HomeMy WebLinkAbout401 W Jonquil Rd & Unit# 2 - PlanGENERAL INFOMATION
401 W JONQUIL RD, SANTA ANA, CA 92706
AGENCY REQUIREMENTS
-JURISDICTION HAVING AUTHORITY:401 W JONQUIL RD, SANTA ANA, CA 92706
-LEGAL DESCRIPTION:TRACT NO 1471 LOT 32
-ASSESSOR'S IDENTIFICATION No (AIN):002-037-32
-IN FLOOD ZONE FEMA SHFA'S:FLOOD ZONE X-0602320163J
-CONSTRUCTION TYPE:V-B
-ZONING:R1
-BUILDING CLASSIFICATION:SINGLE FAMILY RESIDENTIAL
-OCCUPANCY GROUP:R3
-SPRINKLERS:EXISTING MAIN HOUSE: NO, ADU: NO
-NUMBER OF STORIES:1 STORIES (MAIN HOUSE AND ADU)
-ADU MAX HEIGHT:16'-03" (ALLOWABLE: 20')
-PROVIDED ADU SETBACKS:
FRONT SETBACK:
SIDE:
REAR:
DISTANCE TO (E) DWELLING:
DISTANCE TO (E) GARAGE:
OPEN SPACE:
SETBACKS INDICATE REQUIRED MINIMUM DISTANCE FROM PROPERTY LINES.
CONTRACTOR TO VERIFY ON SITE.
NOTE: REFER TO TOPOGRAPHIC & BOUNDARY SURVEY PLAN FOR LEGAL
SETBACK AND EASEMENT.
THE CURRENT PREVAILING BUILDING AND CONSTRUCTION CODES ARE AS FOLLOWS:
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARDS
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
-REGULATION OF THE STATE AND LOCAL FIRE MARSHALS & CITY ORDINANCE.
-CITY OF SANTA ANA AMENDMENTS AND MUNICIPAL CODE.
APPLICABLE CODE
LEGAL JURISDICTION : CITY OF SANTA ANA, CA 92706
VICINITY MAP NOTES
-THE PLANS FOR SINGLE FAMILY DWELLINGS AND DUPLEXES ARE NOT CHECKED
FOR ELECTRICAL, MECHANICAL, AND PLUMBING CODE COMPLIANCE AND THESE
DISCIPLINES ARE SUBJECT TO FIELD INSPECTION AND APPROVAL BY THE
INSPECTOR.
-ALL DOORS & WINDOWS SHALL MEET SANTA ANA SECURITY ORDINANCE.
-SEPARATE PERMITS REQUIRED FOR PROPOSED SITE IMPROVEMENT SHOWN ON
THE SITE PLAN SUCH AS UTILITY LINES FOR NEW FIRE PIT AND OUTDOOR KITCHEN
AND NEW RAILING ON EXISTING CANTILEVER CONCRETE DECK.
-THE SOLAR PERMIT ISSUANCE IS REQUIRED PRIOR TO PERFORM FRAMING
INSPECTION.
A MINIMUM 2.39 KW DC RESIDENTIAL SOLAR PV SYSTEM IS REQUIRED PER
ENERGY PRESCRIPTIVE OR PERFORMANCE APPROACH AND UNDER SEPARATE
PERMIT.
-PROPOSING TO INSTALL A NEW WATER SERVICE AND METER OR SEWER LATERAL
TO SERVE THE PROJECT SITE, THE CONSTRUCTION OF ANY PROPOSED WATER
AND SEWER FACILITIES IN THE PUBLIC RIGHT-OF-WAY MUST BE SUBMITTED FOR A
FORMAL PLAN CHECK REVIEW THROUGH PUBLIC WORKS PRIOR TO THE ISSUANCE
OF AN ENCROACHMENT PERMIT.
SCOPE OF WORK
-MAIN HOUSE:
EXISTING:
1,257 SF LIVING - 3 BEDS - 1 BATH - 1 POWDER.
PROPOSED:
CONVERTING A POWDER ROOM INTO A FULL BATHROOM BY RELOCATING/SHIFTING
THE SINK AND TOILET TO ADD A SHOWER.
-NEW DETACHED ADU:
THE DETACHED ADU (981 SF) WILL HAVE THREE (3) BEDROOMS, TWO (2) BATHROOMS, A
LAUNDRY CLOSET, AND A COMBINED LIVING AND KITCHEN AREA. A SEPARATE WATER
HEATER AND A/C CONDENSER WILL SERVICE THE ADU UNIT. THE WATER HEATER WILL BE
LOCATED IN AN INTEGRATED CLOSET.
SHEET INDEX
ARCHITECTURAL
A0.00 COVER SHEET
PROPOSED ADU
ELECTRICAL & EQUIPMENT
REFLECTED CEILING PLAN
STRUCTURAL
GENERAL STRUCTURAL NOTES
S0.1 TYPICAL DETAILS
TITLE 24
T24-1 TITLE 24
15' (ALLOWABLE: 15')
PROVIDED EXISITING SETBACK ON PLAN
DIRECTORY
OWNER:
-CONTACT: TIEN NGUYEN
-ADDRESS: 401 W JONQUIL RD, SANTA ANA, CA 92706
-PHONE:(714) 715 9932
-EMAIL:knguyen@adkbancorpinc.com
PROJECT DESIGNER:
-CONTACT: BUI DO
-ADDRESS: 5581 DANNY AVE, CYPRESS, CA 90630
-PHONE:(714) 677 7069
-EMAIL:dobuihuylinh@gmail.com
STATISTICS
ZONING R1
PROPERTY AREA 7,765 sq. ft.
EXISTING - MAIN HOUSE
LIVING AREA 1,257 sq. ft.
DETACHED GARAGE (2-CARS)368 sq. ft.
PORCH (Overhangs Over 30")65 sq. ft.
TOTAL 1 1,690 sq. ft.
PROPOSED - NEW ADU
LIVING AREA 981 sq. ft.
PORCH (Overhangs Over 30")0 sq. ft.
TOTAL 2 981 sq. ft.
BUILDING COVERAGE (Allow 35%)
(TOTAL 1 + TOTAL 2) ÷ PROPERTY AREA X 100
34.40 %
PROJECT DATA
1,476 SF (ALLOWABLE: Min 1,200 SF)
8' (ALLOWABLE: 5')
6' - 4 (ALLOWABLE: 4')
5' (ALLOWABLE: 4')
Note: minimum dimension of 15'x15' continuous open space.
-NEW ADDRESS FOR ADU:
401 W JONQUIL RD, UNIT 2, SANTA ANA, CA 92706.
EXISTING PRIMARY DWELLING - WESTERN VIEW EXISTING PRIMARY DWELLING - SOUTHERN VIEW EXISTING PRIMARY DWELLING - EASTERN VIEW
N
A0.01 RESIDENTIAL MANDATORY MEASURES - SHEET 1
A0.02 RESIDENTIAL MANDATORY MEASURES - SHEET 2
A1.02 EXISTING - PROPOSED SITE PLAN
A1.04 EXISTING ROOF PLAN
A2.01 NEW ADU - FLOOR PLAN AND ROOF PLAN
A2.03 NEW ADU - ELEVATIONS - SECTIONS
ARCHITECTURAL DETAILSA2.06
A4.00
A1.06 EXISTING MAIN HOUSE - PROPOSED BATHROOMHOME TOP HOME: STRUCTURAL, T24.
-CONTACT: TUNG VO
-ADDRESS: 16168 Beach Blvd,Ste. 201 C, Huntington Beach, CA 92647.
-PHONE:(714) 928 2006
-EMAIL:tungcivil2018@gmail.com
S0.0
S1.0 FOUNDATION PLAN
FRAMING PLAN
STRUCTURAL DETAILSSD1
STRUCTURAL DETAILSSD2
CIVIL
D-01 SITE DRAINAGE PLAN - GRADING EXEMPTION FORM
LAN PHAM,P.E: CIVIL PLAN - SOIL REPORT
October 18, 2024 - Project No. SA-02-09-24
-CONTACT: LAN PHAM
-ADDRESS: 13139 HARBOR BLVD., GARDEN GROVE, CA 92843
-PHONE:(714) - 414 9215
-EMAIL:Lanpham9@hotmail.com
DEVERLOPMENT FEE CALCULATION:
ADU sf / SFD sf = 981 sf / 1,257 sf = 0.78
NOTES: THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE PURPOSE
ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "SFD SF" OF THE
EXISTING PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT
RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFD SF".
DELTA DATE DESCRIPTION
MA
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5/1/2025
DATE SIGNED:
ARCHITECTURE
Bldg #'s 101123019-20
APPROVALS:
PLNG - C. Santana
BLDG - W. Lee
POLICE- B. Martin
PUBLIC WORKS - B. Sarlak
1 EXISTING SITE PLAN
1/8"=1'-0"
N
POWER LIN
E
A
B
O
V
E
SHALL BE
INSTALLE
D
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D
E
R
G
R
O
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(E)
POWER
POLE
(E)
EM
(E)
GM
6
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T
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A
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10
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D
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N
.
REF.
DW
DN.-19
DN.-12
FIRE PLACE
(E)
POWDER
1
23
4
5
6
6
6
2
2
7
7
U2
10
11
M1
8
4'-7"
EXIST.
7'
-
7
"
EX
I
S
T
.
9
1
U3
PROPOSED 981 SF ADU
(NOT INCLUDED THE PORCH)
U1
(N)
GM
S = 2%S = 2%S = 2%S = 2%
S
=
2
%
S
=
2
%
S
=
2
%
S = 2%S = 2%
S
=
2
%
S
=
2
%
S
=
2
%
S = 2%
S = 2%
S = 2%
S
=
2
%
Mi
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S
=
5
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Mi
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S
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S
=
5
%
Mi
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.
S
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2
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Mi
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.
S
=
5
%
Mi
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.
S
=
2
%
Mi
n
.
S
=
5
%
Mi
n
.
S = 5%
Min.
S = 5%
Min.
S = 5%
Min.
S = 5%
Min.
S = 2%
Min.
S = 2%
Min.
S = 2%
Min.
S
=
2
%
Mi
n
.
S
=
1
%
Mi
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.
S
=
2
%
Mi
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.
S
=
1
%
Mi
n
.
S = 2%
Min.
S = 5%
Min.
S = 2%
Min.
S = 5%
Min.
S = 2%
Min.
S = 5%
Min.
S
=
5
%
Mi
n
.
S
=
5
%
Mi
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.
S
=
5
%
Mi
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.
N
(E)
POWER
POLE
(E)
GM
6
F
T
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.
10
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D
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N
.
(N)
BATH 2
2 PROPOSED SITE PLAN
1/8"=1'-0"
8
15'-0" B.S.D
4'
-
6
"
EX
I
S
T
I
N
G
13
'
-
9
"
E
X
I
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T
I
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G
20'-0" EXISTING FRONT YARD
3'
-
9
"
F.
S
.
D
30'-6" ADU
24
'
-
9
"
35
'
-
3
"
A
D
U
2
4'-7" EXIST.
7'
-
7
"
E
X
I
S
T
.
40'-0" EXISTING DWELLING
12
'
-
0
"
EX
I
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T
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N
G
DW
E
L
L
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G
29
'
-
9
"
EX
I
S
T
I
N
G
DW
E
L
L
I
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G
28'-0" EXISTING DWELLING
41
'
-
9
"
EX
I
S
T
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N
G
DW
E
L
L
I
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G
12'-0" EXISTING DWELLING
20'-2" EXISTING GARA
G
E
18
'
-
3
"
E
X
I
S
T
I
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G
G
A
R
A
G
E
10
'
-
1
0
"
E
X
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T
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G
10
'
-
4
"
E
X
I
S
T
I
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G
15'-10 1/2" TO (E) BLOCK WALL
16'-6" TO (E) BLOCK WALL
15
'
-
0
"
F
O
R
O
P
E
N
S
P
A
C
E
5'
-
0
"
SE
T
B
A
C
K
8
U7
368 SF
1,257 SF
63 SF
1,202 SF OPEN SPACE
21'-3"
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
-1.5"2%
Min.
18' X 9' PARKING SPACE FOR ADU
U4
U6
5'
-
2
"
F.
S
.
D
U5
U8
10
'
-
6
"
4'-0"
8'
-
6
"
10'-5"
31'-5" DISTANCE FOR OPEN SPACE
43
'
-
1
1
/
2
"
F
O
R
O
P
E
N
S
P
A
C
E
27'-0" FOR OPEN SPACE
16
'
-
6
"
F
O
R
O
P
E
N
S
P
A
C
E
28
'
-
6
"
F
O
R
O
P
E
N
S
P
A
C
E
2'
-
1
"
(E) 23'-11"
(E
)
1
'
-
1
0
"
REF.
DW
DN.-19
DN.-12
FIRE PLACE
18' X 9' PARKING SPACE
FOR DWELLING 18' X 9' PARKING SPACE
FOR DWELLING
21
1'-0"
OHG
32'-6"
1'-0"
OHG
F.S.L
20'-2" NO OPENING O
N
W
A
L
L
1.Hr WALL + EAVE
1.Hr EAVE
1.Hr
WALL+EAVE
M2
2'
-
4
"
F.
S
.
D
2'-6"
OHG.
1'
-
0
"
OH
G
.
1
A2.06
U9 U10
M3
1
A2.06
12
U11U12
EXISTING 2x WALL TO REMAIN
NEW 2x WALL
AREA NOT IN SCOPE OF WORK
NEW 2x RATED WALL
EXISTING 2x RATED WALL
1
EXISTING TO BE DEMOLISHED.
EXISTING CONCRETE DRIVEWAY.
2 EXISTING LANDSCAPE.
3 EXISTING CONCRETE STREET CURB.
4 EXISTING PAVEMENT WALKWAY.
5 EXISTING CONCRETE SIDEWALK.
6 EXISTING 6'H. BLOCK WALL TO REMAIN.
7 EXISTING GATE TO BE RELOCATE.
8
EXISTING 100 AMP ELECTRICAL PANEL LOCATION.
9
EXISTING GAS METER LOCATION.
10 3' EXISTING VINYL FENCE
11 6' EXISTING WOOD FENCE
M1 EXISTING A/C CONDENSER OF THE MAIN HOUSE.
LINE OF ROOF ABOVE.
OPEN SPACE AREA
ORGANIC LIVING PLANT MATERIAL
TREE.
U4 NEW DUAL ELECTRICAL PANEL 200 AMP.
U7 NEW GAS METER LOCATION.
U1 EXISTING WATER METER.
U5 NEW 100AMP ELECTRICAL SUB-PANEL FOR ADU.
U6 NEW 100AMP ELECTRICAL SUB-PANEL FOR MAIN HOUSE.
U8 SOLAR PANEL SYSTEM.
FIRE SEPARATION LINE
(IMAGINARY PROPERTY LINE)
F.S.L
FIRE SEPARATION DISTANCEF.S.D
1HR FIRE RATED EXTERIOR WALL AND/OR EAVE PROJECTION.
REFER TO DETAILS A ON SHEET A2.06
1.Hr WALL + EAVE
U2
U3
MULTI ZONE SPLIT SYSTEM AC. HEAT PUMP HEATING FACILITY ON PLAN TO
MATCH WITH T-24 ENERGY CALCULATION. REFER TO SHEET A4.00
M2
U9 ELECTRICAL UNDERGROUND INSTALLATION REQUIREMENTS
U10 GAS PIPING UNDERGROUND INSTALLATION REQUIREMENTS.
M3 NEW WATER HEATER WITHIN PLASTER ENCLOSURE WITH LOUVER DOOR.
PAINTED TO MATCH ADU EXTERIOR WALL.
BUILDING SEPARATION DISTANCE.B.S.D
12 PROVIDE CONCRETE LANDING AS SHOWN ON PLAN. LANDING
SHALL BE MIN. 3' ON EGRESS DIRECTION.
U11 SEWER LINE TO TIE TO 4" LINE AT FRONT YARD . MINIMUM SLOPE 1/4"/12".
U12 ADU WATER LINE CONNECTED TO EXISTING 1" WATER LINE AT THE FRONT YARD.
NOTE:PROPERTY OWNER SHALL BE RESPONSIBLE FOR
CONFORMING ALL EXISTING UTILITY EASEMENTS AND/OR
CLEARANCE ON-SITE THAT MAY AFFECT THE PROJECT.
DELTA DATE DESCRIPTION
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3/19/2025
DATE SIGNED:
ARCHITECTURE
(E)6:12
(E
)
6
:1
2
(E
)
6
:1
2
(E
)
6
:1
2
(E
)
6
:1
2
(E
)
6
:1
2
(E
)
6
:1
2
(E)6:12
43'-0" EXISTING DWELLING ROOF
16
'
-
0
"
EX
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DW
E
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L
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RO
O
F
30'-0" EXISTING DWELLING ROOF
44
'
-
9
"
EX
I
S
T
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DW
E
L
L
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RO
O
F
28
'
-
9
"
EX
I
S
T
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DW
E
L
L
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RO
O
F
2'-0"
(E) OH.
21
'
-
3
"
EX
I
S
T
I
N
G
GA
R
A
G
E
RO
O
F
EXISTING MAIN HOUSE
EXISTING GARAGE
1'
-
0
"
(E
)
O
H
.
1'-0"
(E) OH.
2'
-
0
"
(E
)
O
H
.
22'-2" EXISTING GARAGE ROOF
1'
-
0
"
(E
)
O
H
.
1 2
3
1 2
3
1'-0"
(E) OH.
1'
-
0
"
(E
)
O
H
.
1'-0"
(E) OH.
2'
-
0
"
(E
)
O
H
.
LINE OF WALLS BELOW
ROOF SLOPE PER PLAN
SHINGLES ROOF - REFER TO EXTERIOR
MATERIAL SPECIFICATIONS.
EDGE OF ROOF
EXTERIOR WALL BELOW.
SYMBOLS
GENERAL NOTES
ROOF RIDGE.
SHINGLES ROOF:
LAMINATE ARCHITECTURAL ROOFING SHINGLES, GRAY COLOR.
FIRE RATING (UL 790) CLASS A. ICC ESR-1389.
INSTALLATION: OVER LAYERS UNDER-LAYMENT OVER PLYWOOD
SHEATHING PER MANUFACTURE DIRECTION.
EXTERIOR MATERIAL
SPECIFICATIONS
1
2
3
A.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL,
STATE AND FEDERAL CODES AND REGULATIONS PERTAINING TO
SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL
PROTECTION.
B.NEW ROOFING, "CLASS A" FIRE RETARDANT INSTALLED
OVER MIN. (2) LAYERS OF 30LBS FELT UNDER-LAYMENT OVER
PLYWOOD SHEATHING PER MANUFACTURE DIRECTION.
C.ROOF INSULATION TO BE R-30. INSULATION SHALL
CONFORM TO FLAME-SPREAD RATING AND SMOKE DENSITY
REQUIREMENTS OF 2022 CBC.
D.OBTAIN FIRE SPRINKLER PERMIT PRIOR TO CALLING FOR
ROOF SHEATHING INSPECTION.
E.VENT OPENINGS SHALL HAVE CORROSION RESISTANT
WIRE MESH OR OTHER APPROVED MATERIAL WITH 1/16" MIN. AND
1/8" MAX. OPENINGS.
F.NOT MORE THAN 50% OF THE VENTS SHALL BE LOCATED
NOT MORE THAN 3 FEET BELOW THE RIDGE.
G.PROVIDE MIN. 24 GAUGE GALVANIZED SHEETING FOR
ALL EXTERIOR FLASHING& WEATHER STRIPPING APPLICATIONS.
DELTA DATE DESCRIPTION
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3/19/2025
DATE SIGNED:
ARCHITECTURE
N1EXISTING ROOF PLAN - MAIN HOUSE
1/4"=1'-0"
6
12
TOP OF RIDGE
+17'-0"
TOP OF PLATE
9'-6"
INTERIOR FINISH FLOOR
1'-6"
GRADE LEVEL
0'-0"
1 EXISTING MAIN HOUSE - SOUTH WEST ELEVATION
3/16"=1'-0"(NO CHANGES)
7
8
9
10
11
2 EXISTING MAIN HOUSE - SOUTH EAST ELEVATION
3/16"=1'-0"
6
12
TOP OF RIDGE
+17'-0"
TOP OF PLATE
9'-6"
INTERIOR FINISH FLOOR
1'-6"
GRADE LEVEL
0'-0"
(NO CHANGES)
10
7
8
11
6
12
TOP OF RIDGE
+17'-0"
TOP OF PLATE
9'-6"
INTERIOR FINISH FLOOR
1'-6"
GRADE LEVEL
0'-0"
3 EXISTING MAIN HOUSE - NORTH EAST ELEVATION
3/16"=1'-0"(NO CHANGES)
11
8
7
10
6
12
TOP OF RIDGE
+17'-0"
TOP OF PLATE
9'-6"
INTERIOR FINISH FLOOR
1'-6"
GRADE LEVEL
0'-0"
4 EXISTING MAIN HOUSE - NORTH WEST ELEVATION
3/16"=1'-0"
10
8
7
11
REF.
DW
DN.-19
DN.-12
FIRE PLACE
(E)
POWDER
A EXISTING MAIN HOUSE - FLOOR PLAN
3/16"=1'-0"
40'-0"
EXISTING MAIN HOUSE
12
'
-
0
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
29
'
-
9
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
28'-0"
EXISTING MAIN HOUSE
41
'
-
9
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
12'-0"
EXISTING MAIN HOUSE
4'-7"
EXISTING WALL
7'
-
7
"
EX
I
S
T
I
N
G
W
A
L
L
VANITY AND TOILET SHALL BE REMOVED.
PRECAUTION TO TRY NOT TO DAMAGE.
THEN RE-USE IT.
LINE OF ROOF ABOVE.
11
'
-
3
"
12'-9"
10
'
-
2
"
5'-6"
3'
-
0
"
3'-0"
6'
-
6
"
7'
-
9
"
8'-0"
9'-6"
12'-9"
10'-11"
11
'
-
0
"
11'-4"10'-7"
3'
-
6
"
6'
-
0
"
18
'
-
6
"
21'-11"
(E
)
1
'
-
8
"
(E) 5'-0"(E) 5'-1"
(E
)
1
2
'
-
6
"
(E)4'-0"(E)7'-8"(E
)
8
'
-
2
"
(E
)
3
'
-
1
0
"
5'-6"
6'
-
0
"
7'
-
7
"
7'
-
1
0
"
(N)
BATH 2
REF.
DW
DN.-19
DN.-12
FIRE PLACE
B PROPOSED MAIN HOUSE - FLOOR PLAN (ADD BATH)
3/16"=1'-0"
40'-0"
EXISTING MAIN HOUSE
12
'
-
0
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
29
'
-
9
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
28'-0"
EXISTING MAIN HOUSE
41
'
-
9
"
EX
I
S
T
I
N
G
M
A
I
N
H
O
U
S
E
12'-0"
EXISTING MAIN HOUSE
SEE DETAIL 1:
NEW BATHROOM 2
4'-7" EXISTING WALL
7'
-
7
"
E
X
I
S
T
I
N
G
W
A
L
L
2'
-
6
"
1'
-
6
"
1'
-
6
"
2'
-
0
"
2'-2"
1
2
3
4
5
6
GFCI +48"
EF
VS
1 LAVATORY WITH BASE CABINET. FAUCET FLOW
SHALL NOT EXCEED 1.2 GALLONS AT 60 PSI,
MINIMUM 0.8 GALLONS PER MINUTE AT 20 PSI.
2 WATER CLOSET - 1.28 GALLONS PER FLUSH MAX.
3 SHOWER BASE: HOT-MAP PAN. PROVIDE TILE W/
CEMENT BACKING MIN. 72" HIGHT ABOVE SHOWER
DRAIN, NET AREA 7.1 S.F. MIN., 30"DIA. CLEAR
SPACE MIN. (CPC 411.7).
4 SHOWER HEAD FLOW IS 1.8 GPM MAX. SHOWER
FITTING TO HAVE ACCESS PANEL OR ONE PIECE
WELD TRAP PER LOCAL CODE
5 TEMPERED GLASS SHOWER ENCLOSURE, FRAMED
GLASS WITH 22" OPENING MIN. UNOBSTRUCTED
FOR EGRESS.
6 NEW 48"W x 24"H VINYL GLASS SLIDING WINDOW -
TEMPERED GLASS WITH 0.29 U-FACTOR AND
0.21SHGC.
EXISTING 2x WALL TO REMAIN
AREA NOT IN SCOPE OF WORK
EXISTING TO BE DEMOLISHED.
7 SHINGLES ROOF - REFER TO EXTERIOR MATERIAL
SPECIFICATIONS - SHEET A1.04.
8 EXTERIOR CEMENT PLASTER WITH SAND FINISH
TEXTURE AND LIGHT COLOR PAINTING.
9 1" x 4" RAISED ARCHITECTURAL TRIMS PAINT WITH
ACCENT COLOR.
10 BRICK VENEER AND TRIM CAP BY THE SAME BRICK
AND PAINT WITH ACCENT COLOR.
11 VINYL WINDOW WITH VINYL CASING AND TEMPERED
GLASS.
6
12
TOP OF RIDGE
+17'-0"
TOP OF PLATE
9'-6"
INTERIOR FINISH FLOOR
1'-6"
GRADE LEVEL
0'-0"
5 PROPOSED MAIN HOUSE - NORTH WEST ELEVATION
3/16"=1'-0"
6
SEE DETAIL 1:
NEW BATHROOM 2
10
8
7
11
FLUSH WALL MOUNTED DUPLEX RECEPTACLE, TAMPER
RESISTANT
GROUND FAULT CIRCUIT INTERRUPTERGFCI
EF CEILING MOUNTED EXHAUST FAN/FLUORESCENT LIGHT
COMBINATION. EXHAUST FAN TO EXTERIOR WITH RATE
= 50 CFM. EXHAUST FAN MUST BE CONTROLLED BY A
HUMIDISTAT WHICH SHALL BE CAPABLE ADJUSTMENT
BETWEEN RELATIVE HUMINITY RANGE OF 50% TO 80%.
WALL MOUNTED LED LIGHT FIXTURE
RECESSED LED DOWN LIGHT FIXTURE
D / VS LIGHT SWITCH TO HAVE DIMMER CONTROL.
D: INDICATE DIMMER
VS: INDICATE OCCUPANCY SENSOR
DELTA DATE DESCRIPTION
MA
I
N
H
O
U
S
E
R
E
M
O
D
E
L
-
B
A
T
H
R
O
O
M
40
1
W
J
o
n
q
u
i
l
R
d
, S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
6
NE
W
A
D
U
40
1
W
J
o
n
q
u
i
l
R
d
,
U
n
i
t
2
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
6
3/19/2025
DATE SIGNED:
ARCHITECTURE
C DETAIL 1 - NEW BATHROOM 2
1/2"=1'-0"
N
N
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
-1.5"2%
Min.
5
A2.03
D01.04
6'-7"3'-0"8'-8"2'-6"7'-1"
2'
-
0
"
10
'
-
8
"
8'
-
4
"
12
'
-
5
"
21'-3"
20
'
-
9
"
20'-3"
19'-1"
10
'
-
0
"
10
'
-
1
1
"
2'
-
0
"
24
'
-
9
"
10'-0"
4'
-
1
0
"
4'
-
1
0
"
10'-0"
4'-9"
2'
-
7
"
3'-6"
10'-0"
1'-3"1'-3"
5'
-
6
"
5'
-
6
"
2'
-
9
"
6'-6"6'-6"
10'-5"
10
'
-
6
"
30'-6"
35
'
-
3
"
13
'
-
5
"
21
'
-
1
0
"
1'-2"
EQ
EQ
4'
-
2
"
EQ
4'
-
2
"
EQ
4'-4"
2'
-
4
"
D01.01
D01.02
D01.02 D0
1
.
0
2
a
D01.02
D0
1
.
0
2
a
D01.03
W
0
1
.
0
1
W
0
1
.
0
1
W
0
1
.
0
1
W
0
1
.
0
1
W
0
1
.
0
1
W01.02 W01.02
W01.04
W01.03 W01.03
1 2 345
1'-6"1'-6"
1'-6"1'-6"
1
2
4
5
3
6 7 8
910
A1.1
A1.2
A1.4A1.3
A2
24'-9"1.Hr EAVE
1'-0"
OHG
32'-6"
1'-0"
OHG
1.Hr WALL + EAVE
2'-6"
OHG
1'-0"
OHG
A1
4'-0"
2'-6"
2'
-
8
"
2'
-
8
"
3'
-
2
"
U4
U5
U8
M2
11
1
A2.06
3'
-
0
"
M
i
n
.
3'-0" Min.
DOOR & WINDOW SCHEDULE
NEW AND REPLACE WINDOW MUST BE COMPLY WITH ICC-228.4.9 (HABITABLE ROOMS) AND ICC-P104.4.1 (EGRESS WINDOW). REFER TO SHEET A2.06
1 LAVATORY WITH BASE CABINET. FAUCET FLOW SHALL NOT EXCEED 1.2
GALLONS AT 60 PSI, MINIMUM 0.8 GALLONS PER MINUTE AT 20 PSI.
2 THE TOILET IS AT LEAST 24 INCHES IN THE FRONT OF THE TOILET,
15 INCHES ON THE SIDES, AND AT LEAST 30 INCHES FROM
ANYTHING ELSE IN THE BATHROOM.
WATER CLOSET - 1.28 GALLONS PER FLUSH MAX.
3 SHOWER BASE: HOT-MAP PAN. PROVIDE TILE W/ CEMENT BACKING
MIN. 72" HIGHT ABOVE SHOWER DRAIN, NET AREA 7.1 S.F. MIN.,
30"DIA. CLEAR SPACE MIN. (CPC 411.7).
4 SHOWER HEAD FLOW IS 1.8 GPM MAX. SHOWER FITTING TO HAVE
ACCESS PANEL OR ONE PIECE WELD TRAP PER LOCAL CODE
5 TEMPERED GLASS SHOWER ENCLOSURE, FRAMED GLASS WITH 22"
OPENING MIN. UNOBSTRUCTED FOR EGRESS.
6 REFRIGERATOR - PROVIDE WATER LINE
7 KITCHEN SINK & FAUCET IS 1.8 GPM MAX. AT 60 PSI
8 KITCHEN CABINETRY
9 KITCHEN ISLAND CABINETRY
10 LINE OF ROOF ABOVE.
LEGEND
EXTERIOR WALL BELOW.R1
EDGE OF ROOF.R2
ROOF RIDGE.R3
NEW WALL - ALL EXTERIOR & PLUMBING WALLS: 2x6 @ 16"
O.C.
ALL INTERIOR WALLS: 2x4 @ 16" O.C. U.N.O.
SHINGLES ROOF - REFER TO EXTERIOR MATERIAL
SPECIFICATIONS.
ROOF SLOPE PER PLAN
KEY NOTES
NEW 2x RATED WALL
REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER
CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY.
REINFORCEMENT SHALL NOT BE LESS THAN 2" x 8" NOMINAL LUMBER
(1-1/2” X 7-1/4” ACTUAL DIMENSION) OR OTHER CONSTRUCTION
MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY.
REINFORCEMENT SHALL BE LOCATED BETWEEN 32” AND 39-1/4”
ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL FRAMING.
WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE
WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL.
SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL
FRAMING IS PROVIDED.
BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT
SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE
BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A
LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE
LOCATED NO MORE THAN 6” ABOVE THE BATHTUB RIM.
A1.1
A1.2
A1 INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR
REINFORCEMENT SHALL BE PLACED IN THE OPERATION & MAINTENANCE
MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING
STANDARDS CODE, CH. 4, DIVISION 4.4.
REINFORCEMENT FOR GRAB BARS SHALL COMPLY AS FOLLOWING [R327.1.1].
A1.3
A1.4
A1.5
A2 PROVIDE DOORBELL BUTTON/CONTROL. INSTALLATION SHALL NOT
EXCEED 48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE
TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS
INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED
ABOVE 48” MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A
STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED
AT A HEIGHT NOT EXCEEDING 48” ABOVE EXTERIOR FLOOR OR LANDING,
MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL.
1HR FIRE RATED EXTERIOR WALL AND/OR EAVE PROJECTION.
REFER TO DETAILS A ON SHEET A2.06
1.Hr WALL + EAVE
U4 NEW DUAL ELECTRICAL PANEL 200 AMP.
U7 NEW GAS METER LOCATION.
U5 NEW 100AMP ELECTRICAL SUB-PANEL FOR ADU.
U6 NEW 100AMP ELECTRICAL SUB-PANEL FOR MAIN HOUSE.
U8 SOLAR PANEL SYSTEM.
MULTI ZONE SPLIT SYSTEM AC. HEAT PUMP HEATING FACILITY ON PLAN TO MATCH WITH
T-24 ENERGY CALCULATION. REFER TO SHEET A4.00
M2
AGING-IN-PLACE/FALL PREVENTION FEATURES. REFER DETAILS ON SHEET A2.06:
PROVIDE CONCRETE LANDING AS SHOWN ON PLAN. LANDING SHALL BE MIN. 3' ON EGRESS
DIRECTION.
R4
11
GABLE VENT. REFER TO VENTILATION CALCULATION.
R5 LOCATION FOR -kW PHOTOVOLTAIC SYSTEM.
(N)6:12
(N
)
6
:1
2
(N
)
6
:1
2
(N
)
6
:1
2
(N
)
6
:1
2
(N
)
6
:1
2
(N)6:12
(N
)
6
:1
2
R1
R2
R3
32'-6"
1'-0"
OH.
1'-0"
OH.
26
'
-
9
"
1'
-
0
"
OH
.
1'
-
0
"
OH
.
8'-11"
1'-0"
OH.
10
'
-
6
"
1'
-
0
"
OH
.
24'-9"
2'-6" OH.1'-0"
OH.
15
'
-
5
"
1'
-
0
"
OH
.
1'
-
0
"
OH
.
1'-2"
21
'
-
1
0
"
1'
-
0
"
OH
.
R4R4
R4
R5
1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL, STATE AND FEDERAL CODES AND REGULATIONS
PERTAINING TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL PROTECTION.
2.EMERGENCY EXITS ARE REQUIRED IN ALL SLEEPING AREAS AND MAY BE PROVIDED BY A DOOR OR WINDOW
OPENING DIRECTLY TO THE OUTSIDE. EMERGENCY EGRESS WINDOWS IN ALL SLEEPING ROOMS MUST COMPLY
WITH THE FOLLOWING:
A.A 20" MINIMUM OPENING WIDTH
B.A 24" MINIMUM OPENING HEIGHT
C.A SILL HEIGHT NO HIGHER THAN 44" ABOVE FINISHED FLOOR [CBC 1029.2.1]
3.LABELED SAFETY GLASS [CBC SECTION 2406.4] IS REQUIRED IN:
A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 60" FROM THE BOTTOM OF TUB/SHOWER
B.WINDOWS ADJACENT TO A DOOR
C.GLASS IN DOORS
D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE TEMPERED.
4.OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4"
CANNOT THROUGH (CBC 509.1 & 1006.10).
5.ALL EXTERIOR DIMENSIONS ARE FROM FACE OF SHEATHING, BLOCK OR STRUCTURE (F.O.S.) TYP. UNLESS NOTED
OTHERWISE. VERIFY DIMENSION CHANGES WITH ENGINEER PRIOR TO COMMENCEMENT OF WORK.
6.ALL INTERIOR DIMENSIONS ARE FROM FACE OF GYPSUM BOARD.
7.CONTRACTOR SHALL NOT SCALE PLANS. ALL DIMENSIONS SHALL BE VERIFIED IN FIELD.
8.ALL PLUMBING FIXTURES SHALL BE COMPLYING WITH THE MAXIMUM FLOW RATES AS NOTED IN THE RESIDENTIAL
CONSTRUCTION MINIMUM REQUIREMENTS.
9. RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF 65% OF NONHAZARDOUS CONSTRUCTION AND DEMOLITION
WASTE IN ACCORDANCE WITH SECTION 4.408.1 CALGREEN CODE.
GENERAL NOTES
REQUIRED:
TOTAL AREA REQUIRED VENTILATION:
981 SF/150 = 6.54 SF
6.54 SF x 144 = 942 SQ.IN.
VENTILATION CALCULATION FOR ADU
PROVIDE:
-3 GABLE VENT OPENINGS 18" X 24":
3 X (18 x 24) = 1,296 SQ.IN.
DELTA DATE DESCRIPTION
MA
I
N
H
O
U
S
E
R
E
M
O
D
E
L
-
B
A
T
H
R
O
O
M
40
1
W
J
o
n
q
u
i
l
R
d
, S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
6
NE
W
A
D
U
40
1
W
J
o
n
q
u
i
l
R
d
,
U
n
i
t
2
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
6
4/17/2025
DATE SIGNED:
ARCHITECTURE
N1PROPOSED ADU - FLOOR PLAN
1/4"=1'-0"
N2PROPOSED ADU - ROOF PLAN
1/4"=1'-0"
TOP OF RIDGE
+17-8"
TOP OF PLATE
10'-8"
INTERIOR FINISH FLOOR
0'-8"
GRADE LEVEL
-0'-0"
12
6
1
2
TYP.
3
4
TYP.
5
TYP.
7
3
3'
-
6
"
SI
L
L
H
E
I
G
H
2'-6" OH.1'-0"
OH.1'-0"
OH.
TOP OF RIDGE
+17-8"
TOP OF PLATE
10'-8"
INTERIOR FINISH FLOOR
0'-8"
GRADE LEVEL
-0'-0"
1
2
TYP.
3
4
56
1'-0"
OH.
1'-0"
OH.
TOP OF RIDGE
+17-8"
TOP OF PLATE
10'-8"
INTERIOR FINISH FLOOR
0'-8"
GRADE LEVEL
-0'-0"
12
612
6
4
3
2
TYP.
1
5
TYP.
7
3'
-
0
"
SI
L
L
H
E
I
G
H
1'-0"
OH.1'-0"
OH.
1'-0"
OH.
TOP OF RIDGE
+17-8"
TOP OF PLATE
10'-8"
INTERIOR FINISH FLOOR
0'-8"
GRADE LEVEL
-0'-0"
12
6
1
2
TYP.
33
7
5
TYP.
6
4
TYP.
3'
-
0
"
SI
L
L
H
E
I
G
H
1'-0"
OH.
1'-0"
OH.
1'-0"
OH.
1
1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL,
STATE AND FEDERAL CODES AND REGULATIONS
PERTAINING TO SAFETY OF PERSONS, PROPERTY AND
ENVIRONMENTAL PROTECTION.
2.EMERGENCY EXITS ARE REQUIRED IN ALL SLEEPING AREAS
AND MAY BE PROVIDED BY A DOOR OR WINDOW OPENING
DIRECTLY TO THE OUTSIDE. EMERGENCY EGRESS
WINDOWS IN ALL SLEEPING ROOMS MUST COMPLY WITH
THE FOLLOWING:
A.A 20" MINIMUM OPENING WIDTH
B.A 24" MINIMUM OPENING HEIGHT
C.A SILL HEIGHT NO HIGHER THAN 44" ABOVE FINISHED
FLOOR [CBC 1029.2.1]
3.LABELED SAFETY GLASS [CBC SECTION 2406.4] IS
REQUIRED IN:
A.TUB/SHOWER ENCLOSURE AND GLAZING WITHIN 60"
FROM THE BOTTOM OF TUB/SHOWER
B.WINDOWS ADJACENT TO A DOOR
C.GLASS IN DOORS
D.GLAZING IN HAZARDOUS LOCATIONS SHALL BE
TEMPERED.
4.OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS OR
AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4"
CANNOT THROUGH (CBC 509.1 & 1006.10).
5.ALL EXTERIOR DIMENSIONS ARE FROM FACE OF
SHEATHING, BLOCK OR STRUCTURE (F.O.S.) TYP. UNLESS
NOTED OTHERWISE. VERIFY DIMENSION CHANGES WITH
ENGINEER PRIOR TO COMMENCEMENT OF WORK.
6.ALL INTERIOR DIMENSIONS ARE FROM FACE OF GYPSUM
BOARD.
7.CONTRACTOR SHALL NOT SCALE PLANS. ALL DIMENSIONS
SHALL BE VERIFIED IN FIELD.
8.ALL PLUMBING FIXTURES SHALL BE COMPLYING WITH THE
MAXIMUM FLOW RATES AS NOTED IN THE RESIDENTIAL
CONSTRUCTION MINIMUM REQUIREMENTS.
9. RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF
65% OF NONHAZARDOUS CONSTRUCTION AND DEMOLITION
WASTE IN ACCORDANCE WITH SECTION 4.408.1 CALGREEN
CODE.
GENERAL NOTES
KEY NOTES
2
3 1" x 4" RAISED ARCHITECTURAL TRIMS.
PAINT WITH ACCENT COLOR TO MATCH EXISTING
DWELLING.
EXTERIOR CEMENT PLASTER:
APPLY SKIP SAND FINISH TEXTURE AND LIGHT
COLOR PAINTING.
(TEXTURE & FINISH TO MATCH EXISTING DWELLING)
INSTALLATION: 3-COAT (7/8" THICK) CEMENT
PLASTER O/ SELF FURRING PAPER BACKED
STUCCO NETTING O/ 2 LAYER GRADE 'D' PAPER
(FELT).
SHINGLES ROOF:
OWENS CORNING - LAMINATE ARCHITECTURAL
ROOFING SHINGLES. FIRE RATING (UL 790) CLASS
A.
ICC ESR-1389.
GRAY COLOR & STYLE TO MATCH EXISTING
DWELLING ROOF MATERIAL.
INSTALLATION: OVER LAYERS UNDER-LAYMENT
OVER PLYWOOD SHEATHING PER MANUFACTURE
DIRECTION.
4 SIMILAR BRICK VENEER AND TRIM CAP BY THE
SAME BRICK.
PAINT WITH ACCENT COLOR TO MATCH EXISTING
DWELLING.
5 WINDOW PER SCHEDULE - REFER TO SHEET A2.01.
6 DOOR PER SCHEDULE - REFER TO SHEET A2.01.
7 GABLE VENT - REFER TO SHEET A2.01.
9 CONCRETE FLOOR SLAB
10 CONCRETE FOOTING
11
12
ROOF/CEILING ASSEMBLY. REFER TO S-1
13
2X STUDS @ 16" O.C. PER PLAN
8 INSULATION SHALL CONFORM TO FLAME-SPREAD
RATING AND SMOKE DENSITY REQUIREMENTS OF 2016
CBC.
A.R-15 BATT INSULATION IN EXTERIOR WALLS.
B.R-19 BATT INSULATION IN ATTIC ROOF.
C.R-38 BATT INSULATION IN CEILING (BELOW ATTIC).
EXTERIOR CEMENT PLASTER - SEE MATERIAL
SPECIFICATIONS
BEDROOM 1
12
6
LIVING
TOP OF RIDGE
+17-8"
TOP OF PLATE
10'-8"
INTERIOR FINISH FLOOR
0'-8"
GRADE LEVEL
-0'-0"
CL
O
S
E
T
KITCHEN
8
9
10
11
12
13
2 PROPOSED ADU - SOUTH EAST ELEVATION
1/4"=1'-0"
1 PROPOSED ADU - SOUTH WEST ELEVATION
1/4"=1'-0"
3 PROPOSED ADU - NORTH EAST ELEVATION
1/4"=1'-0"4 PROPOSED ADU - NORTH WEST ELEVATION
1/4"=1'-0"
DELTA DATE DESCRIPTION
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3/19/2025
DATE SIGNED:
ARCHITECTURE
5 PROPOSED ADU - SECTION
1/4"=1'-0"
provide additional backing for
fold away grab bar.
verify requirement with
selected manufacturer
grab bar reinforcement for
water closets
back wall side wall
2'
-
8
"
M
A
X
2'
-
8
"
M
A
X
3'
-
2
"
M
I
N
3'-6" MIN1'-0"
MAX
3'
-
2
"
M
I
N
2'-2"
MIN
3'-4" MIN
1'
-
4
"
MI
N
1'-4"
32
"
full width at all
shower stall walls
side wallback wall grab bar reinforcement
for shower
39
1
/
4
"
full width at all
shower stall walls
Reinforcement shall not be
less than 2x8 or other
construction material providing
equal height and load capacity
AGING-IN-PLACE/FALL PREVENTION FEATURES
AGING-IN-PLACE/FALL PREVENTION NOTES:
A. Reinforcement for Grab Bars. [R327.1.1] At least one bathroom on
the entry level shall be provided with reinforcement installed in
accordance with this section. Where there is no bathroom on the
entry level, at least one bathroom on the 2nd, or 3rd floor of the
dwelling shall comply.
1. Reinforcement shall be solid lumber or other construction
material approved by the enforcing agency.
2. Reinforcement shall not be less than 2 by 8 inch nominal
lumber (1-1/2" x 7 1/4" actual dimension) or other construction
material providing equal height and load capacity.
Reinforcement shall be located between 32" and 39 1/4"
above finish floor, flush with the wall framing.
3. Water closet reinforcement shall be installed on both side
walls of the fixture, or one side wall and the back side wall.
4. Shower reinforcement shall be continuous where wall framing is
provided.
5. Bathtub and combination bathtub/shower reinforcement shall be
continuous on each end of the bathtub and the back wall.
Additionally, back wall reinforcement for a lower grab bar shall be
provided with the bottom edge located no more than 6" above the
bathtub rim.
6. Where the water closet is not placed adjacent to a side wall
capable of accommodating a grab bar, the bathroom shall have
provisions for installation of floor-mounted, foldaway or similar
alternate grab bar reinforcement approved by the enforcing
agency.
B. Documents for Grab Bar Reinforcement. [R327.1.1.] Information
and/or drawings identifying the location of grab bar reinforcement
shall be placed in the operation & maintenance manual in
accordance with the California Green Building Standards Code,
Chapter 4, Division 4.4
C. Electrical Receptacle Outlet, Switch & Control Height [R327.1.2]
Electrical Receptacle outlets, switches and controls (including
controls for heating, ventilation and air conditioning) intended to be
used by occupants shall be located no more than 48" measured from
the top of the outlet box and not less than 15" measured from the
bottom of the outlet box above the finish floor.
D. Interior Doors [R327.1.3] Effective July 1, 2024, at least one
bathroom and one bedroom on the entry level shall provide a
doorway with a net clear opening of not less than 32", measured with
the door positioned at an angle of 90 degrees from the closed
position; or in the case of 2- or 3- story single family dwelling, on the
2nd and 3rd floor of the dwelling if a bathroom and bedroom is not
located on the entry level.
E. Doorbell Buttons [R327.1.4] Doorbell buttons or controls, when
installed, shall not exceed 48" above exterior floor or landing,
measured from the top of the doorbell button assembly. Where
doorbell buttons integrated with other features are required to be
installed above 48" measured from the exterior floor or landing, a
standard doorbell button or control shall also be provided at a height
not exceeding 48" above exterior floor or landing, measured from the
top of doorbell button or control.
NOTE:SIZES ARE TAKEN FROM DATA SUPPLIED BY WINDOW MANUFACTURERS. HOWEVER THESE ARE GENERAL DIMENSIONS. IT IS
THE OWNER"S RESPONSIBILITY TO VERIFY THAT THE ACTUAL WINDOWS INSTALLED MEET THE MINIMUM EGRESS REQUIREMENTS.
STANDARD 6'-8" HEADER HEIGHT
Casement
Single/Double Hung
Slider
44
"
M
A
X
.
TO
A
C
T
U
A
L
O
P
E
N
I
N
G
44
"
M
A
X
.
TO
A
C
T
U
A
L
O
P
E
N
I
N
G
34-1/8" CLEAR
20" CLEAR
41
"
C
L
E
A
R
24
"
C
L
E
A
R
44
"
M
A
X
.
FLOOR LEVEL
EMERGENCY ESCAPE/ EXIT WINDOW FOR BEDROOMS
ICC-P104.4.1 REQUIREMENTS
1.20" MIN. CLEAR WIDTH
2.24" MIN. CLEAR HEIGHT
3.5.7 SF MIN. OPENABLE AREA (EXCEPT FOR GROUND FLOOR)
4.5.0 SF MIN. OPENABLE AREA FOR GROUND FLOOR
MIN.WINDOW SIZE
FOR 24" CLEAR HEIGHT
(USING 5.7 S.F. REQ'T.)
MIN. WINDOW SIZE
FOR 20" CLEAR WIDTH
(USING 5.7 S.F. REQ'T.)
OPENABLE
AREA
OPENABLE
AREA
THE FOLLOWING WINDOW SIZES WILL BE THE MINIMUM ALLOWED FOR EGRESS
UNLESS MANUFACTURERS DATA IS PROVIDED PROVIDING ACCEPTABLE OPENING SIZE
FOR 5.7 SF (REQ'D. UNLESS FOR GROUND FLOOR)
NEW FOR 2022 CBC - FOR 5.0 SF {GROUND FLOOR)
Single Casement Single/Double Hung Slider
Single Casement Single/Double Hung Slider
Double Casement
Double Casement
NOTE:OTHER WINDOW TYPES SUCH AS AWNING. BAY W/ FIXED CENTER & SINGLE / FIXED COMBO ARE NOT
ALLOWED AS AN EGRESS WINDOW UNLESS MFR'S DATA IS PROVIDED SHOWING ACCEPTABLE OPENING SIZE.
2'-4" x 4'-0"
2'-6" x 3'-6"
4'-8" x 4'-0"
5'-0" x 3'-6"
3'-0" x 5'-0"
3'-0" x 5'-6"
2'-6" x 6'-2"
2'-8" x 5'-8"
2'-4" x 6'-8"
4'-0" x 4'-0"
5'-0" x 3'-6"
6'-0" x 3'-0"
2'-4" x 3'-6"
2'-6" x 3'-0"
4'-8" x 3'-6"
5'-0" x 3'-0"
2'-9" x 5'-0"
3'-0" x 4'-8"
2'-6" x 5'-0"
2'-8" x 5'-2"
2'-4" x 5'-8"
4'-0" x 3'-6"
5'-0" x 3'-0"
6'-0" x 3'-0"
FLOOR LEVEL
MINIMUM WINDOW SIZE (NEW AND REPLACE WINDOW)
EVERY HABITABLE ROOM MUST BE PROVIDED WITH NATURAL LIGHT BY MEANS
OF EXTERIOR OPENINGS WITH AN AREA NOT LESS THAN 8 PERCENT OF THE
FLOOR AREA OF SUCH ROOMS. EVERY HABITABLE ROOM MUST BE PROVIDED
WITH NATURAL VENTILATION BY MEANS OF EXTERIOR OPENINGS WITH AN AREA
NOT LESS THAN 4 PERCENT OF THE FLOOR AREA OF SUCH ROOMS.
ICC-228.4.9 REQUIREMENTS
doorbell
48
"
M
A
X
1'
-
3
"
MI
N
4'
-
0
"
M
A
X
electrical receptacle outlet, switch &
control mounting heights
push button
doorbell heights
finish floor
1 DETAIL A - 1HR FIRE RATED EXTERIOR WALL AND EAVE PROJECTION
NTS
DELTA DATE DESCRIPTION
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DATE SIGNED:
ARCHITECTURE
3 DETAIL C - AGING-IN-PLACE/FALL PREVENTION FEATURES
NTS2DETAIL B - HABITABLE ROOM AND EGRESS WINDOW
NTS
CITY OF SANTA ANA
9111111
GENERAL REQUIREMENTS STRUCTURAL WOOD 49kJA01nUIL9G ncy
STRUCTURAL STEEL FOUNDATION
1. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES, SHEAR WALL SCHEDULE: 1. THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C. THE CONTRACTOR
DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING 1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318, SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY
AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS AND
DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL
DRAWINGS AND NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY
DISCREPANCIES PRIOR TO STARTING WORK.
2. EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN
THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS
SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE, LATEST
ADDITION, AS WELL AS ALL APPLICABLE STATE AND LOCAL ORDINANCES AS
ADOPTED BY THE CONTROLLING JURISDICTION.
3. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE
DRAWINGS IS STRUCTURALLY SOUND ONLY IN THE COMPLETED FORM. GENERAL
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH
MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
4. TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS.
ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR
TYPE
SHEAR
PANEL
SILL PLATE
FRAMING CLIP
NAILING
A35's,LS50's
16D SINKER
OR LTP4's.
260 PLF
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
6" O.C., OR
16" O.C.
WITH 8d COMMON NAILS AT 6" O.C. EDGES
A35 @ 24" O.C.
AND 12" O.C. FIELD
�2
380 PLF
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
4" O.C., OR
12" O.C.
WITH 8d COMMON NAILS AT 4" O.C. EDGES
A35 @ 16" O.C.
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
3" O.C., OR
8" O.C.
�3
490 PLF
WITH 8d COMMON NAILS AT 3" O.C. EDGES
A35 @ 12" O.C.
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
2" O.C., OR
6" O.C.
4
640 PLF
WITH 8d COMMON NAILS AT 2" O.C. EDGES
A35 @ 10" O.C.
AND 12" O.C. FIELD
15/32" APA STRUCT I. RATED PLYWOOD
(2)3" O.C., OR
5" O.C.
�5
800 PLF
WITH 10d COMMON NAILS AT 2" O.C. EDGES
A35 @ 6" O.C.
AND 12" O.C. FIELD
AND CRSI'S MANUAL OF STANDARD PRACTICE.
ON THE JOB SITE AT ALL TIMES.
2. REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE
2. THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN
STEEL) AND SHALL BE GRADE 60 DEFORMED BARS TYP. U.N.O. REINFORCING IN
CRITERIA MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE
3. ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL
PLANS.
SOILS OR APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING
3. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL
INSPECTOR WITH COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF
BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF
COMPACTED FILL FROM A SOIL GEOLOGIST FOR ANY REQUIRED FILL.
EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2
4. ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
INCHES.
DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
4. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO
5. ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL
THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
BE INSPECTED AND APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO,
CONDITION COVER
AND AFTER PLACEMENT OF REINFORCEMENT. THE CONTRACTOR SHALL BE
A. CAST AGAINST AND PERMANENTLY EXPOSED
RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
TO EARTH 3"
SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
B. EXPOSED TO EARTH OR WEATHER
6. THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION
(INCLUDING SLABS ON GRADE)
OF EXISTING UTILITIES AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL
FROM THE ARCHITECT.
# AND LARGER 2"
7. ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION.
#5 AND SMALLER 1 1/2"
DESIGN FOR THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE
C. NOT EXPOSED TO WEATHER OR
REQUIREMENTS OF THE SOILS REPORT.BACK FILL AGAINST WALLS SHALL BE PLACED
IN CONTACT WITH SOIL:
EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED.
1. STRUCTURAL SLABS, WALLS w/
8. FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO
411 BARS AND SMALLER 3/4
9.
EXISTING FOOTING : USE EPDXY FOR A.B. WITH SAME LENGTH AS REGULAR BOLTS
AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
#14 BARS AND LARGER 1 1/2"
WITH SPECIAL INSPECTION.
CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
SHEAR WALL NOTES:
2. BEAMS, COLUMNS 1 1/2"
1. FRAMING ATADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND NAILS
5.
LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
ANCHOR BOLTS:
5.
THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW
SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED
1.
MINIMUM 5/8"0 STEEL BOLTS EMBEDDED 7" @ 48" O.C. INTO THE FOUNDATION WITH
OPENINGS, INTERIOR AND EXTERIOR WALLS SHALL BE DETERMINED FROM THE
2, WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
6.
MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC
MINIMUM 3" S.Q x 0.25" PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE
ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL AND ROOF OPENINGS AS
EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN SINGLE 3-INCH
APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
1-7/8" AND WITHIN 12" OF EACH END OF EACH PLATE.
REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR REQUIREMENTS
NOMINAL MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN
7.
ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY
2.
ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE TO BE FIXED
SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS
ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
BARS IN A MANNER THAT MAY DAMAGE REINFORCING.
IN PLACE FOR THE FOUNDATION INSPECTION.
REQUIRED.
FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE
8.
REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON
3.
FASTENERS FOR PRESERVATIVE -TREATED SHALL BE NOT DIPPED ZINC -COATED
6.
FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB
STAGGERED IN ALL CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE
CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER ARCHITECTURAL,
REQUIREMENTS. NAILS SHALL BE PLACED NOT LESS THAN 1/2" EDGE DISTANCE FROM THE
CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND
4.
A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO
MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS MUST BE
PANEL EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
APPROVAL.
THE PLATE.
COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
MEMBERS.
9.
TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE
5.
HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16" OVERSIZED AT
3. ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID -DEPTH OF THE SLAB
THE CONNECTOR OF THE HOLD DOWN TO THE POST.
7.
THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND
OF 0.229INCHES BY INCHES BY INCHES IN SIZE, BETWEEN THE SILL PLATEAND NUT.
OVER THE TOP OF THE FLUTE OF THE METAL DECK.
6.
HOLD DOWN CONNECTORS SHALL BE RE -TIGHTENED JUST PRIOR TO COVERING THE WALL
COORDINATION WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,
FRAMING.
PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL OTHER RELATED DRAWINGS.
10.
ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO
THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER
7.
ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
DRAWINGS.
MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT
8.
FINAL SOILS / AS -GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
WOOD
OF CONCRETE.11.
8.
IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS
DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
INCLUDED IN THE SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN
SIZE AND SPACING AS THE MAIN REINFORCING, UNO.
GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER SHALL BE NOTIFIED AND
1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH CONFORMING TO WEST
12.
CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
SHEET INDEX
HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
COAST LUMBER INSPECTION BUREAU GRADING RULES #17. MOISTURE CONTENT NOT
TO EXCEED 19°/ AT TIME OF CONSTRUCTION
COATED WHEN RESTING ON EXPOSED SURFACES.
9. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES CONCRETE MASONRY
ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL 2. WOOD -BASED STRUCTURAL USE PANELS SHALL MEET THE REQUIREMENTS OF DOC
ENGINEER OF RECORD. PS 2-10. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD. GENERAL
10. ANY REFERENCE TO THE WORDS APPROVED OR APPROVAL IN THESE 1. ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN
DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW 3. STRUCTURAL COMPOSITE LUMBER (SCL) SHALL CONFORM TO THE MANUFACTURER'S ACCORDANCE WITH BUILDING CODE, CHAPTER 21.
AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUBCONTRACTORS OF ICC REPORT IN COMPLIANCE WITH THE GOVERNING BUILDING CODE FOR THE MATERIALS
ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR PROJECT LISTED. 2. ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION SHALL
SPECIFICATION. CONFORM TO STANDARDS REQUIRED BY BUILDING CODE SEC. 2103.
4. ENGINEERED GLU-LAM BEAMS SHALL BE INSPECTED AND AN A.I.T.C. CERTIFICATE OF 3. MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270
11. WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL COMPLIANCE SHALL BE PROVIDED TO THE INSPECTOR PRIOR TO INSTALLATION. ALL AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR
APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. GLU-LAM BEAMS SHALL BE FABRICATED WITH WATERPROOF GLUE WITH STANDARD MASONRY STRUCTURES (TMS 602-16).
DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY CAMBER 11 N O 4. GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602-16 AND SHALL ATTAIN A
No.
SHEET NO.
SHEET NAME
1
S0.0
- GENERAL STRUCTURAL NOTES.
2
S0.1
- TYPICAL DETAILS.
3
S1.0
- FOUNDATION PLAN & FRAMING PLAN.
4
SD1
- STRUCTURAL DETAILS.
5
SD2
- STRUCTURAL DETAILS.
INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING
MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 1500 PSI OR THE REQUIRED
OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
5.
GLU-LAM BEAMS MAY NOT BE SUBSTITUTED FOR STRUCTURAL COMPOSITE LUMBER
COMPRESSION, FM, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF
CONSTRUCTION.
(SCL) BEAMS UNLESS WRITTEN AUTHORIZATION IS PROVIDED BY THE ENGINEER OF
GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019.
12.
CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
RECORD.
5.
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD BEARING
RESPONSIBILITY OF THE DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW
CONCRETE MASONRY UNITS. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
AND COORDINATE ALL THE REQUIREMENTS IN THE ARCHITECTS PROJECT
6.
ALL WOOD FRAMING MEMBERS DIRECTLY AGAINST CONCRETE OR MASONRY
SPECIFICATIONS FOR CONCRETE BUILDING BRICK.
SPECIFICATION AS APPLICABLE.
INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT SHALL BE PRESSURE TREATED
6.
GRADE N CONCRETE BRICKS ARE FOR USE AS ARCHITECTURAL VENEER AND
13.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING
DOUG-FIR TREATED WITH SODIUM BORATE (SBX/DOT). CORROSION RESISTANT
7.
FACING, LIMITED TO IN EXTERIOR WALLS.
GRADE S CONCRETE BRICKS ARE FOR GENERAL USE WHERE MODERATE STRENGTH
UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO
CONNECTORS ARE NOT REQUIRED WITH SODIUM BORATE TREATED LUMBER. IF
AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED.
PROTECT THEM FROM DAMAGE. REPAIR AND REPLACEMENT OF SAID WORK
OTHER TREATMENTS ARE USED, GALVANIZED FASTENERS PER "FASTENER
STRENGTH
SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
REQUIREMENTS" NOTE 3 ARE REQUIRED.
8.
THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, F'M, SHALL BE 2000 PSI,
14.
VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE
7.
LUMBER GRADE STAMPS ARE TO REMAIN IN PLACE AFTER INSTALLATION WHERE
UNLESS NOTED OTHERWISE. IF HIGHER FM IS NOTED, IT SHALL BE VERIFIED BY
NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.
POSSIBLE.
PRISM TESTS AS REQUIRED IN ARTICLE 1.4 SPECIFICATION OF MASONRY
15.
UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL
STRUCTURES (TMS 602-16).
DRAWINGS ARE TO THE TOP OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS
8.
LUMBER GRADES ARE TO BE AS FOLLOWS:
9.
REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND
"DROP" HAVE THE TOP OF BEAM AT THE HEIGHT OF THE TOP PLATE. BEAMS
STUDS UP TO 10'-0................................................................................................ STUD GRADE
GRADE 60 FOR SIZES #4 AND LARGER.
DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF THE TOP
STUDS OVER 10'-0...................................................................................... ... ........DF #2
SPECIAL INSPECTION
PLATE, U.N.O.
BLOCKING............................................................................................STANDARD OR BETTER
10.
SPECIAL INSPECTION FOR CONCRETE MASONRY CONSTRUCTION SHALL BE CARRIED
PLATES & SILLOR BETTER
OUT IN ACCORDANCE WITH BUILDING CODE SECTION 1704 AND REQUIREMENTS IN
DESIGN CRITERIA
.....................................................................................STANDARD
TOP PLATES........................................................................................................................DF #2
SPECIAL INSPECTION TABLES ON SHEET SN-1. MASONRY COMPRESSIVE STRENGTH,
1.
SOILS
4X4 BEAMS/POSTS.............................................................................STANDARD OR BETTER
FM SHALL BE VERIFIED BY UNIT STRENGTH METHOD OR PRISM TEST METHOD PRIOR
SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
4X6 THROUGH 4X12BEAMS/POSTS.................................................................................DF #2
TO AND DURING CONSTRUCTION AS DESCRIBED IN ARTICLE 1.4 SPECIFICATION FOR
4X14BEAMS/POSTS.............................................................................................................DF#1
MASONRY STRUCTURES (TMS 602-16).
2.
BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
6X & LARGER BEAMS/POSTS............................................................................................DF #1
REINFORCED CONCRETE
3.
DESIGN LOADS:
2X RAFTER/JOIST...............................................................................................................DF #2
1.
CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST
ROOF LOAD
9.
UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE.
EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION
DEAD LOAD = 20 PSF
DOCUMENTS.
LIVE LOAD = 20 PSF
10.
THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH
2.
PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
TOTAL = 40 PSF
CURRENT
3.
AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR
4.
LATERAL LOADS:
APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL
LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE
RISK CATEGORY: II
PROPERTIES:
FORLIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330
SEISMIC DESIGN CATEGORY: D WIND SPEED: 110 MPH
4. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
SEISMIC IMPORTANCE FACTOR (1) = 1.0 WIND EXPOSURE: C
FOR "LVL" & "PSL" BEAMS:
MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
SITE CLASS = D-Default
Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
5. CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS
NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY
FOR "LSL" BEAMS/HEADERS:
REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME.
S5: 1.335 Csy: 0.115 CSX: 0.115
Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
6. CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
Sl: 0.475 Ry: 6.5 Rx: 6.5
SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALL
FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
7. ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
BY WALL, AND MATCHES JOIST DEPTH:
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
5. LUMBER GRADES (U.N.O.)
Fc I (PERPENDICULAR)........ = 680 psi (MIN)
8. THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), fc:
6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
Fc // (PARALLEL) ..................... = 1400 psi (MIN)
a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
4X POSTS/BEAMS/HEADERS: #2 DFL
Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
REQUIRED WHEN fc > 2500 PSI.
2X JOISTS/RAFTERS: #2 DFL
b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 _> 0.1% BY WEIGHT:
STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 >_ 0.2% BY WEIGHT:
Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
6. TYPICAL FLOOR SHEATHING
9. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE
23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN.
11. ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING EXP 1 WITH A SPAN
WITH ASTM C94.
SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
RATING OF 24/0 WITH 8D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 12" O/C
10. CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI
OF USE
FIELD NAILING.
305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
B.N.:10D COMMON NAILS AT 6" O.C.
11. CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF
E.N.:10D COMMON NAILS AT 6" O.C.
12. FLOOR SHEATHING SHALL BE 23/32" APA RATED SHEATHING EXP 1 WITH A MINIMUM
CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB
F.N.-.10D COMMON NAILS AT 12" O.C.
SPAN RATING OF 48/24 WITH 10D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 10"
CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF
O/C FIELD NAILING.
CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
WORK.
ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
12. MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADM IXTURES/PLACITIZERS HAVE
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOW ABILITY/WORKABILITY. THE
SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S
AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
RECOMMENDATIONS.
USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG -TIE
QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S.
AND 12" O.C. F.S.
7. TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
B.N.:8D COMMON NAIL AT 6" O.C.
E.N.:8D COMMON NAIL AT 6" O.C.
F.N.:8D COMMON NAIL AT 12" O.C.
NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
NAILING SCHEDULE- (TABLE R602.3(1) W/ FOOT NOTES 2022 CRC)
DESCRIPTION OF BUILDING
NUMBER AND TYPE OF
SPACING AND
ITEM
ELEMENTS
FASTENERa, b, c
LOCATION
Blocking between ceiling joists or
4-8d box (2 1/2" x 0.113") or 3-8d
1
rafters to top plate
common (2 1/2" x 0.131"); or 3-10d box
Toe nail
(3" x 0.128"); or 3-3" x 0.131" nails
4-8d box (2 1/2" x 0.113"); or 3-8d
2
Ceiling joists to top plate
common 2 1/2" x 0.131 "); or 3-10d box
Per joist, toe nail
(3" x 0.128"); or 3-3" x 0.131" nails
Ceiling joist not attached to parallel
rafter, laps over partitions [see
4-10d box (3" x 0.128"); or 3-16d
3
Sections R802.3.1, R802.3.2 and
common (3 1/2" x fl;
Face nail
Table R802.5.1(9)]
ails
or 4-3" x 0.131"nails
Ceiling joist attached to parallel rafter
4
(heel joint) [see Sections R802.3.1
Table R802.5.1(9)
Face nail
nd R802.3.2 and Table R802.5.1(9)
Collar tie to rafter, face nail or 11/4" x
4-10d box (3" x 0.128"); or 3-10d
5
20 ga. ridge strap to rafter
common (3" x 0.148");
Face nail each rafter
or 4-3" x 0.131" nails
3-16d box nails (3 1/2" x 0.135");
2 toe nails on one
6
Rafter or roof truss to plate
or 3-10d common nails (3" x 0.148");
side and 1 toe nail on
or 4-10d box (3" x 0.128");
opposite side of each
or 4-3" x 0.131" nails
rafter or truss
4-16d (3 1/2" x 0.135"); or 3-10d
common (3 1/2" x 0.148"); or4-10d box
Toe nail
Roof rafters to ridge, valley
(3" x 0.128"); or 4-3" x 0.131" nails
7
or hip rafters or roof rafter to
minimum 2" ridge beam
3-16d box 3 1/2" x 0.135"); or 2-16d
common (3 1/2" x 0.162"); or 3-10d box
End nail
(3" x 0.128"); or 3-3" x 0.131" nails
WALL
Stud to stud (not at braced wall
16d common (3 1/2" x 0.162")
24"
o.c. face nail
8
panels)
10d box x .1
16"
o.c. face nail
or „ x
Stud to stud and abutting studs at
4-10d box (3" x 0.128"); or 3-16d
9
intersecting wall corners (at braced
common (3 1/2" x 0.162");
12"
o.c. face nail
wall panels)
or 4-3" x 0.131" nails
16d common (3 1/2" x 0.162")
16"
o.c. fP
al
Built-up header (2" to 2" header with
16d common (3 1/2" x 0.162")
16"
.c. e h
face nail
10
1/2" spacer)
16d box (3 1/2" x 0.135")
.c. each edge
face nail
5-8d box x
11
Continuous header to stud
or 4-8d common (2 1/2" x 0.131 ");
Toe nail
- "x
or 4 10d box 3 0.128
16d common (3 1/2" x 0.162")
16"
o.(AfAc,&1nai1i6-
12
Top plate to top plate
10d box x
or „ x ls
12"
o.c. face nail
Double top plate splice for SDCs
8-16d common (3 1/2" x 0.162"); or
Face nail on each
A-D2 with seismic braced wall line
12-16d box (3 1/2" x 0.135"); or 12-10d
of end joint
sidTmum
13
spacing < 25'
box (3" x 0.128"); or 12-3" x 0.131" nails
(mi 24" lap
splice Iengtn eac
Double top plate splice s UO, D1,
or D2; and braced wall line spacing >_
12-16d (3 1/2" x 0.135")
side of end joint)
Bottom plate to joist, rim joist, band
16d common (3 1/2" x 0.162")
16" o.c. face nail
14
joist or blocking (not at braced wall
panels)
16d box x 5 ;
12" o.c. face nail
r „ x nails
Bottom plate to joist, rim joist, band
3-16d box (3 1/2" x 0.135");
each o.c. face
15
joist or blocking (at braced wall
or 2-16d common (3 1/2" x 0.16211);
nail 2 each 16" o.c.
panel)
or 4-3" x 0.131" nails
face nail 4 each 16"
ace nail
4-8d box x ; or - ox
(3 1/2" x 0.135"); or 4-8d common
(2 1/2" x 0.131 "); or 4-10d box (3" x
Toe nail
16
Top or bottom plate to stud
0.128"); or 4-3" x 0.131" nails
3-16box 3 1/2" x 0.1 5" ; or 2-16d
common (3 1/2" x 0.162"); or 3-10d box
End nail
3" x 0.128" ; or 3-3" x 0.131" nails
17
Top plates, laps at corners and
- box x ; or -
common (3 1/2" x 0.162");
Face nail
intersections
3-8d box 2 1/2" x U.113" ; or 2-8d
18
1" brace to each stud and plate
common (2 1/2" x 0.131 "); or 2-10d box
Face nail
3" x 0.128" ; or 2 sta les 1 3/4"
�3-bd box x ; or -
19
1" x 6" sheathing to each bearing
common (2 1/2" x 0.131 "); or 2-10d box
Face nail
(3" x 0.128"); or 2 staples, 1" crown,
16 ga., 1 3/4" Ion
3-8d box 2 1/2" x 0.113" ; or 3-8d
common (2 1/2" x 0.131 "); or 3-10d box
(3" x 0.128"); or 3 staples,
20
1" x 8" and wider sheathing to each
1" crown, 16 a., 1 3/4" Ion
Face nail
I er than x - box x
bearing
0.113"); 3-8d common (2 1/2" x 0.131");
or 3-10d box (3" x 0.128"); or 4 staples,
1" crown, 16 ga., 1 3/4" Ion
FLOOR
4-8d box 2 1/2" x 0.113" ; or 3-8d
21
Joist to sill, top plate or girder
common (2 1/2" x 0.131 "); or 3-10d box
Toe nail
3" x 0.128" ; or 3-3" x 0.131" nails
8d box (2 1/2" x 0.113")
4" o.c. toe nail
Rim joist, band joist or blocking to sill
8d common 2 1 2" x 0.131" ;
22
or top plate (roof applications also)
or 10d box (3" x 0.128");
6" o.c. toe nail
r "x .1 1"n it
3-8d box x ; or -
23
1" x 6" subfloor or less to each joist
common (2 1 /2" x 0.131 "); or 3-10d box
Face nail
(3" x 0.128"); or 2 staples, 1" crown,
16 ga., 1 3/4" Ion
24
2" subfloor to joist or girder
3-16d box 3 1/2" x U.135" ; or 2-16d
Blind and face nail
common 3 1/2" x 0.162"
2" planks
3-16d box (3 1/2" x 0.135"); or 2-16d
At each bearing, face
25
(plank & beam -floor & roof)
common (3 1/2" x 0.162")
nail
- common x -10
Band or rim joist to joist
box (3" x 0.128"), or 4-3" x 0.131" nails;
End nail
or 4-3" x 14 ga. staples, 7/16" crown
Nail each layer as
20d common (4" x 0.192")
follows: 32" o.c. at top
and bottom and
staggered.
Built-up girders and beams, 2-inch
24" o.c. tace nail at
27
lumber layers
10d box (3" x 0.128");
top and bottom
or 3" x 0.131 " nails
staggered on
opposite sides
nd: 2-20d common x
Face nail at ends and
or 3-10d box (3" x 0.128");
at each splice
4ils
r3
-16d box 3 1 2" x 0.135' ; or 3-16d
28
Ledger strip supporting joists or
common (3 1 /2" x 0.162"); or 4-1 box
At each joist or rafter,
rafters
3" x 0.128" ; or 4-3" x 0.131" nails
face nail
29
Bridging to joist
2-10d (3" x 0.128")
Each end, toe nail
SPACING OF
FASTENERS
ITEM
DESCRIPTION OF BUILDING
NUMBER AND TYPE OF FASTENER a,
Intermediat
ELEMENTS
b, c
Edges
e supports
(inches)h
e (inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
6d common (2" x 0.113") nail
30
3/8"- 1/2"
(subfloor, wall) 8d common
6
12f
(21/2" x 0.131") nail (roof)
31
19/32" - 1"
8d common nail (21/2" x 0.131")
6
12f
10d common (3" x 0.148") nail; or 8d
32
11/8" - 11/4"
(21/2" x 0.131 ") deformed nail
6
12
Other wall sheathing
1/2" structural cellulosic fiberboard
1 1/2" galvanized roofing nail, 7/16" head
33
sheathing
diameter, or 1" crown staple 16 ga., 1
3
6
1/4" long
25/32" structural cellulosic fiberboard
1 3/4" galvanized roofing nail, 7/16" head
34
sheathing
diameter, or 1" crown staple 16 ga., 1
3
6
1/4" long
1 1/2" galvanized roofing nail; staple
35
1/2" gypsum sheathings
galvanized, 1 1/2" long; 1 1/4" screws,
7
7
Type W or S
1 3/4" galvanized roofing nail; staple
36
5/8" gypsum sheathings
galvanized, 1 5/8" long; 1 5/8" screws,
7
7
Type W or S
Wood structural panels, combination subfloor underlayment to framing
6d deformed (2" x 0.120") nail; or 8d
37
3/4" and less
common (2 1/2" x 0.131") nail
6
12
8d common (2 1/2" x 0.131") nail; or 8d
38
7/8" - 1"
deformed (2 1/2" x 0.120") nail
6
12
10d common (3" x 0.148") nail; or 8d
39
1 1/8"- 1 1/4"
deformed (2 1/2" x 0.120") nail
6
12
DESIGNS, INC.
ONE STOP SOLUTION
ARCHITECTURAL -STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESS AL WORK
Ap 1BURVICU
GARDEN GROVE, CA92840
PER B �� �N1UANm E
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
r I D. OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
R E V I S I O N
DATE BY
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DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
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PLOTE DATE:
JOB NO.: 24077
C 69546
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TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
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TYPICAL FLOOR/ROOF OPENING DETAIL
PROVIDE EDGE NAILING TO
ALL EDGES OF OPENING.
DOUBLE JOIST OR RAFTER
EACH SIDE OF OPENINGPER SCHEDULE
SIMPSON HANGER
BLOCKING WHERE
(PROVIDE FILLER
REQUIRED)NOTE:
JOIST OR RAFTER
SEE PLAN
OPENING
SEE PLAN
BEAM OR GIRDER
8'-0" MAX.
4'
-
0
"
M
A
X
.
TYPICAL CONNECTION DETAIL
SIMPSON A34
2x STUD AT EACH
SIDE w/ 16d AT
12"o.c. STAGGERED
EACH SIDE OF POST @
PROVIDE SIMPSON (4)A35
HI & LOW TOP PLATE.
POST PER PLAN
CEILING JOIST PARALLEL TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
STUDS WALL
CEILING JOIST PERPENDICULAR TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
SIMPSON HANGER JOIST.1/2" DRYWALL AT
BOTTOM OF
CEILING JOISTS
CEILING JOIST TO WALL DETAIL
PERPENDIULAR TO
ROOF FRAMING
PARALLEL TO
ROOF FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
1/
4
"
~
1
/
2
"
CL
R
.
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
SIMPSON "DTC"
CLIP @48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
CEILING
JOIST
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
9
10
11 STUD NOTCHING AND BORING
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 40%
OF STUD DEPTH
5/8 " MIN.
TO EDGE
NOTCH MUST
NOT EXCEED 25%
OF STUD DEPTH
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
IF HOLE IS BETWEEN 40%
AND 60% OF STUD DEPTH
THEN STUD MUST BE
DOUBLE AND NO MORE
THAN TWO SUCCESSIVE
STUDS ARE DOUBLE AND
SO BORED
25%
40%5/8 "
D
NOTCH/BORE
% OF STUD
2x4
STUDS
2x6
STUDS
2x8
STUDS
25%
40%
60%
7/8"
1-3/8"
2"
1-3/8"
2-1/8"
3-1/4"
1-3/4"
2-7/8"
4-1/4"
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 60%
OF STUD DEPTH
5/8" MIN.
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
TO EDGE
NOTCH MUST
NOT EXCEED 40%
OF STUD DEPTH
40%
60%
MIN.
D
D60%
MIN.D
D
D
60%D5/8 "
D
12
13 ROOF/FLOOR DIAPHRAGM LAYOUT
FIELD
NAILING
EDGE NAILING
AT ALL BLOCKED
EDGES
BLK'G. AT
DIAPHRAGM
EDGES
EDGE
NAILING
BLOKED
SHT'G.
UNBLOKED
SHT'G.
SHEATHING
ABOVE
FRAMING
MEMBERS
BELOW
FIELD
NAILING
EDGE
NAILING
NO EDGE
NAILING AT
UNBLOCKED
EDGES
NOTE:
1.SEE SHEET SD0 EOR PLYWOOD THICKNESS, NAILING AND ADDITIONAL NOTES.
2.PANELS SHALL NOT BE LESS THAN 4 FT. X 8 ET. EXCEPT AT BOUNDARIES AND
CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24" UNLESS
ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY FRAMING MEMBERS
OR BLOCKING.
3.LONG DIMENSION OF PLYWOOD SHALL RUN ACROSS (PERPENDICULAR TO) JOISTS
OR RAFTERS.
4.NAILS SHALL NOT BE DRIVEN THROUGH OUTER PLY.
5.BLOCKED SHT'G. (WHERE INDICATED) REQUIRES ALL PANELS EDGES TO RECEIVE
EDGE NAILING.
6.WHERE JOISTS OR RAFTERS LAP SPLICE OCCURS AND PLYWOOD JOINT IS
CONTINUOUS.
VENEER TO WOOD WALL
STEEL ANGLE SCHEDULE
SIZE
L4x3 1/2x3/8
L6x3 1/2x1/2
L7x4x5/8
8'-0"
14'-0"
16'-0"
EXTERIOR
SHEATHING
SEE ARCH. FOR
INSULATION AND
MEMBRANE
STUD WALL
PER PLAN
BEAM OR
HEADER
PER PLAN
1/2" DIA. LAG SCREW
@12" O.C. WITH 2.5"
MIN. EMBED TO BEAM
OR HEADER
LLV STEEL ANGLE SUPPORT 3'-6" VENEER
HEIGHT MAX AND NEED TO EXTENT AND
BEAR ON EACH SIDE OF OPENING 4" MIN.
SEE SCHEDULE FOR SIZE
FERO PAC-TIE WITH 2-#6 x 2" DECK
SCREW AND WASHERS AS FOLLOWS: -
TYPICAL AT 16" HORIZONTAL AND AT
24" VERTICAL - AROUND OPENINGS AT
12" HORIZONTAL AND AT 16" VERTICAL -
NOT MORE THAN 12" FROM EDGE OF
OPENINGS. - LOCATE ROW OF TIES
MAX 12" ABOVE BEARING LEVEL AND 8"
FROM TOP OF WALL.
ADD 9 GAUGE WIRE JOINT REINF. @24"
O.C. VERTICAL FOR BUILDING IN SEISMIC
DESIGN CATEGORIES C, D, E, F.OPENING
SPAN MAX.
DRILLING HOLES AND NOTCHING OF THE JOIST
D
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
D/3 (RAFT. OR C.J.)
D/4 (FLOOR JOIST)
D/
6
D/
6
MIN.
12"D/
3
MI
N
.
2"
MI
N
.
2"
D
D/
4
ALTERNATE
BOTTOM NOTCH
NOTE:
1.DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN.
2.MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN.
3.THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY
MUST BE SPECIFICALLY DETAILED.
4.NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED SEGMENTS OF JOISTS.
5.REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NOTCHES AND HOLES WHERE
I-JOIST TRUSSES ARE USED.
6.ANY OVER CUTS ARE TO BE INCLUDED IN THE MAXIMUM NOTCH DEPTH DIMENSION.
JOIST SIZE MAX. NOTCH
DEPTH: D/4
MAX. NOTCH
DEPTH: D/6
MAX. SIZE
HOLE: D/3
2X6
2X8
2X10
2X10
2X14
1-3/8"
1-3/4"
2-1/4"
2-3/4"
3-1/4"
7/8"
1-1/8"
1-1/2"
1-7/8"
2-1/8"
1-1/2"
2-3/8"
3"
3-3/4"
4-3/8"
UPPER TOP
PLATE
3/8" TYP.
SHEAR WALL PENETRATIONS SHEAR WALL NAILING
SHEATHING
PER PLAN
FIELD NAILING
6"
M
I
N
.
HOLES TO BE
MIN. 6" FROM
PLATES, TYP.
FOR HOLES UP TO 16" SQ.,
PROVIDE BLKG. AND E.N.,
HOLES LESS THAN 5" SQ.
DO NOT REQUIRE BLKG. OR
E.N.
EDGE
NAILING PER
PLAN, TYP.
FRAMING MEMBER PER
SHEAR WALL SCHEDULE
1.SHEAR WALL EDGE NAILING TO HAVE MIN. EDGE DISTANCE OF 3/8".
2.WHEN SHEATHING IS NAILED TO TRIMMER, TRIMMER AND KING STUD TO BE STITCH NAILED TOGETHER WITH 16D'S, SPACING TO MATCH EDGE NAILING
OF SHEAR WALL.
3.SHEAR WALL PENETRATIONS ARE TO BE IN CONFORMANCE WITH THE DETAIL BELOW. LIMIT ONE PENETRATION GREATER THAN 5" SQUARE PER STUD
BAY. CUTS TO BE MINIMUM 16" FROM EDGE OF SHEAR WALL, ALL DIRECTIONS.
4.CONTACT ENGINEER OF RECORD FOR HOLES LARGER THAN 16" SQUARE.
5.TOTAL LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE TOTAL WALL LENGTH.
PRESSURE TREATED
SILL PLATE w/ A.B.'s PER
SHEAR WALL
SCHEDULE
HOLDOWN AS
OCCURS, TYP.
2x STUD TYP. MIN
3x POST AT SHEAR
WALL TYPES 1, 2 &
3.
SHEAR PANEL w/
E.N. PER PLAN,
MIN. WIDTH OF
PANEL = 16"
2x4 STUDS AT
16"O.C. TYP.,
U.N.O.
HDR. 6" DEEP & LESS PROVIDE
(2) 16d, TRIM. TO HDR., ADD (1)
16d FOR EA. ADD'L 2" OF DEPTH
USE LTP4 EA. SIDE WHEN
GREATER THAN 2x KING
POST
2x KING STUD AT NO
HOLDOWN CONDITION
OR POST PER PLAN AT
HOLDOWN CONDITION.
PER TABLE ABV.
HEADER PER PLAN
2x TRIM. U.N.O.
STITCH NAIL w/ 16d AT 6" o/c
AT SHEAR WALLS, 16d AT 12"
o/c AT NON-SHEAR WALLS
E.N. PER
SHEAR WALL
SCHEDULE
HOLDOWN AS
OCCURS
MIN. 1/8"
STAGGER AT
2" E.N.
FRAMING PLATE E.N. INTO UPPER TOP PLATE
1/8"
3/8"3/8"
TYPICAL WALL FRAMING5
SHEAR WALL/ INTERSECTION
PLYWOOD AT
INTERSECTION w/ POST
POST AT PER PLAN
INTERSECTION w/o POST
16d @ 12" O.C.
OUTSIDE CORNER w/ POST
NOTE:
SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS,
ORIENTATIONS AND SCHEDULE REFERENCES
DOUBLE 2x, MIN.
OUTSIDE CORNER w/o POST
DOUBLE-SIDED WALL
POST AT PER PLAN
16d @ 12" O.C.16d @ 12" O.C.
FOR 2x STUD
20d @ 6" O.C.
FOR 3x STUD
PLY. CONT. THRU
WALL INTERSECTION
ATDOUBLE-SIDED
WALL
16d @ 12" O.C.
FOR 2x STUD
20d @ 6" O.C.
FOR 3x STUD
2x OR 3x STUD AS
REQ'D., TYP. PER
S.W. SCHED.
7
8WOOD SHEARWALL SILL PLATE ANCHORAGE
SHEARWALL
WHERE OCCURS
SILL PLATE ANCHORAGE
PER SHEARWALL SCHEDULE
CONCRETE SLAB OR
PRECAST PLANK
SHEARWALL SHEATHING SEE
PLAN AND SCHEDULE
PLATE WASHER
3 GA x 3 x 3- .229" MIN THICKNESS
12" MAX12" MAX
E.Q.E.Q.
2x4 SHEAR WALLS AND
ALL DOUBLE SIDED SHEAR WALLS
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
PERPENDIULAR TO
TRUSS FRAMING
PARALLEL TO
TRUSS FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
CL
R
.
SIMPSON
"DTC" CLIP
@48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
TRUSS
BOTTOM
CHORD
1/
4
"
~
1
/
2
"
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
TYPICAL NON-BEARING PARTITION WALL
AT SAWN LUMBER FRAMING DETAIL
FLOOR JOIST
PARALLEL TO WALL
FLOOR JOIST
PERPENDICULAR TO WALL
2x BLOCKING
@ 24"o.c.
(2)16d TOE
NAIL AT JOIST
TO PLATE
2x BLOCKING
(CONT.)(2)16d TOE NAIL
16d @ 24"o.c.16d @ 16"o.c.
TOP PLATE SPLICING, NOTCHING & BORING
STANDARD PLATE SPLICE CONDITION
ALL EXTERIOR, BEARING OR SHEAR WALLS, U.N.O. ON PLAN
PLATE SPLICE COND.
PER PLAN
NON-LAPPED
CHANNEL CONDITION
ALLOWABLE TOP PLATE NOTCHING AND BORING
ALL EXTERIOR BEARING OR SHEAR WALLS
2X UPPER
TOP-PLATE
(12)- 16d
P-NAIL (GUN)
EACH SIDE OF
SPLICE, U.N.O.
(ALT. CS16x36")^3
2X LOWER
TOP-PLATE
LOCATE
STUD AT
ALL SPLICES
TYPICAL
UPSIZED CONDITION WHERE
SPECIFICALLY INDICATED ON PLANS
ST OR MST TYPE STRAP
MUST BE PLACED ON
TOP OF UPPER PLATE
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
SHIM W(2) - 16d (AT 1X PLATE COND.
ONLY) FOR HEIGHT ADJUSTMENT
LTP4 PER
INTERSECTION
CONT. 2-2X
TOP PLTS.
EXTERIOR
WALL
1X OR 2X
PLATE
2X STUD
AT CHANNEL
EQ.EQ.
REQUIRED
TOP PALTE
SPLICE
(PER PLAN)
STANDARD
ST6224
MST48
CONT. DBL.
TOP PLATES
"NOTCH/BORE" DIMENSION OR +B2 B1
4,5
2,3
STRAP NOT REQUIRED STRAP REQUIRED
PLAN VIEW PLAN VIEW
ST6236
1 MIN. 1-1/4"
MIN. 1-3/4"
MIN. 2-5/8"
MIN. 3-1/2"
MIN. 2-3/4"
MIN. 1/2" to 1-1/4"
MIN. 1-3/8" to 2-5/8"
MIN. 1/2" to 1-3/4"
MIN. 2-3/8" to 3-1/2"
(1) - CS16
(1) - CS16
(1) - CS16
(1) - CS16
CALL ENGINEER
MAX.
2" .2"
TOP PLATES
"NOTCH/BORE"
CS16 W/(12)-8d
NAILS ON EACH SIDE
(WHERE REQ'D. BY
CHART ABOVE)NOTCH CONDITION BORE CONDITION
1
6"
A
A B1
B2
48" MINIMUM LAP
14
TY
P
I
C
A
L
D
E
T
A
I
L
S
S0.1
FRAMING SCHEDULE
PAD SCHEDULE
PAD
2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
SYM.
F2.0
2'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
3'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
F2.5
F3.0
LEGEND
3'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F3.5
DESCRIPTIONSYM.
F2.0
POST OR TRIMMER AS NOTED
SDX
X
PAD NUMBER
DETAIL NUMBER
DETAIL SHEET NUMBER
X'-X"
X
DROP IN SLAB (VERIFY PRIOR TO
CONSTRUCTION)
SHEAR PANEL LENGTH AND NUMBER, STRAP & POST EACH THE END
SHEARWALL PER SHCEDULE & PLAN.
REFER TO SD-0 FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.
INDICATES ROOF TRUSSES BY
TRUSS SUPPLIER
INDICATES FLOOR JOISTS BY JOIST SUPPLIER,OR U.N.O PER SCHEDULE &
PLAN
INDICATES DECK JOIST OR ROOF RAFTER PER SCHEDULE & PLAN
X BEAM NUMBER, REFER TO REPORT
CALCULATIONS
KEY NOTE NUMBER
BEARING WALL
CALIFORNIA FRAMING
XX
GREATE BEAM @ FOUNDATION SEE PLAN FOR SIZE
KEY NOTES
FJ
RR
RT
X NUMBER OF ANCHOR BOLTS
LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O.
SEE PLAN FOR NUMBER OF BAYS.
BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
PROVIDE SOLID BLOCKING
TRUSS HANGER BY TRUSS SUPPLIER
CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)
1
2
3
4
5
6
EXISTING SLAB & FOOTING
INDICATES CEILING JOIST PER SCHEDULE & PLANCJ
NEW FOOTING
SYMBOL SIZE MAX. SPACING U.N.O
RR 2X8 RR 16" O.C.
4'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.0
4'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.5
NEW SLAB
CONSTRUCTION NOTES
1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS (S0.0 & S0.1) FOR
MORE INFORMATION.
2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS
AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF
RECORD IF DIFFERENT THAN PLANS.
3.AS AN ALTERNATE TO USING SIMPSON PRODUCTS OTHER CONNECTORS CAN BE
USED, AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER THAN
SIMPSON'S.
4.USE SIMPSON " IUS " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER
FRAMING MEMBERS (U.N.O.) AND " LUS " HANGERS FOR CONNECTION OF SOLID
JOISTS.
5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ROOF FRAMING LEVELS
(5B/SD2.0), UNO ON PLANS.
6.USE ST22 STRAP FOR LEDGER SPLICES, UNO.
7.USE (1)CS16 X 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL
RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES.
8.PLYWOOD IS APPLIED ON EITHER SIDE OF SHEAR WALLS
9.INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C.,
MAX.
10.HEARDER AT OPENING AT EXTERIOR & INTERIOR BEARING WALL SHOULD BE MIN.
4X6 ,U.N.O
11.HEADER AT NON-BEARING WALLS, USE 2X4 FOR OPENINGS UP TO 3'-0" MAX.,
(2)2X4 FOR OPENINGS UP TO 6'-0" MAX., 4X6 FOR OPENINGS UP TO 12'-0" MAX.,
(UNO).
12.2X6 WALL SHOULD BE AT PLUMPING WALL.
13.TOTAL MINIMUM NUMBER OF ANCHOR BOLTS. REQUIREMENTS. FOR NON-SHEAR
WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR
BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.
14.FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE
SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL,
SILICON BRONZE OR COPPER.
15.SIMPSON SET-XP EPOXY ESR-2508 SPECIAL INSPECTION REQUIRED
16" O.C.CJ 2X10 CJ
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
HD
U
2
2
HD
U
2
2
4'-0"
1
SD1
2
SD1
5
SD1
HDU2
HDU2
3
2
8'
-
0
"
5
SD1
1
SD1
2
SD1
3
2
9'
-
0
"
1
SD1
2
SD1
5
SD1
HDU2
HDU2
2
1
SD1
2
SD1
5
SD1
2
4'
-
9
"
HDU2
HDU2
2
2
6'
-
0
"
1
SD1
2
SD1
5
SD1
HD
U
2
3
HD
U
2
2
8'-0"
5
SD1
TYP.
1
SD1
2
SD1
HD
U
4
HD
U
4
2
3
6'-0"
2
SD1
1
SD1
5
SD1
MIN.5" THK. CONC. SLAB
w/ #4 @ 12" O.C. EA WAY
OVER 2" SAND
OVER 10 MIL. VAPOR BARRIER
OVER 4" AGGREGATES OF 1/2" OR LARGER
SLAB AREA
3
SD1
TYP.
9
SD1
TYP.
15
"
15"
15
"
F2.0
F2.0
F2.0
F2.0
11
SD1
10
SD1
HDU2
HDU2
12
'
-
5
"
10'-8"5'-3"
TYP.
TYP.
10
'
-
9
"
15"
15
"
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
4X6 4X6
4X
8
4X
6
4X
6
4X64X6
4X
6
4X64X6
4X
6
4X
6
RR
RR
RR RR
2
4'-0"
2
8'
-
0
"
2
9'
-
0
"
2
4'
-
9
"
2
6'
-
0
"
2
8'-0"
3
6'-0"
4X
4
4X
4
4X
4
4X
4
4X4
4X4
4X
4
4X4
4X4
4X4
1
SD2
5A
SD2
4X
4
R1
4X64X6
CJ
4X4
R2
4
5 1/4"X14" PSL CL'G BM
2
SD2
5A
SD2
5B
SD2
2
SD2
1
SD2
5B
SD2
2
SD2
5A
SD2
4
SD2
TYP.
5B
SD2
13
SD2
13
SD2
5A
SD2
2
1
3
A
B
C
7
SD2
TYP.
10
S0.1
TYP.
1
2
3
4X
4
/
K
.
P
.
3 1/2"X11 7/8" LSL R.B.CONT. 3 1/2"X11 7/8" LSL R.B.
4X
1
0
4X
1
0
4X
1
2
R
.
B
.
CJ
4X6
5
4X4/K
.
P
.
4X
4
/
K
.
P
.
11
SD2
W/ECCQ44
8
SD2 W/CCQ44
8
SD2
W/CCQ44
11
SD2
W/ECCQ44
10
SD2 TYP.
7
SD2
TYP.
8
SD2
11
SD2
LOW.HI.
8
SD2
4X6
6
SD2
4X6
6
SD2
4X4
4X4
2-2X4
TRIM
4X6
15A
SD212
SD2
14B
SD2
(L=±15'-9")
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
4
0
1
W
J
o
n
q
u
i
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R
d
,
S
a
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t
a
A
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2
7
0
6
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24077
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/31/2024
NE
W
A
D
U
FO
U
N
D
A
T
I
O
N
P
L
A
N
&
F
R
A
M
I
N
G
P
L
A
N
S1.0
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
SOIL ENGINEER'S CERTIFICATE:
This plan has been reviewed and conforms to recommendations
of the soil report prepared for this development.
3-31-233-31-253/31/273/31/27
4/16/2025
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
Pr
o
j
e
c
t
A
d
d
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s
s
:
4
0
1
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N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24077
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/31/2024
NE
W
A
D
U
1
2
3
47
8
INTERIOR PARTITION, TYP.
2x P.T D.F SILL PLATE
w/ 7 32"Øx312" SHOT PINS
@ 32" OC w/ 14 GA PER ICC-ESR 2138
. WASHERS AND FIRST 2 PINS PLACED
6" AND 10" FROM PLATE ENDS
CONCRETE SLAB
2x STUDS @ 16" OC
2x P.T D.F SILL PLATE
w/ 7 32"Øx312" SHOT PINS
@ 32" OC w/ 14 GA PER ICC-ESR 2138
. WASHERS AND FIRST 2 PINS PLACED
6" AND 10" FROM PLATE ENDS
CONCRETE SLAB
2x STUDS @ 16" OC
BEARING NONE SHEAR WALL
NONE BEARING
CONCRETE FOOTING
SIZE & REBARS
PER DETAIL 1/SD1
W
PER SCHEDULE
PE
R
S
C
H
E
D
U
L
E
SE
E
D
E
T
A
I
L
1
/
S
D
1
TYP. REINFORCING DETAILS
BEND
R= 5(d) FOR #14 THRU #18
LAP SPLICE
STIRRUP
6(d
)
M
I
N
.
TIE OR HOOK
6(d
)
M
I
N
.
MADE COLD
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
OR
3
"
M
I
N
.
- ALL BENDS SHALL BE
STIRRUP ALT. 135° BENDS
- PUT CROSSTIE W/ EACH
D= 4(d) FOR #3 THRU #5
D= 6(d) FOR #6 THRU #8
OR
3
"
M
I
N
.
12
(
d
)
F
O
R
#
6
T
H
R
U
#
8
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
NOTES:
CROSSTIE
MEMBER BELOW, EXCLUDE
CONCRETE IS CAST IN THE
THAN 12 INCHES OF FRESH
BARS SO PLACED THAT MORE
FOR TOP BARS (HORIZONTAL
* INCREASE LENGTH BY 30%
WIRE TIE END
WALLS)
D D
48(d) MASONRY (U.N.O.)
48(d) * IN CONCRETE
90° BEND
8(d)
R
R= 4(d) FOR #9 THRU #11
R= 3(d) FOR #3 THRU #8
2 1/2" MIN.8(d)
180° BEND
R12
"
4(d) OR
4"
M
I
N
.
O
R
4"
M
I
N
.
O
R
6(d
)
STAIR OR RAMP ON GRADE
2"
#3 NOSING
TYPICAL
SEE ARCH. FOR TREAD
AND RISERS
6"
MIN
.
(2)#5 CONT.
#4@12
EACH WAY
#4@12
RAMP LINE
#4@12
1'-6"
2'-0"
1'-2"
1'
-
6
"
M
I
N
.
1'-6"
2'-0"
TYPICAL MANDATORY MINIMUM FORMWORK
(UNLESS FULLY FORMED)
CLEAN OUT
ON DWGS. +2"
WIDTH SHOWN
LAITANCE AND SCUM
HAS SET. REMOVE
AFTER CONCRETE
NOTE:
NOTE:
6"
MIN
11/2" MIN. STARTER WALL
REQUIRED FOR FOOTINGS
CURB OR STARTER WALL
BELOW GRADE
LC
APPLICABLE
FORMWORK
SPECIFICATIONS
2" PLANKING
FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT EXCAVATIONS
PROVIDED THE FOUNDATION TRENCH WALLS ARE STABLE AS DETERMINED BY THE
ARCHITECT (STRUCTURAL ENGINEER), SUBJECT TO THE APPROVAL OF THE DIVISION
OF THE STATE ARCHITECT, IN SUCH CASE. THE MINIMUM FORMWORK SHOWN ON THE
DRAWINGS IS MANDATORY TO INSURE CLEAN EXCAVATIONS IMMEDIATELY PRIOR TO
AND DURING THE PLACING OF CONCRETE.
STARTER WALL REQUIRED FOR ALL MASONRY OR CONCRETE WALLS.
STAKES NOT PERMITTED WITHIN FOOTING SECTION.
FORMWORK NOT PERMITTED BELOW GRADE UNLESS FULLY FORMED.
TYPICAL
6
5
NEW EXTERIOR FOOTING
(2)#5 OR (3)#4 REBAR CONT.
T & B (U.N.O.).
STUD WALL
SHEAR PANEL WHERE OCCURS
WITH B.N. AT SILL PLATE
8"
MI
N
.
3"
MAX
P.T.D.F. SILL PLATE
W/ ANCHOR BOLTS
PER AB SCHEDULE.
(MIN. 5/8" DIAMETER @ 48" O.C.)
3"
W
PER SCHED.
N.G. OR APPROVED
COMPACTED FILL
#3 @ 24" O.C.
BENT 3' INTO SLAB
SAND AND
VAPOR BARRIER
PER PLANS.
VAPOR BARRIER.
WHERE OCCURS
EXTEND 1.1/2"
INTO FTG.
D1
SLOPE TO DRAIN
SCREED 26 GAUGE
@ STUCCO FINISH
F.G.
FOOTING DIMENSIONS
# OF
STORIES
W
WIDTH
D
DEPTH
1 15"24"
2 18"24"
MIN.5" THK. CONC. SLAB
w/ #4 @ 12" O.C. EA WAY
OVER 2" SAND
OVER 10 MIL. VAPOR BARRIER
OVER 4" AGGREGATES OF 1/2" OR LARGER
D1
DEPTH
8"
8"
D
M
I
N
.
PE
R
S
C
H
E
D
.
D
P
E
R
S
C
H
E
D
.
24
"
M
I
N
.
TYPICAL ANCHOR BOLT DETAIL
BA
7"
M
I
N
.
A = MIN. EDGE DISTANCE
FROM SILL PLATE TO BOLT C.L.
FROM SLAB EDGE TO BOLT C.L.
B = MIN. EDGE DISTANCE
BOLT DIAM.
5/8"
7/8"
3/4"
7/8"
3/4"
BOLT DIAM.
5/8"
N.A.
N.A
4" (NOMINAL) WALLS
A
1"
N.A.
N.A.
B
1.7/8"
1.3/8"
1.1/8"
6" (NOMINAL) WALLS
A
1"
2.1/4"
2"
B
1.7/8"
HOLDOWN @ NEW FOOTING
SSTB BOLTS INSTALLATION
@ SW @ EXT. FOOTING
HUD2/HDU4/HDU8/HDQ8
HOLDOWN
w/ SDS2.5 SCREWS
(MIN)
1 3/4"
ANCHOR BOLT
PER SIMPSON CATALOGUE
NOTE:
SIMPSON SET-XP EPOXY ESR-2508
SPECIAL INSPECTION REQUIRED
3"
MAX
EF
F
E
C
T
I
V
E
EM
B
E
D
M
E
N
T
SIMPSON
HOLDOWN
HDU5
HDU2
HDU4
SSTB24
SIZES
SSTB24
SSTB24
MIN EMBED
(le)
20 5
8"
20 5
8"
20 5
8"
3"
CL
R
.
SECTION E-E
1.5 le
E
E
BOTTOM OF SLAB.
3"
le M
I
N
1
6
"
.
CL
R
.
EQ.EQ.MI
N
.
F
F
le M
I
N
1
6
"
.
SECTION F-F
1.5 le
SSTB BOLTS INSTALLATION
@ SW @ INT. FTG/SLAB
(2)#4x8'-0" REBAR CONT.
T & B (U.N.O.), CENTERED @ "HD"
(BEND REBAR @ CORNER)
3"
CL
R
.
CONCRETE
END
EXTERIOR
FOOTING
EDGE OF
EXTENDED/ENLARGED
EXTERIOR FOOTING.
BOTTOM OF
EXT. FOOTING
CONCRETE STEM/FOOTING WIDTH (8"
MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR
5/8"Ø BOLT) ENTIRE EMBED. LENGTH.
BOTTOM OF
EXT. FOOTING
EDGE OF DEEPENED
SLAB/FTG FOR
HOLDOWN @ INT.
SHEAR WALL.
BOTTOM
OF SLAB.
FTG WIDTH
(13" FOR 7/8"Ø BOLT,
9" FOR 5/8"Ø BOLT).
HDU8 SSTB28 24 7
8"
HDQ8 SSTB28 24 7
8"
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
SD1HOUSE TO PORCH
D
W
2"
MI
N
.
PORCH SLAB
SLOPE TO DRAIN
6"
MIN.
FINISH
GRADE
6"
MI
N
.
FACE OF STUDS
#4 X 24" DOWELS
@ 16" O.C.
NEW INTERIOR FOOTING
TYP.
UNLESS NOTED OTHERWISE
IN SHEAR WALL SHEDULE
EDGE NAILING
FOR BOLT INFORMATION
SEE DETAIL 1/ SD1,
2x P.T.D.F. SILL PL
SHEAR WALL PANEL
SEE PLAN WHERE
OCCURS
SLAB ON GRADE
2x STUDS @ 16"o.c.
UNLESS NOTED
PER PLAN
OTHERWISE
W PER SCHEDULE
PE
R
S
C
H
E
D
U
L
E
SE
E
D
E
T
A
I
L
1
/
S
D
1
3" CLR.
3"
C
L
R
.
(2)#5 OR (3)#4 REBAR CONT.
T & B (U.N.O.).
SEE DETAIL 1/SD1 FOR ADDITIONAL INFORMATION.
#4 24" X 24" DOWELS
@ 36" O.C.
9
TYPICAL PAD AT
EXT. WALL FOOTING DETAILS
SEE DETAIL 1/SD1 FOR ADDITIONAL INFORMATION.
CONTINUOUS
FOOTING BEYOND
PER PLAN
SPREAD FOOTING
PER PLAN
OF INFORMATION
SEE DEAIL 1/SD1
PER PLAN
SHEAR WALL
FOR REMAINDER
SLAB ON GRADE
PER PLAN
FINISH GRADE
SEE PLANS
8"
M
I
N
.
PA
D
D
E
P
T
H
8"
MI
N
.
TYPICAL PAD INTERIOR BEARING
WALL FOOTING DETAIL
PER PLAN
SPREAD FOOTING
2x STUDS @ 16"o.c.
UNLESS NOTED
OTHERWISE
PER PLAN
CONTINUOUS
FOOTING BEYOND
UNLESS NOTED OTHERWISE
IN SHEAR WALL SHEDULE
SEE DETAIL 1/SD1 ,
FOR BOLT INFORMATION
2x P.T.D.F. SILL PL
SHEAR WALL PANEL
EDGE NAILING
SEE PLAN WHERE
OCCURS
SLAB ON GRADE
PER PLAN
SEE PLANS
SP
R
E
A
D
F
O
O
T
I
N
G
D
E
P
T
H
10
11
3-31-233-31-253/31/273/31/27
4/16/2025
SOIL ENGINEER'S CERTIFICATE:
This plan has been reviewed and conforms to recommendations
of the soil report prepared for this development.
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
4
0
1
W
J
o
n
q
u
i
l
R
d
,
U
n
i
t
#
2
,
S
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t
a
A
n
a
,
C
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9
2
7
0
6
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24077
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/31/2024
NE
W
A
D
U
1
2
3
4
POST & BEAM CONNECTION
BM., SEE PLAN
POST, SEE PLAN.
EQ
.
EQ
.
STRAP
A
CAPACITY
-
5600#
2900#
MSTA12
EA. SIDE
(1) CS16B
(2) CS16C
OF EACH STRAP
OVERALL LENGTH
12"
24"
24"
SIMPSON STRAP EACH
SIDE OF BEAM TO POST.
ALT. TO MSTA12 STRAPS, USE 2X
KING STUD EACH SIDE OF BEAM
TO POST & NAIL W/ 16d'S @ 16" O.C.
TO POST & MIN. (5) 16d'S TO BEAM.
CALIF. FRAMING DETAIL
2X6 FLAT W/
2-16d TO EA.
ROOF TRUSS/RAFTER
RUN LOWER ROOFSHEATHING
TO SUPPORTING WALL/BEAM
AND PROVIDE SHEAR TRANSFER
AT THAT LOCATION
2X4 RR @ CALIFORNIA FRAMING
MAX. SPAN = 8' U.N.O.
MAIN ROOF FRAMING
RAFTER OR ROOF TRUSS
ROOF RAFTER
ROOF SHEATHING
B.N.
ROOF RAFTER W/ HANGERS
TO RIDGE
ROOF SHEATHING
2X6 RIDGE @
2X4 RAFTERS
@ CALIFORNIA FRAMING
B.N.B.N.
ROOF BRACE WHERE REQ'D
TO LIMIT SPANON 2X4 R.R. TO
8'-0" MAX. U.N.O.
(2)16d TOENAIL RR TO RR.
TYPICAL TOP PLATE SPLICE
ST22 STRAP
@ RIDGE OF RAKE WALL
18-16d SINKERS
@ SPLICE, STAGGERED
DO NOT SPLIT TOP PLATE
WITH SPLICE NAILING, SEE TABLE BELOW.
STUDS @
16" O.C.
2-16d FROM TOP
PLATE TO BOTTOM
PLATE OVER EACH STUD
2-16d FROM
PLATE TO EA. STUD
2-2X TOP PLATE 4'
NOTE: SPLICE REQUIRED AT ALL PLATE BREAKS AND ALSO AT CHANNELS FOR
INTERSECTING WALLS AT ANY EXTERIOR WALL, BEARING WALL, OR SHEAR WALL
NO. OF 16d SINKER
MIN. PLATE LAP
ALT. STRAP w/ 16d SINKER ST22 ST6224 ST6236 MST37 MSTC52 CMST12x72"
8 FT.
42
GF
36
8 FT.8 FT.
32
ED
24
6 FT.6 FT.
22
CB
16
4 FT.
10
A
4 FT.
MST60
TYPICAL FLUSH BEAM PERPENDICULAR
TO WALL DETAIL
BEAM PER PLAN
POST OR DOUBLE STUDS
(PROVIDE 16d @ 12"o.c.
AT DOUBLE STUDS)
(2)2x TOP ~PS
PLYWOOD SHEATHING
PER PLAN
EACH SIDE FOR BEAMS
9~4" DEEP AND LARGER
PROVIDE SIMPSON A35
5
6
7
8
TYPICAL STUD WALL FRAMING AT OPENING DETAIL
(2)10d TOE
16d @ 12"o.c.
WIDER THAN 6'-0")
TRIMMER AT OPENING
2x TRIMMER (2)2x
U.N.O.
SILL ~P
THAN 4'-0")
SILL AT OPENING WIDER
WHERE OCCURS (2)2x
2x WINDOW SILL
SEE PLAN
POST AT HOLDOWNS
DOUBLE STUDS OR
2x STUDS @ 16"o.c.
TOP AND BOTTOM
6'-0") W/ SIMPSON A34
OPENING WIDER THAN
(2)2x THRU STUDS AT
(1)2x THRU STUD (USE
HEADER DEPTH)
OF ADDITIONAL
(2)16d FOR EA. 2"
(2)16d MIN. (ADD
THAN 8'-0"
OPENING WIDER
SIMPSON A34 AT
NAILS
STAGGER
DETAILS
SEE CBC, TABLE 25Q, OR
FOR BALANCE OF NAILING,
U.N.O. ON PLANS)
OPENING
HEADER SCHEDULE
WIDTH
10'-0"
12'-0"
8'-0"
6'-0"
4'-0"
MAX.
VERTICAL
AND @ 8'-0"o.c.
STOPS AT CEILING
PROVIDE 2x FIRE
NOTE:
STUD WIDTH
WIDTH SAME AS
BEARING
10"
12"
NON-BEARING
8"
6"
4"
12"
14"
8"
10"
6"
MIN. NOMINAL HEADER ''D''
TO 6'-0" ONLY)
(AT OPENINGS UP
BUILT-UPSOLID
''
D
'
'
DE
P
T
H
HD
R
UP PER SCHEDULE
HEADER (SOLID, BUILT-
(2)2x TOP ~PS
EA. SIDE STAGGER
w/ 16d @ 12"o.c.
CONT. PLYWD. SHIM
2x EA. SIDE ANDNOTE:
9
CJ W/ 8-16d FACE NAILS
LARGER BLOCK (RIPPED TO CORRECT SIZE) FOR GAPS LARGER THAN 1".
USE FULL DEPTH BLKG. INSTALL LS70'S WHERE GAP EXCEEDS 1/4". USE NEXT
H1'S @ 24" O.C. MAY BE INSTALLED IN LIEU OF A35'S FOR SHEAR TRANSFER.
DROP BM. WHERE OCCURS
HEADER WHERE OCCURS
2X BEVELED BLOCKING W/E.N. & A35 @
24" O.C. (SEE ADDITIONAL A35 REQMTS.
@ SHEAR WALLS)
DBL 2X TOP PLATE
2X STUDS @ 16" O.C.
SHEAR PANEL WHERE OCCURS
B.N.
SEAT CUT ALL RAFTERS. DO NOT OVERCUT.
ALT. LOCATION OF BLKG.
NOTES:
ROOF SHEATHING
RR W/ SEAT
CUT AT WALL
B.N.
ROOF RAFTER
PERPENDICULAR TO EXT. WALL
30" MAX.
1X6 STARTER BOARD-SHIPLAP
AT EXPOSED EAVES
2X ROSA FASICA
SIMPSON H2.5A @ 48" O.C. U.N.O.
B.N.:8D COMMON NAIL AT 6" O.C.
GABLE END WALL
FLUSH RIDGE
CONDITION
SIMPSON ST22 STRAP @ 48" OC
EQ.EQ.
ROOF RAFTER
W/ HANGERS
TO RIDGE
DROP RIDGE
CONDITION
ROOF RAFTER
W/ HANGERS
TO RIDGE
RIDGE PER PLAN.
E.N.
2X BLK'G
E.N.LAP & SPLICEW/(3)
16d's EACH SIDE
GABLE END WALL
2x STUDS
BALLOON FRAME
16d NAILS @ 8" OC
AFTER ROOF IS
LOADED
2x BLOCKING
D.F #2 FLAT LOOKOUTS
2x4 @ 24" OC OR 2x6 @ 32"
OC. TAKE BACK TO 2ND
RAFTER (MAX 18" TOTAL
OVEHANG). SOLID SHIM
UNDER EA. LOOKOUT
HOLD TOP OF WALL
DOWN 3 4" + FROM TOP
OF UNLOADED RAFTER
E.N
#FULL HEIGHT
SEE PLAN
E.N
(2)-16d
@ EA.
END OF
LOOKOUT
ROOF
SHEATHING
E.N
A35F MAY BE OMITTED
WHERE SHEAR WALL
MATERIAL APPED +4"
OVER RIM. PROVIDE A35F
@ NON-SHEAR SEQUENTS
E.N
E.N
SIMP. A35F @ 48" OC
DTL 16d 'S A35'S
A 8" OC 32" OC
B 6" OC 24" OC
C 4" OC 16" OC
D 3" OC 12" OC
NOTCH JOIST
FOR LOOKOUTS
ALT. DROP BEAM
PER PLAN.
CEILING JOIST OVER LAP, TYP.
1'-0" CEILING JOIS OVERLAP w/ SPACER
AND 4-16d NAILS EA. SIDE
10
11
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
SD2CONNECTION DETAIL
BEAM PER PLAN
POST SAME WIDTH
AS BEAM, SEE PLAN.
(2)16d EA. SIDE
2x STUD EA.
SIDE OF POST w/
16d @ 12"o.c.
BEAM PER PLAN.
ST12 EACH SIDE
K. POST TO
SUPPORTING BM.
SIMP. CCQ MATCH SIZE
WITH BEAM, SEE PLAN.
2x STUD EA.
SIDE OF POST w/
16d @ 12"o.c.
ALTERNATE
CONNECTION DETAIL
RIDGE BEAM, SEE PLAN.
FULL BEARING POST.
R/R LAPPED W/ (4) 16d's.
SLOPING DBL TOP PL.
ALT. CONDITION WHEN R/R's
ARE BUTTING AGAINST EACH
OTHER USE ST22 FOR
CONNECTION ON TOP.
2X K. STUD W/ (3) 16d's TO
SIDE OF BEAM & 16d's @ 12"
O.C. TO SIDE OF POST.
RIDGE BEAM,
SEE PLAN.
SIMP.ST6236 STRAP
, FULLY NAIL STRAP
W/ 16d SINKER OR 10
d's COMMON NAILS
SIMPSON A35 @ 24" O.C.
ALT. CONDITION ST6236 STRAP,
FULLY NAIL STRAP W/ 16d
SINKER OR 10 d's COMMON NAILS
DRAG DETAIL
A CS16 1700# 3'-6"
B (2)CS16 3400# 3'-6"
END LENGTHSTRAPCAPACITY**
CS16 & NAIL W/16d's @ 4" O.C.
MEMBER TO RECEIVE 2ND.
ADD 2"X4"X48" LONG *
STAGGERED TO ROOF
*
RAFTER/TRUSS TOP CHORD.
SIMPSON CS16 W/ (2) ROWS
OF 8d SINKER NAILS @
4 1/8" O.C. CUT TO FIT OVER
ALL BAYS OF BLOCKING.
WHERE APPLICABLE.
TYP. ROOF
RAFTER OR
TOP CHORD
OF TRUSS.
2X FLAT BLK'G. W/ E.N.
SEE PLAN FOR NO. OF BAYS
(MIN. 4 BAYS).
DBL. TOP
PLATE
OR BEAM.
HIP BEAM OR
TOP CHORD
OF HIP TRUSS.
ROOF SHEATHING
W/ E.N. ALONG
LINE OF DRAG.END
L
E
N
G
T
H
.
END
L
E
N
G
T
H
.
END LENGTH.
DRAG DETAIL
POST OR STUDS
CL'G BEAM PER PLAN
(2)2x TOP ~PS
2x STUD
w/16d @ 12"o.c.
MSTA12 AT BOTH SIDE
SIMPSON STRAP
CUT TO FIT ON WALL
AS SHOWN & ACROSS
ALL BAYS OF
BLKG.AS REQ'D. MIN.
(4) BAYS w/ MIN. (3) NAILS
TO EACH BLOCK.
NAILS PER SCHEDULE,
USE (2) ROWS OF
NAILS EA. STRAP LENGTH LENGTH
CAPACITY**
1700#
3400#
4585#
6490#
END
LENGTH
NAIL SIZE
AND SPACINGSTRAP
CS16
(2) CS16
CMSTC16
CMST14
A
B
C*
D*
3'-0"
3'-0"
6'-0"
6'-0"
8d BOX/SINKER @ 4 1/8"
8d BOX/SINKER @ 4 1/8"
16d SINKER @ 4 1/2"
16d SINKER @ 3 1/2"
TYP. ROOF FRAMING
MEMBER
(2)2x F.H. BEVELED
BLK'G W/EN. U.N.O
B.N.
B.N.
2X STUDS @ 16" O.C.
SHEAR PANEL WHERE OCCURS
ROOF SHEATHING
RR W/ SEAT
CUT AT WALL
2X LOOKOUT W/ 8-16d
FACE NAILS
B.N.
DBL 2X TOP PLATE
1/2" DRYWALL AT
BOTTOM OF
CEILING JOISTS
2X CEILING JOIST
CONNECTION DETAIL
SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION.
RAFTER TO FLUSH BM.CONN.
CALIFORNIA
FRAMING
FLUSH BEAM
PER PLAN
CEILING
RAFTERS
PER PLAN
ROOF RAFTER
SIMPSON HANGER JOIST.
A35 @ 24" O.C.
CRIPPLE WALL
16d's @ 6" O.C.
E.N.
12
13
14
15
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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DATE SIGNED:
ARCHITECTURE
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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DATE SIGNED:
ARCHITECTURE
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R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
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I
D
E
N
T
I
A
L
P
R
O
J
E
C
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F
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SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24077
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/31/2024
NE
W
A
D
U
T24-1
TITLE 24
DETACHED
ADU PLAN
3/31/233/31/25
10/18/2024
EP
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
-1.5"2%
Min.
CRH
WP
GFCI
DW
W
D
30 AMP
WH
RF
OD
CT
V
CTV
+48" GFCIAFCI
+48" GFCI
+30" AFCI/GFCI
S
CT
V
240V- GFCI
240V- GFCI
GFCI
AFCIAFCI
AFCI AFCI
AFCI
AFCI AFCI
AFCI AFCI
AFCI
AFCI
AFCI
AFCI
AFCI AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
+30" AFCI/GFCI
+4
8
"
G
F
C
I
+4
8
"
G
F
C
I
+4
8
"
G
F
C
I
+6
5
"
G
F
C
I
24
0
V
-
G
F
C
I
G
F
C
I
+4
8
"
G
F
C
I
G
F
C
I
WP
GFCI
24
0
V
-
G
F
C
I
+48" AFCI
DOORBELL
1.1
TYP.
1.2
1.3 TYP.
1.4
1.6
1.6
1.6
1.8 1.7
U9
1.2
U5
U4
U8
M2M3
1.51.6 1.9
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
-1.5"2%
Min.
D
S
D
S
S/C
S
D
D
2DS/C
P
EF
59
C
F
M
EF
DVS
280 CFM
59
C
F
M
VS
VS
2D
D
10
0
C
F
M
D
VS
10'-0" CLG.
10'-0" CLG.
10'-0" CLG.
10'-0" CLG.
9'-0" CLG.
9'-0" CLG.
IDID
ID
ID
V
Min. 3'-0"
2.2
TYP.
2.4
2.6
2.5
2.1
2.3
2.7
2.7
2.7
GENERAL NOTES KEY NOTES
DRYER MACHINE - PROVIDE GAS LINE,
EXHAUST TO OUTSIDE
ELECTRICAL SYMBOLS
CTV FLUSH WALL MOUNTED CABLE TV RECEPTACLE
FLUSH WALL MOUNTED DUPLEX RECEPTACLE
FLUSH WALL MOUNTED DEDICATED DUPLEX
RECEPTACLE
FLUSH WALL MOUNTED HALF-SWITCHED DUPLEX
RECEPTACLE
GROUND FAULT CIRCUIT INTERRUPTERGFCI
WATERPROOF RECEPTACLEWP
EQUIPMENT LIST
RF
H
CR
DW
RANGE HOOD WITH A MIN. EXHAUST RATE
OF 280 CFM - VENTED TO OUTSIDE
COOKING RANGE - PROVIDE GAS LINE
CONNECTION
DISHWASHER - PROVIDE WATER LINE
REFRIGERATOR - PROVIDE WATER LINE
D
W WASHER MACHINE - PROVIDE DRAIN LINE
WATER SHUT-OFF VALVE
EP MAIN SERVICE ELECTRICAL PANEL - MAINTAIN
36" CLEAR FROM FACE OF PANEL TO ANY
OBSTRUCTION. PROVIDE UFER GROUNDING
SYSTEM PER CEC 250.52(A)(3).
W/H WALL MOUNTED TANK-LESS WATER HEATER
SHALL BE STRAPPED TO STRUCTURE WITH 1
1 2" x 16GA STRAPS AT TOP & BOTTOM WITH
3 8"DIA. x 3" LONG LAG BOLT - PROVIDE DRAIN
LINE WATER SHUT-OFF VALVE, POWER, GAS
LINE & EXHAUST TO OUTSIDE. MOUNTED @
44" A.F.F. MIN.
OUTDOOR RECEPTACLES SHALL BE LISTED AS WEATHER
RESISTANT PER SECTION 406.9(B) (1).
1.1
PROVIDE A MINIMUM OF (1) 20-AMP CIRCUIT FOR
BATHROOM OUTLET. SUCH CIRCUIT SHALL HAVE NO
OTHER OUTLETS. THIS CIRCUIT MAY SERVE MORE THAN
ONE BATHROOM, PER CEC 210-52(C) (1).
1.2
PROVIDE A MINIMUM OF (2) 20-AMP SMALL APPLIANCE
CIRCUITS FOR KITCHEN COUNTER TOPS. SUCH CIRCUIT
SHALL HAVE NO OTHER OUTLETS. LOAD SHALL BE
BALANCED, PER CEC 210-52(B) (2).
1.3
FOR ELECTRIC CLOTHES DRYER READY: A DEDICATED
240 V BRANCH CIRCUIT WIRING SHALL BE INSTALLED
WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION
AND ACCESSIBLE WITH NO OBSTRUCTION. THE THE
BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT
30AMPS MIN. THE BLANK COVER SHALL BE IDENTIFIED AS
"240V READY". THERE SHALL BE A RESERVED DOUBLE
POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL
PANEL LABELED "240V DRYER".
1.4
PROVIDE A MINIMUM 4" DIA. MOISTER EXHAUST DUCT TO
OUTSIDE, EQUIPPED WITH BACK-DRAFT DAMPER.
MOISTER EXHAUST DUCTS SHALL NOT EXCEED A TOTAL
COMBINED HORIZONTAL AND VERTICAL LENGHT OF 14'.
DUCT LENGTH IS LIMITED OR REQUIRED BY THE
MANUFACTUER'S INSTALLATION INSTRUCTIONS AND
APPROVED BY THE BUILDING OFFICIAL.
2.1
PROVIDE GARBAGE DISPOSAL WITH SWITCH
CONTROL ON SIDE OF KITCHEN CABINET.
1.5
SWITCH FOR HALF-SWITCHED OUTLET.1.6
PROVIDE A DEDICATED GAS LINE FROM THE GAS METER
TO THE WATER HEATER.
1.7
PROVIDE UFER GROUNDING SYSTEM PER CEC
250.52(A)(3).
1.8
ELECTRIC VEHICLEEV
GROUNDING PANEL
EXHAUST AIR TO OUTSIDE THROUGH ROOF.
U9
ID INDOOR UNIT AC.
CEILING MOUNTED SMOKE DETECTOR IN EACH BEDROOM &
KITCHEN. INSTALL +30" FROM AIR INTAKE SMOKE DETECTOR
SYSTEM SHALL DIRECT WIRED, INTERCONNECTED, SHALL BE
EQUIPPED WITH A BATTERY BACKUP AND SHALL EMIT A
SIGNAL WHEN THE BATTERY IS LOW.
A.AMINIMUM OF 20 FT. FROM PERMENANT COOKING
EQUIPMENT (OR 10 FT WITH PHOTO ELECTRIC TYPE.)
B.A MINIMUM OF 3 FT. FROM BATHROOM.
COMBINATION SMOKE/CARBON MONOXIDE ALARM, CEILING
MOUNTED, HARD WIRED AND W/ BATTERY BACK UP.ICC
APPROVED
LIGHTING/MECH. SYMBOLS
EF CEILING MOUNTED EXHAUST FAN/FLUORESCENT LIGHT
COMBINATION. EXHAUST FAN TO EXTERIOR WITH AIRFLOW
RATED ON TITLE 24. EXHAUST FAN MUST BE CONTROLLED
BY A HUMIDISTAT WHICH SHALL BE CAPABLE ADJUSTMENT
BETWEEN RELATIVE HUMINITY RANGE OF 50% TO 80%.
S/C
S
U4 NEW DUAL ELECTRICAL PANEL 200 AMP.
U7 NEW GAS METER LOCATION.
U5 NEW 100AMP ELECTRICAL SUB-PANEL FOR ADU.
U6 NEW 100AMP ELECTRICAL SUB-PANEL FOR MAIN
HOUSE.
U8 SOLAR PANEL SYSTEM.
4-ZONE MULTI-SPLIT SYSTEM AC. HEAT PUMP HEATING
FACILITY ON PLAN TO MATCH WITH T-24 ENERGY CALCULATION:
M2
FAN COIL AND HEAT PUMP
FC-12(CARRIER - 40MAHBQ12XA3) OR EQUAL
FC-09(CARRIER - 40MAHBQ09XA3) OR EQUAL
HP-30(CARRIER - 38MGHBQ30DA3)
OR EQUAL
MECHANICAL:
HP30
FC-12 (LIVING)
FC-09 (BEDROOM 1)
FC-09 (BEDROOM 2)
FC-09 (BEDROOM 3)
HEAT PUMP WATER HEATERS - T24:
Rheem PRO H40 T2 RH310BM (40 gal, JA13)
OR EQUAL
2.2
PROVIDE ACCESS DOOR . OPENING SHALL BE 30" x 30"
WITH 30" MIN. HEADROOM. ACCESS DOOR MUST BE
WITHIN 20 FEET OF FURNACE UNIT AND SHOULD HAVE A
CONTINUOUS SOLID PATHWAY 24" MIN. WIDE. PROVIDE A
SWITCH CONTROLLED LIGHT. [CMC. 304.4.1]
M3 PAD SUPPORTING CONDENSER SHALL BE A MINIMUM OF 3"
ABOVE THE GRADE (1105.2 CMC)
2.6 FAU LOCATED IN ATTIC WITH VERTICAL DUCT VENT TO
EXTERIOR. PROVIDE POWER CONNECTION . PROVIDE
MINIMUM 36"x36" CLEAR WORKING SPACE PLATFORM IN
FRONT OF UNIT.
D / VS LIGHT SWITCH. ALL SWITCHES TO HAVE
DIMMER CONTROL, EXCEPT, UTILITY &
LAUNDRY RM, GARAGE
D INDICATE DIMMER
OS INDICATE OCCUPANCY SENSOR
VS INDICATE VACANCY SENSOR
P INDICATE PHOTOCELL SENSOR
RECESSED LED DOWN LIGHT FIXTURE
WALL MOUNTED EXTERIOR LED LIGHT FIXTURE, HIGH
EFFICACY AND CONTROL BY MOTION SENSOR AND
PHOTO-SENSOR COMBINATIONS.
WALL MOUNTED BATHROOM LED LIGHT FIXTURE
1.CONTRACTOR SHALL COMPLY WITH APPLICABLE LOCAL,
STATE AND FEDERAL CODES AND REGULATIONS PERTAINING
TO SAFETY OF PERSONS, PROPERTY AND ENVIRONMENTAL
PROTECTION.
2.ALL ELECTRICAL OUTLET TO BE MOUNTED @ 15" A.F.F.
3.ALL APPLIANCES TO BE "ENERGY STAR".
4.PROVIDE TAMPER-RESISTANT FOR ALL 15 & 20 AMP
RECEPTACLES IN NEW CONSTRUCTION AREA PER CEC 406.12.
5.PROVIDE IN KITCHEN LOCAL EXHAUST SYSTEM VENTED TO
OUTDOOR WITH RATE = 100 CFM.
6. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED:
A. ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM
BACKED-UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR
ESS-SUPPLIED BRANCH CIRCUITS; OR
B. A DEDICATED RACEWAY FROM THE MAIN SERVICE TO A
PANELBOARD (SUBPANEL) THAT SUPPLIES THE BRANCH
CIRCUITS IN SEC. 150.0(S)(2). ALL BRANCH CIRCUITS ARE
PERMITTED TO BE SUPPLIED BY THE MAIN SERVICE PANEL PRIOR
TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE
RACEWAY SHALL BE NOT LESS THAN 1 INCH. THE PANELBOARD
THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE
LABELED “SUBPANEL SHALL INCLUDE ALL BACKED-UP LOAD
CIRCUITS.”
7.A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED
AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE
PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST
ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR, ONE LIGHTING
CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT
LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM
RECEPTACLE OUTLET.
8.THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING
OF 225 AMPS.
9.SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE
INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/ TRANSFER
SWITCH WITHIN 3 FT. OF THE MAIN PANELBOARD. RACEWAYS
SHALL BE INSTALLED BETWEEN THE PANELBOARD AND THE
SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION
TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE.
10.ALL INSTALLED LUMINARIES MUST BE HIGH EFFICACY IN
ACCORDANCE WITH TABLE 150.0-A.
11.EXHAUST FANS MUST BE SWITCHED SEPARATELY FROM
LIGHTING SYSTEMS.
12.IN BATHROOMS, GARAGE, LAUNDRY ROOM, UTILITY ROOM, AT
LEAST ONE LUMINARIES IN EACH OF THESE SPACES MUST BE
CONTROLLED BY VACANCY SENSOR.
13.OUTDOOR LIGHTING PERMANENTLY MOUNTED TO BUILDING
MUST MEET THE REQUIREMENT IN ITEM 150.0(k)3Ai (ON AND
OFF SWITCH) AND THE REQUIREMENTS IN EITHER ITEM
150.0(k)3Aii (PHOTOCELL AND MOTION SENSOR) OR ITEM
150.0(k)3Aiii (PHOTO CONTROL AND AUTOMATIC TIME SWITCH
CONTROL, ASTRONOMICAL TIME CLOCK, OR EMCS).
14.SHOW COMPLIANCE WITH THE FOLLOWING LIGHTING MEASURES:
[150.0(K) / 160.5(A)]
A.KITCHENS. ALL INSTALLED WATTAGE OF LUMINARIES IN
KITCHENS SHALL BE HIGH EFFICACY.
B.LIGHTING IN BATHROOMS, GARAGES, LAUNDRY ROOMS,
WALK-IN CLOSETS AND UTILITY ROOMS. ALL LUMINAIRES
SHALL BE HIGH EFFICACY AND SHALL BE CONTROLLED BY
AN OCCUPANCY OR VACANCY SENSOR.
C.HABITABLE SPACES. ALL LUMINAIRES SHALL BE HIGH
EFFICACY AND SHALL BE CONTROLLED BY A VACANCY/
OCCUPANCY SENSOR OR DIMMER.
D.OUTDOOR LIGHTING. ALL LUMINAIRES MOUNTED TO THE
BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT
SHALL BE HIGH EFFICACY LUMINAIRES AND SHALL BE
CONTROLLED BY A PHOTOCONTROL/MOTION SENSOR
COMBINATION (WITH OVERRIDE). SEE 150(K)3 FOR
REQUIREMENTS.
2.4
EXHAUST FAN MUST BE SWITCHED SEPARATELY FROM
LIGHTING SYSTEMS. AND SHOULD BE HUMIDISTAT FAN.
2.5 SMOKE ALARMS WITHIN 20 FEET OF COOK TOP SHALL BE
IONIZED OR PHOTOELECTRIC TYPE.
2.3 PROVIDE KITCHEN LOCAL EXHAUST SYSTEM
VENTED TO OUTDOOR WITH RATE = 280 CFM .
2.7 PROVIDE LIGHTING WITH CONTROLLED BY VACANCY
SENSOR IN BATHROOM, W.I. CLOSET, GARAGES,
LAUNDRY ROOMS, AND UTILITY ROOMS.
2.7 PROVIDE LIGHTING WITH CONTROLLED BY VACANCY
SENSOR IN BATHROOM, W.I. CLOSET, GARAGES,
LAUNDRY ROOMS, AND UTILITY ROOMS.
1.9 FOR ELECTRIC COOKTOP: A DEDICATED 240 V BRANCH
CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET
FROM THE COOKTOP LOCATION AND ACCESSIBLE WITH
NO OBSTRUCTION. THE THE BRANCH CIRCUIT
CONDUCTORS SHALL BE RATED AT 30AMPS MIN. THE
BLANK COVER SHALL BE INDENTIFIED AS "240V READY".
THERE SHALL BE A RESERVED DOUBLE POLE CIRCUIT
BREAKER SPACE IN THE ELECTRICAL PANEL LABELED
"240V COOKTOP".
DELTA DATE DESCRIPTION
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3/19/2025
DATE SIGNED:
ARCHITECTURE
1 PROPOSED ADU - ELECTRICAL & EQUIPMENT
1/4"=1'-0"
2 PROPOSED ADU - REFLECTED CEILING PLAN
1/4"=1'-0"
SphSA `*V
H00-�`S�
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
CITY OF SANTA ANA
Planning and Building Agency
5126
Approved
FOR PERMIT ISSUANCE
Name (Firs MI, Last) -Telephone Master ID:
�� �.. A
Project Address Tract/Parcel Number
C( State, Zip Code \ � '
Jt'\1Y l J� 1 '
Name (First, MI, Last) I Telephone
Use of Building (check) Type of Project (check)
Residential Commercial ❑ Senior Housing ❑ Ne\(V Addition ❑ Alteration ❑
Description of Project
Number of Square Feet of 1
Residential Space ` Sq.Ft x $ Total S l�
(Dev. Fee)
Number of Square Feet of
Commercial Space
Sq.Ft x $
(Dev. Fee)
Total $
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Govejnmr,nt Code Section 53080 must do so within 90 days from the payment of the fee.
Applicant Name (Please Print) Date
Signature
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Government Code and Education Code.
DA� ( �M'k oy- P I (A V1 rV_11 -j ZS
Sant na Unified School District Authorized Representative ate
DISTRIBUTION
While - Cily/Counry
Canary - Applicant
Pink - Facilities
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
August 18, 2024
Also sent via email to: knguyen@adkbancorpinc.com
Tien Nguyen
14615 Magnolia Street
Westminster, CA 92683
Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 401 West
Jonquil Road (APN: 002-037-32) in Santa Ana, CA
Dear Tien,
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 981-square-foot detached ADU located at 401 West Jonquil Road (APN: 002-037-32). Notice
is hereby given that the following assigned address shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address to be Activated/Posted
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. The address 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) 664-2753 or by email at PRaj@santa-ana.org.
Sincerely,
Punkaj Raj
Planning Technician
Exhibit A – Address Plan
Address Letter for 401 West Jonquil Road
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
(E) GARAGE
(E) SINGLE FAMILY DWELLING
401 W JONQUIL ROAD
(N) ADU401 W JONQUIL ROADUNIT 2
EXHIBIT A: ADDRESS PLAN
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
401 W Jonquil Rd, Santa Ana, CA 92706 2
1,690 Sq.ft.981 Sq.ft 2,671 SF 1 0
92706
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
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METER
Rev. 1/21/2020
GEOTECHNICAL INTERNATIONAL
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com
Project No. SA-02-09-24
October 18, 2024
Darren Dien Tran
ADK BANCORP INC.
714-791-2536
DNGUYEN@ADKBANCORPINC.COM
SUBJECT: Soil Report for Proposed New Detached ADU, 401 W. Jonquil Road,
Santa Ana, CA 92706.
Dear Mr. Tran:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the City of Santa Ana. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located at the northeasterly corner of Jonquil Road & Park Lane,
adjacent to and on the west side of Santa Ana Freeway, west of Broadway, east of
Flower Street, north of Santiago Creek (north of Riverside Drive), and south of Mercury
Lane, within a developed residential area.
A one-story house with a detached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed new
detached ADU will be constructed in the rear yard area where is currently covering with
grass.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
Unit #2, Santa Ana, CA 92706.
Page 2
The site is relatively flat; and we understand that additional grading / raw cut/raw fill is
not proposed for the site.
Geotechnical Conditions
The subject site is a previously graded lot where a house exists. The on-site soils were
previously properly treated, as necessary, and evaluated to be suitable for structural
support prior to approval for construction of the existing house. Distress to the existing
house due to settlement and/or any other geotechnical issues was not observed / reported.
Therefore, deep-seated settlement of the soils underlying the site is not considered to be a
concern for the proposed addition of an ADU onto the subject approved lot.
Based on the State of California SEISMIC HAZARD ZONES Map, Orange Quadrangle,
the subject site is located within a potential liquefaction zone. For conservative purposes,
we assume that the site will be subjected to the liquefaction; and to mitigate the potential
adverse effects due to potential liquefaction, as for other recent near-by projects, a
strengthened/stiffened foundation system [in accordance with the Special Publication
117A (SP117A), “Guidelines for Evaluating And Mitigating Seismic Hazards in
California” dated 2008, published by California Geotechnical Survey (CGS), page 60] is
recommended to be used for the proposed new structure.
To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a
hand-held drilling tool and soil samples were collected for laboratory testing. The
approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The
geotechnical boring log and summary of results of the laboratory testing are included in
Appendix B.
Based on the data of our test hole, the near ground surface earth materials generally
consisted of silty fine sand with minor clay, damp to moist, medium dense and have a
very low expansion potential.
It is noted that, based on the State of California SEISMIC HAZARD ZONES Map,
Orange Quadrangle, the subject site is located within a potential liquefaction zone. For
conservative purposes, (instead of performing a conventional site-specific geotechnical
including drilling a 50 ft deep test hole with soil sampling, laboratory testing and
engineering calculations / analysis to verify whether the site is subject to liquefaction or
not), we assume that the site will be subjected to the liquefaction; and to mitigate the
potential adverse effects due to potential liquefaction, as for other near-by projects, a
strengthened/stiffened foundation system [as mentioned in the Special Publication 117A
(SP117A), “Guidelines for Evaluating And Mitigating Seismic Hazards in California”
dated 2008, published by California Geotechnical Survey (CGS), page 60] is
recommended to be used for the proposed new structure.
Groundwater
Page 3
Free standing groundwater was not encountered in our test hole.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Based on the “Historically Highest Ground Water Contours and Borehole Log Data
Locations, Orange Quadrangle”, Plate 1.2 of the Open-File Report 97-19 prepared by
California Division of Mines and Geology (CDMG), Department of Conservation, the
historically highest groundwater level at the subject site is about 30 ft. below the ground
surface.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Seismicity
The subject site is located in Southern California, which is a major earthquake-prone
zone. Therefore, the owner(s) of this property should be aware of the seismic risks
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
California] in conjunction with California’s Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
• Fa = 1.2
• Fv = null*
• Mapped Spectral Accelerations Values:
Ss = 1.335 (for the short period of 0.2 second)
S1 = 0.475 (for the 1-second period)
• Maximum Considered Earthquake Spectral Response Accelerations:
SMs = FaSs = 1.602 (for the short period of 0.2 second)
Page 4
SM1 = FvS1 = null* (for the 1-second period)
• Design Spectral Response Accelerations:
SDs = 2/3 SMs = 1.068 (for the short period of 0.2 second)
SD1 = 2/3 SM1 = null* (for the 1-second period)
• PGA = 0.562
Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX C for additional seismic parameters, as needed.
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for structural seismic design.
Faults
No active faults are known to exist within or near the site. The probability of primary
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
As previously mentioned, for conservative purposes, the subject site is assumed to be
subject to the liquefaction. Therefore, the owner(s) of this property should be aware of
the risks associated with the potential liquefaction such as structural distress due to the
potential differential settlement caused by the potential liquefaction.
As previously mentioned, for conservative purposes, a strengthened / stiffened
foundation system (having thicker slabs with more reinforcements and deeper and
wider footings with more reinforcement as recommended in this report) should be
used for support of the proposed structure.
Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards
Potential consequences of liquefaction or secondary liquefaction included hazards
generally consist of differential settlement (vertical deformations), lateral
Page 5
movement/lateral spreading (horizontal deformations), oscillation, and reduction in
foundation soil-bearing capacity (bearing failure).
A sloping condition or drainage or stream channel does not exist at the site; therefore,
lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not
anticipated to be credible hazards for the proposed new structure.
We believe if the area would be “liquefied” in the future due to a very strong earthquake,
the potential damage to the proposed new structures which will be properly structurally
designed in accordance with the new up-to-date codes would be much less severe than
the existing on-site structures and surrounding existing houses which have been
previously structurally designed based on old codes (which are much less stringent than
the current new codes). However, the owner(s) of this property should be aware of the
potential damage to the new structures due to liquefaction.
In summary, it should be recognized that structural mitigation may not reduce the
potential of the soils to liquefy during an earthquake; and there will remain some risk that
the new structures could still suffer damage if liquefaction occurs, during a very strong
earthquake.
For conservative purposes, a strengthened / stiffened foundation system as
recommended in this report should be used for support of the proposed structure.
Slope Stability
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
The following recommendations are considered minimum and may be superseded by
more restrictive requirements of the architect, civil/structural engineer, building codes, or
governing agencies.
Page 6
Geotechnical Impact on Neighboring Properties
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Site Preparation/Grading
To create a relatively uniform new engineered compacted fill layer for a proposed new
structural slab-on-grade area, over-excavation and recompaction of about 3 ft. deep
(measured from the existing ground surface) of the existing on-site soils should be
performed. The lateral limits of the over-excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the over
excavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the new
slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
structural object, if any to ensure no damage is done to the existing object.
Page 7
For this project, the proposed detached ADU will be located far away from the existing
building. Therefore, temporary excavation for this project does not impact the existing
footings.
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural Design
For conservative purposes, the following “lowest” code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New Building Footings
In general, the foundation system for the proposed structure must be properly designed by
the civil/structural design engineer of record for this project and reviewed and approved
by the city prior to construction.
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18-
inches for two story portions, if any.
Minimum reinforcement for new continuous footings should be two #5 re-bars at top and
two #5 re-bars at bottom.
Settlement
Page 8
Distress to the existing house due to settlement of the underlying soils was not observed /
reported. Therefore, deep-seated settlement of the soils underlying the site is not
considered to be a concern for the proposed development.
In general, based on our experience, the conventional total settlement of ½ inch and a
differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage.
New (Interior) Building Slabs-on-Grade
New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced
with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab.
New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern
and be followed. The entire slab-on-grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs-on-Grade
To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the
slab should be considered. The subgrade soils for the exterior slabs should be properly re-
compacted.
Slab Subgrade Pre-Saturation
The conventional pre-saturation of subgrade soils to minimum 140% of the optimum
moisture content to minimum 24 inches deep is not considered necessary for this project.
However, spraying with water should be performed prior to concrete pour.
Other Recommendations for Reducing Slab Cracking
While not a geotechnical issue, the potential for slab cracking may also be reduced by
careful control of water/cement ratio and slump of concrete. The contractor should take
Page 9
appropriate curing precautions during the pouring of concrete in hot weather to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack-
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Seismic Design
We recommend the proposed new structure be structurally designed to meet the
applicable building codes and requirements of the controlling governmental agencies.
The seismic parameters provided in the “Seismicity” section of this report can be used.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for the seismic design.
Cement Type For Concrete in Contact with On-Site Earth Materials
Page 10
Our previous tests performed on the soils of many lots in the City of Santa Ana which are
similar to the on-site soils show negligible water-soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on-site house and other houses in the
surrounding areas. It appears sulfate attack on concrete is not considered to be a problem
for this project. However, for conservative purpose, Type V cement with a maximum
water/cement ratio of 0.45 and a minimum concrete strength, f'c of 4,500 psi is
recommended to be used for concrete in contact with the on-site soils. Additional water-
soluble sulfate content testing can be performed for the soils at the site, as needed. The
test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBC) and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on-site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City’s requirements, the project geotechnical consultant should review,
“approve” and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
construction phase of the project. This is to verify the compliance with the design,
specifications and/or recommendations, and to allow design changes in the event that
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
During ANY grading operations, including excavation, removal, filling and
backfilling, etc.
During and after excavation for footings to verify the adequacy of underlying
materials.
Page 11
After pre-saturation of slab subgrade earth materials, if any, prior to pouring
concrete.
After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
Page 12
CLOSURE
The conclusion and recommendations contained in this report are presented based on
geotechnical data as described herein which are believed representative of the total
project area. However, earth materials can vary in characteristics, both laterally and
vertically, and those variations could affect the conclusions and recommendations
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
The following are attached and complete our report:
Appendix A – References
Appendix B – Geotechnical Log of Test Hole and Laboratory Test Results
Appendix C – Seismic Data
Figure 1 – Vicinity Map
Figure 2 – Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/25
Page 13
APPENDIX A
REFERENCES
Page 14
REFERENCES
1. California Division of Mines and Geology (CDMG), the Resources Agency,
Dept. of Conservation, 1981, “Geology Map of Orange County Showing
Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1997, 1998, “Seismic Hazard Zones, Orange Quadrangle”,
Scale 1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Liquefaction Zone Released
April 07, 1997, Landslide Released: April 15, 1998.
3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone
Report for The Orange 7.5-minute Quadrangle, Orange County, California,”
Seismic Hazard Zone Report 011,” revised 2006.
Page 15
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
AND
LABORATORY TEST RESULTS
Page 16
GEOTECHNICAL LOG OF TEST HOLE
Date: September 19, 2024 TEST HOLE No. 1
Project No. Darren Tran Job No.: SA-02-09-24
Hole Diameter: 4 + inches Equipment: Hand-Auger
DEPTH DESCRIPTION
0’ - 1’+ (Grass). Medium grey silty fine sand with minor clay, damp to
moist, medium dense.
1’ - 4’+ Light brown silty fine sand with some clay, moist, medium dense.
4’- end Medium brown clayey silty fine sand, moist, medium
dense/stiff.
Total Depth: 5 ft. +
No Caving
No Free-Standing Groundwater
Hole backfilled with onsite soils
Page 17
EXPANSION INDEX TEST RESULTS
Sample Compacted Moisture Content Expansion Expansion
Location Dry Compacted Final Index Potential
Density (pcf) (%) (%) Classification
TH-1 @ 0’ – 3’ 107.5 10.5 20.7 zero very low
Test Method: ASTM D4829
Page 18
ATTERBERG LIMITS TEST RESULTS
Sample Location Liquid Limit Plastic Limit Plasticity Index
TH-1 @ 0’ - 3’ 41 30 11
Test Method: ASTM D4318
Page 19
APPENDIX C
SEISMIC DATA
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
401 W Jonquil Rd, Santa Ana, CA 92706, USA
Latitude, Longitude: 33.7721242, -117.8716092
Date 10/2/2024, 11:05:59 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.335 MCER ground motion. (for 0.2 second period)
S1 0.475 MCER ground motion. (for 1.0s period)
SMS 1.602 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.068 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.562 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.675 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.335 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.438 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.61 Factored deterministic acceleration value. (0.2 second)
S1RT 0.475 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.514 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.665 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.562 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.928 Mapped value of the risk coefficient at short periods
CR1 0.925 Mapped value of the risk coefficient at a period of 1 s
CV 1.367 Vertical coefficient
10/2/24, 11:35 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute
for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the
information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building
code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this
website.
10/2/24, 11:35 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/2
VICINITY MAP
FIGURE 1
401 W. JONQUIL ROAD
SANTA ANA, CA 92706
SITE
401 W. JONQUIL ROAD
SANTA ANA, CA 92706
SITE PLAN/GEOTECHNICAL MAP
FIGURE 2
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REDUCED SCALE
Approximate Location
of Test Hole
TH-1
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR
GARDEN GROVE CA 92840
BUS: 714-928-2006
FAX: 714-901-9535
EMAIL: tungcivil2018@gmail.com
STRUCTURAL ANALYSIS
**********************
SUBMITAL FOR BUILDING DEPARTMENT
CLIENT : NEW ADU.
PROJECT NAME : NEW ADU.
LOCATION : 401 W JONQUIL RD, UNIT #2, SANTA ANA, CALIFORNIA, 92706.
JOB NUMBER : 24077.
1st SUBMITAL: October 31, 2024
VERTICAL, LATERAL
DESIGNED BY: TUNG VO, M.S., P.E.
DESIGN CRITERIA SHEET
Job# 24077
CODE: 2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
TIMBER
Douglas fir-larch-19% max. moisture content.
4X Members: No .2 or Better
6X,8X Beams and Headers: No.1 or Better
2X Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade or Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
CONCRETE
1.Drypack shall be composed of one part Portland cement to not more than three-part sand.
2.All structural concrete…………………………. f’c=2500 psi w/inspection.
All slab-on –grate/continuous footing /pads……… f’c=2500 psi w/inspection.
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M.A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lab 1-1/2 spaces ,9” min.
2. Development length of Tension Bars shall be calculated per ACI318-19 Section 12.2.2. Class B splice =1.3xld.
Splice lengths for 2500 psi concrete is: # 4 Bars (40k) =21”, #5 Bars (60k) =39”, #6 Bars (60k) =47”
(30 dia. for compression).
Masonry reinforcement shall have lappings of 48dia.or 2’-0”. This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast-in-place concrete shall be as follows, U.N.O:
A. Concrete cast against & permanently exposed to earth…………………3”
B. Concrete exposed to earth or weather <= #5 Bar ………………………1 ½” #6#18 bars 2”
C. Concrete not exposed to weather or in contact with ground
Slab, wall, joist, <= #11bars …………………………………………… 3/4”
Beams & Columns: Primary reinforcement, ties, stirrups, spirals………….1 ½”
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with “specification for the Design,
Fabrication and Erection of Structural Steel Buildings “, AISC, current edition. Steel to conform to ASTM
A992.Round pipe columns shall conform to ASTM A35, Grade B.Square /Rectangular Steel tubes ASTM
A500,Grade B .
2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops
or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding.
3. All steel exposed to weather shall be hot –dip galvanized after fabrication, or other approved weatherproofing
method
4. Where finish is attached to structure steel, provide ½” f both holes @ 4’-0” O.C. for attachment of nailers,
U.N.O. see architectural drawings for finishes (nelson studs ½”x3” CPL may replace bolts).
MASONY
1. Concrete block shall be of size shown on architectural drawing and/or called for in specifications and conform
to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.),
retaining walls are to be as shown in details.
3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
LOADING & LATERAL ANALYSIS
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24077
Plan :
GENERAL INPUT :
Code :2022 CBC Wind Speed:110 mph
Risk Category :II Wind Exposure:C
Importance Factor, I (Seis.)1.00 Mean Roof Height :13.5 ft
Soil Site Class :D Building With, B :31.75 ft
Seismic Category :D Building Lenght, L :35.25 ft
Spectral Accel., Ss :1.335 Typ. Roof Slope:6/12
Spectral Accel., S1 :0.475 Risk Category II
Structure Height, hn :13.5 ft Topographic Factor Kzt 1.00
Seismic Resist. System (R) :6.5 Direction Factor Kd :0.85
Soil Bearing Pressure:1500 psf Gust Effect Factor G :0.85
Concrete Strength:2500 psi Gcpi(+/-)0.18
Foundation Type : Conventional Load Combination Factor (W) :1.00
ANALYSIS SEISMIC DESIGN :(Using Equivalent Force Procedure per ASCE 7-16)
Site Coefficients :
Fa ==1.20 (ASCE 7-16 Table 11.4-1)
Fv ==1.80 (ASCE 7-16 Table 11.4-2)
Maximum Spectral Response Accelerations :
SMS=Fa*Ss =1.60 (USGS Seismic Design Geodatabase)
SM1=Fv*S1 =0.86 (USGS Seismic Design Geodatabase)
Design Spectral Accelerations :
SDS=SMS*2/3 =1.068
SD1=SM1*2/3 =0.57
Determine Building Period :
Ta=Ct*(hn^x)=0.141 sec. (Approximate Fundemental Period using Eq. 12.8-7)
TL =8.000 sec. (Long-period transition period per ASCE 7-16 Maps 22-15/20)
Ct =0.020
x =0.750
Seismic Response Coefficients :
Cs=0.7*SDS*I/(R)=0.115 (ASCE 7-16 Section 12.8-2)CONTROL
Cs-max 0.623 (Eq. 12.8-3 & 12.8-4)
Cs-min 0.010 (Eq. 12.8-5 & 12.8-6)
ANALYSIS WIND DESIGN :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16
for Building of any Height- See detail on pages Lateral Analytical Section )
LOADDING CONDITIONS :
ROOF LOADING :FLOOR LOADING :
Slope : 6/12
Roof Material : 5.50 Floor Material : 4.00
Built-up : 3.50 Built-up : 0.00
Sheathing : 1.50 Sheathing : 3.00
Roof Rafters : 1.50 Floor Joist : 1.50
Ceiling Joist : 1.50 Carpet : 1.00
Drywall : 1.50 Drywall : 2.50
Miscellaneous : 5.00 Miscellaneous : 3.00
Total Dead Load(D.L) : 20.00 psf Total Dead Load(D.L) : 15.00 psf
Live Load (L.L) : 20.00 psf Live Load (L.L) : 40.00 psf
Snow Load :
WALL LOADING :CEILING LOADING :
Exterier Wall :(DL )15.00 psf Dead Load :6.00 psf
Interier Wall :10.00 psf Live Load :10.00 psf
BEAM DESIGN
Job Number 24077
Plan :1
Code : AF&PA NDS-2018
Design Method:ASD
Load Combination: 2021 IBC/2022 CBC & ASCE 7-16
All timber shall be Douglas Fir-Larch-19% max .moisture content.
Timber Properties :
Sawn Lumber(DFL)
2X Josit& Rafters(No.2)
4X Swan Beams(No.2)
6X Swan Beams(No.1)
Glued Laminated Beam
Glulam 24F-V4 DF/DF
Glued Laminated Beam
TimberStrand LSL 1.55E
Parallam PSL 2.0E
Microllam LVL 1.9E
Wood Post Axial Loads Capacity:
POST HEIGHT (FT)
Post 7 8 9 10 12 14 18.67 22
2x4 DFL STANDARD 3.29 2.64 2.14 1.76 1.25 0.93 --- ---
2x4 DFL STUD 2.89 2.42 2.01 1.69 1.22 0.91 ------
4x4 DFL No.2 8.73 7.00 5.69 4.69 3.33 2.48 --- ---
2x6 DFL STUD 5.16 5.16 5.16 4.93 4.00 3.18 1.94 1.43
2x6 DFL No.2 5.16 5.16 5.16 5.16 5.06 3.88 2.28 1.67
4x6 DFL No.2 13.58 10.93 8.90 7.35 5.22 3.89 --- ---
4x8 DFL No.2 17.71 14.30 11.67 9.66 6.87 5.12 --- ---
4x10 DFL No.2 22.32 18.10 14.81 12.27 8.74 6.52 ------
4x12 DFL No.2 27.15 22.01 18.01 14.92 10.63 7.93 --- ---
6x6 DFL No.1 26.37 24.84 23.01 20.99 16.90 13.42 8.15 6.00
6x8 DFL No 1 35.96 33.87 31.38 28.62 23.05 18.30 11.11 8.19
8x8 DFL No.1 52.82 51.56 50.01 48.16 43.51 37.99 25.86 19.67
Fb Fv E
900
900
180 1.6 E
180 1.6 E
1350 170 1.6 E
265 1.8 E2400/1850
2.0 E
1.9 E
1.55 E2350
2900
2600
310
285
285
Roof
Member Name Results (Max UTIL %)Current Solution Comments
R1 : RR over Bedroom 1 Passed (54% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
R2 : CJ over Bedroom 1 Passed (31% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
1: Ridge bm over Bedroom 2 Passed (85% ΔT)1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL
2 : Ridge bm over Bedroom 1 Passed (55% R)1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL
3 : Ridge bm over Kitchen Passed (71% M)1 piece(s) 4 x 12 DF No.2
4 : Cl'g bm over Kitchen Passed (86% ΔT)1 piece(s) 5 1/4" x 14" 2.0E Parallam® PSL
5 : HDR right of Bedroom 1 Passed (48% V)1 piece(s) 4 x 8 DF No.2
24077
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)329 @ 2 1/2"3281 (3.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)281 @ 10 3/8"1631 Passed (17%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)919 @ 6'1700 Passed (54%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.157 @ 6'0.407 Passed (L/930)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.323 @ 6'0.610 Passed (L/453)--1.0 D + 1.0 Lr (All Spans)
Member Length : 12' 10 3/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"169 160 329 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"169 160 329 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' o/c
Bottom Edge (Lu)12' 8" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 12'16"20.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, R1 : RR over Bedroom 1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)144 @ 2 1/2"3281 (3.50")Passed (4%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)125 @ 10 3/4"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)456 @ 6' 9"1478 Passed (31%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.115 @ 6' 9"0.436 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.185 @ 6' 9"0.654 Passed (L/851)--1.0 D + 1.0 Lr (All Spans)
Member Length : 13' 6"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"54 90 144 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"54 90 144 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)13' 6" o/c
Bottom Edge (Lu)13' 6" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 6"16"6.0 10.0 Ceiling
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, R2 : CJ over Bedroom 1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3461 @ 2"6103 (2.25")Passed (57%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2881 @ 1' 3 3/8"10737 Passed (27%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)11935 @ 7' 1 1/2"19941 Passed (60%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.288 @ 7' 1 1/2"0.464 Passed (L/579)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.592 @ 7' 1 1/2"0.696 Passed (L/282)--1.0 D + 1.0 Lr (All Spans)
Member Length : 14' 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column - DF 3.50"2.25"1.50"1801 1710 3511 1 1/4" Rim Board
2 - Column - DF 3.50"2.25"1.50"1801 1710 3511 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 1" o/c
Bottom Edge (Lu)14' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 14' 1 3/4"N/A 13.0 --
1 - Uniform (PSF)0 to 14' 3" (Front)12'20.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 1: Ridge bm over Bedroom 2
1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5249 @ 5' 3"9494 (3.50")Passed (55%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2465 @ 6' 4 5/8"10737 Passed (23%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-4935 @ 5' 3"19941 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.059 @ 10' 10 1/2"0.344 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.118 @ 10' 10 3/4"0.517 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 15' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column - DF 3.50"2.25"1.50"186 389/-110 574 1 1/4" Rim Board
2 - Column - DF 3.50"3.50"1.94"2694 2555 5249 None
3 - Column - DF 3.50"2.25"1.50"1103 1060 2163 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)15' 7" o/c
Bottom Edge (Lu)15' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 15' 7 3/4"N/A 13.0 --
1 - Uniform (PSF)0 to 15' 9" (Front)12'20.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 2 : Ridge bm over Bedroom 1
1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2161 @ 2"4922 (2.25")Passed (44%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1689 @ 1' 2 3/4"5906 Passed (29%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)5426 @ 5' 3"7614 Passed (71%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.074 @ 5' 3"0.339 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.152 @ 5' 3"0.508 Passed (L/803)--1.0 D + 1.0 Lr (All Spans)
Member Length : 10' 3 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column - DF 3.50"2.25"1.50"1128 1076 2204 1 1/4" Rim Board
2 - Column - DF 3.50"2.25"1.50"1128 1076 2204 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 4" o/c
Bottom Edge (Lu)10' 4" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 10' 4 3/4"N/A 10.0 --
1 - Uniform (PSF)0 to 10' 6" (Front)10' 3"20.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 3 : Ridge bm over Kitchen
1 piece(s) 4 x 12 DF No.2
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4844 @ 4"13945 (4.25")Passed (35%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)4292 @ 1' 7 1/2"17763 Passed (24%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)29362 @ 10' 3"50928 Passed (58%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.396 @ 10' 3"0.669 Passed (L/609)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.867 @ 10' 3"1.004 Passed (L/278)--1.0 D + 1.0 Lr (All Spans)
Member Length : 20' 6 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Column - DF 5.50"4.25"1.50"2675 2205 4879 1 1/4" Rim Board
2 - Column - DF 5.50"4.25"1.50"2661 2191 4852 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' 7" o/c
Bottom Edge (Lu)20' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 20' 7 3/4"N/A 23.0 --
1 - Uniform (PSF)0 to 20' 9" (Front)8'20.0 20.0 Roof
2 - Uniform (PSF)0 to 20' 9" (Front)2'10.0 -I.Wall
3 - Point (lb)10' 3" (Front)N/A 1128 1076
Linked from: 3 :
Ridge bm over
Kitchen, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 4 : Cl'g bm over Kitchen
1 piece(s) 5 1/4" x 14" 2.0E Parallam® PSL
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1937 @ 4' 1 1/2"6563 (3.00")Passed (30%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1838 @ 3' 4 3/4"3806 Passed (48%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1638 @ 3' 3"3737 Passed (44%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.010 @ 2' 3 7/8"0.100 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.021 @ 2' 3 13/16"0.200 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.00"3.00"1.50"404 317 721 None
2 - Trimmer - DF 3.00"3.00"1.50"1024 913 1937 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 4' 3"2'15.0 -E.Wall
2 - Uniform (PSF)0 to 4' 3"2'20.0 20.0 Roof
3 - Point (lb)3' 3"N/A 1103 1060
Linked from: 2 :
Ridge bm over
Bedroom 1,
Support 3
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 5 : HDR right of Bedroom 1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 8/14/2024 4:31:55 PM UTC
Tung Vo
HomeTopHome
(714) 928-2006
hometophome2829@gmail.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24077
SHEARWALL DESGIN GENERAL
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number :24077
Plan :
GENERAL MATERIALS
Code : AF&PA NDS-2018 &SDPWS-2021(ASD) Descript. Material Size
Design Method : Segment & FTAO Top Plate DF/SPine
Load Combo : 2021 IBC/2022 CBC & ASCE 7-16 Sill Plate DF/SPine
HD Manufacturer : SIMPSON Wall Stud DF/SPine
Panel Schedule : 2022 CBC Chord DF/SPine 2X4 Min.
2022 CBC
16d's Sinker SDS Screws(*)
1 260 6" O.C. 16" O.C. 24" O.C.
2 380 4" O.C. 12" O.C. 16" O.C.
3 490 3" O.C. 8" O.C. 12" O.C.
4 640 2" O.C. 6" O.C. 10" O.C.
5 800 (2) 3" O.C. 5" O.C. 6" O.C.
3(D.S.)1020 (2) 3" O.C. 4" O.C. N/A
4(D.S.)1330 (2) 3" O.C. 3" O.C. N/A
5(D.S.)1740 (2) 3" O.C. 2.5" O.C. N/A
Notes:
-(*) Use 1/4"dia. x6"SDS Screws
DRAG TYPE FORCE SCHEDULE
Type
A
B
C
D
E
F
FORMULAS MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)
Top Plate Splice
Simpson MST48 or ALT.(32)16d sinker per top plate splice
-(2) Clips Framing Use A35's, LS50's or LTP4's.
-Periodic Special Inspection is Required.
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-For Holdown Attached To Inside Face Of End Post.
Load Capacity
Simpson MSTC52 or ALT.(36)16d sinker per top plate splice
1192
2134
3230
4267
4745
5653
Simpson ST22 or ALT.(10)16d sinker per top plate splice
Simpson ST6224 or ALT.(16)16d sinker per top plate splice
Simpson ST6236 or ALT.(22)16d sinker per top plate splice
Simpson MST37 or ALT.(24)16d sinker per top plate splice
Sill Plate Connection Framing(2)
Clips
SHEAR WALL SCHEDULE of
10d's @ 12" O.C.
15/32"
Allowable
Shear(plf)Sheathing (Plywood/OSB)
3/8"
15/32"
8d's @ 6" O.C.
8d's @ 4" O.C.
8d's @ 3" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
3/8"
15/32"
10d's @ 4" O.C.
10d's @ 3" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
15/32"
Panel
Type
Edge Nail
(common)
Field Nail
(common)
3/8"
3/8"
-Provide 3" Nominal Or Wider Framing At Adjoining Panel Edges With Nails Staggered.
-Use Clips @ 6" O.C. On Simpson Strong Wall & Hardy Frame (U.N.O.).
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-Sheathing Conforms to Either Doc PS 1 Or PS 2 Standards.
8d's @ 2" O.C.
10d's @ 2" O.C.
10d's @ 2" O.C.
-Sheathing Panel Joint And Sill Plate Nailing Shall Be Staggered In All Cases.
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
BATH 2
BATH 1
W/D
WH
BEDROOM 1
BEDROOM 2
BEDROOM 3
DINING
LIVING
REF.
KITCHEN
PANTRY
Job Number : 24077LATERAL SHEAR WALL LAYOUT
Plan :
ROOF SHEAR WALL LAYOUT
A
SECTION 1
1
SECTION 2
2 3
B
C
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number : 24077
1 Plan :
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)10.00
South Roof Height (N-S Direction-ft)17.00 West Roof Height (E-W Direction-ft)14.75
South Roof Type (N-S Direction) Slope West Roof Type (E-W Direction) Gable
Roof Depth (N-S-ft)26.75 Roof Depth (E-W-ft)32.5
Diaphragm Depth (N-S Direction-ft)24.75 Diaphragm Depth (E-W Direction-ft)31.75
Diaphragm Span (N-S Direction-ft)31.75 Diaphragm Span(E-W Direction-ft)24.75
Number of Ext. Wall (N-S)2 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)2 Number of Int. Wall (E-W)2
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 869.375 20
Ext.Wall(ft.)317.5 15
Int. Wall(ft)317.5 10
Sum:25,325 Ev(ASD)
Base Shear :(V=Cs*W) :2,912.8 5409 lbs
3.35 89.6125
For E-W Direction :
Area(ft^2) Unit
Roof 869.375 20
Ext.Wall(ft.)247.5 15
Int. Wall(ft)247.5 10
Sum:23,575 Ev(ASD)
Base Shear :(V=Cs*W) :2,711.5 5036 lbs
3.12 101.4
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 14.67 0.849 22.35
Wall 10.00 0.849 22.35
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 22.35 psf
+qhGCpi 4.02 psf
-qhGCpi -4.02 psf
(see next page for details)
SECTION NUMBER :
Weight(Ib)
17387.5
4762.5
3175
Unit
FN-S(psf)
Unit
FN-S(plf)
Weight(Ib)
17387.5
3712.5
2475
Unit
FE-W(psf)
Unit
FE-W(plf)
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24077
SECTION NUMBER : 1 (cont.)Plan :
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 22.35 19.22 11.18
Cond.1 -0.26 22.35 -0.99 -9.03
Cond.2 0.21 22.35 7.95 -0.09
All -0.60 22.35 -7.38 -15.42
All -0.48 22.35 -5.06 -13.10
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 13.71 6.90
1st Floor 24.28 0.00 217.38 plf
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 22.35 19.22 11.18
Wall 0.80 22.35 19.22 11.18
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.50 22.35 -5.48 -13.52
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.30 22.35 -1.68 -9.72
Cond.2 -0.18 22.35 0.60 -7.44
All -0.50 22.35 -5.48 -13.52
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 24.70 9.45
Wall 24.70 0.00 240.83 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind (E-W)Govern
Roof 89.6 130.4 Wind 101.4 144.5 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 57.09 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :157.12
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 60.87 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :324.72
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
Windward Roof -5.01
3.93
Leeward Roof -11.40
Leeward Wall -9.08
Side Walls -13.30
Location Net Pressure (psf)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
15.20
Leeward Wall -9.50
Side Walls -13.30
Location Net Pressure (psf)
Windward
Roof
0 to h/2 -17.10
-3.42
h/2 to h -17.10
-3.42
h to 2h -9.50
-3.42
>2h -5.70
-3.42
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number : 24077
2 Plan :
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)10.00
South Roof Height (N-S Direction-ft)14.75 West Roof Height (E-W Direction-ft)17.00
South Roof Type (N-S Direction) Gable West Roof Type (E-W Direction) Slope
Roof Depth (N-S-ft)10.5 Roof Depth (E-W-ft)24.75
Diaphragm Depth (N-S Direction-ft)10.5 Diaphragm Depth (E-W Direction-ft)21.25
Diaphragm Span (N-S Direction-ft)21.25 Diaphragm Span(E-W Direction-ft)10.5
Number of Ext. Wall (N-S)1 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)0 Number of Int. Wall (E-W)0
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 259.875 20
Ext.Wall(ft.)106.25 15
Int. Wall(ft)0 10
Sum:6,791 Ev(ASD)
Base Shear :(V=Cs*W) :781.1 1451 lbs
3.01 31.605
For E-W Direction :
Area(ft^2) Unit
Roof 259.875 20
Ext.Wall(ft.)105 15
Int. Wall(ft)0 10
Sum:6,773 Ev(ASD)
Base Shear :(V=Cs*W) :778.9 1447 lbs
3 74.3
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 13.17 0.849 22.35
Wall 10.00 0.849 22.35
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 22.35 psf
+qhGCpi 4.02 psf
-qhGCpi -4.02 psf
(see next page for details)
SECTION NUMBER :
Weight(Ib)
5197.5
1593.75
Weight(Ib)
5197.5
1575
0
Unit
FN-S(psf)
Unit
FN-S(plf)
0
Unit
FE-W(psf)
Unit
FE-W(plf)
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24077
SECTION NUMBER : 2 (cont.)Plan :
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 22.35 19.22 11.18
Cond.1 -0.26 22.35 -0.99 -9.03
Cond.2 0.21 22.35 7.95 -0.09
All -0.60 22.35 -7.38 -15.42
All -0.50 22.35 -5.48 -13.52
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 13.71 6.90
1st Floor 24.70 0.00 188.63 plf
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 22.35 19.22 11.18
Wall 0.80 22.35 19.22 11.18
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.50 22.35 -5.48 -13.52
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 N/A N/A N/A N/A
Cond.2 N/A N/A N/A N/A
All -0.48 22.35 -5.06 -13.10
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 24.28 9.45
Wall 24.28 0.00 291.36 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind (E-W)Govern
Roof 31.6 174.8 Wind 74.3 113.2 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 137.36 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :76.48
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 27.96 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :203.91
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Windward Wall 15.20
Windward Roof -5.01
3.93
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Location Net Pressure (psf)
Surface Location Cp q(psf)
Leeward Roof -11.40
Leeward Wall -9.50
Side Walls -13.30
qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
15.20
Windward
Roof
0 to h/2 -17.10
-3.42
h/2 to h
Leeward Wall -9.08
Side Walls -13.30
Location Net Pressure (psf)
-17.10
-3.42
h to 2h -9.50
-3.42
>2h N/A
N/A
JOB NUMBER : 24077
PLAN:
Story 1 Line :1 Redundancy(ρ)1.3 Y Dir.
Lateral loads :
at A
Max. Drag Force : 774 lb Use Drag Type A (See Shear wall Schedule)
Total Wall Length : 24.75 ft Total Panel Length : 8.00 ft Net Length : 8.00 ft
Shear Diaphragm : 84 plf Design Wall Shear : 259 plf
Use ( 5 A35) or (4 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.68
Max. Panel Deflection :1.307 " < 2.4 "ok
Holdown & Deflection Check
A 8.00 8.00 10 2348 2790 2348 2790 4X4 4X4 3 40"
Uplift Above 00 lbs
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)190
Down
(lb)
1Y_ROOF 31.75 24.75 1711 2071
Sum :1901 2071
Right
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2 0.2334
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
DM = (4.0/1.0) X Ds X 1.4 =
0 3.5 7.5 17.25 21.25 24.7524.7524.7524.7524.7524.75
7.5 15.50000000000
A
JOB NUMBER : 24077
PLAN:
Story 1 Line :2 Redundancy(ρ)1.3 Y Dir.
Lateral loads :
at A
Max. Drag Force : 796 lb Use Drag Type A (See Shear wall Schedule)
Total Wall Length : 10.50 ft Total Panel Length : 6.00 ft Net Length : 6.00 ft
Shear Diaphragm : 177 plf Design Wall Shear : 310 plf
Use ( 5 A35) or (4 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.81
Max. Panel Deflection :1.722 " < 2.4 "ok
Holdown & Deflection Check
A 6.00 6.00 10 3031 3359 3031 3359 4X4 4X4 2 56"
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU4 HDU4 0.3075
21.25 10.5 437 1857
Sum :507 1857
Right
2Y_ROOF
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)71
Down
(lb)
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 1 4.5 10.510.510.510.510.510.510.510.5
4.5 10.50000000000
A
JOB NUMBER : 24077
PLAN:
Story 1 Line :3 Redundancy(ρ)1.3 Y Dir.
Lateral loads :
at A
Max. Drag Force : 1620 lb Use Drag Type B (See Shear wall Schedule)
Total Wall Length : 35.50 ft Total Panel Length : 13.75 ft Net Length : 13.51 ft
Shear Diaphragm : 111 plf Design Wall Shear : 291 plf
Use ( 10 A35) or (7 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.76
Max. Panel Deflection :1.927 " < 2.4 "ok
Holdown & Deflection Check
A 9.00 9.00 10 2568 3056 2568 3056 4X4 4X4 3 40"
B 4.75 4.51 10 2890 3150 2890 3150 4X4 4X4 2 40"
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2
HDU2HDU2
0.2458
0.3441
31.75 24.8 1711 2071
1857
Sum :2418 3928
Right
1Y_ROOF
2Y_ROOF 21.25 10.5 437
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)270
Down
(lb)
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
From Line 100% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 9.25 13.25 16.25 20.25 26.75 30.75 35.535.535.535.5
0 9 22 26.7500000000
A B
JOB NUMBER : 24077
PLAN:
Story 1 Line :A Redundancy(ρ)1.3 X Dir.
Lateral loads :
at A
Max. Drag Force : 982 lb Use Drag Type A (See Shear wall Schedule)
Total Wall Length : 30.50 ft Total Panel Length : 8.00 ft Net Length : 8.00 ft
Shear Diaphragm : 59 plf Design Wall Shear : 224 plf
Use ( 5 A35) or (4 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.59
Max. Panel Deflection :1.134 " < 2.4 "ok
Holdown & Deflection Check
A 8.00 8.00 10 2053 2424 2053 2424 4X4 4X4 3 40"
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2 0.2025
24.75 30.5 1531 1788
Sum :1773 1788
Right
1X_ROOF
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)243
Down
(lb)
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 13.75 16.75 20 22.5 30.530.530.530.530.530.5
5.75 13.750000000000
A
JOB NUMBER : 24077
PLAN:
Story 1 Line :B Redundancy(ρ)1.3 X Dir.
Lateral loads :
at A
Max. Drag Force : 1745 lb Use Drag Type B (See Shear wall Schedule)
Total Wall Length : 31.75 ft Total Panel Length : 6.00 ft Net Length : 6.00 ft
Shear Diaphragm : 75 plf Design Wall Shear : 397 plf
Use ( 6 A35) or (5 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 3 ok Ratio Shear : 0.81
Max. Panel Deflection :1.947 " < 2.4 "ok
Holdown & Deflection Check
A 6.00 6.00 10 3970 4278 3970 4278 4X4 4X4 2 56"
Uplift Above 00 lbs
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
From Line 100% 0 0
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)144
Down
(lb)
1X_ROOF
2X_ROOF 10.5 21.25 435
24.75 31.8 1594 1788
594
Sum :2173 2382
Right
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU4 HDU4 0.3477
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
DM = (4.0/1.0) X Ds X 1.4 =
0 1 2.5 8.5 10 11 31.2531.7531.7531.7531.75
2.5 8.50000000000
A
JOB NUMBER : 24077
PLAN:
Story 1 Line :C Redundancy(ρ)1.3 X Dir.
Lateral loads :
at A
Max. Drag Force : 262 lb Use Drag Type A (See Shear wall Schedule)
Total Wall Length : 21.25 ft Total Panel Length : 4.00 ft Net Length : 3.20 ft
Shear Diaphragm : 28 plf Design Wall Shear : 150 plf
Use ( 2 A35) or (2 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.40
Max. Panel Deflection :1.118 " < 2.4 "ok
Shear Wall Design
A 4.00 10 2.50
Holdown & Deflection Check
A 4.00 3.20 10 1523 1729 1523 1729 4X4 4X4 2 32"
Holdown L. R.
H/L Adjust Factor Actual (plf)Height
(ft)
Length
(ft)SW Type Allowable (plf)
380
Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
0.800 150
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2 0.1996
10.5 21.3 435 594
Sum :601 594
Right
2
2X_ROOF
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)166
Down
(lb)
Panel
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 5 8 13.25 16.25 21.2521.2521.2521.2521.2521.25
8 120000000000
A
FOOTING & PAD DESIGN
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24077
Plan :
ID: F1 Ext. Footing (Design Footing )
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
E.Wall 10.00 lbs
Roof 14 Footing With Required : in.
None 0 Use 12 in. With x 24 in. Deep Cont. Footing.
None 0 Capacity of Point Load on Footing:lbs
Self Weight
Check with lateral Loads :150 plf OK
ID: P1 Pad support 2-Beam #2 + 1-Beam #2 (Design Footing & Pad on Footing)
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
I.Wall 10.00 10*10 Total Point Load : lbs
None 0 0 Footing With Required : in.
None 0 0
None 0 0 Capacity of Point Load on Footing:lbs
Self Weight 225 Allowable Point Load on Footing : lbs
Required Pad Width :in.
Use 2' SQ x 24 in. Deep w/(3)#4 @ Bott. E.W. for Pad
ID: P2 Pad support 2-Beam #2 (Design Footing & Pad on Footing)
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
I.Wall 10.00 10*10 Total Point Load : lbs
None 0 0 Footing With Required : in.
None 0 0
None 0 0 Capacity of Point Load on Footing:lbs
Self Weight 225 Allowable Point Load on Footing : lbs
Required Pad Width :in.
Use 2' SQ x 24 in. Deep w/(3)#4 @ Bott. E.W. for Pad
ID: P3 Pad support 1&2-Beam #4 (Design Footing & Pad on Footing)
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
E.Wall 9.00 lbs
None 0 Footing With Required : in.
None 0
None 0 Capacity of Point Load on Footing:lbs
Self Weight Allowable Point Load on Footing : lbs
Required Pad Width :in.
Use 2' SQ x 24 in. Deep w/(3)#4 @ Bott. E.W. for Pad
430.492
10*15 Total Point Load :0
14*(20+20)/2 3.5
0
1.392 5000.0
0.492
325
4100
2.6
1.88
5000
3917
1.66
325
5300
2.6
5000
3917
1.81
360
9*15 Total Point Load :4900
0 2.9
0
0 5000.0
225 3800.0
ASCE Hazards Report
Address:
401 W Jonquil Rd
Santa Ana, California
92706
Standard:ASCE/SEI 7-16 Latitude:33.772111
Risk Category:II Longitude:-117.8716
Soil Class:D - Default (see
Section 11.4.3)
Elevation:143.63228013429054 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Aug 12 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/Mon Aug 12 2024
SS : 1.335
S1 : 0.475
F a : 1.2
F v : N/A
SMS : 1.602
SM1 : N/A
SDS : 1.068
SD1 : N/A
T L : 8
PGA : 0.562
PGA M : 0.675
F PGA : 1.2
Ie : 1
C v : 1.367
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon Aug 12 2024
https://ascehazardtool.org/Mon Aug 12 2024
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https://ascehazardtool.org/Mon Aug 12 2024