HomeMy WebLinkAbout907 N Dianne St & Unit #2 - PlanDI
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20'-6"44'-2"17'-0"
57
'
-
2
"
5'
-
4
"
5'
-
0
"
24'-5"28'-2"36'-6"
12
'
-
0
"
20
'
-
1
1
"
29
'
-
3
"
7'-5"
7'
-
0
"
5'
-
0
"
5'
-
4
"
3'
-
2
"
LEGEND
PATH OF TRAVEL TO ADU
SI
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P
L
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N
A-100
1/8" = 1'-0"
AT
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SHEET NUMBER:
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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SHEET INDEX
DESIGN - PRIMARY CONTACT
VALLECIOS - DESIGN | PROJECT MANAGEMENT
818.554.8831 VALLECIOS@GMAIL.COM
OWNER
MICHAEL AND VAN SUATENGCO
661.733.5220 SWANCLAN1744@GMAIL.COM
PROJECT CONTACTS
SCOPE OF WORK
SITE INFORMATION
THIS PROJECT IS TO BE IN COMPLIANCE WITH:
2022 CALIFORNIA RESIDENTIAL BUILDING CODE
2022 CALIFORNIA GREEN CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ENERGY CODE
CITY OF SANTA ANA MUNICIPAL CODE
COMPLIANCE
VICINITY MAP
APN: 400-164-08
SANTA ANA, CA 92071
ADU 907 DIANNE ST Unit #2
SFD 907 DIANNE ST
NEW 351 SQ.FT. ATTACHED ACCESSORY DWELLING UNIT (ADU)
AT REAR OF EXISTING SINGLE FAMILY DWELLING.
- DEMOLITION OF EXISTING 245 SQ.FT. SUNROOM, INFILL
DOOR OPENING CONNECTING MAIN RESIDENCE TO SUNROOM
A-100 SITE PLAN
A-200 EXISTING FLOOR PLAN & DEMO PLAN
A-201 PROPOSED FLOOR PLAN
A-210 ELEVATIONS
A-230 ROOF PLAN
A-240 ELECTRICAL LAYOUT PLAN
PROPERTY PROFILE
CONSTRUCTION TYPE:V-B
BUILDING HEIGHT:±10'-9"
FIRE SPRINKLERS:NO
OCCUPANCY:R-3, U
(E) SFD SIZE:1,313
ADU SIZE:351
ADU TO SFD RATIO:26.73%
ASSESSMENT NO.400-164-08
LOT NUMBER 20
LEGAL START DATE 10/16/1956
LOT TYPE LOT
DOC. NO.MM 109/1-2
MAP NO.TR 2109
DOC. REF. NO.200800496277
DOC. REF. DATE
LEGAL DESCR.N-TRACT:2109 BLOCK: LOT: 20
SITE ADRESS 907 DIANNE ST
LANDUSE 163
AREA SQFT 6000
PERIM. FT 313
CITY/STATE SANTA ANA
ZIPCODE 92701
JOBSITE
N
SITE PLAN
PROJECT NOTES:
BLD/SFTY CORR.
10.3.2024
W.V.
D.V.1
S-001 GENERAL NOTES
S-002 GENERAL NOTES
S-003 TYPICAL DETAILS
S-004 TYPICAL DETAILS
S-100 FOUNDATION AND FRAMING PLANS
S-200 DETAILS
G-100 T-24 (1 OF 2)
G-200 T-24 (2 OF 2)
G-300 GREEN BUILDING FORMS
G-400 GREEN BUILDING FORMS
STRUCTURAL ENGINEER
NICK SIVUSHENKA | SAA STRUCTURAL
323.448.4682 NICK@SAAENG.COM
·INDOOR AIR QUALITY VENTILATION
·KITCHEN RANGE HOOD
·VERIFIED REFRIGERANT CHARGE
·VERIFIED HEAT PUMP RATED HEATING CAPACITY
HERS FEATURE SUMMARY
SOILS REPORT EXEMPTION
SOILS REPORT MAY BE EXEMPTED FOR PROJECTS THAT MEET CITY'S SOIL
REPORT EXEMPTION HANDOUT (FORM PCC-06):
One-story and two-story attached additions to an existing single-family dwelling.
MINIMUM FOUNDATION CONSTRUCTION REQUIREMENTS
1)Depth of foundations below the natural grade shall not be less than 18 inches.
2)Continuous foundations shall be reinforced with at least four continuous #4
reinforcing bars, two #4 bars at the top and two #4 bars at the bottom.
3)Slab construction shall be minimum 4” thick, reinforced with #4 bars at 18” on
center each way.
4)Doweling of the new foundations and slabs into the existing foundations and
slabs shall be required. Dowels shall be a minimum of 6” into the existing
concrete and shall extend a minimum of 24” into the new concrete. Dowels shall
be minimum #3 bars at 18” on center or #4 bars at 24” on center
NOTE: The structural plans meet these (4) conditions.
See Foundation Plan on Sheet S-1.0
THE ADU SF / SFD SF RATIO IS FOR PARK & REC
FEE PURPOSE ONLY. THE APPLICANT IS
RESPONSIBLE FOR THE GIVEN “SFR SF” OF THE
EXISTING PRIMARY RESIDENCE; BUILDING
SAFETY STAFF ARE NOT RESPONSIBLE FOR THE
ACCURACY OF THE GIVEN “SFR SF” OF THE
EXISTING RESIDENCE.
BLD/SFTY CORR.
6.5.2025
W.V.
D.V.2
FEMA
907 DIANNE ST, SANTA ANA, CA [APN 400-164-08]
IS NOT IN A FEMA DESIGNATED ZONE
Bldg #'s 101121715-16
APPROVALS:
PLNG - V. Estrada
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
FLOOR PLAN
EXISTING
N
GRAPHIC SCALE
SD
SD
SD
SDCM
CM
20
'
-
1
1
"
12'-0"
11'-7"
20
'
-
1
"
LEGEND
DEMOLISH
EXISTING WALL
DEMOLITION NOTES
DEMOLITION PLAN
N
GRAPHIC SCALE
E
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P
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A
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&
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P
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A
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A-200
N.T.S.
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AD
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90
7
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#
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SHEET NUMBER:
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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DOOR SCHEDULE
D
D
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WINDOW SCHEDULE
W
24"
MIN.
30
"
MI
N
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ABBREVIATIONS
LEGEND
EXHAUST FAN
DEMOLISH
NEW WALL
EXISTING WALL
SD
CM
SMOKE DETECTOR
CARBON MONOXIDE
FLOOR PLAN
PROPOSED
N
GRAPHIC SCALE
DOOR NUMBER
WINDOW NUMBER
W
D
NOTE NUMBER
“”
“”
SMOKE ALARM REQUIREMENTS
CARBON MONOXIDE ALARM REQUIREMENTS
MINI-SPLIT
AIR HANDLER
FONTANA POLICE DEPARTMENT SECURITY SPECIFICATIONS
20" Minimum clear
24
"
Mi
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C
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20" Minimum
clear
44
"
M
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He
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Fi
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F
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20
'
-
1
1
"
5'
-
0
"
14
'
-
8
"
17'-0"
10'-4"4'-0"
16'-7"
2'
-
0
"
3'
-
0
"
W
D
D
D
W
W
SD
SD
SD
SD
SDCM
CM
3"
1'-5"
W
FLOOR PLAN NOTES
·
·”
””
·
1-HOUR INTERIOR WALL WOOD FRAMED 2
CM
1
P
R
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D
F
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P
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A-201
N.T.S.
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SHEET NUMBER:
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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BLD/SFTY CORR.
10.3.2024
W.V.
D.V.1
8'
-
0
"
44'-2"
EXISTING
17'-0"
PROPOSED
10
'
-
9
"
11
'
-
1
"
NORTH ELEVATION
PROPOSED
20'-11"
PROPOSED
29'-3"
EXISTING
7'-0"
EXISTING
8'
-
0
"
11
'
-
1
"
8'
-
0
"
10
'
-
9
"
EAST ELEVATION
PROPOSED
44'-2"
EXISTING
17'-0"
PROPOSED
10
'
-
9
"
8'
-
0
"
11
'
-
1
"
SOUTH ELEVATION
PROPOSED
57'-2"
EXISTING
8'
-
0
"
11
'
-
1
"
WEST ELEVATION
EXISTING
ELEVATION NOTES
EL
E
V
A
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I
O
N
S
A-210
N.T.S.
AT
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A
C
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D
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90
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#
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8
SHEET NUMBER:
CL
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S
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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REVISIONS:BY:
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BLD/SFTY CORR.
10.3.2024
W.V.
D.V.1
FLASHING AT EXTERIOR OPENING
FLASHING AT ROOF RIDGE
8"
4"
FLASHING AT ROOF VALLEY
8"
4"
8"
4"
12"
9"
ROOF PLAN
N
GRAPHIC SCALE
ROOF NOTES
CONSTRUCTION NOTES SECTION NOTES
PROPOSED SECTION-AA
6'
-
8
"
8'
-
0
"
10
'
-
9
"
RO
O
F
P
L
A
N
A-230
N.T.S.
AT
T
A
C
H
E
D
A
D
U
AD
U
90
7
D
I
A
N
N
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#
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SF
D
90
7
D
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A
A
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C
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2
7
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AP
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1
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8
SHEET NUMBER:
CL
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V
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W
S
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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BLD/SFTY CORR.
10.3.2024
W.V.
D.V.1
ELECTRICAL LAYOUT PLAN 1
”
’
ELECTRICAL NOTES
N
LEGEND
SD
CM
SD
SD
SD
SD
SDCM
CM
CM
EL
E
C
T
R
I
C
A
L
L
A
Y
O
U
T
P
L
A
N
A-240
N.T.S.
AT
T
A
C
H
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D
A
D
U
AD
U
90
7
D
I
A
N
N
E
S
T
U
n
i
t
#
2
SF
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DB: W.V.FILE VER: 1.15
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D RE S T R I CT I O N S:
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
COM P L Y W I L L R E S U L T IN I MM E D I A TE
LEGAL ACTION TO COMPENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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DATE:
PHONE: 323-448-4682
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A.THE FOLLOWING ABBREVIATIONS OR ACRONYMS MAY BE USED IN THESE DRAWINGS:
PROJECT =ATTACHED ADU
PROPERTY =907 DIANNE ST, SANTA ANA, CA 92701
ARCHITECT =VALLECIOS DESIGN STUDIO
SAA =SAA STRUCTURAL ENGINEERING
PRIMARY CONTACT: NICK SIVUSHENKA, P.E.
GEOTECHNICAL =N/A
ENGINEER
BUILDING =THE CITY OF SANTA ANA
DEPARTAMENT DEPARTMENT OF BUILDING AND SAFETY
IBC =THE INTERNATIONAL BUILDING CODE, 2021 EDITION;
SECONDARY BUILDING CODE FOR PROJECT.
CBC =THE CALIFORNIA BUILDING CODE, 2022 EDITION (CONSISTING OF
THE 2021 IBC AS ADOPTED BY THE STATE OF CALIFORNIA);
SECONDARY BUILDING CODE FOR PROJECT
ICC =THE INTERNATIONAL CODE CONFERENCE; AUTHOR OF IBC,
SOURCE AUTHORITY FOR GENERAL CODE REQUIREMENTS.
ACI =THE AMERICAN CONCRETE INSTITUTE; SOURCE AUTHORITY FOR
STRUCTURAL CONCRE WORK.
AISC =THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION; SOURCE
AUTHORITY FOR STRUCTURAL STEEL WORK.
AISI =THE AMERICAN IRON AND STEEL INSTITUTE; SOURCE
AUTHORITY FOR LIGHT GAGE STEEL FRAMING.
AWS =THE AMERICAN WELDING SOCIETY; SOURCE AUTHORITY FOR
WELDING.
ASTM =THE AMERICAN SOCIETY FOR TESTING OF MATERIALS; SOURCE
AUTHORITY FOR MATERIAL QUALITY AND TESTING STANDARDS.
CRSI =THE CONCRETE REINFORCING STEEL INSTITUTE; SOURCE
AUTHORITY FOR REINFORCING STEEL FABRICATION AND
INSTALLATION STANDARDS.
ABV =ABOVE
A.B.=ANCHOR BOLTS(S)
APX =APPROXIMATE OR APPROXIMATELY
ARCH =ARCHITECTURAL
BTWN =BETWEEN
BLW =BELOW
BOT =BOTTOM
COL =COLUMN
CONT =CONTINUOUS
(E)=EXISTING (CONTRACTOR TO FIELD VERIFY)
EA =EACH
EL =ELEVATION
EMBD =EMBEDMENT
EQ =EQUAL
FIN =FINISH (SEE ARCHITECTURAL DETAILS)
FOF =FACE OF FINISH
FP =FULL PENETRATION (WELD)
F.S.=FAR SIDE
GA =GAGE (SHEET METAL OR WIRE AS APPLICABLE)
HORZ =HORIZONTAL
LLH =LONG LEG HORIZONTAL (ORIENTATION OF UNEQUAL LEG ANGLE)
LLV =LONG LEG VERTICAL (ORIENTATION OF UNEQUAL LEG ANGLE)
LSH =LONG SIDE HORIZONTAL (ORIENTATION OF RECTANGULAR TUBE)
LSV =LONG SIDE VERTICAL (ORIENTATION OF RECTANGULAR TUBE)
MAX =MAXIMUM
M.B.=MACHINE BOLTS OR BOLTS (INDICATED ASTM A307 FASTENERS)
MIN =MINIMUM
(N)=NEW
NIC =NOT IN CONTRACT (WORK EXCLUDED FROM SCOPE)
NOM =NOMINAL
NTS =NOT TO SCALE
O.C.=ON CENTER
OP =OPPOSITE
PC =PIECE
PP =PARTIAL PENETRATION (WELD)
PSF =POUNDS PER SQUARE FOOT
RQD =REQUIRED
SIM =SIMILIAR
SMS =SHEET METAL SCREW (SELD TAPPING UNO)
SYM =SYMMETRICAL OR STMMETRY
STD =STANDARD
TOC =TOP OF CONCRETE
TOF =TOP OF FINISH
TOS =TOP OF STEEL (NOT TOP OF SLAB)
TYP =TYPICAL
UNO =UNLESS NOTED OTHERWISE
VERT =VERTICAL
B.
1.
2.
3.
4.
a.
b.
5.
a.
b.
C.
1.
2.
D.
1.
2.
E.
1.
2.
3.
4.
THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS ON THE SITE.
THE CONTRACTOR SHALL MAKE A SURVEY FOR GENERAL CONSISTENCY OF FIELD
CONDITIONS WITH INFORMATION SHOWN IN THE CONTRACT DOCUMENTS BEFORE
STARTING WORK. THIS SURVEY SHALL INCLUDE VERIFICATION OF DIMENSIONS
AND ELEVATIONS.
SHOULD THE CONTRACTOR BECOME AWARE OF A DISCREPANCY OR
INCONSISTENCY BETWEEN FIELD CONDITIONS AND INFORMATION SHOWN IN THE
CONTRACT DOCUMENTS AT ANY TIME, THE CONTRACTOR SHALL IMMEDIATELY
NOTIFY ARCHITECT. IF THE DISCREPANCY OR INCONSISTENCY INVOLVES OR
EFFECTS WORK SHOWN IN THE STRUCTURAL DRAWINGS, SAA SHALL ALSO BE
NOTIFIED, AND THE CONTRACTOR SHALL OBTAIN DIRECTION FROM SAA BEFORE
PROCEEDING WITH AFFECTED WORK.
THE CONTRACTOR SHALL CONFIRM AND LIMIT LOADS IMPOSED ON THE
STRUCTURE BY NEW MECHANICAL EQUIPMENT OR OTHER NEW NONSTRUCTURAL
ITEMS, INCLUDING FRAMES, CURBS OR OTHER SUPPORTS AS OCCUR. WEIGHTS
AND OTHER LOADS SHALL BE COMPARED TO AND SHALL NOT EXCEED THOSE
SHOWN IN THESE STRUCTURAL DRAWINGS. WHERE WEIGHTS OR LOADS ARE NOT
SHOWN, THE CONTRACTOR SHALL DETERMINE AND SUBMIT THEM TO SAA, WHICH
SHALL VERIFY COMPATIBILITY WITH STRUCTURAL DESIGN BEFORE INSTALLATION.
NO SUBSTITUTION, CHANGE OR OTHER DEVIATION FROM THE REQUIREMENTS OF
ANY CONTRACT DOCUMENT SHALL BE MADE WITHOUT THE APPROVAL OF OWNER.
UNAUTHORIZED SUBSTITUTION, CHANGE OR DEVIATION SHALL BE SUFFICIENT
CAUSE FOR REJECTION OF THE WORK AND/OR OF PAYMENT REQUESTS.
NO DEVIATION FROM INFORMATION SHOWN IN THE STRUCTURAL DRAWINGS
SHALL BE MADE WITHOUT WRITTEN APPROVAL FROM SAA.
SHOP DRAWINGS AND OTHER SUBMITTALS PREPARED BY SUBCONTRACTORS
SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION.
ACCEPTANCE OF A SHOP DRAWING SHALL NOT CONSTITUE APPROVAL OF ANY
DEVIATION FROM REQUIREMENTS OF THE CONTRACT DOCUMENTS.
REQUESTS FOR APPOROVAL OF PROPOSED ALTERNATE DETAILS, MATERIAL
SUBSTITUTIONS OR OTHER DEVIATIONS SHALL BE DIRECTED TO SAA
INDEPENDENTLY FROM AND IN ADVANCE OF SUBMISSION OF AFFECTED SHOP
DRAWINGS OR START OF AFFECTED PARTS OF THE WORK.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY ON THE PROJECT SITE.
SHOULD THE CONTRACTOR BECOME AWARE OF ANY CONDITION WHICH IN HIS
OPINION MIGHT CAUSE DISTRESS OF ANY PART OF THE CONSTRUCTION OR
ENDANGER STABILITY, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER,
ARCHITECT AND SAA AND TAKE ANY ACTION NECESSARY TO PROTECT LIFE AND
PROPERTY PENDING DIRECTION FROM OWNER.
MEANS AND METHODS OF CONSTRUCTION SHALL BE SELECTED BY THE
CONTRACTOR, WHO SHALL BE RESPONSIBLE FOR BRACING OR SHORING AS
REQUIRED TO ASSURE SAFETY AND STABILITY DURING CONSTRUCTION AND TO
SATISFY BUILDING DEPARTMENT REQUIREMENTS.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLAN THE WORK SO AS TO
MINIMIZE ITS IMPACT ON THE OPERATIONS OF THE BUILDING'S OCCUPANTS, WHO MAY
INTEND TO ATTEMPT TO REMAIN IN OPERATION TO THE GREATEST EXTENT POSSIBLE
DURING THE PROJECT.
NO PROCEDURE WHICH CAUSES DAMAGE TO THE BUILDING OR ITS CONTENTS OR
WHICH AFFECTS OCCUPANT OPERATIONS SHALL BE USED UNLESS NO
REASONABLE ALTERNATIVE THAT WOULD REDUCE THE IMPACT IS POSSIBLE.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INFORM THE OWNER OR
LANDLORD OF ANY PROCEDURE WHICH MIGHT IMPACT THEIR OPERATIONS WITH
AS MUCH ADVANCE NOTICE AS POSSIBLE AND TO MAKE ALL TREASONABLE
EFFORTS TO COORDINATE OPERATIONS WITH THE OCCUPANTS SO AS TO
MINIMIZE THE DISTURBANCE.
THE DESIGN REPRESENTED IN THESE DESIGN DRAWINGS IS BASED ON THE
FOLLOWING DESIGN PARAMETERS:
GRAVITY LOADS:
ROOF DEAD LOAD =13 PSF
ROOF LIVE LOAD =20 PSF
CEILING DEAD LOAD =6 PSF
CEILING LIVE LOAD =10 PSF
WIND DESIGN DATA:
EXPOSURE =C
BASIC WIND SPEED =95 MPH
RISK CATEGORY =II
EARTHQUAKE DESIGN DATA:
SEISMIC DESIGN CATEGORY =D
OCCUPANCY CATEGORY =II
IMPORTANCE FACTOR I =1.0
SITE CLASS =D
Ss =1.295
S1 =0.462
SDS =1.036
SD1 =0.566
EQUIVALENT LATERAL FORCE PROCEDURE:
LIGHT-FRAME (WOOD) SHEAR WALLS : R = 6.5; Cs = 0.207;
REDUNDANCY FACTOR = 1.3
FOUNDATIONS:
FOUNDATIONS HAVE BEEN PROPORTIONED BASED ON THE FOLLOWING
ALLOWABLE BEARING PRESSURES PER CBC:
CONTINUOUS FOOTINGS 1500 PSF
ALL TRADES
PROJECT SCOPE
THE PROPOSED PROJECT INVOLVES ATTACHED ADU
STRUCTURAL OBSERVATION
THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE
PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT
SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED.
THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE STRUCTURAL
OBSERVATION REPORT FORM FOR EACH SIGNIFICANT STAGE OF CONSTRUCTION
OBSERVED. THE ORIGINAL OF THE STRUCTURAL OBSERVATION REPORT SHALL BE SENT
TO THE BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED AND SEALED (WET STAMP)
BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION
REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE
PLANS SHALL BE SIGNED AND SEALED BY THE RESPONSIBLE STRUCTURAL OBSERVER OR
THE DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE OWNER,
CONTRACTOR, AND DEPUTY INSPECTOR. ANY DEFICIENCY NOTED ON THE OBSERVATION
REPORT WILL BECOME THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OF RECORD
TO VERIFY ITS COMPLETION BY HIM (HER), OR BY A REGISTERED DEPUTY INSPECTOR AT
THE DISCRETION OF THE STRUCTURAL OBSERVER.
A FINAL OBSERVATION REPORT AND THAT OF THE REGISTERED DEPUTY INSPECTOR
MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED DEFICIENCIES WERE
RESOLVED AND STRUCTURAL SYSTEM GENERALLY CONFORMS TO THE APPROVED PLANS
AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING AND SAFETY WILL NOT ACCEPT
THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION REPORT AND THAT OF THE
REGISTERED DEPUTY INSPECTOR (WHEN PROVIDED) AND THE CORRECTION OF SPECIFIC
DEFICIENCIES NOTED DURING NORMAL BUILDING INSPECTION.
SPECIAL INSPECTIONS
THE OWNER SHALL RETAIN A DEPUTY INSPECTOR LICENSED BY THE CITY OF SANTA ANA
DEPARTMENT OF BUILDING & SAFETY IN ACCORDANCE WITH CHAPTER 17 OF CBC. THE
FOLLOWING AREAS OF WORK REQUIRE INSPECTIONS BY A DEPUTY INSPECTOR TO VERIFY
COMPLIANCE WITH CBC:
TRADE INSPECTION DUTIES INSPECTION
DURATION
REBAR PLACEMENT MATERIAL SPEC, REBAR SIZE AND
CONFIGURATION
INTERMITTENT
INSTALLATION OF
HOLDOWN ANCHOR
BOLTS PRIOR TO
CONCRETE
PLACEMENT
VERIFY MATERIAL, SIZE, LOCATION AND
INSTALLATION FOR COMPLIANCE WITH
DESIGN DRAWINGS
PERIODIC
ADHESIVE ANCHORS INSPECTION OF MATERIALS ND
INSTALLATION IN ACCORDANCE WITH ICC
APPROVAL
CONTINUOUS
ICC/LARR
THE FOLLOWING ARE A LIST OF COMPONENTS USED WITHIN THE PROJECT WITH
INTERNATIONAL CODE COUNCIL REPORT NUMBERS AND CITY OF LOS ANGELES RESEARCH
REPORT NUMBERS FOR THE CONTRACTOR TO OBTAIN AND FOLLOW PROVISIONS OF.
COMPONENT
SIMPSON SDS WOOD SCREWS
ICC-ESR / IAPMO #
ICC-ESR # 2236
SIMPSON A35 ICC-ESR # 2606
SIMPSON STRAPS ICC-ESR # 2105
SIMPSON HOLDOWNS ICC-ESR # 2330
(323) 448-4682
Nick SIvushenka
C-87698
Excavations, rebar placement, and
anchor bolt templates prior to pouring
concrete
Shear wall framing, sheathing, nailing
and hardware (including holdowns)
Roof framing, sheathing, nailing, and
hardware
slab on grade
P/BC 2014-024
SIMPSON SET-XP ICC-ESR # 2508
S-001
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
PAGE #
NOTES
AS NOTEDSCALE:
DATE:
PHONE: 323-448-4682
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A.
1.
2.
B.
1.
2.
3.
4.
a.
b.
c.
5.
6.
7.
8.
9.
a.
b.
c.
d.
e.
f.
g.
C.
1.
a.
b.
c.
2.
3.
4.
D.
1.
2.
a.
b.
3.
4.
5.
6.
a.
b.
c.
7.
a.
b.
c.
d.
8.
IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
STRUCTURAL LUMBER AND RELATED CARPENTRY WORK FOR PROJECT:
NFPA NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.
WCLIB GRADING RULES NO. 16 OR APPLICABLE WWPA GRADING RULES.
MATERIAL QUALITY SHALL BE CONSISTENT WITH DESIGN ASSUMPTIONS.
STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (UNO). DOC PS 20.
MEMBER SIZES SPECIFIED ARE NOMINAL. STRUCTURAL LUMBER SHALL BE FINISHED
S4S (UNO).
STRUCTURAL LUMBER SHALL BE GRADE MARKED IN ACCORDANCE WITH
REFERENCED GRADING STANDARDS (UNO).
MINIMUM GRADES SHALL BE AS REQUIRED BY APPLICABLE STANDARDS BUT AT
LEAST EQUAL TO THE FOLLOWING:
2X WALL STUDS ONLY -- CONSTRUCTION GRADE
OTHER STUDS, JOISTS AND RAFTERS -- NO. 2
BEAMS, POSTS AND ALL OTHER STRUCTURAL LUMBER -- NO. 1 OR BETTER
HIGHER LUMBER GRADES SHALL BE USED WHERE INDICATED.
NAILS SHALL BE COMMON WIRE NAILS (UNO).
BOLTS SHALLS BE M.B. WITH STANDARD MALLEABLE IRON OR STEEL PLATE
WASHERS UNDER ALL BOLT HEADS AND NUTS BEARING ON WOOD (UNO).
CONNECTION HARDWARE SHALL BE AS CALLED FOR. ALTERNATE PRODUCTS SHALL
BE SUBSTITUTED ONLY WITH THE APPROVAL OF SAA AND BUILDING DEPARTMENT.
MACHINE NAILING SYSTEMS SHALL BE SUBJECT TO SATISFACTORY DEMONSTRATION
AND TO THE ACCEPTANCE OF SAA AND BUILDING DEPARTMENT.
THE CONTRACTOR SHALL MAKE APPROPRIATE SUBMISSIONS, INCLUDING
TECHNICAL DATA, IN SUPPORT OF ANY PROPOSED MACHINE NAILING SYSTEM ON
REQUEST.
HEADS OR TOPS OF NAILS OR OTHER MACHINE DRIVEN FASTENERS SHALL NOT
PENETRATE THE SURFACE OF THE WOOD MORE THAN WOULD BE NORMAL FOR
HAND DRIVING.
LUMBER DAMAGED BY OVERDRIVING SHALL BE REMOVED AND REPLACED AT
THE CONTRACTOR'S EXPENSE.
PERSISTANT OVERDRIVING SHALL BE SUFFICIENT CAUSE FOR REJECTION OF A
MACHINE NAILING SYSTEM.
EDGE DISTANCES FOR MACHINE DRIVEN FASTENERS SHALL BE AS REQUIRED
FOR HAND DRIVING AND BY APPLICABLE CODES AND STANDARDS AND SHALL BE
CONSISTENT WITH THE NAILING SYSTEM MANUFACTURER'S
RECOMMENDATIONS.
ACCEPTANCE OF A MACHINE NAILING SYSTEM SHALL BE SUBJECT TO
CONTINUED SATISFACTORY PERFORMANCE.
MACHINE NAILING SHALL NOT BE USED WITH PLYWOOD LESS THAN 3/8" THICK.
APPROPRIATE PRECAUTIONS SHALL BE TAKEN TO ASSURE DURABILITY:
WOOD EXPOSED TO MOISTURE OR EARTH SHALL BE TREATED FOR PROTECTION
AGAINST DECAY AND TERMITE ATTACK OR SHALL BE FOUNDATION GRADE
REDWOOD. THIS REQUIREMENT SHALL APPLY TO:
ANY WOOD EMBEDDED IN OR IN DIRECT CONTACT WITH CONCRETE OR
MASONRY.
ANY WOOD OTHER THAN WALL STUDS WITHIN ONE FOOT OF EARTH.
ANY FLOOR JOIST WITHIN 18" OF EARTH.
PRESSURE TREATMENT PROCESS SHALL BE APPROVED BY BUILDING DEPARTMENT
AND SAA. TREATMENT PROCESSES EFFECTING MATERIAL PROPERTIES SHALL NOT
BE USED ON STRUCTURAL LUMBER WITHOUT SAA'S WRITTEN APPROVAL.
ADDITIONALLY CUT ENDS OF LUMBERS MUST BE FIELD TREATED WITH AN
APPROPRIATE AGENT TO AVOID COMPROMISING DECAY RESISTENCE OF LUMBER.
LUMBER USED IN THE WORK SHALL BE KILN DRIED TO AVOID EXCESSIVE SHRINKAGE
OR WARPING. "GREEN" LUMBER WITH EXCESSIVE MOISTURE CONTENT SHALL NOT
BE USED IN THE WORK.
SUBFLOORS, ATTICS, PLENUMS, AND OTHER VOID SPACES SHALL BE
APPROPRIATELY VENTILATED.
QUALITY FRAMING PRACTICES SHALL BE EMPLOYED IN THE CONSTRUCTION:
WOOD COLUMNS AND POSTS SHALL BE SECURED IN POSITION AT TRUE END
BEARINGS DESIGNED TO PROTECT AGAINST DECAY OR OTHER DAMAGE.
STUDS FOR WALLS AND PARTITIONS SHALL BE AS REQUIRED BY APPLICABLE
STANDARDS OR SPECIFIC DETAILS, WHICHEVER ARE MORE RESTRICTIVE, BUT NO
LESS THAN:
2X4 AT 16" o.c. FOR ANY WALL OR PARTITION.
2X6 AT 16" o.c. FOR STUDS OVER 9'-0" HIGH, CARRYING COMBINED FLOOR LOADS
FROM MORE THAN ONE LEVEL OR EXTERIOR WALLS (UNO)
DOUBLE TOP PLATES MATCHING STUDS FOR SIZE AND GRADE SHALL BE PROVIDED
AT ALL WALLS (UNO). SPLICES IN PLATES, IF USED, SHALL BE STAGGERED NO LESS
THAN 4'-0" o.c.
4X6 OR BETTER HEADER BEAMS OR LINTELS SHALL BE PROVIDED AT ALL OPENINGS
IN WALLS AND PARTITIONS.
CONTINUOUS HORIZONTAL 2X FIRE BLOCKING OF DEPTH TO MATCH STUDS SHALL BE
PROVIDED AT FLOORS, CEILINGS, SOFFITS AND AT NO MORE THAN 8'-0" o.c.
VERTICALLY IN ALL STUD WALLS.
BORED HOLES IN STUDS SHALL BE PERMITTED ONLY WITHIN THE FOLLOWING
RESTRICTIONS:
HOLES SHALL NOT APPROACH WITHIN 3/4" OF EITHER EDGE OF THE STUD.
HOLES SHALL NOT OCCUR WIHIN 6" OF ANY OTHER BORED HOLE, CUT, NOTCH,
OR END OF THE STUD.
HOLE DIAMETER SHALL BE LIMITED TO 60% OF WIDTH AT NON-BEARING STUDS IN
INTERIOR PARTITIONS SUPPORTING ONLY THEIR OWN WEIGHT AND 40% OF
WIDTH AT ALL OTHER STUDS.
NOTCHING OF STUDS SHALL BE PERMITTED ONLY WITHIN THE FOLLOWING
RESTRICTIONS:
NOTCHES SHALL BE NEATLY MADE WITH PREDRILLED CORNERS AND WITHOUT
OVERCUTTING.
NOTCHES SHALL NOT OCCUR WITHIN 6" OF ANY OTHER NOTCH, CUT, BORED
HOLE, OR END OF THE STUD.
NOTCH DEPTH SHALL BE LIMITED TO 40% OF WIDTH AT NON-BEARING STUDS IN
INTERIOR PARTITIONS SUPPORTING ONLY THEIR OWN WEIGHT AND 25% OF
WIDTH AT ALL OTHER STUDS.
NOTCH WIDTH SHALL BE LIMITED TO TWICE MAXIMUM PERMITTED DEPTH BUT IN
NO CASE MORE THAN SIX INCHES.
ALL STUD WALLS SHALL BE BRACED BY ONE OF THE FOLLOWING METHODS:
STRUCTURAL LUMBER a.
b.
c.
d.
e.
10.
11.
12.
13.
14.
15.
16.
a.
b.
c.
17.
a.
b.
c.
18.
19.
20.
a.
b.
c.
21.
22.
a.
b.
c.
23.
24.
25.
26.
27.
28.
29.
30.
31.
a.
b.
c.
d.
32.
33.
1/2" GYPSUM BOARD SHEATHING WITH 5d COOLER NAILS AT 7" o.c. TO ALL
STUDS AND TOP AND BOTTOM PLATES AND AT 12" o.c. AT ALL OTHER STUDS.
EDGE BLOCKING NOT REQUIRED.
OTHER SHEAR RESISTING FINISH APPROVED BY BUILDING DEPARTMENT FOR
EQUAL OR GREATER SHEAR STRENGTH THAN ITEM (a) ABOVE.
1X6 LET IN DIAGONAL BRACING AT NO MORE THAN 25'-0" o.c. ALONG WALL
ANGLED TO CROSS AT LEAST FOUR STUD SPACES IN WALL HEIGHT, WITH 2-8d
NAILS AT EACH STUD AND AT TOP AND BOTTOM PLATES.
APPROVED STEEL STRAP BRACING SIMILAR TO ITEM (c) ABOVE.
5/16" PLYWOOD PANELS AT LEAST 4'-0" WIDE AND EXTENDING FULL HEIGHT OF
WALL AT NO MORE THAN 25'-0" o.c. WITH 6d NAILS AT 6" o.c. TO STUDS AT
VERTICAL SHEET EDGES AND TO TOP AND BOTTOM PLATES AND AT 12" o.c. AT
ALL OTHER STUDS. EDGE BLOCKING NOT REQUIRED.
BEAMS OR GIRDERS SUPPORTED BY HANGERS OR STRUCTURAL STEEL SHALL
HAVE AT LEAST 3" OF FIRM BEARING IN A DETAIL APPROVED BY SAA (UNO).
BEAMS OR GIRDERS SUPPORTED BY CONCRETE OR MASONRY SHALL HAVE AT
LEAST 4" OF FIRM BEARING ON SOUND MATERIAL (UNO).
BEAMS OR GIRDERS SUPPORTED BY TIMBER SHALL HAVE FULL BEARING ACROSS
THE SECTION OF THE POST, GIRDER OR OTHER SUPPORT (UNO).
JOISTS OR RAFTERS SUPPORTED BY METAL HANGERS SHALL HAVE AT LEAST 1%%
30 1/2" OF FIRM BEARING (UNO).
JOISTS OR RAFTERS SUPPORTED BY CONCRETE OR MASONRY SHALL HAVE AT
LEAST 3" OF FIRM BEARING ON SOUND MATERIAL (UNO).
JOISTS OR RAFTERS SUPPORTED BY TIMBER SHALL HAVE FULL BEARING ACROSS
THE WIDTH OF BEAMS OR GIRDERS OR THE TOP PLATES OF STUD WALLS OR
SHALL BE ALIGNED WITH AND FACE NAILED TO STUDS AND SUPPORTED BY A 1X4
RIBBON STRIP (UNO).
STABILITY BRACING SHALL BE PROVIDED AT NO MORE THAN 10'-0" o.c. FOR
RAFTERS AND 8'-0" FOR JOISTS IN ONE OF THE FOLLOWING WAYS:
CONTINUOUS 2X3 CROSS BRIDGING.
CONTINUOUS FULL DEPTH BLOCKING.
APPROVED METAL BRIDGING.
STABILITY BRACING SHALL BE PROVIDED FOR JOISTS AND RAFTERS AT ALL
SUPPORTS IN ONE OF THE FOLLOWING WAYS:
CONTINUOUS FULL DEPTH BLOCKING.
FULL NAILING OF A HANGER APPROVED FOR ROTATIONAL RESTRAINT.
END NAILING TO A RIM JOIST OR RAFTER.
RAFTERS OR JOISTS WITH COMMON INTERIOR BEARINGS SHALL BE LAPPED AT
LEAST 4" OVER SUPPORT AND ATTACHED TO ONE ANOTHER WITH 3-16d NAILS.
FLOOR JOISTS UNDER PARTITIONS PARALLEL TO THEIR SPAN SHALL BE DOUBLED
(UNO).
DOUBLED JOISTS OR OTHER VERTICALLY LAMINATED MEMBERS SHALL BE
SECURELY INTERCONNECTED ALONG THEIR ENTIRE LENGTH.
FASTENERS SHALL BE PLACED AT TOP AND BOTTOM QUARTER POINTS OF
DEPTH AND STAGGERED.
FASTENERS FOR 2X MEMBERS LESS THAN 12" DEEP MAY BE 16d NAILS AT 12"
o.c. (UNO).
FASTENERS FOR OTHER MEMBERS SHALL BE 1/2" DIAMETER BOLTS AT 24" o.c.
(UNO).
STRUCTURAL FRAMING MEMBERS SHALL NOT BE NOTCHED WITHOUT SAA'S
SPECIFIC APPROVAL.
BORED HOLES IN JOISTS OR RAFTERS SHALL BE PERMITTED ONLY WITHIN THE
FOLLOWING RESTRICTIONS:
HOLES SHALL NOT APPROACH WITHIN 2" OF EITHER EDGE OF THE MEMBER.
HOLES SHALL NOT OCCUR WIHIN 12" OF ANY OTHER HOLE OR OF THE END OF
THE MEMBER.
HOLE DIAMETER SHALL BE LIMITED TO ONE-THIRD OF DEPTH.
END JOINTS IN ADJACENT BOARDS IN LUMBER SHEATHING SHALL BE SEPARATED
BY AT LEAST TWO SUPPORT SPACES AND AT LEAST TWO BOARDS SHALL
SEPARATE ANY TWO JOINTS ON THE SAME SUPPORT.
NAILS DRIVEN PERPENDICULAR TO GRAIN SHALL BE USED IN FAVOR OF TOE NAILS
WHENEVER POSSIBLE.
WHEN TOE NAILS MUST BE USED, THEY SHALL BE DRIVEN AT AN ANGLE OF
APPROXIMATELY THIRTY DEGREES TO THE FACE AND STARTED APPROXIMATELY
ONE-THIRD OF THEIR LENGTH FROM THE END OF THE PIECE.
IMPROPERLY INSTALLED TOE NAILS SHALL NOT BE CONSIDERED AS HAVING
STRUCTURAL VALUE AND MEMBERS DAMAGED BY IMPROPER TOE NAILING SHALL
BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE.
BOLT HOLES, INCLUDING THOSE AT SILL ANCHORS, SHALL BE NO LESS THAN 1/32"
AND NO MORE THAN 1/16" LARGER THAN THE NOMINAL DIAMETER OF THE
FASTENER (UNO). OVERSIZE BOLT HOLES SHALL BE SUFFICIENT CAUSE FOR
REJECTION OF THE WORK.
THE CONTRACTOR SHALL VERIFY AND RETIGHTEN ALL BOLTS PRIOR TO
APPLICATION OF FINISH OR TO OTHER CONSTRUCTION WHICH WOULD MADE THEM
INACCESSIBLE.
NEITHER BOLTS, LAG SCREWS NOR WOOD SCREWS SHALL BE HAMMERED OR
OTHERWISE DRIVEN INTO PLACE. DRIVING OF SUCH MEMBERS SHALL BE
SUFFICIENT CAUSE FOR REJECTION OF THE FASTENING.
FRAMING HARDWARE SHALL BE INSTALLED WITH PROPER SIZE, LOCATION AND
NUMBER OF FASTENERS IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS AND CONDITIONS OF RELEVANT APPROVALS.
SILL PLATES AT STUD WALLS SHALL BE PROPERLY DETAILED AND ANCHORED:
SILLS SHALL BE 3X MINIMUM (UNO).
SILLS BEARING ON MASONRY OR CONCRETE SHALL BE SECURED IN POSITION
WITH NO LESS THAN 1/2" ANCHOR BOLTS AT 48" o.c. MAXIMUM WITH AT LEAST 7"
EMBEDMENT INTO SOUND CONCRETE OR MASONRY GROUT.
SILL ANCHOR BOLTS SHALL BE PROVIDED WITHIN 9" OF EACH END OF EACH
PIECE AND NO PIECE SHALL HAVE LESS THAN TWO BOLTS.
SILL ANCHOR BOLTS SHALL BE ARRANGED TO AVOID INTERFERENCE WITH
FRAMING WHENEVER POSSIBLE.
WHERE GYPSUM BOARD, PLYWOOD OR OTHER STRUCTURAL SHEATHING IS
SPECIFIED IN THE STRUCTURAL DRAWINGS, JOINTS SHALL NOT BE TAPED OR
FINISH APPLIED UNTIL ATTACHMENT TO SUPPORTING FRAMING HAS BEEN
INSPECTED AND APPROVED.
WHERE PLASTER OR STUCCO IS SPECIFIED IN THE STRUCTURAL DRAWINGS,
APPLICATION SHALL NOT BEGIN UNTIL LATH TYPE AND ATTACHMENT TO
SUPPORTING FRAMING HAS BEEN INSPECTED AND APPROVED.
A.
1.
B.
1.
2.
3.
4.
5.
6.
7.
FOUNDATION EXCAVATION AND CONSTRUCTION SHALL BE ACCOMPLISHED IN A
MANNER CONSISTENT WITH DESIGN ASSUMPTIONS:
FOOTINGS SHALL BE FOUNDED NO LESS THAN TWO FEET (2'-0") BELOW LOWEST
ADJACENT FINISH GRADE, SLAB OR PAVEMENT AND BE EMBEDDED INTO NATIVE
SOIL OR CERTIFIED COMPACTED FILL.
ALL EXCAVATION AND GRADING OPERATIONS SHALL BE CONDUCTED IN ACCORDANCE
WITH REQUIREMENTS OF GOVERNING AUTHORITIES AND IN A MANNER CONSISTENT
WITH QUALITY CONSTRUCTION STANDARDS.
EXCAVATIONS SHALL BE LAID BACK OR SHORED AS REQUIRED FOR SAFETY AND
STABILITY AT ALL STAGES OF THE WORK.
ADEQUATE PROVISIONS FOR DRAINAGE AND REMOVAL OF RAINWATER, AND
GROUNDWATER IF PRESENT, SHALL BE INCORPORATED INTO TEMPORARY SLOPES
OR GRADED SURFACES IN ORDER TO PRESERVE STABILITY AND PROTECT
AGAINST ILLEGAL, DANGEROUS, UNSIGHTLY, OR OTHERWISE INAPPROPRIATE RUN-
OFF.
BACKFILL WHICH WILL SUPPORT STRUCTURAL LOADS SHALL BE PLACED IN LIFTS
AND COMPACTED TO AT LEAST 95% OF MAXIMUM DENSITY UNDER THE
SUPERVISION OF GEOTECHNICAL ENGINEER.
BACKFILL SHALL NOT BE PLACED AGAINST NEW RETAINING STRUCTURES UNTIL
THEY AND THEIR SUPPORTS HAVE ACHIEVED THEIR DESIGN STRENGTH UNLESS
APPROPRIATE TEMPORARY SUPPORTS ARE PROVIDED.
COMPACTION METHODS USED FOR BACKFILL BEHIND RETAINING STRUCTURES
SHALL TAKE SURCHARGE OF THOSE STRUCTURES INTO CONSIDERATION.
APPROPRIATE TEMPORARY SUPPORTS SHALL BE PROVIDED AS NECESSARY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR TO THE SATISFACTION OF
OWNER, LANDLORD, ARCHITECT, BUILDING DEPARTMENT, AND SAA OF ANY
DAMAGE TO RETAINING STRUCTURES CAUSED BY PREMATURE BACKFILLING,
COMPACTION EFFORTS, OR OTHER CONSTRUCTION SURCHARGE.
CONCRETE SHALL NOT BE PLACED IN EXCAVATIONS CONTAINING STANDING
WATER WITHOUT PRIOR APPROVAL. REQUESTS FOR SUCH APPROVAL SHALL
INCLUDE DETAILED DESCRIPTION OF APPROPRIATE WET PLACEMENT
PROCEDURES THAT SHALL BE SUBJECT TO THE APPROVAL OF GEOTECHNICAL
ENGINEER, BUILDING DEPARTMENT, AND SAA AND WHICH, IF APPROVED, SHALL BE
STRICTLY FOLLOWED.
EXCAVATIONS AND FOUNDATIONS
A.
1.
2.
3.
4.
5.
6.
7.
8.
9.
B.
1.
2.
3.
4.
5.
C.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
STRUCTURAL CONCRETE WORK FOR PROJECT:
ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318).
ACI CODE OF STANDARD PRACTICE.
ASTM C33 FOR AGGREGATE (UNO).
ASTM C330 FOR AGGREGATE FOR STRUCTURAL LIGHTWEIGHT CONCRETE (AS
SPECIFIED).
ASTM C150 TYPE I OR II FOR CEMENT. ALL STRUCTURAL CONCRETE IN CONTACT
WITH SOIL SHALL BE MADE WITH TYPE II CEMENT.
ASTM C260 FOR AIR ENTRAINING ADMIXTURES WHERE SPECIFIED OR ADDED AT
CONTRACTOR'S OPTION.
ASTM C494 FOR WATER-REDUCING, RETARDING, ACCELERATING, WATER-
REDUCING AND RETARDING OR WATER-REDUCING AND ACCELERATING
ADMIXTURES WHERE SPECIFIED OR ADDED AT CONTRACTOR'S OPTION.
ASTM C618 FOR FLY ASH OR OTHER POZZOLANIC ADMIXTURES WHERE SPECIFIED
OR ADDED AT CONTRACTOR'S OPTION. NO MORE THAN 15% OF THE TOTAL
CEMENT CONTENT IN ANY STRUCTURAL CONCRETE MIX SHALL BE SUCH MATERIAL
(UNO).
ASTM C94 FOR READY-MIXED CONCRETE. ALL STRUCTURAL CONCRETE SHALL BE
DELIVERED TO THE SITE READY-MIXED.
STRUCTURAL CONCRETE SHALL BE OF SPECIFIED TYPES AND STRENGTHS AND OF
QUALITY COMPATIBLE WITH THE REQUIREMENTS OF THE WORK.
ALL STRUCTURAL CONCRETE SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH
OF AT LEAST 3000 PSI AT THE AGE OF 28 DAYS (UNO). STRUCTURAL CONCRETE
FOR THIS PROJECT DESIGNED USING 2500 PSI BUT CONTRACTOR TO PLACE 3000
PSI MATERIAL (NO SPECIAL INSPECTION REQUIRED).
ALL STRUCTURAL CONCRETE SHALL BE STONE TYPE WITH A FULLY CURED
DENSITY BETWEEN 140 AND 150 PCF (UNO).
STRUCTURAL LIGHTWEIGHT CONCRETE, WHERE SPECIFIED, SHALL HAVE A FULLY
CURED DENSITY BETWEEN 110 AND 120 PCF (UNO).
SLUMPS OF STRUCTURAL CONCRETE SHALL BE AS SMALL AS PRACTICAL FOR THE
INTENDED APPLICATION AND SHALL COMPLY WITH RECOMMENDATIONS OF
REFERENCED STANDARDS AND LIMITATIONS OF THE MIX DESIGN.
NO CONCRETE WITH MEASURED SLUMP GREATERTHAN SIX INCHES SHALL BE
USED IN THE WORKWITHOUT THE SPECIFIC WRITTEN APPROVAL OF SAA.SLUMP
MAY BE MEASURED AT POINT OF PLACEMENT.
GROUT AND DRYPACK SHALL BE TREATED AS STRUCTURAL CONCRETE AND SHALL BE
SUBJECT TO ALL APPLICABLE REQUIREMENTS OF THESE NOTES (UNO).
GROUT SHALL BE A HIGH-STRENGTH SHRINKAGE-COMPENSATING ("NONSHRINK")
CEMENTITIOUS MATERIAL OBTAINING AN ULTIMATE COMPRESSIVE STRENGTH OF
AT LEAST 5000 PSI ATTHE AGE OF 28 DAYS WHEN TESTED IN ACCORDANCE WITH
ASTM C109.
GROUT SHALL BE A PRE-ENGINEERED PRODUCT ACCEPTABLE TO BUILDING
DEPARTMENT AND SAA.
GROUT SHALL BE DELIVERED TO THE SITE PREMIXED IN MANUFACTURERS
ORIGINAL PACKAGING. ONLY WATER SHALL BE ADDED ON SITE. GROUT SHALL BE
PREPARED AND PLACED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
GROUT SHALL BE MIXED TO A UNIFORM FLUID CONSISTENCY, POURED INTO
FORMS AS REQUIRED, AND CHAINED OR RODDED TO ASSURE THAT ALL VOIDS ARE
FILLED.
GROUT CONTAINING METALLIC ADMIXTURES SHALL NOT BE USED WITHOUT THE
WRITTEN APPROVAL OF BOTH ARCHITECT AND SAA.
DRYPACK, WHERE SPECIFIED, SHALL BE GROUT MIXED TO A STIFF CLAY-LIKE
CONSISTENCY. CARE SHALL BE TAKEN TO ASSURE UNIFORMITY PRIOR TO
PLACEMENT.
EXISTING CONCRETE OR OTHER POROUS SURFACES AGAINST WHICH GROUT OR
DRYPACK IS TO BE PLACED SHALL BE MOISTENED TO PREVENT PREMATURE
DEHYDRATION OF THE MATERIAL.
INSPECTION REQUIREMENTS FOR STRUCTURAL GROUT AND DRYPACK SHALL BE
AS FOR STRUCTURAL CONCRETE EXCEPT THAT CUBES RATHER THAN CYLINDERS
MAY BE TAKEN FOR COMPRESSIVE STRENGTH TESTING.
CONSISTENCY, POURED INTO FORMS AS REQUIRED, AND CHAINED OR RODDED TO
ASSURE THAT ALL VOIDS ARE FILLED.
GROUT CONTAINING METALLIC ADMIXTURES SHALL NOT BE USED WITHOUT THE
WRITTEN APPROVAL OF BOTH ARCHITECT AND SAA.
DRYPACK, WHERE SPECIFIED, SHALL BE GROUT MIXED TO A STIFF CLAY-LIKE
CONSISTENCY. CARE SHALL BE TAKEN TO ASSURE UNIFORMITY PRIOR TO
PLACEMENT.
EXISTING CONCRETE OR OTHER POROUS SURFACES AGAINST WHICH GROUT OR
DRYPACK IS TO BE PLACED SHALL BE MOISTENED TO PREVENT PREMATURE
DEHYDRATION OF THE MATERIAL.
STRUCTURAL CONCRETE
D.
1.
2.
3.
4.
5.
E.
1.
2.
a.
b.
•
•
3.
4.
5.
6.
7.
8.
F.
1.
2.
3.
4.
5.
G.
1.
2.
3.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR MIX DESIGNS.
MIX DESIGNS FOR CONCRETE WITH SPECIFIED STRENGTH UP TO 2500 PSI MAY BE
BY SUPPLIER AND NEED NOT BE SUBMITTED FOR REVIEW PRIOR TO USE.
MIX DESIGNS FOR CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 2500 PSI
SHALL BE BY A CALIFORNIA LICENSED CIVIL ENGINEER IN THE EMPLOY OF A
CERTIFIED INDEPENDENT TESTING LABORATORY ACCEPTABLE TO BUILDING
DEPARTMENT AND SAA. COSTS OF SUCH DESIGN SHALL BE BORNE BY THE
CONTRACTOR.
CALCIUM CHLORIDE OR OTHER ADMIXTURES CONTAINING CHLORIDE OTHER THAN
AS AN IMPURITY SHALL NOT BE USED IN STRUCTURAL CONCRETE WITHOUT THE
WRITTEN APPROVAL OF SAA.
COPIES OF EACH MIX DESIGN, BEARING THE SEAL AND SIGNATURE OF THEIR
DESIGNER AND ACCOMPANIED BY CERTIFIED RESULTS OF 7 AND 28 DAY TRIAL
BATCH CYLINDER TEST RESULTS, SHALL BE SUBMITTED TO BUILDING DEPARTMENT
AND SAA NO LESS THAN TWO WORKING DAYS BEFORE USE.
COPIES OF THE MIX DESIGN SHALL BE PRESENT AT BATCH PLANT AND JOB SITE
PRIOR TO USE.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING PROPER PREPARATIONS
PRIOR TO THE PLACEMENT OF STRUCTURAL CONCRETE.
THE CONTRACTOR SHALL DESIGN AND CONSTRUCT COMPETENT FORMS AS
REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR THEIR ADEQUACY.
REINFORCEMENT SHALL BE PLACED AS CLOSE TO THE SURFACE OF CONCRETE AS
PERMITTED WHILE MAINTAINING MINIMUM COVER AS FOLLOWS (UNO):
AT SURFACES CAST AGAINST EARTH -- THREE INCHES (3").
AT SURFACES EXPOSED TO EARTH OR WEATHER:
FOR #6 OR LARGER BARS -- TWO INCHES (2").
FOR #5 AND SMALLER -- ONE AND ONE-HALF INCHES (1-1/2").
PROJECTING CORNERS OF EXPOSED CONCRETE STRUCTURAL MEMBERS SHALL
BE FORMED WITH 3/4" CHAMFER (UNO).
REINFORCING STEEL, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN
POSITION BEFORE CONCRETE PLACEMENT. SETTING DURING OR AFTER
PLACEMENT SHALL NOT BE PERMITTED (UNO).
EXCEPT FOR SIMPLE, SYMMETRICAL, UNIFORM CONFIGURATIONS, THE
CONTRACTOR SHALL PREPARE REINFORCEMENT PLACEMENT DRAWINGS. COPIES
OF THESE DRAWINGS SHALL BE AVAILABLE FOR REFERENCE ON SITE AT LEAST
ONE WORKING DAY BEFORE PLACEMENT OF CONCRETE AND BEFORE ANY
INSPECTION OF THE REINFORCEMENT OR FORMWORK.
THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES BEFORE PLACEMENT OF
CONCRETE TO ASSURE PROPER INCORPORATION OF REQUIRED SLEEVES,
INSERTS, CURBS, DEPRESSIONS AND SIMILAR ITEMS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADDITIONAL COSTS OF
CORRECTIVE ACTION IN CASE OF ITEMS IMPROPERLY LOCATED OR OMITTED FROM
CONCRETE PLACEMENT.
THE CONTRACTOR SHALL SUBMIT SKETCHES SHOWING SIZE AND LOCATION OF
ANY REQUIRED SLEEVE, INSERT, DEPRESSION, OR OTHER MODIFICATION TO
STRUCTURAL CONCRETE NOT SHOWN IN THESE STRUCTURAL DESIGN DRAWINGS
TO SAA FOR REVIEW AND SHALL OBTAIN ITS APPROVAL BEFORE PLACEMENT.
CONCRETE SHALL BE PLACED, FINISHED, AND CURED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF REFERENCED STANDARDS.
STRUCTURAL CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 2500 PSI
SHALL BE PLACED UNDER THE CONTINUOUS SUPERVISION OF A DEPUTY
INSPECTOR LICENSED BY BUILDING DEPARTMENT. THIS INSPECTOR'S WORK
SHALL INCLUDE PRE-PLACEMENT INSPECTION OF FORMWORK, REINFORCEMENT
AND EMBEDDED ITEMS.
EXISTING CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE PLACED SHALL BE
ROUGHENED TO AT LEAST 1/4" AMPLITUDE TO EXPOSE COARSE AGGREGATE,
SANDBLASTED OR OTHERWISE THOROUGHLY CLEANED BY AN APPROVED
METHOD, MOISTENED AND SCOURED WITH A CEMENT/WATER PASTE IMMEDIATELY
PRIOR TO PLACEMENT OF NEW MATERIAL.
COLD JOINTS IN STRUCTURAL CONCRETE SHALL BE MADE AT LOCATIONS
INDICATED IN DESIGN DRAWINGS OR APPROVED BY SAA. INCORPORATION OF
UNAPPROVED JOINTS SHALL BE SUFFICIENT CAUSE FOR REJECTION OF WORK.
CURING COMPOUNDS, IF USED, SHALL BE OF APPROVED TYPES. THE
CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL OF CURING COMPOUNDS
PROPOSED FOR USE ON SURFACES TO RECEIVE FINISH FROM THE FINISH
MANUFACTURER PRIOR TO APPLICATION.
FORMS SHALL BE KEPT DAMP AND STRUCTURAL CONCRETE SURFACES EXPOSED
TO THE ENVIRONMENT SHALL BE MOIST CURED OR OTHERWISE PROTECTED
AGAINST PREMATURE DEHYDRATION FOR AT LEAST 72 HOURS AFTER PLACEMENT.
CONCRETE SHALL BE TESTED AND INSPECTED IN ACCORDANCE ACI-318
REQUIREMENTS BY QUALIFIED TECHNICIANS UNDER THE SUPERVISION OF A LICENSED
CIVIL ENGINEER.
FOUR TEST CYLINDERS FROM EACH 150 YARDS, OR FRACTION THEREOF, POURED
IN ANY ONE DAY, SHALL BE SECURED AND TESTED BY AN INDEPENDENT TESTING
AGENCY; ONE TO BE TESTED AT 7 DAYS, TWO AT 28 DAYS, AND THE FOURTH HELD
IN RESERVE.
QUALIFIED FIELD TESTING TECHNICIANS SHALL PERFORM TESTS ON FRESH
CONCRETE AT THE JOB SITE, PREPARE SPECIMENS REQUIRED FOR CURING
UNDER FIELD CONDITIONS, PREPARE SPECIMENS REQUIRED FOR TESTING IN THE
LABORATORY, AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN
PREPARING SPECIMENS FOR STRENGTH TESTS. QUALIFIED LABORATORY
TECHNICIANS SHALL PERFORM ALL REQUIRED LABORATORY TESTS.
THE CONTRACTOR SHALL REMOVE AND REPLACE ANY CONCRETE WHICH FAILS TO
ATTAIN SPECIFIED STRENGTH IN 28 DAYS IF SO DIRECTED BY THE ENGINEER OF
RECORD. ANY DEFECTS IN THE HARDENED CONCRETE SHALL BE SATISFACTORILY
REPAIRED OR THE HARDENED CONCRETE SHALL BE REPLACED.
A.
1.
2.
3.
B.
1.
2.
3.
4.
5.
6.
7.
8.
C.
D.
IN ADDITION TO CODE, THE FOLLOWING SPECIFICATIONS AND STANDARDS APPLY TO
THE MANUFACTURE, FABRICATION AND INSTALLATION OF REINFORCING STEEL IN
STRUCTURAL CONCRETE AND/OR MASONRY WORK FOR PROJECT:
CRSI HANDBOOK.
ASTM A615 GRADE 60 FOR ALL REINFORCING STEEL (UNO).
ASTM A185 FOR COLD DRAWN WELDED WIRE FABRIC (UNO). 4.AWS D1.4 FOR
WELDING OF REINFORCING STEEL.
QUALITY DETAILING AND CONSTRUCTION STANDARDS SHALL BE OBSERVED.
REINFORCEMENT SHALL BE TRACEABLE FROM SOURCE TO SITE AND SHALL BE
SAMPLED AND TESTED TO CONFIRM PHYSICAL PROPERTIES AS REQUIRED BY
BUILDING DEPARTMENT OR OTHERWISE NOTED IN THE PROJECT SPECIFICATION.
REINFORCEMENT DELIVERED TO THE SITE SHALL BE ACCOMPANIED BY
APPROPRIATE TESTING REPORTS AND CERTIFICATION, INCLUDING EVIDENCE OF
CONFORMANCE WITH SPECIAL DUCTILITY REQUIREMENTS SPECIFIED ABOVE.
LACK OF CERTIFICATION OR INADEQUATE CERTIFICATION SHALL BE SUFFICIENT
CAUSE FOR REJECTION OF MATERIAL. UNCERTIFIED OR INADEQUATELY CERTIFIED
MATERIAL SHALL NOT BE STORED AT THE SITE OR USED IN THE WORK AND IF
DELIVERED TO THE SITE SHALL BE IMMEDIATELY REMOVED.
SUBJECT TO SAA'S WRITTEN APPROVAL, REINFORCEMENT NOT MEETING THE
SPECIAL DUCTILITY REQUIREMENTS SPECIFIED ABOVE (NOTE 2) MAY BE PERMITTED
IN LOCATIONS NOT SUBJECT TO YIELDING UNDER SEISMIC LOAD.
BARS SHALL BE COLD BENT AS DETAILED OR OTHERWISE NECESSARY AROUND PINS
OF REQUIRED RADIUS. REBENDING OF BARS SHALL NOT BE PERMITTED (UNO).
BENDS SHALL BE MADE IN SHOP WHENEVER POSSIBLE. BENDING OF IN PLACE BARS
IN ANY MANNER WHICH MIGHT CAUSE STRESS TO EXISTING CONCRETE SHALL NOT
BE PERMITTED (UNO).
RUST, GREASE, MILL SCALE OR OTHER MATERIAL WHICH MIGHT EFFECT BOND TO
CONCRETE SHALL BE REMOVED IN AN APPROVED MANNER WITHOUT DAMAGE TO
THE REINFORCEMENT AND BEFORE PLACEMENT OF CONCRETE.
SEE CONCRETE NOTES FOR PLACEMENT DRAWING REQUIREMENTS.
WELDING OF REINFORCEMENT IS NOT PERMITTED, UNLESS SPECIFICALLY DETAILED IN
THE CONSTRUCTION DOCUMENTS.
ADDITIONAL TRIM AND CRACK CONTROL STEEL MAY BE REQUIRED DURING THE
PROGRESS OF THE WORK. AN ALLOWANCE OF AT LEAST ONE PERCENT BY WEIGHT OF
THE TOTAL REINFORCEMENT SHALL BE SET ASIDE FOR THIS PURPOSE. SUCH STEEL
SHALL BE FABRICATED AND PLACED AT SAA'S DIRECTION.
REINFORCING STEEL
S-002
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
1.
2.
3.
4.
NOTES:
IF "A" BAR IS USED, "C" IS BASED UPON ACI CLASS "B" SPLICE PER DETAIL 1, THIS SHEET.
WHERE SINGLE LAYER OF REINFORCEMENT OCCURS, BEND BARS AS SHOWN FOR BARS AT OUTSIDE FACE.
AT INTERSECTIONS, ALTERNATE BENDS IN EACH DIRECTION.
WHERE SPLICES OF DIFFERENCT SIZE BARS OCCUR, CORNER DOWEL SIZE AND LAPS ARE BASED ON LARGER BAR SIZE.
"A" BAR
16
D
I
A
.
16 DIA.16 DIA.
16 DIA.
"C"
"C
"
CORNER INTERSECTION ALT. CORNER
fy
(ksi)
BAR
SIZE TOP
BARS
OTHER
BARS
#3
#4
#5
fc = 3,000 psi
#6
#7
#8
#9
#10
#11
#11
#14
#14
HOOKED BAR DEVELOPMENT LENGTH (Ldh)
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
fc = 4,000 psi fc = 5,000 psi fc = 6,000 psi fc = 7,000 psi fc = 9,000 psifc = 8,000 psi fc = 10,000 psi
60
75
75
6
8
10
12
14
16
18
20
22
28
38
47
8
10
12
14
16
18
20
22
28
38
47
7
9
10
12
14
15
17
19
24
33
41
7
9
10
12
14
15
17
19
24
33
41
6
8
9
11
12
14
16
17
21
29
36
8
9
11
12
14
16
17
21
29
36
7
9
10
11
13
14
16
20
27
33
7
9
10
11
13
14
16
20
27
33
7
8
9
11
12
13
15
18
25
31
7
8
9
11
12
13
15
18
25
31
6
8
9
10
11
12
14
17
23
29
8
9
10
11
12
14
17
23
29
7
8
9
10
12
13
16
22
27
7
8
9
10
12
13
16
22
27
7
8
9
10
11
12
15
21
26
7
8
9
10
11
12
15
21
26
60
60
60
60
60
60
60
60
60
6 6 6 6 6 6 6 6 6 6 6 6 6 6 6
6 6 6 6 6 6 6 6 6 6 6
6 6 6 6 6
fy
(ksi)
BAR
SIZE TOP
BARS
OTHER
BARS
#3
#4
#5
fc = 3,000 psi
#6
#7
#8
#9
#10
#11
#11
#14
#14
BAR DEVELOPMENT LENGTH (Ld)
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
fc = 4,000 psi fc = 5,000 psi fc = 6,000 psi fc = 7,000 psi fc = 9,000 psifc = 8,000 psi fc = 10,000 psi
60
75
75
33
43
54
65
94
107
121
136
151
189
181
227
33
42
50
72
83
93
105
116
145
140
174
37
47
56
81
93
105
118
131
164
157
196
29
36
43
63
72
81
91
101
126
121
151
34
42
50
73
83
94
106
117
146
141
176
32
39
56
64
72
81
90
113
108
135
38
46
67
76
86
96
107
134
128
160
30
35
51
59
66
74
82
103
99
123
35
42
62
70
79
89
99
124
119
148
27
33
48
54
61
69
76
95
92
114
33
40
58
66
74
84
93
116
111
139
31
45
51
57
64
71
89
86
107
37
54
62
70
79
87
109
105
131
29
42
48
54
61
67
84
81
101
36
52
59
66
75
83
104
100
124
27
40
45
51
58
64
80
77
96
60
60
60
60
60
60
60
60
60
25 28 22 25 20 23 18 21 17 20 16 19 15 18 14
26 31 24 28 22 27 21 25 19 24 18
26 31 24 30 23
fy
(ksi)
BAR
SIZE TOP
BARS
OTHER
BARS
#3
#4
#5
fc = 3,000 psi
#6
#7
#8
#9
#10
#11
#11
#14
BAR LAP SPLICE LENGTH
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
TOP
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
OTHER
BARS
fc = 4,000 psi fc = 5,000 psi fc = 6,000 psi fc = 7,000 psi fc = 9,000 psifc = 8,000 psi fc = 10,000 psi
60
75
43
56
70
85
122
139
157
177
196
246
43
55
65
94
108
121
137
151
189
48
61
73
105
121
13
7153
170
213
38
47
56
82
94
105
118
131
164
44
55
65
94
108
122
138
152
190
42
51
73
83
94
105
117
147
49
60
87
99
112
125
139
174
39
46
66
77
86
96
107
134
46
55
81
91
103
116
129
161
35
43
62
70
79
90
99
124
43
52
75
86
96
109
121
151
40
59
66
74
83
92
116
48
70
81
91
103
113
142
38
55
62
70
79
87
109
47
68
77
86
98
108
135
35
52
59
66
75
83
104
60
60
60
60
60
60
60
60
33 36 29 33 26 30 23 27 22 26 21 25 20 23 18
34 40 31 36 29 35 27 33 25 31 23
34 40 31 39 30
USE MECHANICAL SPLICE
1.
2.
3.
4.
5.
6.
7.
8.
NOTES:
TABULATED VALUES IN INCHES FOR
NORMAL CONCRETE AND UNCOATED
REINFORCING STEEL, FOR LIGHTWEIGHT
CONCRETE INCREASE LENGTHS BY 30%
FOR EPOXY COATED INCREASE LENGTHS
BY 50%.
TABULATED LAP SPLICE LENGTHS ARE FOR
CLASS "B" SPLICES AS DEFINED IN ACI 318.9
FOR CLASS A SPLICES REDUCE LENGTH
BY 30%. CLASS A SPLICES MAY BE USED
WHEN SPECIFICALLY CALLED ON
DRAWINGS AND IF ONE HALF OR LESS OF
THE TOTAL NUMBER OF BARS ARE SPLICED
WITHIN THE REQUIRED LAP LENGTH.
BAR DEVELOPMENT LENGTHS AND SPLICE
LENGTHS OF INDIVIDUAL BARS WITHIN A
BUNDLE SHALL BE INCREASED BY 20% FOR
A 3-BAR BUNDLE AND 33% FOR A 4-BAR
BUNDLE.
TOP BARS ARE DEFINED AS HORIZONTAL
BARS WITH MORE THAN 12" OF CONCRETE
CAST BELOW THE BAR.
FOR COMPRESSION LAP SPLICE LENGTH
(ONLY WHERE INDICATED ON DRAWINGS)
USE 30 BAR DIAMETER, NOT LESS THAN 12".
MECHANICAL SPLICES MAY BE USED AT
CONTRACTOR'S OPTION. MECHANICAL
SPLICES SHALL BE TYPE 2 AS DEFINED IN
ACI 318 AND SHALL DEVELOP IN TENSION
AT LEAST 125% OF THE SPECIFIED YIELD
STRENGTH (Fy) OF THE SPLICED BAR.
WHERE MECHANICAL SPLICES ARE USED,
STAGGER ADJACENT SPLICES BY 24" O.C.
THE SMALLER BAR SPLICE LENGTH SHALL
BE USED WHEN SPLICING DIFFERENT
SIZED BARS.
Ld
h
12d
CRITICAL
CONCRETE PLANE
MINIMUM BEND DIAMETERS:
D=6d FOR #3 TO #8
D=8d FOR #9 TO #11
D=10d FOR #14 TO #18
MINIMUM BEND DIAMETERS:
D=4d FOR #3 TO #5
D=6d FOR #6 TO #8
CRITICAL
CONCRETE PLANE
L
L
WIRE TIES
TYPICAL
2
1
/
2
"
M
i
n
.
4d
O
R
L
d
h
12d FOR #6 TO #8
6d FOR #3 TO #5
NOTE:
ALL FOOTINGS POURED AGAINST EARTH ARE SUBJECT TO APPROVAL OF SOIL AND
STRUCTURAL ENGINEERS AND MUST BE CONSTRUCTED IN THE MANNER SHOWN
UNLESS SPECIFICALLY NOTED OTHERWISE
CONST. JOINT PER TYP. DETAIL
FUTURE SLAB
6" MIN. CONT.
CLEAN - OUT EA. SIDE
STAKES NOT PERMITTED
WITHIN FOOTING AREA
FUTURE WALL
FORM FOR 1 1/2" MIN. STARTER WALL
REQUIRED. SCREED TOP LEVEL. AFTER
CONCRETE HAS SET REMOVE LAITANCE
AND SCUM FROM CONSTRUCTION JOINT.
PROVIDE EDGE PLANK TO PREVENT
RAVELLING DURING CONCRETE PLACEMENT
CUT BACK SPALL
NEAT CUT TRENCH
NO FORMWORK
PERMITTED BELOW
GRADE UNLESS
FULLY FORMED
FORMWORK
SPECIFICATION
APPLICABLE
*
-FOOTINGH WIDTH AS SHOWN
ON DRAWINGS + 2"
1.
2.
3.
4.
5.
NOTES:
SLABS SHALL BE PLACED IN LONGITUDINAL STRIPS OR SECTIONS HAVING
A MAXIMUM WIDTH OF 20'-0".
SLABS SHALL BE SUBDIVIDED BY CONTROL JOINTS HAVING A MAXIMUM
SPACING OF 15'-0".
CONTROL JOINTS TO BE PERPENDICULAR TO CONSTRUCTION JOINTS.
REINFORCING SHALL BE SECUREDLY PLACED IN MIDDLE OF SLAB.
CURING SHALL BE MAINTAINED PER WRITTEN SPECIFICATIONS.
1-1/2" x 3-1/2"
CONTINUOUS KEY
TRANSVERSE CONTROL JOINT
LONGITUDINAL CONSTRUCTION JOINT
CONCRETE PLACED FIRST
SHOWN HATCHED
DEEP "V" CUT JOINT OR SAW
CUT WITHIN SEVEN TO TWENTY
HOURS AFTER PLACEMENT
CONSTRUCTION JOINT
3/
4
"
CONSTRUCTION JOINT
4"
.
4"
.
3/
4
"
8"
1' - 0"DEEP "V" CUT JOINT OR SAW
CUT WITHIN SEVEN TO TWENTY
HOURS AFTER PLACEMENT
NOT TO SCALE
4 Concrete Wall Corners
NOT TO SCALE
1 Tension Lap Splice & Embedment Length in Concrete
NOT TO SCALE
8 Footing Form Against Soil
PAGE #
NOTES
AS NOTEDSCALE:
DATE:
PHONE: 323-448-4682
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04/28/2025
NOT TO SCALE
2 Typical Slab on Grade Joints
S-003
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
MAX. DSIZE
NOTE :
NOTCHING JOIST IS NOT ACCEPTABLE WITHOUT
STRUCTURAL ENGINEER'S APPROVAL
1 3/4"2x6
3"
4 3/8"
3 3/4"
2 3/8"
2x12
2x14
2x8
2x10
2"
M
I
N
.
2"
M
I
N
.
2x JOIST. SEE PLAN.
12" MIN.
D
D
EXT. & BRG. STUDSNON-BRG STUDS
NOTE:
NOTCH AND BORING NOT TO OCCUR IN
SAME STUD SECTION.1 3/8"40%2 1/8"
2x6
2"
7/8"
2x4
60%
25%
3 1/4"
1 3/8"
NOTCH/BORE
% OF STUD
5/8" MIN. TYP.
WIDTH, MAX.
60% STUD
NOTCH, MAX.
40% STUD WIDTH
STUD WIDTH
NOTCH, MAX.
25% STUD WIDTH
5/8" MIN. TYP.
STUD WIDTH
WIDTH, MAX.
40% STUD
SYM.
INTERMEDIATE NAILING - 10" O.C. AT FLOORS,
12" O.C. AT ROOFS. SAME SIZE AS EDGE NAILS.
3x4 FLAT BLOCK WHERE REQ'D
BOUNDARY NAILING
EDGE NAILING
NOTES:
1. PLYWOOD THICKNESS AND NAILING PER PLAN.
2 FACE GRAIN OF PLYWOOD SHALL RUN PERPENDICULAR TO SUPPORTS.
3.NAILS SHALL HAVE MIN. 3/8" EDGE DISTANCE AND SHALL
NOT BE OVER-DRIVEN THRU OUTER PLY.
4.CONTINUOUS PANEL EDGES SHALL RECEIVE BOUNDARY NAILING.
5.STAGGER PLYWOOD JOINTS.
1
2
3
4
4'x8'
PLYWOOD
PANELS
1
2
3
4
JOISTS OR
RAFTERS
TYPICAL CORNER CONDITION TYPICAL CONNECTION AT INTERSECTION
INTERSECTION WITH OR HOLDOWNCONDITION AT POST OR HOLDOWN ANCHOR
NOTES:
STUDS IN DIRECT CONTACT SHALL BE NAILED TOGETHER WITH 16d @ 12" O.C. (STAGGERED
IF POSSIBLE). STUDS SEPARATED BY SHEATHING SHALL BE NAILED WITH 20d @ 12" O.C.
U.N.O. PRE-DRILLED HOLES ARE REQUIRED FOR 20d SPIKES.
SHTG. WHERE INDICATED
ON PLANS. TYP. SEE
SCHDULE FOR NAILING
3x MIN. POST OR
REQ'D MEMBER
AT HOLDOWN
ANCH.
Field Nail U.N.O.E.N.
SHTG. WHERE INDICATED ON
PLANS. TYP. SEE SCHDULE
FOR NAILING
E.N.
E.N.
B.N.
E.N.
E.N.
E.N.
E.N.
POST OR REQ'D.
MEMBER AT
HOLDDOWN
ANCHOR
FIELD NAIL
TYP. U.N.O.E.N.
B.N.
E.N.
PROVIDE STUD
BELOW
PLATE SPLICE
2X DOUBLE
TOP PLATE
USE 16d @ 16" O.C. LAP
SPLICE AT EA. SIDE OF
TOP PLATE
4' - 0" MIN. LAP
6"
NOTCH STUDS AS REQ'D
(5) 3/4" DIA. BOLTS @ 9" O.C.6"
(26) 16d ALT.
3" MIN.
DOUBLE TOP PLATE
SILL PLATE
B/
2
M
A
X
.
5"3"5"
MAX.MAX.MAX.
B
5" MIN.
9" MIN.
5" MIN.
9" MAX.
5" MIN.
9" MAX.
B
"D
"
A
B
WHERE DEPTH OF NOTCH "D" IS GREATER THAN B/5 PROVIDE
ANCHOR BOLT EACH SIDE OF NOTCH AS PER END REQUIREMENT.
INDICATES
ANCHOR
BOLT
C OF PLATEL
END OF SILL PLATE
8-16d EACH
SIDE OF NOTCH
(4-EACH PLATE)NOTCH
WHERE NOTCH IS GREATER THAN 1" PROVIDE 12 GA.
STRAP WITH WIDTH SAME AS DOUBLE TOP PLATE.
16d @ 12"
O.C.
STAGGERED
CORNER INTERSECTION
DBL. STUD WHEN
OPNG EXCEEDS
4'-0"
JACK STUD
(PROVIDE (2) JACK
STUDS AT OPNGS
OVER 6'-0" WIDE)
SIMPSON A35
(A34 @ 2x4)
16d@12"STAGGERED,
EA STUD TO STUD
2x PRESSURE
TREATED D.F. SILL
EXCEPT AS NOTED
MIN. SILL BOLTS
5/8" DIA. x 12" @ 4'-0"
O.C. (U.O.N.)
2x BLK. AT
MID-HEIGHT
OR 8'-0" MAX.
(2) 2x TOP PLATE
LINTEL (SOLID
OR BUILT-UP)
PER PLANS
3/4" MIN., 1" MAX. DRYPACK AS REQ'D.
TO LEVEL. WHERE TROWELED
SURFACE IS LEVEL (1/8" MAX. IN 10-0")
DRYPACK IS NOT REQ'D.
(4)16d
SEE DETAIL A FOR
ANCHOR BOLT
BRSAAING DETAIL
4'-0" MIN. PLATE SPLICE
9" Max
5" Min
2x BLOCKING
ANCHOR BOLTDRY PACK
WHERE REQ'D
2x STUDS
2x FLAT
DETAIL A
OPNG HEADER
UP TO 6'-0"4x6
UP TO 3'-0"4x4
4x8
DOOR AND WINDOW
HEADER SCHEDULE
UP TO 8'-0"
NOTES:
1.HEADERS TO BE DF-L NO. 1. HEADER SIZES PER
SCHEDULE U.O.N. ON PLANS.
2. STRAPS ARE TO BE INSTALLED OVER PLYWOOD.
3.PROVIDE E.N. TO ALL FRAMING MEMBERS AROUND
OPENINGS AND BLOCKING.
HEADER PER
SCHEDULE
(2) 2x SILL AT WINDOW OPENINGS
2x TRIMMER (FULL HEIGHT AT
DOOR OPENINGS)
INTERRUPT TRIMMER AT
WINDOW SILL AS OCCURS
SIMPSON CMSTC16 STRAP
T&B OF OPENING
STRAP PER SCHEDULE
AT WINDOW OPENING
DOUBLE STUD CRIPPLE STUDS TO MATCH
TYPICAL WALL FRAMING
A35 AT HEADER TO
TRIMMER
A35 AT
SILL
4x BLOCKING AT
STRAPS TYP.
24" MIN.
NOTES:
1.HOLDOWN HARDWARE SHALL BE SECURED IN PLACE
PRIOR TO FOUNDATION INSPECTION.
2.HOLDOWN CONNECTOR BOLTS INTO WOOD FRAMING
REQUIRE APPROVED PLATE WASHERS.
3.HOLDOWN CONNECTOR BOLTS SHALL BE TIGHTENED
PRIOR TO COVERING THE WALL FRAMING.
4.SEE FOUNDATION PLAN FOR LOCATION AND
SHEARWALL INFORMATION.
HDU2 SSTB20
MODEL
NO.
MONO
POUR
SSTB20 20
MODEL
NO.
DIA.MIN.
EMBED
4x POST
PLYWOOD
SHEATHING
(SEE PLAN)HD HOLDOWN (SEE PLAN)
3 x P.T. SILL PLATEA.B. (SEE PLAN)
CONC. CURB
OR FOOTING
5/8"
CONNECTION NAILING
NAILING SCHEDULE
1.JOIST TO SILL OR GIRDER, TOENAIL
2.BRSAAING TO JOIST, TOENAIL EACH END
3.1"x6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL
4.WIDER THAN 1"x6" SUBFLOOR TO EACH JOIST, FACE NAIL
5.2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL
6.SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL
7.TOP PLATE TO STUD, END NAIL
8.STUD TO SOLE PLATE
9.DOUBLE STUDS, FACE NAIL
10.DOUBLED TOP PLATES, TYPICAL FACE NAIL
DOUBLE TOP PLATES,LAP SPLICE
11.BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOENAIL
12.RIM JOIST TO TOP PLATE, TOENAIL
13.TOP PLATES, LAPS AND INTERSECTIONS
15.CEILING JOIST TO PLATE, TOENAIL
16.CONTINUOUS HEADER TO STUD, TOENAIL
17.CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL
18.CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL
19.RAFTER TO PLATE, TOENAIL
20.1" BRACE TO EACH STUD AND PLATE, FACE NAIL
21.1"x8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL
22.WIDER THAN 1"x8" SHEATHING TO EACH BEARING, FACE NAIL
23.BUILT UP CORNER STUDS
24.BUILT UP GIRDER AND BEAMS
25.2" PLANKS
32.PANEL SIDING (TO FRAMING):
1/2" OR LESS
25/32"
33.FIBERBOARD SHEATHING:
1/2"
25/32"
34.INTERIOR PANELING
1/4"
3/8"
16d AT 24" O.C.
NO. 11 GA.
6d
NO. 11 GA.
8d
8
6d
4d 11
4
10
7
4
68d
66d
8
16d AT 16" O.C.
2-8d
3-8d
3-8d
2-8d
3-16d
3-16d
3-8d
4-8d
4-8d TOENAIL OR 2-16d END NAIL
16d AT 16" o.c.
8d AT 6" O.C.
3-8d
8-16d
2-16d
3-16d PER 16"
2-16d
16d AT 24" O.C.
3-8d
2-8d
3-8d
2-16d
2-8d
1
2 - 16d AT EACH BEARING
14.CONTINUOUS HEADER, TWO PIECES 16d AT 16" O.C. ALONG EA. END
20d AT 32" O.C. AT TOP
AND BOTTOM AND
STAGGERED 2-20d AT
ENDS AND AT EA. SPLICE
26.COLLAR TIE TO RAFTER, FACE NAIL 3-10d
27.JACK RAFTER TO HIP 3-8d TOENAIL OR 2-16d FACE NAIL
28.ROOF RAFTER TO 2x RSAAE BEAM 2-16d TOENAIL OR FACE NAIL
29.JOIST TO BAND JOIST, FACE NAIL 3-16d
30.LEDGER STRIP 3-16d
31.WOOD STRUCTURAL PANELS AND PARTICLEBOARD
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
1/2" AND LESS
2
3,126d
19/32" TO 3/4"48d OR 6d
7/8" TO 1"38d
1 1/8" TO 1 1/4"410d OR 8d
5
5
SINGLE FLOOR (COMBINATION SUBFLOOR-
UNDERLAYMENT TO FRAMING)
3/4" AND LESS 56d
7/8" TO 1"58d
1 1/8" TO 1 1/4"410d OR 8d 5
1. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE
OTHERWISE STATED.
2.NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT
INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE
SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL
PANEL AND PARTICLE BOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO
CBC SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE
COMMON, BOX OR CASING.
3. COMMON OR DEFORMED SHANK
4. COMMON
5.DEFORMED SHANK
6.CORROSION-RESISTANT SIDING OR CASING NAIL
7.FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND
6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS
STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON
THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS
FOR NON-STRUCTURAL APPLICATIONS.
8.CORROSION-RESISTANT ROOFING NAILS WITH 7/16" DIAMETER HEAD AND
1/2" LENGTH FOR 1/2" SHEATHING AND 1 3/4" LENGTH FOR 25/32"
SHEATHING
9.CORROSION RESISTANT STAPLES WITH NOMINAL 7/16" CROWN AND 1 1/8"
LENGTH FOR 1/2" SHEATHING AND 1 1/2" LENGTH FOR 25/32" SHEATHING.
PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE
LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
10.CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES
AT INTERMEDIATE SUPPORTS.
11.PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS AT 6 INCHES ON
PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS.
12.FOR ROOF SHEATHING APPLICATIONS, 8d NAILS ARE THE MINIMUM
REQUIRED FOR WOOD STRUCTURAL PANELS.
13.STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.
14.FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON
CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.
15.FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT
INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND
3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS
FOR ROOF SHEATHING.
16.FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT
INTERMEDIATE SUPPORTS.
SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS
NOT TO SCALE
4 Typical Boring of Joists
NOT TO SCALE
3 Typical Notching & Boring of Studs
NOT TO SCALE
12 Typical Plywood Layout & Nailing
NOT TO SCALE
13 Shear Wall Corners & Intersections
NOT TO SCALE
7 Double Top Plate Splice
NOT TO SCALE
5 Notching of Plates
NOT TO SCALE
8 Typ. Stud Wall Corners & Intersections
NOT TO SCALE
9 Stud Wall Framing
NOT TO SCALE
11 Typical Framed Opening in Shearwall
NOT TO SCALE
10 Typical Detail at Holdown PAGE #
NOTES
AS NOTEDSCALE:
DATE:
PHONE: 323-448-4682
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04/28/2025
NOT TO SCALE
6 Nailing Schedule
S-004
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
L = 15' - 6"1 AA
L = 13' - 5"
1A A
L
=
7
'
-
0
"
1
A
A
L
=
1
6
'
-
0
"
1
A
A
(E) FTG.
(N) 12" FTG.
(N
)
1
2
"
F
T
G
.
(N) 4" THK. SLAB ON GRADE.
REFER TO FOUNDATION NOTE #2.
(4) #4X16" DOWELS SIMPSON
SET-XP TO (E) FTG WITH 8"
EMBED. [ESR 2508]
(4) #4X16" DOWELS SIMPSON
SET-XP TO (E) FTG WITH 8"
EMBED. [ESR 2508]
15
15
15
19
18
16
TYP.
(E) FOOTING AND SLAB
ON GRADE TO REMAIN
L = 15' - 6"1
L = 13' - 5"
1
L
=
7
'
-
0
"
1
L
=
1
6
'
-
0
"
1
(E) 2x8 @ 16" O.C. [R.R.] V.I.F.
(E
)
2
x
8
@
1
6
"
O
.
C
.
[
R
.
R
.
]
V
.
I
.
F
.
(E) 2x6 @ 16" O.C. [C.J.] V.I.F.
(N
)
2
x
8
@
1
6
"
O
.
C
.
[
R
.
R
.
]
(N
)
2
x
8
@
1
6
"
O
.
C
.
[
R
.
R
.
]
(N
)
2
x
6
@
1
6
"
O
.
C
.
[
C
.
J
.
]
(N
)
2
x
6
@
1
6
"
O
.
C
.
[
C
.
J
.
]
LINE OF EXPOSED CEILING
(E
)
R
I
D
G
E
(E)
H
I
P
(E) HDR (E) HDR
6x12 DF#1 RIDGE2x10 RIDGE BOARD
4x
6
H
D
R
4x
6
H
D
R
4x
6
H
D
R
4x6 HDR
4x6 HDR 4x6 HDR
(N) CALIFORNIA FRAMING
PER DETAIL /7 S-2.0
1
2
3
45
12
TYP.
11TYP.
8
9
6
4" Slab On Grade
4" Crusher run Gravel Base (1/2" min agg size)
Compacted Fill
10 Mill Vapor Barrier
Legend:
Wall Above
2x @ 16
Direction of framing and span
Location / extent of framing
Framing member and spacing
Wall Below
Min. Shear Wall Length
Wood Post Below
Wood Post AboveSIZE
Shear Wall Above
L = 5' - 3"2
A A Holdown Above
California Framing
PAGE #
NOTES
AS NOTEDSCALE:
DATE:
PHONE: 323-448-4682
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S-1.0 1/4" = 1'-0"
A Foundation Plan
S-1.0 1/4" = 1'-0"
B Roof / Ceiling Framing Plan
HD Post Fasteners Comments
HDU2
Holdown Schedule
4x4 (6) SDS ESR-2330
ID
A
HDU4 4x4 (10) SDS ESR-2330B
HDU5 4x4 (14) SDS ESR-2330C
1.
2.
3.
4.
5.
6.
7.
Holdown Notes
Post sizes are minimums. Coordinate with wall framing and post sizes indicated on plans.
SDS = Simpson SDS25xxx (provide 1-1/2" min embed).
Hold-down connector bolts into wood framing require approved plate washers. Hold-downs
shall be finger tight and 1/2 wrench turn just prior to covering the wall framing. Connector
bolts into wood framing require steel plate washers on the post on the opposite side of the
anchorage device. Plate size shall be a minimum of 0.299 inch by 3 inches by 3 inches.
(2305.5)
Where double holdowns are specified at shearwall use 6x post and vertically stagger
devices if necessary to avoid fasteners from fouling each other.
Provide Simpson SB anchor bolts at all holdowns. Coordinate anchor bolt diameter with
holdown hardware.
Hold-down hardware must be secured in place prior to foundation inspection.
Bolts, fasteners and framing hardware in contact with preservative treated lumber to be hot
dipped galvanized.
1.
2.
3.
4.
5.
6.
Shear Wall Notes
All new exterior walls not otherwise designated as shear wall to be sheathed per item 1 in
the Shear Wall Schedule.
Sill anchors to concrete to be A307 anchor rods with 7" embedment in foundation. If
multiple pours used, specified embedment must be contained within top pour. If not, full
embedment must be achieved in lower pour level. All sill anchors to have 2-1/2" square x
1/4" plate washers under nuts. Install sill anchors in centerline of sill plate.
Sill attachment to wood to be with Simpson SDS screws 1/4" with 1-1/2" min embed into
subfloor or beams/framing below subfloor.
Where sheathing nailing is less than 4" on center or where sheathing is applied to both
sides of studs use 3x studs at panel edges or panel joints.
Sill and sole plates to be 3x minimum thickness. Use pressure treated material where in
contact with concrete. See Structural Lumber section of General Notes for additional
information.
Contractor responsible for maintaining copies of referenced ICC-ESR reorts and/or
conditions of listing shall be made available at the job site.
1.
2.
3.
4.
5.
6.
Foundation Plan Notes
Footings are to be founded a minimum of 2'-0" below adjacent grade.
Slab on grade to be minimum 4" thick with #4 @ 16" o.c. each way chaired at mid thickness.
Slab to be underlain by 10 mil vapor barrier/4" crusher-run base compacted by mechanical
means in accordance with the Soils Report. Vapor barrier to be in conformance with ASTM
E1643 and installed per manufacturer's recommendations with care taken to seal seams,
penetrations and perimeter edges. See slab detail below.
Control joints are required for the slab on grade at a maximum spacing of 15' on centers
each way. The contractor is required to submit a plan of proposed control joints to the
Architect and SAA prior to placing concrete. See Typical Details for additional information.
Concrete curbs required along some exterior walls. Coordinate with Arch for extent and
configuration of curbs. See structural detail sheets for relevant construction information
where curbs required.
Foundation sills shall be naturally durable or preservative-treated wood.
If adverse soil conditions are encountered, a soils investigation report may be required
1.
2.
3.
4.
5.
6.
7.
Framing Plan Notes
Roof sheathing to be 1/2" CD-X (Span Rating 32/16) with face grain perpendicular to
framing direction with panel joints staggered. Nail to framing with 10d @ 6, 6,12.
Wall framing to be as follows unless noted otherwise:
Exterior walls = 2x4 @16 min (match existing)
Interior bearing walls = 2x4 @ 16 min
Interior non-bearing walls = 2x4 @ 16
Plumbing walls = 2x6 @ 16 (or 2x4 @ 16 with furring to avoid cutting structural framing)
All diaphragm to utilize common nails or galvanized box nails.
All shearwall nailing shall utilize hot dipped galvanized box nails.
All bolt holes shall be drilled 1/32" to 1/16" oversized. For lag bolts provide lead hole 40%
to 70% of threaded shank diameter and full diameter at smooth shank portion.
Contractor responsible for maintaining copies of referenced ICC-ESR Reports and/or
conditions of Listing at the job site.
Roof diaphragm nailing to be inspected before covering. Face grain of plywood shall be
perpendicular to supports. Floor shall have tongue and groove or blocked panel edges.
Plywood spans shall conform with 2304.7
Sill Attachment
Concrete Wood Top AttachmentSheathingNailing Capacity (ASD)
Shear Wall Schedule
ID
5/8"@32 SDS@16 A35@241/2" CDX 10d@6,12 310 plf1
S-100
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
S-200
S-200
S-200
S-200
S-200
S-200
S-200
S-200
S-200
S-200
S-200
S-200 S-200
S-200
S-200
S-200
PAGE #
NOTES
AS NOTEDSCALE:
DATE:
PHONE: 323-448-4682
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S-200
DIGITALLY STAMPED AND SIGNED 8.19.2024
EXP: 9.30.2025
(N) SHEATHING PER PLAN
VERIFY (E) SILL ATTACHMENT
W/ SHEAR WALL SCHEDULE.
ADD/REPLACE DAMAGED
ANCHORS WITH SET-XP
ADHESIVE 5/8" ANCHOR RODS,
6" MIN EMBEDMENT. AT MID
FOOTING [ESR-2508]
NOTE: SPECIAL INSPECTION
REQUIRED
(N) E.N.
(N) SHEAR WALL WHERE
OCCURS
(E) FOOTING TO
REMAIN
(E) SLAB ON GRADE
18
"
V
.
I
.
F
.
V.I.F.
12" MIN
SHEATHING
PER PLANS
ROOF RAFTERS PER
PLANS
SIMPSON LSSU (OR LRUZ)
HANGER
SIMPSON LSTA24 STRAP
@ EACH OTHER RAFTER B.N.
RIDGE BEAM PER PLAN2-16d TOE NAIL EA. SIDE
EACH RAFTER
B.N.
RIDGE BOARD PER PLAN
SHEATHING
PER PLANS
ROOF RAFTERS PER
PLANS
SIMPSON LSTA24 STRAP
@ EACH OTHER RAFTER
2X FLAT MEMBER TO RECIEVE
CALI FRAMING JOISTS
SIMPSON A35 EA JOIST
CALIFORNIA FRAMING
JOISTS, 2X6 AT 16" O.C.
SHEATHING PER PLANS
ROOF STRUCTURAL
SHEATHING AS OCCURS
WHEN JOISTS PARALLEL
TO 2X8 FLAT ABOVE, ADD
ADDITIONAL JOIST ALIGNED
SDS253500 AT 32" O.C.
2X BLOCKING (E) JOISTS
AS OCCUR
CONCRETE SLAB ON
GRADE
2x4 STUDS @ 16" O.C.
2x4 W/ (2) 16d NAILS
EA. SIDE
JOISTS PER PLAN
SIMPSON A34 @
32" O.C. MAX
CONCRETE SLAB ON
GRADE
2x4 STUDS @ 16" O.C.JOISTS PER PLAN
SIMPSON A34 @
32" O.C. MAX
2x P.T. PLATE RAMSET TO
CONCRETE @ 24" O.C.
[ESR-2690]
2x P.T. PLATE RAMSET TO
CONCRETE @ 24" O.C.
[ESR-2690]
1/2" DRYWALL EA. SIDE
1/2" DRYWALL
EA. SIDE
BEAM PER PLAN
POST PER PLAN
SIMPSON CCQ
POST CAP
SIMPSON MST37
SIMPSON ECCQ
POST CAP SIMPSON CCQ
POST CAP
SIMPSON CCCQ /
CCTQ POST CAP
BEAM PER PLAN
POST PER PLAN
SHEATHING PER PLAN
SHEATHING PER PLANS
SIMPSON A35 PER SHEAR
WALL SCHEDULE
E.N.
B.N.
2X BLOCKING
ROOF RAFTERS PER PLANS
PER ARCH.
FLASHING/GUTTER PER
ARCH
2X FASCIA
(5) 10d AT RAFTER TO
CEILING JOIST LAP
CEILING JOIST PER PLAN
SIMPSON H2.5A EVERY
THIRD RAFTER
(2) #4 CONT. TOP
AND BOTT
#4 BENT DOWELS @ 16" O.C.
CONSTRUCTION JOINT
AT CONTRACTOR'S
OPTION
FINISH SURFACE PER ARCH.
PER PLAN
SHEATHING PER PLAN
P.T. SILL PLATE WITH
ANCHORS PER SHEARWALL
SCHEDULE
E.N.
SHEAR WALL WHERE
OCCURS
FINISH SEE ARCH
#4 @ 16" AT CURB
EM
B
E
D
M
E
N
T
24
"
M
I
N
.
8" MIN. FROM SILL
TO EXTERIOR
*
CONCRETE CURB WHERE
OCCURS. REFER TO ARCH.
FOR LOCATIONS
NOTE:
FOR SLAB BUILD UP WITH
CAPILLARY BREAK REFER
TO FOUNDATION NOTE #2
(E) FOOTING TO
REMAIN
(E) SLAB ON GRADE
(E) STUD WALL WHERE
OCCURS
6"
(N) SLAB ON GRADE
#4 x 30" DOWEL @ 16"
O.C. INSTALLED DRY
8"
(E) SLAB ON GRADE
(E) FOOTING
TO REMAIN
(N) POST PER SHEAR
WALL SCHEDULE
(N) SIMPSON HOLDOWN PER
PLANS WITH HILTI HY-200
ADHESIVE ANCHOR RODS
5/8", 10" MIN EMBEDMENT
[ESR-3187]
EM
B
E
D
.
10
"
M
I
N
.
SHEATHING PER PLAN
SHEATHING PER PLANS
SIMPSON A35 PER SHEAR
WALL SCHEDULE
E.N.
B.N.
2X BLOCKING
ROOF RAFTERS PER PLANS
PER ARCH.
FLASHING/GUTTER PER
ARCH
2X FASCIA
SIMPSON H2.5A EVERY
THIRD RAFTER
SHEATHING
PER PLAN
STRUCTURAL SHEATHING
SIMPSON A35 PER SHEAR
WALL SCHEDULE TYP.
SHEAR WALL WHERE
OCCURS
E.N.
B.N.
2X FLAT OUTRIGGERS
@ 30" O.C.
2X FASCIA
W/(2)16 d
NAILS @EA.
OUTRIGGER
TRIM RAFTERS
@OUTRIGERS
2X BLOCKING
@ 48" O.C.
ROOF SHEATHING
PER PLANS
ROOF RAFTERS
PER PLANS
(4) SDS25300 AT
RAFTERS LAP
2X6 @ 16" O.C.
JOISTS PER PLAN
CEILING JOIST
PER PLAN TYPBEARING WALL
2x BLOCKING
(4) SDS25300 AT
RAFTERS LAP
2X6 @ 16" O.C.
JOISTS PER PLAN
(N) SHEATHING
PER PLAN
(E) STRUCTURAL
SHEATING
(N) SIMPSON A35 PER SHEAR
WALL SCHEDULE
B.N.
(E) CEILING JOIST PER
PLANS
(E) 2X BLOCKING
V.I.F.
(E) ROOF RAFTERS
PER PLANS
B.N.
ROOF RAFTERS
(OR DRAG STRUT)
PER PLAN TYP
SHEATHING PER
PLANS
(N) SIMPSON A35 PER SHEAR
WALL SCHEDULE
(E) STUD WALL
SHEATHING PER PLAN
2x4 @ 16" O.C. CRIPPLE
WALL STUDS
2X SILL PLATE W/ SDS
SCREWS PER SHEAR
WALL SCHEDULE
(N) E.N.
E.N.
E.N.
3/4" = 1'-0"
18 (N) Shear Wall at (E) Footing
1" = 1'-0"
4 Typical Ridge/Hip Beam Detail
1" = 1'-0"
5 Typical Ridge Board Detail
1" = 1'-0"
7 Typ. California Franing
3/4" = 1'-0"
11 Typ. Non-Bearing Partition Wall Detail (On Cocrete Slab)
1" = 1'-0"
12 Typical Beam to Post Connection
1" = 1'-0"
1 Typical Shear Transfer at Wall
3/4" = 1'-0"
15 Typical Exterior Wall Footing Detail
3/4" = 1'-0"
19 New Slab to Existing Footing
3/4" = 1'-0"
16 (N) Holdown at (E) Footing
1" = 1'-0"
2 Typical Shear Transfer at Wall
1" = 1'-0"
3 Shear Transfer At Wall Detail
1" = 1'-0"
8 Open Ceiling Detail
1" = 1'-0"
9 Interior bearing wall detail
1" = 1'-0"
6 Shear Transfer Detail
T-
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(
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SHEET NUMBER:
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DB: W.V.FILE VER: 1.13
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D R E S T R I C T I O N S :
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPI ED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
C O M PL Y W I LL RESU LT I N I M M ED I AT E
LEGAL ACTION TO COM PENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
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REVISIONS:BY:
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■■■ ■■■
■■■■■■
■■■■■■
■■■■■■
≥
≥
■■■■■■
■■■■■■
■■■■■■
■■■■■■
■■■■■■
STATE OF CAL IFORNIA
ENERGY COMMISSION
T-
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G-200
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SHEET NUMBER:
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DB: W.V.FILE VER: 1.13
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D R E S T R I C T I O N S :
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPI ED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
C O M PL Y W I LL RESU LT I N I M M ED I AT E
LEGAL ACTION TO COM PENSATE EACH
P R O H I B I T E D U S E O F T H E S E P L A N S .
81
8
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5
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REVISIONS:BY:
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4
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections
4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply
equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Sections 4.106.4.2.1 and 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest
whole number. A parking space served by electric vehicle supply equipment or designed as a future EV charging
space shall count as at least one standard automobile parking space only for the purpose of complying with any
applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2
for further details.
4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less
than 20 sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exceptions:
1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number
of EV capable spaces.
2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable
spaces, the number of EV capable spaces required may be reduced by a number equal to the number of
EV chargers installed.
Notes:
a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating
future EV charging.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of
parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be
reduced by a number equal to the number of EV chargers installed over the five (5) percent required.
Notes:
a.Construction documents shall show locations of future EV spaces.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE.
Where common use parking is provided, at least one EV charger shall be located in the common use parking
area and shall be available for use by all residents or guests.
When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required,
an automatic load management system (ALMS) may be used to reduce the maximum required electrical
capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers
shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS)
served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EVSE shall
have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical
capacity to the required EV capable spaces.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Location.
EVCS shall comply with at least one of the following options:
1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of
the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space.
2.The charging space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1 and Section
4.106.4.2.2.1.2, Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions.
The charging spaces shall be designed to comply with the following:
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EV space is
12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope) in any direction.
4.106.4.2.2.1.3 Accessible EV spaces.
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed, shall
comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready
spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section
1109A.
4.106.4.2.3 EV space requirements.
1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch
circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall
originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close
proximity to the location or the proposed location of the EV space. Construction documents shall identify the
raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall
have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device
installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space, at the time of original
construction in accordance with the California Electrical Code.
2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the
location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide
information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and
electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required
raceways and related components that are planned to be installed underground, enclosed, inaccessible or in
concealed areas and spaces shall be installed at the time of original construction.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)
Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space at the time of original
construction in accordance with the California Electrical Code.
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
4.106.4.2.5 Electric Vehicle Ready Space Signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multifamily buildings.
When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE.
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
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T E R M S O F U S E A N D R E S T R I C T I O N S :
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
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FURTHERMORE, THESE DRAWINGS MAY
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V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
C O M PL Y W I LL RESU LT I N I M M ED I AT E
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MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
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RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)
Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
T E R M S O F U S E A N D R E S T R I C T I O N S :
THESE PLANS ARE THE INTELLECTUAL
P R O P E R T Y O F V A L L E C I O S D E S I G N
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
T H E S E P L A N S W E R E P R E P A R E D .
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPI ED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
W I T H O U T W R I T T E N C O N S E N T O F
V A L L E C I O S D E S I G N S T U D I O .
A C K N O W L E D G E M E N T W I T H T H E S E
R E S T R I C T I O N S A R E A S S U M E D W I T H
THE USE OF THESE PLANS. FAILURE TO
C O M PL Y W I LL RESU LT I N I M M ED I AT E
LEGAL ACTION TO COM PENSATE EACH
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SAA STRUCTURAL ENGINEERING, INC.
ADDRESS: 23901 CALABASAS ROAD, SUITE 1023, CALABASAS, CA 91302 PH: 323-448-4682 WEB: SAAENG.COM
STRUCTURAL CALCULATIONS
FOR
ATTACHED ADU
AT
907 DIANNE ST,
SANTA ANA, CA 92701
08/19/2024
SAA STRUCTURAL ENGINEERING, INC.
ADDRESS: 23901 CALABASAS ROAD, SUITE 1023, CALABASAS, CA 91302 PH: 323-448-4682 WEB: SAAENG.COM
Table of Content
Gravity Design
Lateral Force Design
Supplemental Materials
907 Dianne St, Santa Ana, CA 92701 Page:
Unit Weights Date:
By: NS
Roof (Open Ceiling)
Roofing per arch 3 psf
Plywood 1,5 psf
Roof rafters 2,2 psf
Insulation R30 1,2 psf
1/2" Gyp Ceiling 2,2 psf
Misc (w/Solar) 2,9 psf
Total DL:13,0 psf
Roof LL:20,0 psf
Ceiling
Ceiling Joists 2,2 psf
Insulation R30 1,2 psf
1/2" Gyp Ceiling 2,2 psf
Misc 0,4 psf
Total DL:6,0 psf
Ceiling LL:10,0 psf
Exterior Walls
Stucco Finish 9 psf
Plywood 1,5 psf
2x6 @ 16" O.C.1,7 psf
Insulation R13 2,2 psf
Gypsum board 1/2"2,2 psf
Misc.0,4 psf
Total DL:17,0 psf
Interior Walls
Gypsum board 1/2"2,2 psf
2x4 @ 16" O.C.1,1 psf
Gypsum board 1/2"2,2 psf
Misc.1,5 psf
Total DL:7,0 psf
PAGE 3
907 Dianne St, Santa Ana, CA 92701 Page:
Roof Key Map Date:
By: NS
CJ
-
1
RR
-
1
HDR-1 TYP.
RB-1
CJ
-
1
RR
-
1
RIDGE BOARD
(E) RR
(E) CJ
(E
)
R
I
D
G
E
(E
)
R
R
(E) HDR
PAGE 4
907 Dianne St, Santa Ana, CA 92701 Page:
Gravity Design Date:
By: NS
PAGE 5
PAGE 6
907 Dianne St, Santa Ana, CA 92701 Page:
Base Shear (Wood shear walls R = 6.5) Date:
By: NS
Ss =1,295
S1 =0,462
Site Class =D
Occupancy Category =I or II (Table 1-1)
R =6,5 (Table 12.2-1)
hn =10,75 ft, height above base (§12.8.2.1)
Lateral System =(Table 12.8-2)
Importance Factor =1 (Table 11.5-1)
Fa =1,200 (Table 11.4-1) ASCE 7-16
Fv =1,838 (Table 11.4-2) ASCE 7-16
SMS =1,554 FaSS, (11.4-1)
SM1 =0,849 FvS1, (11.4-2)
SDS =1,036 2/3 SMS, (11.4-3)
SD1 = 0,566 2/3 SM1, (11.4-4)
T0 =0,109 0.2 SD1 / SDS
TS =0,546 SD1 / SDS
TL =8 (Table 22-16)
Seismic Design Category =D (Table 11.6-1)
Ta =0,119 Ct hn
x, (12.8-7)
Increase For Eq.12.8-3 and 12.8-4 1,00 T < 1.5Ts, No Increase For Site Class D per 11.8.2 Exception 2
Cs =0,159 SDS / (R/I), (12.8-2)
Csmax =0,733 SD1 / [T(R/I) ] for T < T L , (12.8-3)
Csmax =49,42 SD1 TL/ [T2(R/I) ] for T > T L , (12.8-4)
Csmin =0,01 (12.8-5)
Csmin =0,04 0.5 S1 / (R/I) for S 1 ≥ 0.6g, (12.8-6)
V =0,159 Cs W, (12.8-1)
r =1,3 redundancy factor per §12.3.4.2
r V =0,207 W
All other structural systems
PAGE 7
907 Dianne St, Santa Ana, CA 92701 Page:
Seismic Mass Date:
One Storey Section By: NS
Level 1
Storey Height (ft)8
Roof/Ceiling
Roof DL (psf) 13 Area (ft2)422,0 Mass (lbs) 5486
Ceiling (psf) 6 Area (ft2)220,0 Mass (lbs) 1320
Exterior Walls (psf) 17 Length (ft) 58,2 Mass (lbs) 3958
Interior Walls (psf) 7 Length (ft) 40 Mass (lbs) 1120
Total (lbs) 11884
Shear (0,207W)2462,3 lbs
or 5,8 psf
PAGE 8
907 Dianne St, Santa Ana, CA 92701 Page:
Roof Level Shear Wall Layout Date:
By: NS
W-1
W-3
W-4
W-2
PAGE 9
907 Dianne St, Santa Ana, CA 92701 Page:
Roof Level Shear Wall Layout Date:
By: NS
Roof Shear (psf) = 5,8
SDS =1,036
Equations Force Diagram
E = Trib. Area · Base Shear (psf)
VASD =0.7·E/L
w = wall self weight+roof/ceiling
OTM = E·H RM =w·L2/2
T/C =[0.7·OTM - (0.6-0.14·SDS)RM] / [L-0.5ft]
Shear Wall Summary
Trib (ft2)E (lbs) H (ft) L (ft)VASD (plf)w (plf) OTM (lb-ft) RM (lb-ft) T/C (lbs) Wall Tag HDU Tag
W-1 211 1224 8 8 107 208 9790 6640 511 Δ1 HDU2
W-2 211 1224 8 8 107 208 9790 6640 511 Δ1 HDU2
W-3 865 5017 8 16 219 150 40136 19200 1249 Δ1 HDU2
W-4 211 1224 8 7 122 162 9790 3969 777 Δ1 HDU2
Holdown Values Shear Wall Values
Tag ASD (lbs) ID ASD (plf)
A HDU2 3075 Δ1 310
B HDU4 4565 Δ2 510
PAGE 10
Wood Beam
LIC# : KW-06015220, Build:20.24.08.01 SAA Structural Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:CJ-1
SAA Structural Engineering
www.saaeng.com
P: 323-448-4682
Project File: 907 Dianne St.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
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 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0060, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.141: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.750 ft
12.81 psi=
=
1,681.88 psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.057 : 1
7.062 ft=
=
237.42 psi
Maximum Deflection
3144
<360
1965
Ratio =0 <180
Max Downward Transient Deflection 0.029 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.046 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 = 7.50 ft 1 0.074 0.030 0.90 1.300 1.151.00 1.00 0.06 89.0 1,211.0 0.03 162.01.00 4.81.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.141 0.057 1.25 1.300 1.151.00 1.00 0.15 237.4 1,681.9 0.07 225.01.00 12.81.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.119 0.048 1.25 1.300 1.151.00 1.00 0.13 200.3 1,681.9 0.06 225.01.00 10.81.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.025 0.010 1.60 1.300 1.151.00 1.00 0.03 53.4 2,152.8 0.02 288.01.00 2.91.00
.
PAGE 11
Wood Beam
LIC# : KW-06015220, Build:20.24.08.01 SAA Structural Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RR-1
SAA Structural Engineering
www.saaeng.com
P: 323-448-4682
Project File: 907 Dianne St.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
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 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
Point Load : D = 0.030, Lr = 0.050 k @ 2.750 ft, (CJ-1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.423: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.790 ft
36.45 psi=
=
1,552.50 psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.162 : 1
0.000 ft=
=
657.37 psi
Maximum Deflection
1088
<360
663
Ratio =0 <180
Max Downward Transient Deflection 0.116 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.190 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 = 10.50 ft 1 0.230 0.088 0.90 1.200 1.151.00 1.00 0.28 256.9 1,117.8 0.10 162.01.00 14.21.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.423 0.162 1.25 1.200 1.151.00 1.00 0.72 657.4 1,552.5 0.26 225.01.00 36.41.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.359 0.137 1.25 1.200 1.151.00 1.00 0.61 557.3 1,552.5 0.22 225.01.00 30.91.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.078 0.030 1.60 1.200 1.151.00 1.00 0.17 154.1 1,987.2 0.06 288.01.00 8.51.00
.
PAGE 12
Wood Beam
LIC# : KW-06015220, Build:20.24.08.01 SAA Structural Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB-1
SAA Structural Engineering
www.saaeng.com
P: 323-448-4682
Project File: 907 Dianne St.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
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 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 10.50 ft, (Roof)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.763: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.500 ft
64.66 psi=
=
1,687.50 psi
6x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 6x12
Maximum Shear Stress Ratio 0.304 : 1
0.000 ft=
=
1,288.06 psi
Maximum Deflection
573
<360
334
Ratio =0 <180
Max Downward Transient Deflection 0.356 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.610 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 = 17.0 ft 1 0.442 0.176 0.90 1.000 1.001.00 1.00 5.43 537.1 1,215.0 1.14 153.01.00 27.01.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.763 0.304 1.25 1.000 1.001.00 1.00 13.01 1,288.1 1,687.5 2.73 212.51.00 64.71.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.652 0.260 1.25 1.000 1.001.00 1.00 11.12 1,100.3 1,687.5 2.33 212.51.00 55.21.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 17.0 ft 1 0.149 0.059 1.60 1.000 1.001.00 1.00 3.26 322.3 2,160.0 0.68 272.01.00 16.21.00
.
PAGE 13
Wood Beam
LIC# : KW-06015220, Build:20.24.08.01 SAA Structural Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR-1
SAA Structural Engineering
www.saaeng.com
P: 323-448-4682
Project File: 907 Dianne St.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
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 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.080: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.600 ft
18.03 psi=
=
2,193.75 psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.085 : 1
2.745 ft=
=
175.98 psi
Maximum Deflection
10469
<360
6214
Ratio =0 <180
Max Downward Transient Deflection 0.004 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.006 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 = 3.20 ft 1 0.045 0.048 0.90 1.300 1.001.00 1.00 0.11 71.5 1,579.5 0.09 153.01.00 7.31.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.20 ft 1 0.080 0.085 1.25 1.300 1.001.00 1.00 0.26 176.0 2,193.8 0.23 212.51.00 18.01.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.20 ft 1 0.068 0.072 1.25 1.300 1.001.00 1.00 0.22 149.9 2,193.8 0.20 212.51.00 15.41.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.20 ft 1 0.015 0.016 1.60 1.300 1.001.00 1.00 0.06 42.9 2,808.0 0.06 272.01.00 4.41.00
.
PAGE 14
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
ACTING CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
July 15, 2024
Also sent via email to: swanclan1744@gmail.com
Michael Theodore Gozos Suatengco
907 N Dianne Street
Santa Ana, CA. 92701
Subject: Address Assignment for a new Accessory Dwelling Unit located at 907 North
Dianne Street and (APN: 400-164-08) in Santa Ana, CA
Dear Michael,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new Accessory Dwelling Unit located at 907 North Dianne Street and (APN: 400-164-08).
Notice is hereby given that the following assigned address(es) shall be posted onsite per the
approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
907
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Jerry Guevara, AICP, Senior Planner
Address Letter for 907 N. Dianne Street
Page 2 of 2
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Principal
Sergio Verino, Code Enforcement Principal
DI
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DB: W.V.FILE VER: 1.00
DATE: 1.17.2024
SCALE:
JOB ID: DIANNE
TERMS OF USE AND RESTRICTIONS:
THESE PLANS ARE THE INTELLECTUAL
PROPERTY OF VALLECIOS DESIGN
STUDIO AND MUST BE USED ONLY FOR
THE ADDRESS AND CLIENT FOR WHICH
THESE P LANS WERE PREP ARED.
FURTHERMORE, THESE DRAWINGS MAY
NOT BE COPIED, TRACED, OR SHARED
IN ANY FORM, IN PART OR AS A WHOLE,
WITHOUT WRITTEN CONSENT OF
V A L L E C I O S D E S I G N S T U D I O .
ACKNOWLEDGEMENT WITH THESE
RESTRICTIONS ARE ASSUMED WITH
THE USE OF THESE PLANS. FAILURE TO
COMPLY WILL RESULT IN IMMEDIATE
LEGAL ACTION TO COMPENSATE EACH
PROHIBITED USE OF THESE PLANS.
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SHEET INDEX
DESIGN - PRIMARY CONTACT
VALLECIOS - DESIGN | PROJECT MANAGEMENT
818.554.8831 VALLECIOS@GMAIL.COM
OWNER
MICHAEL AND VAN SUATENGCO
PROJECT CONTACTS
SCOPE OF WORK
SITE INFORMATION
THIS PROJECT IS TO BE IN COMPLIANCE WITH:
2022 CALIFORNIA RESIDENTIAL BUILDING CODE
2022 CALIFORNIA GREEN CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
COMPLIANCE
VICINITY MAP APN: 400-164-08SANTA ANA, CA 92071907 DIANNE ST
NEW 351 SQ.FT. ATTACHED ACCESSORY DWELLING UNIT (ADU)
AT REAR OF EXISTING SINGLE FAMILY DWELLING.
A-100 SITE PLAN
G-003 GREEN BUILDING FORMS
G-004 GREEN BUILDING FORMS
G-001 T-24 (1 OF 2)
G-002 T-24 (2 OF 2)
A-200 EXISTING FLOOR PLAN & DEMO PLAN
A-201 PROPOSED FLOOR PLAN
A-210 ELEVATIONS
A-230 ROOF PLAN
A-240 ELECTRICAL LAYOUT PLAN
PROPERTY PROFILE
CONSTRUCTION TYPE: V-B
BUILDING HEIGHT:
FIRE SPRINKLERS:NO
OCCUPANCY:R-3, U
ASSESSMENT NO.400-164-08
LOT NUMBER20
LEGAL START DATE10/16/1956
LOT TYPELOT
DOC. NO.MM 109/1-2
MAP NO.TR 2109
DOC. REF. NO.200800496277
DOC. REF. DATE
LEGAL DESCR.N-TRACT:2109 BLOCK: LOT: 20
SITE ADRESS907 DIANNE ST
LANDUSE163
AREA SQFT6000
PERIM. FT 313
CITY/STATESANTA ANA
ZIPCODE92701
JOBSITE
N
EXHIBIT A - ADDRESS PLAN
(N) 907 N DIANNE ST
UNIT 2
(E) 907 N DIANNE ST
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
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