5
6
7
8
9
10
12
11
13
14
15
16
17
18
19
20
LEGEND
PLAN NOTES
NEW WALL
EXISTING WALL
DEMO WALL
SD
CO
SURFACE OR PENDANT MTD. LT. FIXTURE
(HIGH EFFICACY=ENERGY EFFICIENT)
DIMMABLE SINGLE POLE SWITCH
SMOKE DETECTOR 110VOLT, WITH BATTERY BACK UP
ALL SMOKE DETECTORS SHALL BE INTERCONNECTED
CARBON MONOXIDE DETECTOR
110 VOLT, WITH BATTERY BACK UP
WALL MTD. LT. FIXTURE (HIGH
EFFICACY)
DIMMABLE THREE WAY POLE SWITCH
WALL OUTLET 110 VOLTS
ALL OUTLETS SHALL BE TAMPERED RESISTANT TYP.
50 CFM TO EXHAUST MOISTURE OF THE BUILDING
MECHANICAL VENTILATION REQUIRED IN ALL BATHROOM
WITH TUB OR SHOWER
FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED
TO DETERMINATE TO THE OUTSIDE OF THE BUILDING.
FANS, NOT FUNCTIONING AS A COMPONENT OF A WHOLE
HOUSE VENTILATION SYSTEM, MUST BE CONTROLLED BY A
HUMIDITY CONTROL.
EXISTING
NEW
WINDOW TYPE PER SCHEDULE THIS SHEET
DOOR TYPE PER SCHEDULE THIS SHEET
NOTE PER KEYNOTES
(E)
(N)
A
6
29
3
DOUBLE POLE SWITCH2
OCCUPANCY SENSOR
D
D
1. PROVIDE ATTIC ACCESS OPENING (22"x30" MIN.) READILY
ACCESSIBLE WITH A 30" MIN. CLEAR HEAD ROOM ABOVE
ACCESS IN ALL ATTIC SPACES WITH A MINIMUM VERTICAL
HEIGHT OF 30".
2. ALL BRANCH CIRCUITS THAT SUPPLY 125 VOLTS, SINGLE
PHASE, 15 & 20 AMPERE RECEPTACLE OUTLETS INSTALLED IN
BEDROOMS SHALL BE PROTECTED BY AN ARC-FAULTED
CIRCUIT INTERRUPTERS.
3. ACCES PANEL 12"x12" REQUIRED FOR TUB TRAP SLIP-JOINT
OR USE NON-SLIP (WELDED) JOINTS.
4. PROVIDE MECHANICAL VENTILATION CAPABLE OF PROVIDING
FIVE AIR CHANGES PER HOUR IN BATHROOMS. DUCTLESS
FANS ARE NOT ACCEPTABLE. THE POINT OF DISCHARGE
SHALL BE AT LEAST 3 FEET FROM ANY OPENING.
5. WATER CLOSETS (TOILETS) SHALL BE CERTIFIED TO USE A
MAXIMUM OF 1.28 GALLONS PER FLUSH.
6. SHOWER SHALL HAVE EITHER A PRESSURE VALVE BALANCE
OR A THERMOSTATIC MIXING VALVE. SHOWER HEADS SHALL
BE CERTIFIED TO USE A MAXIMUM OF 1.8 GALLONS PER
MINUTE.
7. SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER
SOURCE FROM THE BUILDING WIRING AND SHALL BE
EQUIPPED WITH A BATTERY BACK-UP AND ALLOW BATTERY
SIGNAL. IN EXISTING CONSTRUCTION SMOKE DETECTORS
MAY BE BATTERY OPERATED.
8. IN A CLOSET, SURFACE MOUNTED LIGHTING FIXTURES SHALL
BE AT LEAST 18 INCHES FROM A STORAGE AREA AND FLUSH
MOUNTED LIGHTING FIXTURES SHALL BE AT LEAST 6 INCHES
FROM A STORAGE AREA.
9. GROUND-FAULT CIRCUIT-INTERRUPTER. (GFCI) PROTECTED
ELECTRICAL RECEPTACLES SHALL BE PROVIDED AT:
• ALL RECEPTACLES INSTALLED IN A BATHROOM.
• ALL RCEPTACLES INSTALLED IN A GARAGE.
• ALL OUTDOOR RECEPTACLES WHERE THERE IS DIRECT
GRADE LEVEL ACCESS.
10. BATHROOM RECEPTACLES SHALL BE SERVED BY DEDICATED
20 AMP.CIRCUIT.
11. SHOWER WALLS SHALL BE FINISHED WITH A SMOOTH HARD,
NON-ABSORBENT SURFACE SUCH AS PORTLAND CEMENT TILE
OR OTHER APPROVED MATERIAL. SUCH WALL FINISH SHALL
EXTEND TO A HEIGHT OF NOT LESS THAN 70 IN. ABOVE THE
DRAIN INLET.
12. LAZING IN DOORS AND WINDOWS SHALL BE PROVIDED WITH
TEMPERED GLASS AS REQUIRED IN U.B.C. CHAPTER 24
INCLUDING GLAZING IN ANY PORTION OF A BUILDING WALL
AND GLAZING IN ANY PORTION OF A BUILDING WALL
ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM
EXPOSED EDGE OF TH GLAZING IS LESS THAN 60 INCHES
ABOVE A STANDING SURFACE AND DRAIN INLET; GLAZING IN
FIXED OR OPENABLE PANELS ADJACENT TO A DOOR WHERE
THE NEAREST EXPOSED EDGE TO THE GLAZING IS WITHIN A
24-INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A
CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE
OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE
WALKING SURFACE. GLAZING IN WALLS ENCLOSING
STAIRWAYS LANDINGS OR WITHING 5 FEET OF THE BOTTOM
AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE
GLASS IS LESS THAN 60 INCHES ABOVE
FLOOR
PLAN
SCALE: 1/4" = 1'-0"1 FLOOR PLAN
XXXXHGGXHJ
WINDOW SHEDULE
MARK SIZE
WIDTHxHEIGHT
QUANTITY REMARKS
A 3'-0" x 4'-0" 2
SLIDING DOUBLE
WINDOW TEMPERED
VINYL
B 3'-0" x 1'-6" 1
DOOR SHEDULE
MARK SIZE
WIDTHxHEIGHT
QUANTITY REMARKS
3 5'-0" x 6'-8" 2
60" DOUBLE SLIDING DOOR
2-PANEL WOOD
PAINTED WHITE
2 2'-8" x 6'-8" 5
1 6'-0" x 6'-8" 1
72" EXTERIOR DOUBLE DOOR
TEMPERED GLASS
VINYL
32" HOLLOW CORE DOOR
6-PANEL
PAINTED WHITE
STEP DETAIL1
SLIDING DOUBLE
WINDOW TEMPERED
VINYL
C 6'-0" x 4'-0" 1
SLIDING DOUBLE
WINDOW TEMPERED
VINYL
4 3'-6" x 6'-8" 1
42" DOUBLE SLIDING DOOR
2-PANEL WOOD
PAINTED WHITE
60" INTERIOR BIFOLD DOOR
4-PANEL LOUVERED WOOD
PAINTED WHITE
5 5'-0" x 6'-8" 1
D 4'-0" x 4'-0" 1
SLIDING DOUBLE
WINDOW TEMPERED
VINYL
U-FACTOR SHGC
0.3 0.23
0.23
0.23
0.23
0.3
0.3
0.3
A/C
TANKLESS
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
AN
D
RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
SA
N
T
A
AN
A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24‐401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
3‐19‐25
A2.3
SCALE:1 PATIO
PICTURES
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
AN
D
RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
SA
N
T
A
AN
A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24‐401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
3‐19‐25
A2.4
SCALE:1 BACK
PICTURES
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"TOP ROOF.
12' -8 1/2"
9 1010
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
10 101010
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
1010
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"TOP ROOF.
12' -8 1/2"
1010
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A3.0
EXISTING
ELEVATIONS
SCALE: 1/4" = 1'-0"1 (E) EAST ELEVATION
SCALE: 1/4" = 1'-0"2 (E) NORTH ELEVATION
SCALE: 1/4" = 1'-0"4 (E) SOUTH ELEVATION
SCALE: 1/4" = 1'-0"3 (E) WEST ELEVATION
NO CHANGES
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"TOP ROOF.
12' -8 1/2"
1
5 5
1
3'
-
5
"
22
7
7
7
8
3'
-
5
"
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
1
TOP ROOF '
11' -1"
1
TYP.
NEW EXIST.
3 4
55
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
1
NEWEXIST.
24
5 TYP.6
3'
-
5
"
7
82
1' - 10"
3'
-
9
"
3'
-
5
"
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A3.2
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER
TO THE ELEVATIONS ONLY
UNDER FLOOR VENTILATION
1
2
3
5
6
7
9
10
4
8
7/8" PORTLAND CEMENT PLASTER (STUCCO) OVER METAL
LATH 3/8" SCRATCH COAT, 3/8" BROWN COAT, 1/8" FINISH
COAT. APPLY OVER 2-LAYERS GRADE-D PAPER OVER
PLYWOOD SHEATHING (MATCH TO EXISTING) (SEE
STRUCTURAL FOR PLYWOOD GRADE & THICKNESS). TYP.
WINDOW, SEE WINDOW SCHEDULE ON PAGE A2.2
FOR SIZE, TYPE, AND MFR.
DOOR, SEE DOOR SCHEDULE ON SHEET A2.2 FOR
SIZE, TYPE, AND MFR. EXISTING GRID INSERT TO BE
MATCHED
ROOF SEE ROOF PLAN ON SHEET A4.0 FOR ROOF
TYPE, MANUFACTURER, UNDERLAYMENT, AND
ADDITIONAL NOTES. (MATCH TO EXISTING).
REQUIRED VENT AREA:
653.00 / 150 x 144 = 626.88 SQ. IN.
PROVIDED VENT AREA:
9- 14 IN. X 8 IN. FOUNDATION VENT: 9 @ 71 NFA = 639.00 SQ.IN.
TOTAL = 626.88 SQ. IN. O.K.
ELEVATIONS
SCALE: 1/4" = 1'-0"1 WEST ELEVATION
SCALE: 1/4" = 1'-0"2 SOUTH ELEVATION
SCALE: 1/4" = 1'-0"3 NORTH ELEVATION
UNDERFLOOR VENTS
CRAWL SPACE ACCESS 18"x24"
WINDOW TRIM MUST MATCH EXISTENT
TANKLESS WATER HEATER
EXISTING GRID INSERT TO BE MATCHED
EXISTING WINDOWS TO BE LEGALIZED
EMERGENCY ESCAPE
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"TOP ROOF.
12' -8 1/2"
1
5 5
1
3'
-
5
"
22
7
7
7
8
3'
-
5
"
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
1
TOP ROOF '
11' -1"
1
TYP.
NEW EXIST.
3 4
55
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
1
NEWEXIST.
24
5 TYP.6
3'
-
5
"
7
8
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL
CONSTRUCTION SHALL CONFORM
TO THE C.B.C.
ENGINEER:
PROJECT:
CA
M
D
E
N
R
E
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
&
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
.
.
SA
N
T
A
A
N
A
C
A
9
2
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
APR-22-24
71
4
6
3
1
2
4
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g
@o
u
l
o
o
k
.
c
o
m
A3.2
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER
TO THE ELEVATIONS ONLY
UNDER FLOOR VENTILATION
1
2
3
5
6
7
9
10
4
8
7/8" PORTLAND CEMENT PLASTER (STUCCO) OVER METAL
LATH 3/8" SCRATCH COAT, 3/8" BROWN COAT, 1/8" FINISH
COAT. APPLY OVER 2-LAYERS GRADE-D PAPER OVER
PLYWOOD SHEATHING (MATCH TO EXISTING) (SEE
STRUCTURAL FOR PLYWOOD GRADE & THICKNESS). TYP.
WINDOW, SEE WINDOW SCHEDULE ON PAGE A2.2
FOR SIZE, TYPE, AND MFR.
DOOR, SEE DOOR SCHEDULE ON SHEET A2.2 FOR
SIZE, TYPE, AND MFR. EXISTING GRID INSERT TO BE
MATCHED
ROOF SEE ROOF PLAN ON SHEET A4.0 FOR ROOF
TYPE, MANUFACTURER, UNDERLAYMENT, AND
ADDITIONAL NOTES. (MATCH TO EXISTING).
REQUIRED VENT AREA:
653.00 / 150 x 144 = 626.88 SQ. IN.
PROVIDED VENT AREA:
9- 14 IN. X 8 IN. FOUNDATION VENT: 9 @ 71 NFA = 639.00 SQ.IN.
TOTAL = 626.88 SQ. IN. O.K.
ELEVATIONS
SCALE: 1/4" = 1'-0"1 WEST ELEVATION
SCALE: 1/4" = 1'-0"2 SOUTH ELEVATION
SCALE: 1/4" = 1'-0"3 NORTH ELEVATION
UNDERFLOOR VENTS
CRAWL SPACE ACCESS 18"x24"
WINDOW TRIM MUST MATCH EXISTENT
TANKLESS WATER HEATER
EXISTING GRID INSERT TO BE MATCHED
Dr
y
e
r
"TIMBERLINE HD" ASPHALT
SHINGLES (CLASS-A) BY GAF
MATERIALS CORPORATION
(ICC-ESR #3267) OVER
UNDERLAYMENT PER ROOF
PLAN NOTES.
(OR APPROVED EQUAL)
2
OVERHANG
OV
E
R
H
A
N
G
SLOPE 5:12
SLOPE 5:12
SLOPE 5:12
SLOPE 5:12
2
2
TYP.
SLOPE 5:12
SLOPE 5:12
SLOPE 5:12
NEW EXIST.
1' - 6"
1'
-
6
"
2
2
1
1
1
1
NEW PATIO ROOF
SLOPE 1/4:12
SCALE: 1/4" = 1'-0"1 ROOF PLAN
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A4.0
12X24 IN. DIA. HALF ROUND DORMER VENT; 100 NFA
GIBRALTAR BUILDING PRODUCTS OR SIMILAR
PRODUCT.
16-IN EAVE VENT; 70.7 NFA CONSTRUCTION
METALS OR SIMILAR PRODUCT.
REQUIRED VENT AREA:
653.00 / 150 x 144 = 626.88 SQ. IN./2
313.44 INTAKE
313.44 EXHAUST
EXHAUST
PROVIDED VENT AREA:
4- 24 IN. DIA. HALF ROUND VENTS: 4 @ 100 NFA= 400 SQ.IN.
TOTAL = 313.44 SQ. IN. O.K.
INTAKE
PROVIDED VENT AREA:
5- 16x8 IN. SOFFIT VENTS: 5 @ 70.7 NFA= 353.50 SQ.IN.
TOTAL = 313.44 SQ. IN. O.K.
ROOF
PLAN
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER TO THE ROOF PLAN ONLY
1
2
3
5
6
7
4
ROOF PLAN NOTES
ATTIC VENTILATION
1. ASPHALT SHINGLES MAY BE INSTALLED IN SLOPES AS LOW AS
2 UNITS VERTICAL IN 12 UNITS HORIZONTAL, PROVIDED THE
SHINGLES ARE APPROVED SELF-SEALING OR HAND SEALED
AND ARE INSTALLED WITH AN UNDERLAYMENT CONSISTING
OF TWO LAYERS OF NONPERFORATED TYPE 15 FELT APPLIED
SHINGLE FASHION. STARTING WITH AN 18-INCH -WIDE SHEET
AND A 36-WIDE SHEET OVER IT AT THE EAVES, EACH
SUBSEQUENT SHEET SHALL BE LAPPED 19 INCHES
HORIZONTALLY.
2. FOR SLOPES OF 4 UNITS VERTICAL IN 12 UNITS HORIZONTAL
OR STEEPER, USE ONE LAYER NONPERFORATED TYPE 15
FELT LAPPED 2 INCHES HORIZONTALLY AND 4 INCHES
VERTICALLY TO SHED WATER.
3. FASTEN SHINGLES WITH CORROSION-RESISTANT NAILS,
MINIMUM 12-GAGE WITH 3/8 INCH HEAD, OR APPROVED
CORROSION-RESISTANT STAPLES, MINIMUM 16-GAGE 15/16
CROWN WIDTH. FASTENERS SHALL BE LONG ENOUGH TO
PENETRATE INTO THE SHEATHING 3/4 INCH OR THROUGH
THICKNESS OF THE SHEATHING, WHICHEVER IS LESS.
INSTALL FOUR FASTENERS FOR STRIP ASPHALT SHINGLES 36
INCHES TO 40 INCHES IN WIDTH.
4. THE ROOF VALLEY FLASHING SHALL NOT BE PROVIDED OF
LESS THAN 0.016-INCH (No. 28 GALVANIZED SHEET GAGE)
CORROSION-RESISTANT METAL, AND SHALL EXTEND AT
LEAST 8 INCHES (203 mm) FROM THE CENTER LINE EACH WAY.
SECTIONS OF FLASHING SHALL HAVE AN END LAP OF NOT
LESS THAN 4 INCHES. ALTERNATIVELY, THE VALLEY SHALL
CONSIST OF WOVEN ASPHALT SHINGLES APPLIED IN
ACCORDANCE WITH THE MANUFACTURER'S PRINTED
INSTRUCTIONS.
5. THE ROOF VALLEY FLASHING SHALL HAVE A 36-INCH-WIDE
UNDERLAYMENT DIRECTLY UNDER IT CONSISTING OF ONE
LAYER OF TYPE 15 FELT RUNNING THE FULL LENGTH OF THE
VALLEY, IN ADDITION TO THE UNDERLAYMENT SPECIFIED
ABOVE.
6. AT THE JUNCTURE OF THE ROOF AND VERTICAL SURFACES,
PROVIDE 'Z' FLASHING NOT LESS THAN 0.019-INCH (No. 26
GALVANIZED SHEET GAGE) CORROSION-RESISTANT METAL
TO 1x4 BACKING. STEP COUNTER FLASHINIG SHALL BE
INSTALLED WHERE THE 'Z' BAR FLASHING SLOPES WITH THE
ROOF. 'L' METAL COUNTER FLASHING SHALL BE INSTALLED
WHERE THE ROOF SLOPES AWAY FROM THE 'Z' BAR
FLASHING.
7. OPENINGS FOR ATTIC VENTILATION SHALL BE COVERED WITH
CORROSION-RESISTANT METAL MESH WITH MESH OPENINGS
OF 1/4-INCH IN DIMENSION.
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
9
3
2
1
11
6
5
8
10
13
4
12
14 15
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -9"
FIN.GRADE
-0' -9"
TOP ROOF
14' -0 1/8"
TOP ROOF
14' -0 1/8"
5
10
7
4
12
9
3
2
1
6
8
14
11
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
& RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
.
SA
N
T
A
AN
A
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-401
DRAWN:
GH
CHEKED:
GH
DATE:
DEC-27-24
71
4
63
1
24
5
8
en
g
i
n
e
e
r
i
n
g
d
m
g@
o
u
l
o
o
k
.
c
o
m
3‐19‐25
A4.1
7/8" PORTLAND CEMENT PLASTER (STUCCO) OVER
METAL LATH 3/8" SCRATCH COAT, 3/8" BROWN COAT,
1/8" FINISH COAT. APPLY OVER 2-LAYERS GRADE-D
PAPER OVER PLYWOOD SHEATHING (SEE
STRUCTURAL FOR PLYWOOD GRADE & THICKNESS).
TYP.
PLYWOOD SHEATHING, SEE STRUCTURAL.
STUD WALLS, SEE STRUCTURAL.
CEILING JOIST, SEE STRUCTURAL.
ROOF FRAMING, SEE STRUCTURAL. SEE ROOF
FRAMING PLAN ON SHEET A4.0 FOR ROOF TYPE,
MANUFACTURER, UNDERLAYMENT, AND ADDITIONAL
NOTES.
FOUNDATION, SEE STRUCTURAL.
RIDGE BOARD.
2x6 FASCIA
R-13 WALL INSULATION.
R-38 CEILING INSULATION.
1/2" GYPSUM BOARD AT WALL.
1/2" GYPSUM BOARD AT CEILING.
EXPOSED ROOF RAFTERS.
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER THE SECTION ONLY
1
2
3
5
6
7
9
10
4
8
11
12
13
15
16
17
19
20
14
18
SECTIONS
SCALE: 1/4" = 1'-0"1 Section 1
SCALE: 1/4" = 1'-0"2 Section 2
FLOOR JOIST
FLOOR INSULATION R-19
STRUCTURAL NOTES
S1.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
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10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
STRUCTURAL
NOTES
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11 TYPICAL DETAIL10 TYPICAL DETAIL9
TYPICAL DETAIL3
S1.1
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
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N
A
N
D
R
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M
O
D
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L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
TYPICAL
DETAILS
TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL9TYPICAL DETAIL10 S1.2
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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O
N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
TYPICAL
DETAILS
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL9TYPICAL DETAIL10 S1.3
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
TYPICAL
DETAILS
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL10 TYPICAL DETAIL9
TYPICAL DETAIL7
S1.4
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
TYPICAL
DETAILS
N1FOUNDATION PLAN
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
S2.0
FOUNDATION
PLAN
N1ROOF FRAMING PLAN
C.J.
C.J.
(E
)
C
.
J
(E
)
C
.
J
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
T
I
O
N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
S2.2
ROOF
FRAMING
PLAN
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S3.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
O
N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
FOUNDATION
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL6DETAIL7
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
DETAIL8
S3.1
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
FOUNDATION
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL6DETAIL7
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
DETAIL8
S3.2
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
FOUNDATION
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL5DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S5.0
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
I
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I
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N
A
N
D
R
E
M
O
D
E
L
10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
ROOF
FRAMING
DETAILS
DETAIL1DETAIL2DETAIL4
DETAIL6DETAIL7DETAIL8
DETAIL12 DETAIL11 DETAIL10 DETAIL9
DETAIL3
S5.1
SHEET NUMBER
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORM
TO THE ENGINEER. ALL
WORK. REPORT DISCREPANCIES
BEFORE PROCEEDING WITH THE
CHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-462
ANAHI
ANAHI
18 MAR 25
. .
.
.
.
.
.
.
.
.
.
.
TITLE
AD
D
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A
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M
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D
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10
3
4
W
C
A
M
D
E
N
P
L
3
1
2
3
1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
10
3
4
W
C
A
M
D
E
N
P
L
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
7
WWW.CASTILLOENGINEERING.COM
ROOF
FRAMING
DETAILS
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
AN
D
RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
SA
N
T
A
AN
A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24‐401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
3‐19‐25
T-1
TITLE 24
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
E
AD
D
I
T
I
O
N
AN
D
RE
M
O
D
E
L
10
3
4
W CA
M
D
E
N
PL
.
SA
N
T
A
AN
A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24‐401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
3‐19‐25
T-2
SINGLE
FAMILY
RESIDENTIAL
MANDATORY
REQ.
SUMMARY
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL
CONSTRUCTION SHALL CONFORM
TO THE C.B.C.
ENGINEER:
PROJECT:
CA
M
D
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N
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S
I
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2
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7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24-401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
T-3
SINGLE
FAMILY
RESIDENTIAL
MANDATORY
REQ.
SUMMARY
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
CA
M
D
E
N
RE
S
I
D
E
N
C
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AD
D
I
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AN
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10
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M
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PL
.
SA
N
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A
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A
,
CA
92
7
0
7
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
JOB NO.
24‐401
DRAWN:
GH
GH
CHECKED:
DATE:
OCT 01 24
SHEET NUMBER
OF SHEETS
3‐19‐25
T-3
SINGLE
FAMILY
RESIDENTIAL
MANDATORY
REQ.
SUMMARY
structural calculations
for
1034 W CAMDEN PL
addition and remodel
1034 W CAMDEN PL
SANTA ANA, CA 92707
18-Mar-25
CE JOB NO. : 24-462
S T R U C T U R A L
3 2 4 E S O U T H S T , L O N G B E A C H , C A L I F O R N I A 9 0 8 0 5
T : 5 6 2 . 9 6 1 . 5 6 0 0 W W W . C A S T I L L O E N G I N E E R I N G . C O M
1
ARCHITECT JOB CASTILLO ENGINEERING, INC.
ENGR. MC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F-V8.
14 Plywood shall conform to PS 1-95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2019 California Building Code.
2
ARCHITECT
ENGR. DATE:
CASTILLO ENGINEERING, INC.
SHEET NO.
D □UGLAS F"IR.-LAR.CH DESIGN VALUES
DESIGNATION GRADE FB FT Fcperp.
LIGHT FRAMING CONSTRUCTION 1000 650 625
2" TO 4" THICK
2"TO4' WIDE
JOIST & PLANKS NO. 2 900 575 625
2" TO 4" THICK
6"&WIDER
POST & TIMBER NO.1 1200 825 625
5x5 AND LARGER
WIDTH NOT MORE
THAN 2" GREATER
THAN THICKNESS
BEAM & STRINGER NO.1 1350 675 625
5" & THICKER
WIDTH MORE THAN
2" GREATER THAN
THICKNESS
GLU-LAM BEAMS COMBINATION 2400 1100 650
NO. 24F-V8
Y-DIR 1450 1100 560
( 1 )THE ABOVE VALUES ARE TAKEN FROM THE NOS.
(2)USE STANDARD GRADING RULE NO. 1 7.
Fe Fv
1650 180
1350 180
1000 170
925 170
1650 265
1650 230
E E MIN
1,500,000 550,000
1,600,000 580,000
1,600,000 580,000
1,600,000 580,000
1,800,000 930,000
1,600,000 830,000
3
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AACHITECT
ENGR DATE
Fv= 290
Fb= 2900
E= 2000000
E= 2000000
b
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
3.50 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
5.25 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
7.00 X
d
9 .50
11.875
14.0
16.0
18.0
20.0
22.0
24.0
26.0
28.0
9.500
11. 875
14.0
16.0
18.0
20.0
22.0
24.0
26.0
28.0
30.0
32.0
34.0
36.0
38.0
40.0
42.0
9 .50
11. 875
14.0
16.0
18.0
20.0
22.0
24.0
26.0
28.0
30.0
32.0
34.0
36.0
40.0
42.0
psi
psi
psi (STOCK BEAMS)
psi (COMMERCIAL)
A s
33.3 53
41. 6 82
49.0 114
56.0 149
63. 0 189
70.0 233
77.0 282
84.0 336
91.0 394
98.0 457
49.9 79.0
62. 3 123
73.5 172
84.0 224
95 284
105 350
116 424
126 504
137 592
147 686
158 788
168 896
179 1012
189 1134
200 1264
210 1400
221 1544
66.5 105
83.1 165
98.0 229
112 299
126 378
140 467
154 565
168 672
182 789
196 915
210 1050
224 1195
238 1349
252 1512
280 1867
294 2058
CASTILLO ENGINEERING INC.
PARALLAM(PSL)BEAMS
Depth Factor=(12/D)"0.111
100%
I V M
250 6.43 12.7
488 8.04 19.9
800 9.47 27 .2
1195 10.8 35.0
1701 12.2 43.7
2333 13.5 53.3
3106 14.9 63.8
4032 16.2 75.2
5126 17.6 87.5
6403 18.9 100.6
375 9.64 19.1
733 12.1 29.8
1201 14.2 40.7
1792 16. 2 52.4
2552 18.3 65.5
3500 20.3 79.9
4659 22.3 95.7
6048 24.4 113
7690 26.4 131
9604 28.4 151
11813 30.5 172
14336 32.5 194
17196 34.5 218
20412 36.5 243
24007 38.6 269
28000 40.6 296
32414 42.6 325
500 12.9 25.4
977 16 .1 39.8
1601 18.9 54.3
2389 21. 7 69.9
3402 24.4 87.3
4667 27.1 107
6211 29.8 128
8064 32.5 150
10253 35.2 175
12805 37.9 201
15750 40.6 229
19115 43.3 259
22927 46.0 290
27216 48.7 323
37333 54.1 395
43218 56.8 433
(1) 11/EIVBERS IN BOLD ARE COMIVERCIAL SPECIAL ORDER
JOB
JOB NO SHEET NO
125%
V M
8.04 15.9
10.04 24.8
11. 84 34.0
13.53 43.7
15.2 54.6
16.9 66.6
18.6 79.7
20.3 94.0
22.0 109.3
23.7 125.8
12.1 23.9
15.1 37.3
17.8 50.9
20.3 65.5
22.8 81. 9
25.4 99.9
27.9 120
30.5 141
33.0 164
35.5 189
38.1 215
40.6 243
43.1 272
45.7 303
48.2 336
50.8 370
53.3 406
16 .1 31. 8
20.1 49.7
23.7 67.9
27 .1 87.4
30. 5 109
33.8 133
37.2 159
40.6 188
44.0 219
47.4 252
50.8 287
54.1 324
57.5 363
60.9 404
67.7 493
71.1 541
5
6
7
8
CASTILLO ENGINEERING, INC
1147 E Market St.
Long Beach, CA 90805
ROOF LOADS
composite shingles 2.5 psf
re-roof 2.0 psf
1/2" plywwod 1.5 psf
rafters 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf
D=15.0 psf
Lr=20.0 psf REDUCIBLE
FLOOR LOADS
flooring 1.0 psf
3/4" plywood 2.3 psf
joist 3.0 psf
ceiling 4.0 psf
beams/headers 2.0 psf
MP&E/ misc.2.7 psf
D=15.0 psf
L=40.0 psf
EXTERIOR WALL LOADS
7/8" stucco 10.0 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.0.2 psf
D=16.0 psf
INTERIOR WALL LOADS
1/2" gyp board 2.3 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.1.9 psf
D=10.0 psf
9
ARCHITECT JOB CASTILLO ENGINEERING, INC.
ENGR. DATE: JOB NO. SHEET NO.
DOUBLE TOP PLATE SPLICE
2x4 TA= 450 X 1.60 X 1.5 X 3.5 = 3.78 kips I
2x6 TA= 575 X 1.60 X 1.5 X 5.5 = 7.59 kips I
3x4 TA= 575 X 1.60 X 2.5 X 3.5 = 8.05 kips I
3x6 TA= 575 X 1.60 X 2.5 X 5.5 = 12.65 kips I
TYPE SPLICE LENGTH
2x OJ TA= 141 X 1.60 X 0.93 X 6 = 1.25 kips I 1.5FT
2x []J TA= 141 X 1.60 X 0.93 X 8 = 1.67 kips I 2FT
2x [El TA= 141 X 1.60 X 0.93 X 10 = 2 09 kips I 2.5FT
2x [!TI TA= 141 X 1.60 X 0.93 X 12 = 2.51 kips I 3FT
2x [El TA= 141 X 1.60 X 0.93 X 14 = 2.92 kips I 3.5FT
2x [El TA= 141 X 1.60 X 0.93 X 16 = 3.34 kips I 4FT
2x [El TA= 141 X 1.60 X 0.93 X 18 = 3.76 kips I 4.5FT
2x [][] TA= 141 X 1.60 X 0.93 X 20 = 4.18 kips I 5FT
2x [El TA= 141 X 1.60 X 0.93 X 22 = 4.60 kips I 5.5FT
2x [El TA= 141 X 1.60 X 0.93 X 24 = 5 01 kips I 6FT
2x []I] TA= 604 X 1.60 X 1.00 X 6 = 5.80 kips I 0.99
2x [El TA= 604 X 1.60 X 1.00 X 8 = 7.73 kips I 1.09
2x [El TA= 725 X 1.60 X 1.00 X 8 = 9.28 kips I 1 09
3x [E] TA= 1208 X 1.60 X 1.00 X 6 = 11.60 kips I 1.19
3x IE TA= 1208 X 1.60 X 1.00 X 8 = 15.5 kips I 1.31
10
ARCHITECT JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE:JOB NO. SHEET NO.
CASTILLO ENGINEERING, INC.
REMARKS
4x4
4x4
4X4
4X6
4X67.15
10.83
ALLOWABLE
75%
2.31
3.42
4.23
6X6HDU14
3.075
4.565
5.645
6.970
9.535
14.445
5.23
HDU5
HDU8
HDU11
HOLDOWNS
HDU2
HDU4
HD ALLOWABLE
UPLIFT
11
12
C.J.
ROOF KEYPLAN
RR1
RR1
RR1
RR2
RR2
RR2
RR3
HB1
HB1
HB2 HB2
B2
B3 B4
B5
B5
B1
H3
H4
H4
H7
H6
H2
H5
H1
(E
)
C
.
J
(E
)
C
.
J
B6 B7
(E)HB1
(E)HB1
B8
H8
13
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L =12.58 ft
Member=2x8 A =10.88 in^2
S =13.1 in^3
No. of members=1 I =47.6 in^4
CD=1.25 E =1,600,000 psi
CF=1.20 Va =1.305 kips
CV=1.00 Ma =0.986 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=12.58 ft
0.29 0.29
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6 Roof
w1,2 (16 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling Joist
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 12.583
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 12.583
Shear
R1=0.293 kips
R2=-0.293 kips Stress Ratio
Vmax=0.29 kips Vallow.=1.63 x 1 =1.6313 kips OK .18
Flexure
M=0.921 k-ft Mallow.=1.70 x 1 =1.7001 k-ft OK .54
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.345 +0.000 +0.000 +0.000 =0.34 =L <L OK deflection:.41
438 180
0.345 +0
D (L Only)=0.197 +0 +0 +0 =0.2 =L L OK deflection:.31
767 240
USE:1-2X8
flexure:
0
shear:
6/27/24 12:00 AM
RR1
0
0
0
0
RAFTERS @ 16" O.C.
14
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L =7.75 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=7.75 ft
0.18 0.18
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6 Roof
w1,2 (16 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling Joist
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 7.75
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7.75
Shear
R1=0.180 kips
R2=-0.180 kips Stress Ratio
Vmax=0.18 kips Vallow.=1.24 x 1 =1.2375 kips OK .15
Flexure
M=0.349 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .33
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.114 +0.000 +0.000 +0.000 =0.11 =L <L OK deflection:.22
819 180
0.114 +0
D (L Only)=0.065 +0 +0 +0 =0.06 =L L OK deflection:.17
1433 240
USE:1-2X6
shear:
6/27/24 12:00 AM
RR2
0
0
0
0
flexure:
0
RAFTERS @ 16" O.C.
15
CASTILLO ENGINEERING INC.Project 1034 W CAMDEN PL
324 EAST SOUTH STREET
LONG BEACH, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L =16 ft
Member= 2x10 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=3ft
0.07 0.07
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =20 +26.6667
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =20 +26.6667 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +)x 0 =0 +0
w2,3 (+0)x 0 =0 +0
w2,4 (+0)x 0 =0 +0
w2,5 (+0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3
Shear
R1=0.070 kips
R2=-0.070 kips Stress Ratio
Vmax=0.07 kips Vallow.=1.24 x 1 =1.2375 kips OK .06
Flexure
M=0.05 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .05
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.003 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
14085 180
0.003 +0
D (L Only)=0.001 +0 +0 +0 =0.0015 =L L OK deflection:.01
24648 240
USE:1- 2X10
shear:
flexure:
RR3
7/17/24 12:00 AM
RAFTERS @16" O.C.
16
CASTILLO ENGINEERING, INC.JOB CAMDEN
1147 MARKET ST. LONG BEACH, CA 90805
T:562.961.5600
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
HIP RIDGE BEAM DESIGN
L=ft L1=ft
w=(+)x /2 x 2 /(2)^.5 =+=plf
W=x x =k
V1=x 1 /3 =k
V2=x 2 /3 =k <V allow.k
M=2x x =k-ft <M allow.k-ft
9 x
D=x (x 12 )^3 =in =
76.7 x x 3.5 x ^3/12
USE:
L
318
4x12
2.88 1.92
0.58
11.25
6.71
18.14
(.33)
(.48)
(3)^.5
HB1
2881
1600000
2.88
0.5
373
5.90
7.61
6/27/2024
12.83
0.96
18.12.88
18.14
12.832015
(.88)
181 318136
18.14 2.88
BEAM
L1
L1
L
w
W
V2V1
17
CASTILLO ENGINEERING, INC.JOB CAMDEN
1147 MARKET ST. LONG BEACH, CA 90805
T:562.961.5600
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
HIP RIDGE BEAM DESIGN
L=ft L1=ft
w=(+)x /2 x 2 /(2)^.5 =+=plf
W=x x =k
V1=x 1 /3 =k
V2=x 2 /3 =k <V allow.k
M=2x x =k-ft <M allow.k-ft
9 x
D=x (x 12 )^3 =in =
76.7 x x 3.5 x ^3/12
USE:
11.31
8.002015
(.76)
113 19885
11.31 1.12
288
2.89
2.15
6/27/2024
8.00
0.37
11.31.12
0.5
(.62)
(3)^.5
HB2
1120
1600000
1.12
L
198
4x6
1.12 0.75
0.47
5.50
1.63
11.31
(.26)
BEAM
L1
L1
L
w
W
V2V1
USE 4x8
18
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1034 W. CAMDEM PL.
324 East South Street, Long Beach, CA 90805
T:562.961.5600 F:562.961.5700
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
HIP RIDGE BEAM DESIGN
L= ft L1=ft
w= ( + ) x /2 x 2 / (2)^.5 = + = plf
W=x x = k
V1=x 1 / 3 = k
V2=x 2 / 3 = k < V allow.k
M= 2x x =k-ft < M allow.k-ft
9 x
D= x (x 12 )^3 = in =
76.7 x x 3.5 x ^3/12
USE:
17.79
12.582015
(.83)
178 311133
17.79 2.77
404
5.90
7.61
7/22/2024
12.58
0.92
17.82.77
0.5
(.45)
(3)^.5
(E)HB1
2769
1600000
2.77
L
311
4x12
2.77 1.85
0.53
11.25
6.32
17.79
(.31)
BEAM
L1
L1
L
w
W
V2V1
19
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L = 6.25 ft
Member= 4x10 A = 32.38 in^2
S = 49.9 in^3
No. of members= 1 I = 230.8 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.20 Va = 3.885 kips
CV= 1.00 Ma = 3.743 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 6.25 ft
1.38 1.38
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 12.7 = 189.9 + 253.2 Roof
w1,2 (16 +0) x 0 = 0 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 189.9 + 253.2 =0.443 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+ )x 0.00 x 0.00 = 0 + 0 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 0 + 0 =0.00 kips 0 6.25
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 0 + 0 =0.00 kips 0 6.25
Shear
R1= 1.385 kips
R2= -1.385 kips Stress Ratio
Vmax= 1.38 kips Vallow.=4.86 x 1 = 4.8563 kips OK .29
Flexure
M= 2.164 k-ft Mallow.=5.62 x 1 = 5.615 k-ft OK .39
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.041 + 0.000 + 0.000 + 0.000 = 0.04 = L < L OK deflection:.10
1821 180
0.041 + 0
D (L Only)= 0.024 + 0 + 0 +0 = 0.02 = L L OK deflection:.08
3187 240
USE:1- 4X10
shear:
7/22/24 12:00 AM
B1
0
0
0
0
flexure:
0
20
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
12.83ft 2.67ft
Tag
Beam 5
L = 15.50 ft
Member= 6x12 A = 63.25 in^2
S = 121.2 in^3
No. of members= 1 I = 697.1 in^4 5.22
CD= 1.25 E = 1,600,000 psi
CF= 1.00 Va = 7.168 kips
CV= 1.00 Ma = 13.638 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 15.5 ft
1.26 4.69
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 1.33 = 19.95 + 26.6 Roof
w1,2 (16 +0) x 0 = 0 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 19.95 + 26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+ )x 0.00 x 0.00 = 0 + 0 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 0 + 0 =0.00 kips 0 15.5
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (822.85 + 1097.14) x 1 x 1 = 822.85 + 1097.1 0
p2,2 (822.85 + 1097.14) x 1 x 1 = 822.85 + 1097.1 0
p2,4 (593.43 + 791.25) x 1 x 1 = 593.43 + 791.25 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 2239.1 + 2985.5 =5.22 kips 12.8 2.67
Shear
R1= 1.261 kips
R2= -4.685 kips Stress Ratio
Vmax= 4.69 kips Vallow.=8.96 x 1 = 8.9604 kips OK .52
Flexure
M= 12.264 k-ft Mallow.=17.05 x 1 = 17.048 k-ft OK .72
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.054 + 0.000 + 0.000 + 0.318 = 0.37 = L < L OK deflection:.36
501 180
0.054 + 0.318
D (L Only)= 0.031 + 0 + 0 + 0.18193478 = 0.21 = L L OK deflection:.27
874 240
USE:1- 6X12
shear:
7/22/24 12:00 AM
B2
0
0
0
0
flexure:
0
21
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5 1ft 1ft
L =2.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4 0.96
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=2 ft
0.53 0.53
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6 Roof
w1,2 (16 +0)x 0 =0 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling Joist
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (45.3333333 +333333333)x 0.5 x 18.14 =411.17 +547.2 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =411.17 +547.2 =0.96 kips 1 1
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2
Shear
R1=0.526 kips
R2=-0.526 kips Stress Ratio
Vmax=0.53 kips Vallow.=2.89 x 1 =2.8875 kips OK .18
Flexure
M=0.502 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .23
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.000 +0.000 +0.004 +0.000 =0.00 =L <L OK deflection:.03
6368 180
2E-04 +0
D (L Only)=1E-04 +0 +0 +0 =0 =L L OK deflection:.02
11153 240
USE:1-4X6
shear:
6/27/24 12:00 AM
B3
0
0
0
0
flexure:
0
USE 4x12
22
Wood Beam
LIC# : KW-06017148, Build:20.22.10.25 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2022
DESCRIPTION:B4
Project File: 24-462.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, CBC 2022, ASCE 7-22
Load Combination Set : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2900
2900
2900
750
2000
1016.535
290
2025 45.07
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2024
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 6.420 ft, (ROOF)
Point Load : D = 0.320, Lr = 0.4260 k @ 8.0 ft, (HB2)
Point Load : D = 0.320, Lr = 0.4260 k @ 11.0 ft, (HB2)
Point Load : D = 0.01950, Lr = 0.02660 k @ 1.50 ft, (B3 HB1)
Point Load : D = 0.2050, Lr = 0.2730 k @ 1.50 ft, (B3)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.442: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.292 ft
75.67 psi=
=
3,629.22 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.209 : 1
0.000 ft=
=
1,605.11 psi
Maximum Deflection
0 <240
317Ratio =0 <180
Max Downward Transient Deflection 0.410 in 556Ratio =>=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.717 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.0 ft 1 0.263 0.124 0.90 1.001 1.001.00 1.00 7.08 688.1 2,613.0 1.35 261.01.00 32.41.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.0 ft 1 0.442 0.209 1.25 1.001 1.001.00 1.00 16.50 1,605.1 3,629.2 3.15 362.51.00 75.71.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.0 ft 1 0.379 0.179 1.25 1.001 1.001.00 1.00 14.15 1,375.9 3,629.2 2.70 362.51.00 64.91.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
23
Wood Beam
LIC# : KW-06017148, Build:20.22.10.25 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2022
DESCRIPTION:B4
Project File: 24-462.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 19.0 ft 1 0.089 0.042 1.60 1.001 1.001.00 1.00 4.25 412.9 4,645.4 0.81 464.01.00 19.51.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7171 9.500 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.363 2.922
Max Upward from Load Combinations 3.363 2.922
Max Upward from Load Cases 1.922 1.669
D Only 1.442 1.253
+D+Lr 3.363 2.922
+D+0.750Lr 2.883 2.505
+0.60D 0.865 0.752
Lr Only 1.922 1.669
24
ARCHITECT CASTILLO ENGINEERING
1147 E MARKET ST
Long Beach, CA 90805
ENGR. MC DATE ET NO.
NOTCH ON COMPRESSION FACE AT END
1.833
5.798
0.917
4.881
V 3363 lbs member type=
b=5.25 in Fv=psi
d 11.875 in Cd=
dn=4.88 in F'v=psi
e=14.00 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w=5.5 in
2b
=3 x =psi <psi,therefore NA
2 x 5.3 x 11.88 --4.88 x 14
Use Eq. (3.4-2)
2024 NDS Equation 3.4-2
fv=1.5V =psi <psi, therefore Satisfactory (.54)
b dn
197 363
6/27/2024
290
1.25
363
3363
w
2024 NDS Equation 3.4-5
fv= 3V
d-(d-dn)/(dn)*e
5.50
4.88dn Rec'd=
B4
-117
4.88
363
draftrer=
11.88
psl
https://d.docs.live.net/4573c51c7d91290e/Desktop/SOFTWARE ANAHI/w-notched beam
25
CASTILLO ENGINEERING INC.Project 1034 W CAMDEN PL
324 EAST SOUTH STREET
LONG BEACH, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L =9.5 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.25 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=9.5ft
1.66 1.66
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 10 =150 +200
w1,2 (+)x 0 =0 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
W1 =150 +200 =0.350 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +)x 0 =0 +0
w2,3 (+0)x 0 =0 +0
w2,4 (+0)x 0 =0 +0
w2,5 (+0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 9.5
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 9.5
Shear
R1=1.663 kips
R2=-1.663 kips Stress Ratio
Vmax=1.66 kips Vallow.=5.91 x 1 =5.9063 kips OK .28
Flexure
M=3.95 k-ft Mallow.=7.61 x 1 =7.6135 k-ft OK .52
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.097 +0.000 +0.000 +0.000 =0.10 =L <L OK deflection:.15
1181 180
0.097 +0
D (L Only)=0.055 +0 +0 +0 =0.0552 =L L OK deflection:.12
2067 240
USE:1-4X12
shear:
flexure:
B5
7/17/24 12:00 AM
26
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5
L = 5.25 ft
Member= 4x10 A = 32.38 in^2
S = 49.9 in^3
No. of members= 1 I = 230.8 in^4
CD= 1.25 E = 1,600,000 psi
CF= 1.20 Va = 3.885 kips
CV= 1.00 Ma = 3.743 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 5.25 ft
1.26 1.26
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 12.6 = 188.7 + 251.6 Roof
w1,2 (10 +0) x 4 = 40 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 228.7 + 251.6 =0.480 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+ )x 0.00 x 0.00 = 0 + 0 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 0 + 0 =0.00 kips 0 5.25
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 0 + 0 =0.00 kips 0 5.25
Shear
R1= 1.261 kips
R2= -1.261 kips Stress Ratio
Vmax= 1.26 kips Vallow.=4.86 x 1 = 4.8563 kips OK .26
Flexure
M= 1.655 k-ft Mallow.=5.62 x 1 = 5.615 k-ft OK .29
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.022 + 0.000 + 0.000 + 0.000 = 0.02 = L < L OK deflection:.06
2834 180
0.022 + 0
D (L Only)= 0.012 + 0 + 0 +0 = 0.01 = L L OK deflection:.04
5411 240
USE:1- 4X10
shear:
7/22/24 12:00 AM
B6
0
0
0
0
flexure:
0
USE 6x10
27
Wood Beam
LIC# : KW-06017148, Build:20.24.06.04 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B7
Project File: ENERCALC_20
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, CBC 2022, ASCE 7-22
Load Combination Set : IBC 2024
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2900
2900
2900
750
2000
1016.535
290
2025 45.07
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : IBC 2024
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 4.910 ft, Tributary Width = 12.580 ft, (ROOF)
Point Load : D = 1.580, Lr = 2.108 k @ 4.910 ft, (B8)
Uniform Load : D = 0.0050 ksf, Extent = 4.910 -->> 17.750 ft, Tributary Width = 12.0 ft, (CJ)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.543: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.923 ft
112.00 psi=
=
3,651.06 psi
5.25x11.25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.25
Maximum Shear Stress Ratio 0.309 : 1
0.000 ft==
1,982.18 psi
Maximum Deflection 0
<240
312Ratio =0 <180
Max Downward Transient Deflection 0.340 in
626
Ratio =>=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.682 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 17.750 ft 1 0.355 0.199 0.90 1.007 1.001.00 1.00 8.62 934.2 2,628.8 2.05 261.01.00 52.01.00
1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.750 ft 1 0.543 0.309 1.25 1.007 1.001.00 1.00 18.29 1,982.2 3,651.1 4.41 362.51.00 112.01.00
1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.750 ft 1 0.471 0.268 1.25 1.007 1.001.00 1.00 15.87 1,720.2 3,651.1 3.82 362.51.00 97.01.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
28
Wood Beam
LIC# : KW-06017148, Build:20.24.06.04 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B7
Project File: ENERCALC_20
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 17.750 ft 1 0.120 0.067 1.60 1.007 1.001.00 1.00 5.17 560.5 4,673.4 1.23 464.01.00 31.21.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6823 8.033 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.809 1.811
Max Upward from Load Combinations 4.809 1.811
Max Upward from Load Cases 2.589 1.057
D Only 2.220 1.057
+D+Lr 4.809 1.811
+D+0.750Lr 4.162 1.622
+0.60D 1.332 0.634
Lr Only 2.589 0.754
29
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5 1.25ft 12.58ft
L = 13.83 ft
Member= 6x10 A = 52.25 in^2
S = 82.7 in^3
No. of members= 1 I = 393.0 in^4 3.70
CD= 1.25 E = 1,600,000 psi
CF= 1.00 Va = 5.922 kips
CV= 1.00 Ma = 9.307 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 13.83 ft
3.69 0.66
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 1.33 = 19.95 + 26.6 Roof
w1,2 (10 +0) x 0 = 0 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 19.95 + 26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (792.85 + 1057.14) x 1.00 x 1.00 = 792.85 + 1057.1 0
p1,2 (792.85 + 1057.14) x 1 x 1 = 792.85 + 1057.1 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 1585.7 + 2114.3 =3.70 kips 1.25 12.58
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 0 + 0 =0.00 kips 0 13.83
Shear
R1= 3.687 kips
R2= -0.656 kips Stress Ratio
Vmax= 3.69 kips Vallow.=7.40 x 1 = 7.4021 kips OK .50
Flexure
M= 4.563 k-ft Mallow.=11.63 x 1 = 11.634 k-ft OK .39
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.061 + 0.000 + 0.154 + 0.000 = 0.21 = L < L OK deflection:.23
776 180
0.061 + 0
D (L Only)= 0.035 + 0 + 0.09 +0 = 0.12 = L L OK deflection:.18
1351 240
USE:1- (E) 6X10 (V.I.F.)
shear:
7/22/24 12:00 AM
B8
0
0
0
0
flexure:
0
30
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5 1ft 2.08ft
L = 3.08 ft
Member= 4x6 A = 19.25 in^2
S = 17.6 in^3
No. of members= 1 I = 48.5 in^4 1.38
CD= 1.25 E = 1,600,000 psi
CF= 1.30 Va = 2.310 kips
CV= 1.00 Ma = 1.323 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 3.08 ft
1.33 0.85
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 6.5 = 97.5 + 130 Roof
w1,2 (16 +0) x 2 = 32 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 129.5 + 130 =0.260 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (593.43 + 791.25) x 1.00 x 1.00 = 593.43 + 791.25 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 593.43 + 791.25 =1.38 kips 1 2.08
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 0 + 0 =0.00 kips 0 3.08
Shear
R1= 1.335 kips
R2= -0.849 kips Stress Ratio
Vmax= 1.33 kips Vallow.=2.89 x 1 = 2.8875 kips OK .46
Flexure
M= 1.200 k-ft Mallow.=2.15 x 1 = 2.1506 k-ft OK .56
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.007 + 0.000 + 0.016 + 0.000 = 0.02 = L < L OK deflection:.11
1636 180
0.007 + 0
D (L Only)= 0.003 + 0 + 0.01 +0 = 0.01 = L L OK deflection:.08
2967 240
USE:1- 4X6
shear:
7/22/24 12:00 AM
H1
0
0
0
0
flexure:
0
31
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
2.25ft 0.75ft
Tag
Beam 5 0.583333333333333ft 2.41666666666667ft
L =3.00 ft
Member=4x8 A =25.38 in^2
S =30.7 in^3
No. of members=1 I =111.1 in^4 3.36 0.48
CD=1.25 E =1,600,000 psi
CF=1.30 Va =3.045 kips
CV=1.00 Ma =2.300 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=3 ft
3.06 1.25
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 3.5 =52.5 +70 Roof
w1,2 (16 +0)x 2 =32 +0 Wall
w1,3 (15 +40)x 0 =0 +0 Floor
w1,4 (15 +60)x 0 =0 +0 Balcony / Deck
w1,5 (5 +0)x 0 =0 +0 Ceiling Joist
W1 =84.5 +70 =0.155 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 2 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 4 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (1442 +1922)x 1.00 x 1.00 =1442 +1922 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =1442 +1922 =3.36 kips 0.58 2.4167
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (411.17 +547.2)x 1 x 0.5 =205.59 +273.6 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =205.59 +273.6 =0.48 kips 2.25 0.75
Shear
R1=3.061 kips
R2=-1.245 kips Stress Ratio
Vmax=3.06 kips Vallow.=3.81 x 1 =3.8063 kips OK .80
Flexure
M=1.753 k-ft Mallow.=3.74 x 1 =3.7369 k-ft OK .47
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.002 +0.000 +0.010 +0.002 =0.01 =L <L OK deflection:.07
2632 180
0.002 +0.002
D (L Only)=7E-04 +0 +0.01 +0.00104495 =0.01 =L L OK deflection:.05
4676 240
USE:1-4X8
shear:
6/27/24 12:00 AM
H2
0
0
0
0
flexure:
0
32
ARCHITECT Castillo Engineering, Inc.PROJECT CAMDEN
1147 Market St.
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
L=ft
LO ADING :TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
V=x k <V allow.=k
M =x k-ft <M allow.=k-ft
D=5 x /12 x (x )^4 =in =
x x 3.50 x ^3/12
USE:
L=ft
LO ADING :TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
V=x k <V allow.=k
M =x k-ft <M allow.=k-ft
D=5 x /12 x (x )^4 =in =
x x 3.50 x ^3/12
USE:
L=ft
LO ADING :TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
V=x k <V allow.=k
M =x k-ft <M allow.=k-ft
D=5 x /12 x (x )^4 =in =
x x 3.50 x ^3/12
USE:
40
4x4
0 0
1.33
32
3.50
0.0312
32
20
1092
1.84
0.74
362197
165
165
165
0
20
40
0 2
^2/8=0.41
16
3.00
(.30)
(.55)
(.22)L3.00
384 1600000
8.25
015
362 3.00
362
W ALL:
6/27/2024
3.00
RO O F:
FLO O R:
20
D L
H3
0
0
362
0.54/2=
RO O F:20 26.6
H4
3.50
LD
26.6
0
FLO O R:15 40 0
W ALL:16 0 2
85.2 3.50 /2=0.15 1.84 (.08)
0.74 (.18)
85.2 12 0.01
58.6 26.6 85.2
3.50 L
90 90
85.2 3.50 ^2/8=0.13
1600000384
(.08)
3.50 2921
4x4
15
RO O F:4.52020
H5
6.00
D L
0 00
W ALL:16 0 2 32 0
FLO O R:
122 90 212
212 6.00 /2=0.64 2.89 (.22)
L (.27)
212 6.00 ^2/8=0.95 2.15 (.44)
212 6.00 12 0.08
4x6
384 1600000 5.50 904
USE 4x6
33
ARCHITECT Castillo Engineering, Inc.PROJECT CAMDEN
1147 Market St.
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
L=ft
LO ADING :TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
V=x k <V allow.=k
M =x k-ft <M allow.=k-ft
D=5 x /12 x (x )^4 =in =
x x 3.50 x ^3/12
USE:
L=ft
LO ADING :TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
V=x k <V allow.=k
M =x k-ft <M allow.=k-ft
D=5 x /12 x (x )^4 =in =
x x 3.50 x ^3/12
USE:
(.39)
5.50 614
4x6
312 6.00 ^2/8=1.40
1600000384
2.15 (.65)
312 12 0.12
172 140 312
6.00 L
312 6.00 /2=0.94 2.89 (.32)
0
FLO O R:15 40 0
W ALL:16 0 2
RO O F:20 140
H7
6.00
LD
140
0
0
312
0.47/2=
6/27/2024
3.00
RO O F:
FLO O R:
20
D L
H6
384 1600000
7
015
312 3.00
312
W ALL:
0.35
16
3.00
(.25)
(.47)
(.19)L3.00
140
140
140
0
20
40
0 2
^2/8=
3.50
0.0312
32
20
1267
1.84
0.74
312172
4x4
0 0
7
32
34
CASTILLO ENGINEERING, INC.Project CAMDEN
1147 E. Market Street
Long Beach, CA 90805
Engr.Date:Job No.24-462 Sheet
Tag
Beam 5 2.58ft 4.42ft
L = 7.00 ft
Member= 4x10 A = 32.38 in^2
S = 49.9 in^3
No. of members= 1 I = 230.8 in^4 1.81
CD= 1.25 E = 1,600,000 psi
CF= 1.20 Va = 3.885 kips
CV= 1.00 Ma = 3.743 k-ft
Cr= 1.00
Total Load L/n= 180
Live Load L/n= 240
L= 7 ft
2.24 1.76
Uniform load (W1)
D L Trib
w1,1 (15 +20) x 8 = 120 + 160 Roof
w1,2 (16 +0) x 2 = 32 + 0 Wall
w1,3 (15 +40) x 0 = 0 + 0 Floor
w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck
w1,5 (5 +20) x 0 = 0 + 0 Ceiling
W1 = 152 + 160 =0.312 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +0) x 0 = 0 + 0
w2,2 (0 +0) x 0 = 0 + 0
w2,3 (0 +0) x 2 = 0 + 0
w2,4 (0 +0) x 0 = 0 + 0
w2,5 (0 +0) x 4 = 0 + 0
W2 = 0 + 0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (1057 + 754)x 1.00 x 1.00 = 1057 + 754 0
p1,2 (+) x 0 x 0 = 0 + 0 0
p1,3 (+) x 0 x 0 = 0 + 0 0
p1,4 (+) x 0 x 0 = 0 + 0
p1,5 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft)
P1 = 1057 + 754 =1.81 kips 2.58 4.42
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+ )x 0 x 0 = 0 + 0 0
p2,2 (+ )x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0 0
p2,4 (+) x 0 x 0 = 0 + 0
p2,5 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft)
P2 = 0 + 0 =0.00 kips 0 7
Shear
R1= 2.236 kips
R2= -1.759 kips Stress Ratio
Vmax= 2.24 kips Vallow.=4.86 x 1 = 4.8563 kips OK .46
Flexure
M= 4.725 k-ft Mallow.=5.62 x 1 = 5.615 k-ft OK .84
Deflection
D =D w1 + Dw2 + D p1 +Dp2
D (D+L)= 0.046 + 0.000 + 0.055 + 0.000 = 0.10 = L < L OK deflection:.22
834 180
0.046 + 0
D (L Only)= 0.023 + 0 + 0.02 +0 = 0.05 = L L OK deflection:.13
1811 240
USE:1- (E) 4X10 (V.I.F.)
shear:
7/22/24 12:00 AM
H8
0
0
0
0
flexure:
0
35
FOUNDATION KEYPLAN
CF1
4.90 K
CF2
5.03 K
CF1
4.90 K
FJ1 FJ1 FJ1 FJ1
G1
G1
G1G1
G1
G1
G1
F1
0.96 K
F2
2.15 K
F3
1.25 K
F4
3.06 K
F5
0.37 K
(E)CF1
4.30 K
F6
0.37 K
F11
2.92 K
F12
1.66 K
1.66 K
F10
1.66 K
F13
1.66 K
F7
4.69 K
F8
1.26 K
F9
1.26 K
4.81 K
(E)CF2
5.14 K
36
b,.O' HAX GIRDER gPACII.I3
gtsouluDg
{Es
\D
NOTE9:
I.) gEE T]P, GIRDER TO FOOTI}.T3 POCKET DETAIL
I.) gEE TYP. CRA}^IL Acr,Egg DETAIL.
9|{EATI{t}.t3
PER PLAI
I l \3 t r Dt u
I
{r
- J L - -
(f)
.T
tunv.
6 zxb JOlfi N lb'O.C
tre\:t-_T x
4x4 ?O9T ul .f
w.
/ ffYP. A bFT. CRID)
I
r l S
- / - ,
/ l
A r
I
r l \
I
I
J l . v
I I
E.N.
2x CONT. BLKG.
wl '434' AT 32'
zxb JOiIT AT lb'
I
\
I
I
I
,\;' LAp 6'MrN.' r gpltcE
wl 4-l6d MlLg :
=E
b
X ,AC'PO1T CAT}
,re.PO,T BASE
z
E
a
(\l
w
4x4 POiTz
gLOFE
gE
Il
z
E
a(\$Ff,+++u
h'|,-d
t l
t l
L J
3-r{ f'{Pl{ --
}{AY BOTT*I l'-b'96..
DETAIL
37
CASTILL O E NGINE E RING
CIVIL & STR U CT U RAL EN GINEER S
JOB NO. SHT.
ft. ... ,/'-► I
fl'': ,z.2..� <. M�-.! , etti
!1 . '06 ;,., .
/12,. �
/µ ...--{ I r f- t.f e;;,) ( i ) r. 9 () r "Z,A.-/ e; � � 3 tP f ,.,,,_ 1c.
t q tr /I=, c:::. u IJ-ti �
/e • I
(YI-: /-¥tf /VJA-::.
It (_� ;; , I z � -
S-8 f)
I = /, y C}
1'-:. /,1,1,,
/, 17--, ...
f
' ,,
V' l£ ; I -t S-&. ' ,><3 I ,.17'1/k� :. ev I :i .. # (,/ G"l/-, �Ar
8 .. p'T'Tl:)rn
FJ1
G1
F0
38
ARCHITECT CASTILLO ENGINEERING JOB CAMDEN
1147 MARKET ST. LONG BEACH CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
CONTINUOUS FOOTINGS
CF-1
LOADING:TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
B=plf =ft
psf USE:
CF-2
LOADING:TRIB.
(+)x ft =+
(+)x ft =+
(+)x ft =+
w =+=plf
B=plf =ft
psf USE:
psf USE:1500
1'-0" WIDE FTG.
593
1'-0" WIDE FTG.
270
150
45
0
323
593 0.40
1500
128
150
WALL:16 0 8
FLOOR:40 3
ROOF:
120
0.39
D L
7.52020
15
1500
578.81
128
163.3
120
0
122.49
0
283.3
45
WALL:8
6/27/2024
20
D L
ROOF:
FLOOR:
15 8.166
578.81
16
295.49
4015 3
F-CONTINUOUS FOOTINGS-1500
39
ARCHITECT CASTILLO ENGINEERING, INC.JOB WILKINS HOUSE
1147 E. Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-492 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW = K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
7/23/2024
0
0
0.96
5.4
2.15
F1
0.96
0
0
F2
1.25
F5
0
0
F4
3.06
3.06
5.4
0
5.4
0.37
0
0
0
0.37
1.25
5.4
F3
0
5.4
0
0
0
0
2.15
SPREAD FOOTINGS1500
USE 4x4 POST
USE 4x6 POST
USE CF-1 CAPACITY
USE CF-2 CAPACITY
USE 4x4 POST
USE CF-2 CAPACITY
USE 4x4 POST
USE CF-2 CAPACITY
USE 4x4 POST
USE CF-1 CAPACITY
40
ARCHITECT CASTILLO ENGINEERING, INC.JOB WILKINS HOUSE
1147 E. Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-492 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW = K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.5 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
7/23/2024
0
0
0.37
5.4
4.69
F6
0.37
0
0
F7
1.26
F10
4.81
0
F9
1.26
6.07
8.44
0
5.4
1.66
0
0
0
1.66
1.26
5.4
F8
0
5.4
0
0
0
0
4.69
SPREAD FOOTINGS1500
USE 4x4 POST
USE 4x6 POST
USE CF-1 CAPACITY
USE 4x6 POST
USE (E)CF-2 CAPACITY (V.I.F.)
USE 4x6 POST
USE 4x4 POST
41
ARCHITECT CASTILLO ENGINEERING, INC.JOB WILKINS HOUSE
1147 E. Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-492 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL = K
P ALLOW.= K USE:TYPE 2.0 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
P TOTAL = K
P ALLOW = K USE:TYPE 2.0 FOOTING
7/23/2024
0
0
2.92
5.4
1.66
F11
2.92
0
0
F12
1.66
1.66
5.4
F13
1.66
5.4
0
0
0
0
3.32
SPREAD FOOTINGS1500
USE 4x6 POST
USE CF-2 CAPACITY
USE 4x4 POST
USE 4x4 POST
42
ARCHITECT Castillo Engineering, Inc.PROJECT CAMDEN
1147 MARKET ST.
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
Given:
h1 =18 in.d1 =3.5 in.D L TRIB D L
w1 15 20 6.5 =98 +130
h2 =8 in.w =12 in.15 40 3 =45 +120
16 0 8 =128 +0
H =26 in.b =6 in.271 +250 =521 plf
Area =666 in.2 L =55.5 in.
4.625 ft.2 =4.63 ft.
Stemwall wt.=150 x 6 x 8 /144 =50 plf
=571 plf
qa =1500 psf
Pa =1500 x 4.63 =6.94 kips Pload =571 x 4.63 =2.64 kips
Pnet =6.94 -2.64 =4.30 kips
ECF1 RAISED FLOOR FOOTING CAPACITY
Pnet =
6/27/2024
4.30 kips
wuniform
43
ARCHITECT Castillo Engineering, Inc.PROJECT 1034 W. CAMDEN PL.
324 East South Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
Given:
h1 = 18 in.d1 = 3.5 in.D L TRIB D L
w1 15 20 2 = 30 + 40
h2 = 18 in.w = 12 in.15 40 6 = 90 + 240
16 0 13 = 208 + 0
H = 36 in.b = 4 in.328 + 280 = 608 plf
Area = 906 in.2 L = 75.5 in.
6.292 ft.2 = 6.29 ft.
Stemwall wt. = 150 x 4 x 18 /144 = 75 plf
=683 plf
qa = 1500 psf
Pa = 1500 x 6.29 = 9.44 kips Pload = 683 x 6.29 = 4.30 kips
Pnet = 9.44 - 4.30 = 5.14 kips
(E)CF-2 RAISED FLOOR CAPACITY
Pnet =
7/22/2024
5.14 kips
wuniform
44
ARCHITECT Castillo Engineering, Inc.PROJECT CAMDEN
1147 MARKET ST.
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
Given:
h1 =24 in.d1 =3.5 in.D L TRIB D L
w1 15 20 8.2 =123 +163
h2 =8 in.w =12 in.15 40 3 =45 +120
16 0 8 =128 +0
H =32 in.b =6 in.296 +283 =579 plf
Area =810 in.2 L =67.5 in.
5.625 ft.2 =5.63 ft.
Stemwall wt.=150 x 6 x 8 /144 =50 plf
=629 plf
qa =1500 psf
Pa =1500 x 5.63 =8.44 kips Pload =629 x 5.63 =3.54 kips
Pnet =8.44 -3.54 =4.90 kips
CF1 RAISED FLOOR FOOTING CAPACITY
Pnet =
6/27/2024
4.90 kips
wuniform
45
ARCHITECT Castillo Engineering, Inc.PROJECT CAMDEN
1147 MARKET ST.
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 24-462 SHEET NO.
Given:
h1 =24 in.d1 =3.5 in.D L TRIB D L
w1 15 20 7.5 =113 +150
h2 =8 in.w =12 in.15 40 3 =45 +120
16 0 8 =128 +0
H =32 in.b =6 in.286 +270 =556 plf
Area =810 in.2 L =67.5 in.
5.625 ft.2 =5.63 ft.
Stemwall wt.=150 x 6 x 8 /144 =50 plf
=606 plf
qa =1500 psf
Pa =1500 x 5.63 =8.44 kips Pload =606 x 5.63 =3.41 kips
Pnet =8.44 -3.41 =5.03 kips
kips
wuniform
5.03Pnet=
6/27/2024
CF2 RAISED FLOOR FOOTING CAPACITY
46
ASCE Hazards Report
Address:
1034 Camden Pl
Santa Ana, California
92707
Standard:ASCE/SEI 7-22 Latitude:33.72045
Risk Category:II Longitude:-117.880388
Soil Class:Default Elevation:52.71508167704004 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Wed Jun 26 2024
47
PGA M : 0.66
SMS : 1.73
SM1 : 1.2
SDS : 1.16
SD1 : 0.8
T L : 8
SS : 1.47
S1 : 0.52
VS30 : 260
Seismic Design Category: D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Wed Jun 26 2024
48
Data Accessed: Wed Jun 26 2024
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://ascehazardtool.org/Wed Jun 26 2024
49
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Wed Jun 26 2024
50
SEISMIC BASE SHEAR (ASCE7-22)
Latitude:33.72045
Longitude:-117.88039
SITE CLASS:D (Table 20.3-1)ρ=1.3
R=6.5 (Table 12.2-1)Ie=1
(Section 21.4)
1.730 0
1.200 0
(11.4-3)
1.153
(11.4-4)
0.8 0.13873
0.69364
See on Figs. 22-14 through 22-17
0.02
8.000
0.75
0.095
W= Effective seismeic weight
(GOVERNS)
For S1 is equal to greater than 0.6g
0.092 W
1.294 W
0.177
0.231 W Strength Level
0.161 W Allowable Stress Design
𝑆𝑆𝑀𝑀𝑀𝑀=
𝑆𝑆𝑀𝑀1=
𝑆𝑆𝐷𝐷𝑀𝑀=�2 3 𝑆𝑆𝑀𝑀𝑀𝑀𝑆𝑆𝐷𝐷𝑀𝑀=
𝑆𝑆𝐷𝐷1 =�2 3 𝑆𝑆𝑀𝑀1𝑆𝑆𝐷𝐷1=𝑇𝑇𝑎𝑎=𝐶𝐶𝑡𝑡ℎ𝑛𝑛𝑥𝑥𝐶𝐶𝑡𝑡=ℎ𝑛𝑛=𝑥𝑥=𝑇𝑇𝑎𝑎=𝑉𝑉=𝐶𝐶𝑠𝑠𝑊𝑊
𝑉𝑉𝑚𝑚𝑚𝑚𝑛𝑛=0.01𝑊𝑊𝑉𝑉𝑚𝑚𝑚𝑚𝑛𝑛=𝑀𝑀1𝐼𝐼𝑒𝑒2𝑅𝑅W
𝑉𝑉𝑚𝑚𝑎𝑎𝑥𝑥=𝑀𝑀𝐷𝐷1𝐼𝐼𝑒𝑒𝑇𝑇𝑅𝑅ρW
𝑉𝑉𝑚𝑚𝑚𝑚𝑛𝑛=
𝑉𝑉𝑚𝑚𝑎𝑎𝑥𝑥=
𝐶𝐶𝑠𝑠=𝑀𝑀𝐷𝐷𝐷𝐷𝐼𝐼𝑒𝑒𝑅𝑅=
𝑉𝑉=𝐶𝐶𝑠𝑠𝜌𝜌𝑊𝑊=
𝑉𝑉=0.7𝑉𝑉=
𝑇𝑇0 =𝑇𝑇𝑠𝑠=𝑇𝑇𝐿𝐿=
51
SEISMIC ANALYSIS
WEIGHT
Level 1 W roof =20 psf x 2637 ft^2 =52.74 kips
W wall =16 psf x 891 ft^2 =14.26 kips
WR =67.00 kips
BASE SHEAR
0.161 x 67.00 kips = 10.82 kips
F1=
DISTRIBUTION OF BASE SHEAR
1 Level
2 or more levels
W TOTAL
67.00 kips
4.102 psf
𝑽𝑽𝑩𝑩𝑩𝑩𝑩𝑩𝑩𝑩=𝑽𝑽 ∗ 𝑾𝑾𝑻𝑻𝑻𝑻𝑻𝑻𝑩𝑩𝑻𝑻𝑉𝑉𝐵𝐵𝐵𝐵𝑀𝑀𝐵𝐵=𝑉𝑉 ∗ 𝑊𝑊𝑇𝑇𝑇𝑇𝑇𝑇𝐵𝐵𝐿𝐿=
𝑭𝑭𝒙𝒙=𝑽𝑽𝑩𝑩𝑩𝑩𝑩𝑩𝑩𝑩∗𝑾𝑾𝑿𝑿∗ 𝒉𝒉𝑻𝑻𝑻𝑻𝑻𝑻𝑩𝑩𝑻𝑻𝑾𝑾𝟏𝟏∗ 𝒉𝒉𝟏𝟏+𝑾𝑾𝟐𝟐∗𝒉𝒉𝟏𝟏+𝒉𝒉𝟐𝟐+⋯𝑾𝑾𝒏𝒏∗ 𝒉𝒉𝑻𝑻𝑻𝑻𝑻𝑻𝑩𝑩𝑻𝑻
𝑽𝑽𝑩𝑩𝑩𝑩𝑩𝑩𝑩𝑩=𝑽𝑽∗𝑾𝑾𝑻𝑻𝑻𝑻𝑻𝑻𝑩𝑩𝑻𝑻𝑩𝑩
52
Y DIRECTION
Y1.1
Y1.2
Y2.1
AREA: 417.42 SQ. FT.AREA: 1009.00 SQ. FT.
AREA: 405.8126 SQ. FT.
Y3.1
53
X1.1
X2.1 X2.2
X3.1
'X' DIRECTION
AREA: 390.52 SQ. FT.
AREA: 390.52 SQ. FT.
AREA: 413.35 SQ. FT.
54
55
ARCHITECT JOB CAMDEN
CASTILLO ENGINEERING, INC.
1147 MARKET ST. LONG BEACH CA 90805
ENGR. MC DATE:JOB NO24-462 SHEET NO.
TAG:X1.1 (14.00 ft),(0.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS :1.16SHEAR STRESS
X1.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height=8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w=0.57 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 14.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
June 27, 2024
14.00
0.250 24.55
Unit load
15 8
Tallow=3.08
0.15
HDU2
16 8 128
250
WALL:X1.1
1.60 14.00
T=12.8 24.55
122
0.00 14.00
12.8
Tributary
14.00
14.00
SHEARWALL CALCULATIONS
1.60
14.00 1600 114
56
ARCHITECT JOB CAMDEN
CASTILLO ENGINEERING, INC.
1147 MARKET ST. LONG BEACH CA 90805
ENGR. MC DATE:JOB NO 24-462 SHEET NO.
TAG:X2.1 (6.75 ft),X2.2 (6.75 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS :1.16SHEAR STRESS
X2.1 :L1=ft v=lbs =plf
X2.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height=8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w=1.19 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 6.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
height=8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w=1.19 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 6.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
13.50
SHEARWALL CALCULATIONS
1.60
6.75 1600 119
87
6.75 13.50
6.4
Tributary
13.50
WALL:X2.1
1.60 6.75
T=6.4 4.91 0.63
HDU2
16 8 128
215
X2.2
1.60 6.75
HDU2
215
0.215 4.91
6.40
Tallow=
16 8 128
87
3.08
Unit load
WALL:
Tributary
6.40
Tallow=3.08
T=
15
4.91 0.63
June 27, 2024
6.75
6
13.50
6.75
0.215 4.91
Unit load
15 6
57
ARCHITECT JOB 1034 W CAMDENPL
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MC DATE:LONG BEACH CA JOB NO. 24-462 SHEET NO.
TAG:X3.1 ( 8.17 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.16
SHEAR STRESS
X3.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 0.99 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 8.17 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
July 17, 2024
8.17
0.235 7.83
Unit load
15 7
Tallow=3.08
1.28
HDU2
16 8 130
235
WALL:X3.1
1.71 8.17
T= 13.9 7.83
105
0.00 8.17
13.9
Tributary
8.17
8.17
SHEARWALL CALCULATIONS
1.71
8.17 1710 209
58
ARCHITECT JOB CAMDEN
CASTILLO ENGINEERING, INC.
1147 MARKET ST. LONG BEACH CA 90805
ENGR. MC DATE:JOB NO 24-462 SHEET NO.
TAG:Y1.1 (6.58 ft),Y1.2 (7.67 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS :1.16SHEAR STRESS
Y1.1 :L1=ft v=lbs =plf
Y1.2 :L2=ft ft
Ltotal=ft
OVERTURNING
height=8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w=1.22 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 6.58 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
height=8.00 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w=1.04 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 7.67 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
June 27, 2024
7.67
6
14.25
6.58
0.252 5.46
Unit load
15 8
Tallow=3.08
T=
15
6.30 0.60
Tallow=
16 8 128
86
3.08
Unit load
WALL:
Tributary
7.36
Y1.2
1.71 7.67
HDU2
214
0.214 6.30
7.36
0.60
HDU2
16 8 128
252
WALL:Y1.1
1.71 6.58
T=6.3 5.46
124
7.67 14.25
6.3
Tributary
14.25
14.25
SHEARWALL CALCULATIONS
1.71
6.58 1710 120
59
ARCHITECT JOB 1034 W CAMDENPL
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MC DATE:LONG BEACH CA JOB NO. 24-462 SHEET NO.
TAG:Y2.1 ( 20.00 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.16
SHEAR STRESS
Y2.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 0.41 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 20.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
July 17, 2024
20.00
0.160 31.92
Unit load
15 2
Tallow=3.08
0.98
HDU2
16 8 130
160
WALL:Y2.1
4.14 20.00
T= 33.5 31.92
30
0.00 20.00
33.5
Tributary
20.00
20.00
SHEARWALL CALCULATIONS
4.14
20.00 4140 207
60
ARCHITECT JOB 1034 W CAMDENPL
CASTILLO ENGINEERING, INC.
1205 PINE AVE
ENGR. MC DATE:LONG BEACH CA JOB NO. 24-462 SHEET NO.
TAG:Y3.1 ( 8.00 ft),( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1=kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.16
SHEAR STRESS
Y3.1 :L1=ft v=lbs =plf
:L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.10 ft
MOT=x x 8 =k-ft
ROOF:psf x ft =plf h/w= 1.01 OK
WALL:psf x ft =plf
w =plf Vallow= 340 PLF
MR=x 8.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.44 x =kips
kips OK USE:4 x 4 POST w/H.D.
July 17, 2024
8.00
0.325 10.39
Unit load
15 13
Tallow=3.08
1.11
HDU2
16 8 130
325
WALL:Y3.1
1.66 8.00
T= 13.4 10.39
195
0.00 8.00
13.4
Tributary
8.00
8.00
SHEARWALL CALCULATIONS
1.66
8.00 1660 208
61
CASTILLO ENGINEERING, INC.JOB:
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR:JOB NO.SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
(Table 20.3-1)
R =(Table 12.2-1)
SMS = Fa Ss (11.4-1)
=x
=
SM1 = Fv S1 (11.4-2)
=x
=
SDS = (2/3)SMS (11.4-3)
= (2/3)x
=
SD1 = (2/3)SM1 (11.4-4)
= (2/3)x
=
Ta =Ct hn
x (12.8-7)
=x 8
=
V = Cs W
VMIN = W [GOVERNS]
VMIN = 0.5 S1 Ie W For S1 is equal to or greater than 0.6g
= x x W
= W
VMAX = W =x W =W
x
V =r W =x x W =x W
= W [Strength Level]
V = x W
=W [Allowable Stress Design]
0.7
0.71
1.019
1.30.784
1.019
R
1.176 1.00 1.3
SD1 Ie
1.5
T R
0.01
R
0.5 0.5200 1.00
1.5
0.173
4.32408
SDS Ie
0.617 1.00
0.095 1.5
0.9256
Latitude:
Longitude:
33.72045
-117.8804
0.095
1.764
1.78 0.52
0.9256
0.617
0.02 0.75
1.764
1.176
1034 W CAMDEN PL
24-462
D
1.20 1.47
1.5
FG DATE: 3/18/2025
SITE CLASS:
62
CASTILLO ENGINEERING, INC.JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
FG DATE JOB NO. 24-462 SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 11 psf + 0.0 psf) x ft^2 = kips
Wwall = 0 psf x 8 ft /2 x ft = kips
W2 = kips
BASE SHEAR
= x
= x =kips
lbs/sq ft
3/18/2025
VBASE
ENGR.
VBASE 0.714
1.320.714 1.8 (7.854)
WTOTAL
1034 W CAMDEN PL
1.8
1.8
0 0.0
167.5
63
64
Name (First, Ml, Last)
Projefctt Address
State, `Lip Code
L
Name (First, M 1, Last)
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
t,
Use of Building (check)
ResidentiaM Commercial ❑ Senior Housing ❑
of Project
Number of Square Feet ofrr ,�,SJ_
Residential Space lS 3 Sq.Ft x S
Number of Square Feet of
Commercial Space Sq.Ft x $
Telephone
� k�_A -
CITY OF SANTA ANA
Planning and Building Agency
Appra'v.e§4
FOR PERMIT ISSUANCE
ster
Tract/Parcel Number
Telephone
Type of Project (check)
New ❑ Addition ❑ Alteration ❑
(Dev. Fee)
(Dev. Fee)
Total S
Total S
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
Guadalu e `�I�lern�n�,e.z- 1-2� -2-5
Applicant Name (Please Print) Date
Signature
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Government Code and Education Code.
Sa Ana Unified School District A t rized Representative Date
D1STRIBLTI0A1
White - City/County
Canary -Applicant
Pink - Facilities
f IRF
ORANGE COUNTY FIRE AUTHORITI
qZ
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use commercial form for lots with 3� dwelling units or new residential tracts)
I
Complete the Project Information and Questionnaire below, then sign and date the Applicar
Project Information
❑ New Single Family Residence/Duplex Rr'Addition/Remodel ❑ ADU
CITY OF SANTA ANA
Planning and Building Agency
FOR P IVI I T TS" N C E
�Raw3:
Date:
Address: Unit #: %or Uniqcorporat d County Area: ZIP:
(03 nt0 Ina q -70 7
Scope of Work:�ItW 6 53. 00 SG.TT* ADDITION ATACHEb TO tkl5TIN6 DWELLING
300 SG -Tr Of INTERIoR REMODEL "
Existing Area to Total Resulting Stories:, Area Added in Past 2 Years
Area: 12ejy �•T be Added: (�53 *00 Area: I Q >1 SQ. �-r excludin this project): 0
Yes No
Questionnaire
OCFA Plan Type if "Yes"
1.
New - Is this a new single family residence or duplex?
*(PR160) Residential Site
with Water Availability
PR400-402 Fire Sprinkler
2,
ADU - Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already.has
(PR400.402) Fire Sprinkler
fire sprinklers or a house that will have fire sprinklers added as part of thisproject?
3.
El
Addition - Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
(PR400-402) Fire Sprinkler
sprinkler retrofit based on a threshold set by local ordinance?
4.
o
Distance - Is the most remote portion of the addition, ADU or other detached structure greater than
*(PR160) Residential Site
140-feet from the fire access roadway?
5.
El
Total Area - Will the addition result in a total area of greater than 3,600 square feet (so for non-
*(PR160) Residential Site
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
with Water Availability
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
6.
Remodel - Is this a remodel of a sprinklered building with a scope of work that includes adding or
(PR400402) Fire Sprinkler
removing any interior walls? Note; If "Yes", then project must be evaluated by a C-16 licensed
contractor to determine if a firesprinkler modification is needed.
7.
D
Detached Structure - Is this a new detached utility or accessory structure (not an ADU), such as a
*(PR160) Residential Site
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
(PR400-402) Fire Sprinkler
set by local ordinance?
B.
Gate - Is a gate being installed across a driveway or road that is designated as a fire department
(PR180) Gate
access roadway, or a driveway or road that serves more than a single home/duplex?
9.
Methane - Is project located in or less than 100' from a "Division of Oil, Gas, and Geothermal
*(PR160) Residential Site
*(PR172-174)
Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil!gas
Methane
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
TesUMidgation Plans
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU's).
10.
El
Vegetation - Is the property/structure (A) on the perimeter of a community containing, or adjacent to
*(PR125) Fuel Modirica6on
slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation,
(PR182) Accessory
or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as
Structure
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
'U(:f A approval required betore issuance of a grading/building permit. All other plans types may be deterred submittals.
Applicant Certification
1 certify, IunlulDe
er penalty, f perjury, un r the laws of the State of C ornia, that the i formation above is true: f1 'I
Print Name: udC1Q/ri 1 ernal'1CeZSignature: � �-1 e-rn�►'1rZ Date: ID" ie)-2_4
Phone Number: 1 I % I 2.y 5 6 Email: C ZO Z a. k O. corn
Attention Building Department Staff - After you've verified all questions were answered accurately as `No", then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as "Yes", then the plan type on the right side may be required.
If all answers are "No" and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are ''Yes"
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100