HomeMy WebLinkAbout2422 W Marty Ln Unit 2 & 3 - Plan(N)
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(N) WATER LINE: 1"
COPPER TYPE "L" OR
PVC PIPE, MIN. 18"
BELOW GROUND
(N) ADU
799 SF
2 BED/2 BATH
(N) JADU
431 SF
1 BED/1 BATH
(E) WATER
METER
(E) 100A PANEL
CHANGED TO
100A SUB-PANEL
(E) GAS
METER
(E) POWER
POLE
PROPERTY LINE - 75.00'
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6'H METAL
GATE
(E) 6'H WOODEN FENCE
(E
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6
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K
W
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L
L
9'-1"27'-4"4'-0"
19'-7"
30'-3"
7'-0"
35'-5"
25'-0" TO
CENTERLINE
℄
W MARTY LN
25'-0"
36'-3"
7'-0"
(E) 1-STORY
MAIN UNIT
1,248 SF
4 BED/2 BATH
4:
1
2
4:
1
2
(E) GARAGE
353 SF
4:12 4:12
(E) PORCH
23 SF
18" (TYP.)
5'-0"
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
20'-11"9'-1"18'-0"3'-6"4'-6"
34'-7"
18'-8"17'-3"4'-0"
5'-0"6'-0"
3'-0"
10'-0"
3'-0"
17'-4"
4:
1
2
FRONT YARD
LANDSCAPING
(PER S.A.M.C. SEC. 41-240)
12" (TYP. @ JADU)
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14
SD-2
1-HR RATED
OVERHANG
AND WALL
14
SD-2
ADDRESS
NUMBER
(N
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2
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(N) 1"
WATER
METER
(N) JADU 100A
SUB-PANEL
3'-0"
(N
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(N
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A
C
12" (TYP. @ ADU)
3'-0"
2:
1
2
2:
1
2
4:124:12
4:124:12
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A3
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14
SD-2
1-HR RATED
OVERHANG
AND WALL
1-HR RATED
OVERHANG
AND WALL
14
SD-2
1-HR RATED
OVERHANG
AND WALL
2'-0"
2'-0"
12"
OVERHANG TO BE TRIM
TO BE 12" FOR FIRE
SEPARATION
NEW WATER METER AND
SERVICE WILL BE
APPROVED UNDER A
SEPARATE PERMIT
ATTIC VENTILATION CALCULATION
TOTAL ATTIC VENTILATION AREA SHALL NOT BE
LESS THAN 1/150 OF THE ATTIC SPACE AREA.
1. ADU: ATTIC SPACE = 799 SF
ATTIC VENTS REQUIRED = 799/150 = 5.33 SF
2. JADU: ATTIC SPACE = 431 SF
ATTIC VENTS REQUIRED = 431/150 = 2.9 SF
===> PROVIDE 6 VENTS ON THE ADU AND 3 VENTS
ON THE JADU, OHAGINTM 14" DIAMETER ROOF
VENTS (1.07 SF EACH), AS INDICATED ON ROOF
PLAN HEREON
===> ALSO PROVIDE 3 VENTS ON THE MAIN HOUSE,
OHAGINTM 14" DIAMETER ROOF VENTS (1.07 SF
EACH), TO ACCOUNT FOR THE VENT LOSS FROM
THE NEW BUILDING ATTACHMENT
PROJECT INFORMATION
OWNER:TT STARS LLC
C/O:TOAN TRAN
TEL.:(714) 548 1711
ADD.:MAIN:2422 W MARTY LN
JADU: 2422 W MARTY LN, UNIT 2
ADU: 2422 W MARTY LN, UNIT 3
SANTA ANA, CA 92706
(E) MAIN UNIT = 1,248 SF
(E) GARAGE = 353 SF
(E) PORCH = 23 SF
(N) JADU = 431 SF
(N) ADU = 799 SF (EXEMPT FROM LOT COVERAGE)
LOT COVERAGE = 1,248 + 353 + 431 = 2,032 SF
LIVING AREA = 1,248 + 431 + 799 = 2,478 SF
LOT SIZE = 7,405 SF
% COVERAGE = 2,032/7,405 = 27.4% < 35.0%
APN = 399-141-14
ZONE = R1/U
OCCUPANCY = MAIN UNIT: R-3/U, ADU: R-3
FLOOD ZONE = X
NUMBER OF STORY = 1
TYPE OF CONSTRUCTION = VB
(E) UNIT AND ADU FIRE SPRINKLER = NOT EQUIPPED
APPLICABLE BUILDING STANDARDS
1. 2022 CALIFORNIA MECHANICAL CODE (CMC)
2. 2022 CALIFORNIA BUILDING CODE (CBC)
3. 2022 CALIFORNIA RESIDENTIAL CODE (CRC)
4. 2022 CALIFORNIA PLUMBING CODE (CPC)
5. 2022 CALIFORNIA ELECTRICAL CODE (CEC)
6. 2022 CALIF. ENERGY EFFICIENCY STANDARD
7. 2022 CALIF. GREEN BUILDING STANDARDS
8. CITY OF SANTA ANA ORDINANCES
DRAWING INDEX
A1 SITE/ROOF PLAN - GENERAL NOTES
A2 ELEVATION - (E) FLOOR PLAN
A3 (N) FLOOR PLAN
A4 BUILDING SECTION - FIRE RATED LISTING
LOAD CALCULATIONS
DR-1 DRAINAGE PLAN
SN-1 STRUCTURAL GENERAL NOTES
S1-2 FOUNDATION PLAN - FRAMING PLAN
SD1-2 STRUCTURAL DETAILS
T1-3 TITLE 24 PLAN
T4-5 GREEN BUILDING STANDARDS CODE
SCOPE OF WORK
1. BUILD NEW ATTACHED 799 SF ADU (2 BEDROOM -
2 BATHROOM)
2. BUILD NEW ATTACHED 431 SF JADU (1 BEDROOM -
1 BATHROOM)
3. RELOCATE EXISTING 100A PANEL TO ADU
CONSTRUCTION NOTES
1. CONSTRUCTION WORK HOURS ARE 7AM - 7PM,
M-F; 9AM - 7PM, SATURDAY; NO SUNDAY OR LEGAL
HOLIDAYS.
2. THERE SHALL BE NO TRENCHES OR EXCAVATIONS
5' OR MORE IN DEPTH INTO WHICH A PERSON IS
REQUIRED TO DESCEND, OR OBTAIN PERMIT FROM
STATE OF CA, DIVISION OF OCCUPATIONAL SAFETY
AND HEALTH (CAL/OSHA). THIS PERMIT AND ANY
OTHER SAFETY PERMIT SHALL BE OBTAINED PRIOR
TO COMMENCE OF ANY WORK.
VICINITY MAP
ADU PARKING EXEMPTION NOTE
PROPOSED ADU IS LOCATED WITHIN ONE-HALF
MILE TO OCTA ROUTE 47 ALONG FAIRVIEW ST. AT
DOWNIE PL., PURSUANT TO ASSEMBLY BILL 68, NO
PARKING IS REQUIRED FOR THE ADU.
GENERAL NOTES
1. ALL WORK PERFORMED SHALL COMPLY WITH THESE GENERAL NOTES (UNLESS NOTED OTHERWISE ON THESE PLANS AND
SPECIFICATIONS) AND ALL THE FOLLOWING NOTES, DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE
THE INTENT OF GENERAL NOTES WITH MECHANICAL, ELECTRICAL, AND PLUMBING TRADES.
2. THE GENERAL CONTRACTOR OBTAINS AND PAYS FOR ALL REQUIRED PERMITS AND ARRANGES FOR ALL REQUIRED INSPECTIONS.
3. ALL WORK SHALL COMPLY WITH LATEST EDITION OF BUILDING CODES AS ADOPTED BY THE CITY OF SANTA ANA AND ALL OTHER
APPLICABLE REGULATIONS.
4. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY ALL SITES CONDITIONS, DIMENSIONS AND ELEVATION BEFORE STARTING
THE WORK, AND NOTIFY THE DESIGNER OF ANY DISCREPANCY, IN WRITING, PRIOR TO PROCEEDING.
5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO
PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSES OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH
THE PROSECUTION OF SUCH WORK.
6. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF THE UTILITY SERVICES IN THE AREA TO BE EXCAVATED PRIOR TO THE
EXCAVATION.
7. THE DISCHARGE OF POLLUTANTS TO ANY STORM DRAINAGE SYSTEM IS PROHIBITED. NO SOLID WASTE, PETROLEUM BYPRODUCTS,
SOIL PARTICULATE, CONSTRUCTION WASTE MATERIALS, OR WASTEWATER GENERATED ON CONSTRUCTION SITE OR BY THE
CONSTRUCTION ACTIVITIES SHALL BE PLACED, CONVEYED OR DISCHARGED INTO THE STREET, GUTTER OR STORM DRAIN SYSTEM.
8. ALL NEW ROOF MATERIALS, STUCCO AND WINDOWS SHALL MATCH EXISTING COLOR AND STYLE.
EMERGENCY EGRESS NOTES
1. MIN. SET CLEAR OPENING OF 5.7 SQUARE FEET.
2. MIN. 5 SQUARE FEET FOR GRADE-FLOOR OPENINGS
3. MIN. SET CLEAR HEIGHT OF 24 INCHES.
4. WINDOW TO BOTTOM OF CLEAR OPENING SHALL BE NO MORE THAN 44 INCHES.
STUCCO NOTES
1. A CORROSION RESISTANT WEEP SCREED 2" BELOW PLATE, 6" (2" FOR CONCRETE WALKWAY) ABOVE GRADE THAT ALLOWS TRAPPED
WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING IS REQUIRED BELOW THE STUCCO AT THE FOUNDATION PLATE LINE.
2. 7/8" MIN. THICK THREE-COAT APPLICATION (SCRATCH, BROWN AND FINISH) OVER SELF-FURRING GALVANIZED WIRE LATH OVER
GRADE D BUILDING PAPER AND WIRE BACKING.
3. EXTERIOR LATH: PROVIDE 2 LAYERS OF GRADE D PAPER OVER SHEATHING OR WOOD STUDS.
SETBACK AND PROPERTY LINE NOTE
THE OWNER/CONTRACTOR SHALL CONSULT WITH A LAND SURVEYOR TO DETERMINE IF A LOT/BOUNDARY SURVEY IS NEEDED TO
VERIFY SETBACKS OF EXISTING AND PROPOSED STRUCTURES WITH RESPECT TO PROPERTY LINES. IN THE EVENT THERE IS
DISCREPANCY BETWEEN PROPOSAL AND FIELD MEASUREMENTS OF SETBACK, THE DESIGNER SHALL BE NOTIFIED; AND REVISION
SHALL BE SUBMITTED FOR CITY APPROVAL.
ELECTRICAL METER RELOCATION NOTE
THE CONTRACTOR SHALL CONTACT SOUTHERN
CALIFORNIA EDISON (SCE) @ 800-655-4555 TO
OBTAIN A NEW METER SPOT APPROVAL AND
INSTALLATION INSTRUCTIONS PRIOR TO INSTALLING
THE NEW METER SERVICE PANEL. LOCATION AND
AMPERAGE OF NEW METER IN THIS PLAN ARE ONLY
PROPOSAL AND SUBJECT TO SCE FINAL APPROVAL.
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DATE 2/20/2025
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SHEET
A1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
LANDSCAPING LEGEND
GRASS OR ACCEPTABLE DRY
CLIMATE GROUND COVER
POP-UP SPRINKLER
NEW 5 GAL. JUNIPER BUSH (TYP. 6)
NEW 1 GAL. ENCORE AZALEA (TYP. 10)
FRUIT TREES ( VARIETY - MAX. 20' APART)
NEW 24" BOX KING PALM OR SIMILAR,
TREE SHALL BE DOUBLE-STAKED
BUILDING NOTES
1. ALL CONCEALED WORK INSTALLED
WITHOUT PERMITS MUST BE EXPOSED FOR
INSPECTION TO THE SATISFACTION OF THE
BUILDING INSPECTOR. THIS INCLUDES
METHODS OF ATTACHMENT AND ALL
FOOTINGS, STRUCTURAL MEMBERS,
MECHANICAL, ELECTRICAL, PLUMBING AND
INSULATION.
2. MECHANICAL, ELECTRICAL AND PLUMBING
ARE NOT PART OF THIS PLAN REVIEW AND
APPROVAL. MEP ARE SUBJECT TO BUILDING
FIELD INSPECTION.
FRONT YARD NOTES
1.FRONT YARD LANDSCAPING SHALL COMPLY WITH
S.A.M.C. SEC. 41-240.
2.LANDSCAPING AREAS SHALL BE DESIGNED WITH AN
AUTOMATIC IRRIGATION SYSTEM WITH POP-UP
SPRINKLERS. DRIP, BUBBLER OR OTHER LOW
GALLONAGE SYSTEMS MAY BE USED IN BUFFER
AREAS AND NARROW STRIPS.
3.FRONT YARD LANDSCAPING, IF NOT PRESENT,
SHALL BE RESTORED WITH LIVE VEGETATION
(GRASS OR ACCEPTABLE DRY CLIMATE GROUND
COVER).
4.FENCE IN FRONT YARD SHALL COMPLY WITH S.A.M.C.
SEC. 41-610 AND SHALL NOT EXCEED 3' IN HEIGHT.
(N) SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
ADU SF / SFD SF RATIO
ADU SF / SFD SF RATIO = 799/1,248 = 0.64
THE ADU SF / SFD SF RATIO IS FOR PARK & REC. FEE
PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR
THE GIVEN "SFR SF" OF THE EXISTING PRIMARY
RESIDENCE. BUILDING SAFETY STAFF ARE NOT
RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFR
SF" OF THE EXISTING RESIDENCE.
BUILDING DEPARTMENT NOTE
FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND
REPAIRS WITHIN ANY TWELVE-MONTH PERIOD EXCEED
FIFTY (50%) PERCENT OF THE VALUE OF ANY EXISTING
BUILDING OR STRUCTURE, EACH BUILDING OR
STRUCTURE SHALL BE MADE TO CONFORM TO THE
REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES
AND COMPLY WITH THE BUILDING SECURITY
REGULATIONS. SANTA ANA MUNICIPAL CODE CHAPTER 8,
DIVISION 3.
PLANNING NOTE
THE PROPERTY OWNER SHALL BE
RESPONSIBLE FOR CONFIRMING ALL
EXISTING UTILITY EASEMENTS
AND/OR CLEARANCE ON-SITE THAT
MAY AFFECT THE PROJECT.
HERS SPECIAL FEATURES
• INSULATION BELOW ROOF DECK
• NORTHWEST ENERGY EFFICIENCY ALLIANCE
(NEEA) RATED HEAT PUMP WATER HEATER;
SPECIFIC BRAND/MODEL, OR EQUIVALENT, MUST
BE INSTALLED
HERS INSPECTION FEATURES
• QUALITY INSULATION INSTALLATION (QII)
• INDOOR AIR QUALITY VENTILATION
• VERIFIED HEAT PUMP RATED HEATING CAPACITY
(E) 100A PANEL
CHANGED TO 100A
SUB-PANEL
WH
BEDROOM 1BEDROOM 2
BEDROOM 3
BEDROOM 4
BATH 1
KITCHEN
DINING
AREA
LIVING AREA
GARAGE
ATTIC
ACCESS
36"48" VINYL WINDOW36"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36"48" VINYL
WINDOW 36"12" VINYL WINDOW
30"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36"48" VINYL
WINDOW
36
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15'7' GARAGE DOOR W/ AUTO. OPENER
PORCH
19'-7"
12'-5"
3'-6"
4'-6"
9'-11"
12'-8"21'-9"10'-4"
49'-10"
30'-3"
19'-7"
18'-8"3'-6"18'-0"
44'-8"
4'-6"
WALL
HEATER
B
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OHAGINTM ATTIC VENTS
14" DIA., 1.07 SF (TYP.)
COOL ROOF REQUIRED, CRRC #
0676-0139, GAFTM CLASS A ASPHALT
SHINGLES (ICC# ESR-1475) W/ DOUBLE
LAYERS OF 30 LB. UNDERLAYMENT
ON RADIANT BARRIER SHEATHING
WALL OPENING CALCULATION:
WALL AREA = 61.25'x8' = 490 SF
WALL OPENING =
3'x3' + 4'x4' + 5'x4' + 3'x6.7' = 65 SF
% OPENING = 65/490 = 13.3% < 25%
(E) LIGHT BROWN
COMPOSITION SHINGLE ROOF
12
4
2422 2422-#2
NEW FASCIA & ROOF TO MATCH
EXISTING HOUSE IN COLOR AND SIZE
2422-#3
8'-0"
CEILING
HEIGHT
8" MIN.
STUCCO TO MATCH EXISTING
UNIT IN COLOR & TEXTURE
5'W x 3'D EXTERIOR LANDING
(3" DROP FROM DOOR THRESHOLD, 2% SLOPE)
5'W x 3'D EXTERIOR LANDING
(3" DROP FROM DOOR THRESHOLD, 2% SLOPE)
2'-8"
5'-8"
2'-8"
(N) DOUBLE-ROLLED
TORCH-DOWN OR BUILT-UP ROOF
12
4
12
4
12
4
FINISH FLOOR
FINISH FLOOR
FINISH FLOOR
FINISH FLOOR
FINISH GRADE
FINISH GRADE
18"
12"
12"
18"
12'-2"
13'-8"
12'-1"
FINISH GRADE
FINISH GRADE
WALL OPENING CALCULATION:
WALL AREA = 44.7'x8' = 358 SF
WALL OPENING =
6(3'x4') + 2.5'x6.7' = 88.7 SF
% OPENING = 88.7/358 = 24.8% < 25%
44'-8" - (E) UNIT 17'-3" - (N) JADU
34'-7" - (N) ADU
55'-10" - (E) UNIT
27'-4" - (E) UNIT
10'-0" - (N) ADU
4'-7"61'-3" - (N) JADU AND ADU
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REVISION
DATE BY
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PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
(E) FLOOR PLAN
SCALE: 3/16" = 1'-0"
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SOUTH ELEVATION
SCALE: 1/8" = 1'-0"
NORTH ELEVATION
SCALE: 1/8" = 1'-0"
EAST ELEVATION
SCALE: 1/8" = 1'-0"
WEST ELEVATION
SCALE: 1/8" = 1'-0"
WINDOW NOTE
NEW WINDOWS SHALL BE WHITE VINYL WITH NAILING
FLANGE, FRAME FINISH FLUSHED WITH STUCCO. WINDOWS
AND TRIMS SHALL MATCH BETWEEN (E) UNIT AND (N) ADU.
ADDRESS NUMBER NOTE
1. THE ADDRESS NUMBER SHALL BE ARABIC NUMBERS OR
ALPHABETICAL LETTERS, NUMBERS SHALL NOT BE
SPELLED OUT.
2. EACH CHARACTER SHALL BE NOT LESS THAN 4" IN
HEIGHT WITH A STROKE WIDTH OF NOT LESS THAN 0.5".
ELEVATION NOTE
ALL EXTERIOR FINISHES TO MATCH BETWEEN EXISTING
MAIN HOUSE AND NEW ADU, INCLUDING TRIMS, COLORS,
ROOFS, WINDOWS, DOORS, SIDING, ETC.
S-S
JADU 100A
SUB-PANEL
HOOD VENT THROUGH ROOF,
400 CFM MIN., INSTALLED PER
MANU. SPECS. HOOD SHALL
COMPLY W/ ASHRAE 62.2(C)
LUMINAIRES LOCATED
ABOVE BATHTUB OR
SHOWER SHALL BE
LISTED FOR WET
LOCATIONS
SMOKE DETECTOR IN
LIVING ROOM (WITHIN 20'
FROM THE COOK TOP)
SHALL BE IONIZED OR
PHOTOELECTRIC TYPE
WALLS AT SHOWERS
SHALL BE
TILE/CEMENT
PLASTER, MINIMUM 72"
ABOVE FLOOR.
GRAB BAR
REINFORCEMENT, MIN.
2x8 LUMBER, 32"-39.25"
ABOVE F.F. (TYP.)
SD
40 AMP.ELEC.
RANGE
TEMP.
GLASS
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
(N) 100A
SUB-PANEL
WH
(E) BEDROOM 1
(E) BEDROOM 2
(E) BEDROOM 3
(E) BEDROOM 4
(
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(E) BATH 1
(E) KITCHEN
(E) DINING
AREA
(E) LIVING AREA
(E) GARAGE
ATTIC
ACCESS
UL 2034/2075 RATED
@ (E) HOUSE
CO
SD
SD SD
SD
SD UL 217 RATED @
(E) HOUSE (TYP.)
SD
(E) 36"48" VINYL WINDOW (E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW (E) 36"12" VINYL WINDOW
(E) 30"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(E) 36"48" VINYL
WINDOW
(
E
)
3
6
"
3
6
"
V
I
N
Y
L
WI
N
D
O
W
(
E
)
3
6
"
3
6
"
V
I
N
Y
L
WI
N
D
O
W
(
E
)
3
6
"
3
6
"
V
I
N
Y
L
W
I
N
D
O
W
(
E
)
3
0
"
4
8
"
V
I
N
Y
L
WI
N
D
O
W
(E) 15'7' GARAGE DOOR W/ AUTO. OPENER
(E) PORCH
21'-9"
49'-10"
30'-3"
19'-7"
18'-8"3'-6"18'-0"
61'-11"
4'-6"
WALL
HEATER
10'-0"
(N) LIVING AREA
(N
)
B
A
T
H
2
STACKED
W/D
2'
-
2
"
STACKED
W/D
30"
1,024 SI
1'-6"
1'-6"
1'-7"
(N) BEDROOM 1
(N) BEDROOM 2
(N) BEDROOM
(N) LIVING AREA
WH
(N) KITCHEN
(N
)
K
I
T
C
H
E
N
(N) BATH 1
(N) BATH
15'-0"
11'-3"
2'-6"
5'-7"
16'-11"
17'-3"
9'-4"
9'-2"
7'-0"
61'-3"
2'-6"11'-11"
17'-4"
10'-0"
34'-7"
1'
-
6
"
5'-4"
3'-7"
14'-10"
(N
)
A
C
CO
N
D
E
N
S
E
R
O
N
3"
C
O
N
C
R
E
T
E
P
A
D
(N
)
A
C
CO
N
D
E
N
S
E
R
O
N
3"
C
O
N
C
R
E
T
E
P
A
D
(N
)
2
-
G
A
N
G
PA
N
E
L
,
1
0
0
A
EA
C
H
F
O
R
J
A
D
U
AN
D
M
A
I
N
U
N
I
T
(N
)
A
D
U
22
5
A
R
A
T
E
D
20
0
A
P
A
N
E
L
3"
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
EATON 2-POLE SPD
OR APPROVED
COMPATIBLE
ATTIC
ACCESS
22" x 30"
ATTIC
ACCESS
22" x 30"
3'-0"
3"5'-0"
5'-0"
3'-0"
EGRESS
WINDOW
EGRESS
WINDOW
EGRESS
WINDOW
30"
1,024 SI
30"
1,024 SI
3'-0"
6'-0"
1
A3
2
A3
1
A3
1" GAP BETWEEN
2x4 LUMBER
1" GAP BETWEEN
2x4 LUMBER
40 AMP.
30 AMP.
50 AMP.
30 AMP.
$$
S-S
DU
C
T
L
E
S
S
M
I
N
I
SP
L
I
T
A
C
DUCTLESS MINI
SPLIT AC
DU
C
T
L
E
S
S
M
I
N
I
SP
L
I
T
A
C
DU
C
T
L
E
S
S
M
I
N
I
SP
L
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A
C
DU
C
T
L
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S
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I
SP
L
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A
C
SD
SD
CO SD
CO SD
SD
MAX. 48" MEASURED
FROM TOP, MIN. 15"
MEASURED FROM
BOTTOM OF BOX
ABOVE F.F. (TYP.)
AFCI (TYP.)
AFCI (TYP.)
AFCI (TYP.)
ELEC.
DRYER
ELEC.
DRYER
ELEC.
RANGE
WR-GFCI
WR-GFCI
WR-GFCI
AFCI (TYP.)
GFCI (TYP.)
2'-7"
$VS$
5'-3"
7'-0"
$VS$
$D
$D
$
$4D
$3
$$4
$4
$3
$VS
$
$D
AFCI (TYP.)
AFCI (TYP.)
30 AMP.
30 AMP.
50 AMP.
$$
AFCI (TYP.)
GFCI (TYP.)
$
$3
$3
$$3D$3
2'-6"
6'-3"
HOOD VENT THROUGH ROOF,
400 CFM MIN., INSTALLED PER
MANU. SPECS. HOOD SHALL
COMPLY W/ ASHRAE 62.2(C)
WH
NEEA
HPWH
NEEA
HPWH
DOOR SHALL BE TEMPERED
AND SWING INWARD (TYP.)
NEW WALL, 2x4 STUDS @
16" O.C. U.N.O.
EXISTING STUD WALL
WALL LEGEND
CARBON MONOXIDE AND SMOKE DETECTOR NOTES
SMOKE DETECTOR SHALL BE PROVIDED IN EACH SLEEPING ROOM
AND AREA GIVING ACCESS TO THE SLEEPING ROOMS
1. NEW CONSTRUCTION: CO AND SMOKE DETECTORS SHALL RECEIVE
THEIR PRIMARY POWER FROM BUILDING WIRING WITH BATTERY
BACKUP.
2. EXISTING MAIN HOUSE: BATTERY POWERED UL 2034/2075 RATED
CARBON MONOXIDE ALARM AND UL 217 RATED SMOKE ALARMS SHALL
BE INSTALLED IN MARKED LOCATIONS.
ELECTRICAL NOTES
1.PROVIDE ONE 20 AMP. CIRCUIT FOR BATHROOM OUTLETS. SUCH CIRCUIT SHALL HAVE NO OTHER
OUTLETS.
2.PROVIDE 2 DEDICATED GENERAL APPLIANCE CIRCUITS TO THE KITCHEN AREA.
3.ALL INSTALLED LUMINAIRES MUST BE HIGH EFFICACY IN ACCORDANCE WITH TABLE 150.0-A.
4.ALL RECEPTACLES IN BATHROOMS SHALL BE G.F.C.I.
5.SERVICE PANEL/METER UPGRADE OR NEW: OBTAIN LOCATION APPROVAL FROM THE ELECTRICAL
PROVIDER.
6.ALL BRANCH CIRCUITS SUPPLYING RECEPTACLE OUTLETS IN KITCHENS, BEDROOMS, FAMILY
ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, DENS, SUNROOMS, HALLWAYS, CLOSETS AND
SIMILAR ROOMS/AREAS SHALL BE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER (AFCI).
7.NON-HIGH EFFICACY LUMINAIRES SHALL BE SWITCHED ON A SEPARATE CIRCUIT FROM HIGH
EFFICACY LUMINAIRES.
8.ELECTRICAL OUTLET BOXES IN OPPOSITE FACES OF SEPARATION WALLS SHALL BE SEPARATED
HORIZONTALLY BY 24" . BACK AND SIDES OF BOXES TO BE SEALED WITH 1/8" RESILIENT SEALANT
AND BACKED WITH 2" MIN. MINERAL FIBER INSULATION.
9.ALL RECEPTACLE OUTLETS SHALL BE LISTED AS TAMPER-RESISTANT OUTLETS.
10.ALL OUTDOOR LIGHTING MOUNTED TO A RESIDENTIAL BUILDING SHALL BE HIGH EFFICACY LIGHTING
OR CONTROLLED BY A PHOTOCELL AND MOTION SENSOR COMBINATION.
PLUMBING NOTES
1.BATH FAN SHALL BE CONTROLLED BY HUMIDISTAT WITH ADJUSTMENT BETWEEN A RELATIVE
HUMIDITY RANGE 50-80%.
2.SHOWER WALLS ABOVE BATHTUB WITH SHOWER HEADS SHALL BE FINISHED WITH A SMOOTH,
NON-ABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6' ABOVE FLOOR.
3.SHOWER COMPARTMENT SHALL BE MINIMUM 1,024 SQ. IN. AND SHALL BE CAPABLE OF
ENCOMPASSING A 30 IN. CIRCLE.
4.PROVIDE A 12"x12" MINIMUM ACCESS PANEL TO BATHTUB TRAP CONNECTION UNLESS PLUMBING IS
WITHOUT SLIP JOINTS (CPC 405.2).
5.ALL TOILETS SHALL BE 1.28 GPF, SHOWERHEADS 2.0 GPM, AND FAUCETS 1.2 GPM, KITCHEN FAUCET
1.8 GPM.
6.FOR SHOWERS OR TUB-SHOWERS MAX. TEMPERATURE OF 120 DEGREE TO BE PROVIDED BY THE
USE CONTROL VALVE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE.
7.ALL GLAZING IN ALL DOORS, BATH/SHOWER ENCLOSURES MUST BE IDENTIFIED BY A LABEL AS A
SAFETY GLAZING.
8.WALL COVERING IN SHOWERS AND TUBS TO BE CEMENT PLASTER OR TILE EQUAL TO 72" ABOVE
DRAIN. ENCLOSURES MUST BE OF APPROVED SAFETY GLAZING AND DOORS MUST SWING OUT OF
SHOWERS. WINDOWS IN ENCLOSURE WALLS SHALL BE LABELED SAFETY GLAZING WHEN LESS THAN
60" ABOVE THE DRAIN, TYPICAL FOR ALL BATHROOMS.
9.GREEN BOARD GYPSUM OR WATER RESISTANT GYPSUM BOARD SHALL NOT BE USED AS BACKING
FOR CEILING FINISH INSIDE BATHROOM DUE TO CONDENSATION OR VAPOR.
10.WATER HEATER: SIZE PER TITLE 24 WITH VENT THROUGH OUTSIDE. PROVIDE P&T RELIEF VALVE ON
WATER HEATER. PROVIDE SMITTY PAN WITH DRAIN INSULATION/CLEARANCE PER MANUFACTURER
SPECS. WATER HEATER TANK (IF USED) MUST BE ADEQUATELY BRACED TO RESIST SEISMIC
FORCES: PROVIDE 2 STRAPS, 1 STRAP AT TOP 1/3 OF TANK AND 1 STRAP AT BOTTOM 1/3 OF THE
TANK.
11.PLUMBING VENT TERMINATIONS SHALL BE AT LEAST 10' FROM FRESH AIR INTAKE OR VENTILATION.
12.B-VENTS SHALL TERMINATE AT LEAST 4' FROM FRESH AIR INTAKE OR VENTILATION.
NE
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SHEET
A3
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
(N) FLOOR PLAN
SCALE: 1/4" = 1'-0"
ELEC. BOX HEIGHT
N.T.S.
AGING-IN-PLACE NOTES
A. REINFORCEMENT FOR GRAB BARS - AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH
CRC R327.1.
1) REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY.
2) REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER (1-1/2 INCH BY 7-1/4 INCH ACTUAL DIMENSION) OR OTHER CONSTRUCTION MATERIAL
PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 INCHES AND 39-1/4 INCHES ABOVE THE FINISHED FLOOR, FLUSH
WITH THE WALL FRAMING.
3) WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL.
4) SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
5) BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK
WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES ABOVE THE BATHTUB RIM.
6) WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR
INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY.
7) REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PRE-FABRICATED SHOWER ENCLOSURES AND BATHTUB WALL PANELS WITH INTEGRAL FACTORY-
INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB BARS IS PROVIDED.
8) SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR
INSTALLATION OF FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY.
9) BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF REINFORCEMENT SHALL BE PERMITTED, PROVIDED
REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING
AGENCY.
10) REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE SLAB FLOORS.
B. DOCUMENTATION FOR GRAB BAR REINFORCEMENT - INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED
IN THE OPERATION AND MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 4, DIVISION 4.4. (CRC R327.1.1.1)
C. ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - 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 INCHES MEASURED FROM THE TOP OF THE
OUTLET BOX AND NOT LESS THAN 15 INCHES MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. (CRC R327.1.2). EXCEPTIONS:
1) DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING LIGHTS; AND CONTROLS LOCATED ON
APPLIANCES.
2) RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A BUILT-IN
FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES.
D. DOORBELL BUTTONS - DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES (1219.2 MM) 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 INCHES (1219.2 MM) MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A
HEIGHT NOT EXCEEDING 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. (CRC
R327.1.4)
WATER HEATER - DRYER -
F.A.U. DOOR DETAIL
N.T.S.
SD
LEGEND
GFCI RECEPTACLE
WR GFCI WEATHER RESISTANT RECEPTACLE
TAMPER RESISTANT RECEPTACLE, 120V SINGLE PHASE, 20A,
CONTROLLED BY ARC-FAULT CIRCUIT INTERRUPTER (AFCI)
240V DEDICATED OUTLET, AMPERAGE AS INDICATED IN PLAN
CEILING-MOUNT RECESS LIGHT
OUTDOOR WALL-MOUNT LIGHT FIXTURE W/ PHOTOCELL & MOTION SENSOR
$LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$3 3-WAY LIGHT SWITCH WITH DIMMER (D) WHERE INDICATED
$vs VACANCY SENSOR LIGHT SWITCH
$W/D WASHER/DRYER DISCONNECT SWITCH, 20A, INSTALL PER MANU. SPECS.
EXHAUST FAN (100 CFM MINIMUM) W/ HUMIDITY CONTROL
IN-SINK DISPOSAL
AIR REGISTER ON CEILING
SMOKE DETECTOR
CARBON MONOXIDE DETECTOR
4" DRYER VENT W/ DAMPER, TERMINATED 30" ABOVE F.F. ON OUTSIDE WALL
4" SMOOTH SURFACE VENT W/ APPROVED WALL STRAP, TERMINATED ABOVE
ROOF THRU. APPROVED FLASHING, 14' LONG MAX., 2 ELBOWS MAX.
W/H 240V-50 GAL. WATER HEATER TANK, RHEEMTM MODEL XE50T10H22U
W CLOTHES WASHER
D CLOTHES DRYER
HOSE BIB WITH ANTI-SIPHON VALVE
AIR RETURN ON CEILING
ROOF-MOUNT ATTIC VENT
IAQ FAN (PER TITLE 24), 80 CFM MINIMUM
CO
18"
18"
PER PLAN
100 SQ. IN. MIN. ON
EACH LOUVER @
TOP AND BOTTOM
80"
15"
MIN.
48"
MAX.
F.F.
WINDOW SCHEDULE
WINDOWS' U-FACTOR = 0.3 AND SHGC = 0.23
A 48"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
B 60"x48" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
C 36"x36" SLIDING GLASS W/D, DUAL GLAZING, VINYL FRAME
D 36"x18" S.L. FROSTED GLASS W/D, DUAL GLAZING, VINYL FRAME,
TEMPERED GLASS
DOOR SCHEDULE
OPAQUE DOORS' U-FACTOR = 0.2
1 30"x80" HOLLOW CORE DOOR
2 28"x80" HOLLOW CORE DOOR
3 36"x80" HOLLOW CORE DOOR
4 36"x80" SOLID CORE ENTRY DOOR W/ TEMPERED GLASS
5 48"x80" CLOSET SLIDING DOOR
6 24"x80" INTERIOR RATED DOOR
7 24"x80" EXTERIOR RATED DOOR
DOORS 6 & 7 SHALL HAVE LOUVERS W/ DETAILS AS INDICATED HEREON
OW
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2
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2
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:
2
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2
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2
7
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DATE 2/20/2025
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1. STC-49 AND 1-HOUR FIRE RATED WALL
N.T.S.
SOURCE: USG FIRE-RESISTANT ASSEMBLIES
TEST NUMBER: UL U305 FOR DOUBLE WALL
5/8" SHEETROCK
FIRECODE C CORE
GYPSUM BOARD
1" AIR GAP
2x4 WOOD STUD
@ 16" O.C.
2 LAYERS OF 5/8"
SHEETROCK
FIRECODE C CORE
GYPSUM BOARD
2. STC-50 AND 1-HOUR FIRE RATED WALL
N.T.S.
SOURCE: USG FIRE-RESISTANT ASSEMBLIES
TEST NUMBER: UL DES U327 AND BBN-760903
5/8" SHEETROCK
FIRECODE C CORE
GYPSUM BOARD
3" THERMAFIBER SAFB
RC-1 CHANNEL OR
EQUIVALENT ONE
SIDE JOINTS FINISHED
2x4 WOOD STUD
@ 16" OR 24" O.C.
5/8" SHEETROCK
FIRECODE C CORE
GYPSUM BOARD
3'-1"
(N) FOUNDATION
(PER PLAN)
(N) 5" CONC. SLAB O/
VAPOR BARRIER
14
SD-2
8'-0"
CEILING
HEIGHT
8" MIN.
4x8 RIDGE
7/8" STUCCO
OVER SHEARWALL
WHERE OCCURS
9
SD-2
7/8" STUCCO
(TYP.)
WHERE
INDICATED
7
SD-1
1
SD-1
6
SD-1
R15 INSULATION
2x4 STUD @
16" O.C. (TYP.)
13
SD-2
12
4
12"
3
SD-1
5/8" TYP. X
DRYWALL TO
ROOF SHEATHING
GAFTM CLASS A ASPHALT
SHINGLES (ICC# ESR-1475) W/
DOUBLE LAYERS OF 30 LB.
UNDERLAYMENT ON RADIANT
BARRIER SHEATHING
2x6 R.R. @ 24" O.C.
R30 INSULATION
R15 INSULATION
5/8" TYP. X
DRYWALL TO
ROOF SHEATHING
ON BOTH SIDES
4x6 HEADER
D.F. #1
13
SD-2
3'-7"10'-7"
(E) FOUNDATION
2x8 C.J. @ 24" O.C.
(E) WALL
1" GAP
(E) ROOF FRAME
(E) RESIDENCE
5
SD-2
6
SD-2
2x4 STUD @
16" O.C. (TYP.)
16
SD-1
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SECTION S-S
SCALE: 1/2" = 1'-0"
SHEET
A4
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
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(N) ADU
799 SF
(N) JADU
431 SF
(E) WATER
METER
(E) GAS
METER
(E) POWER
POLE
PROPERTY LINE - 75.00'
PR
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9
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-
1
0
8
.
2
1
'
(E) 6'H WOODEN FENCE
(E
)
6
'
H
B
L
O
C
K
W
A
L
L
9'-1"27'-4"4'-0"
19'-7"
30'-3"
7'-0"
35'-5"
W MARTY LN
25'-0"
36'-3"
7'-0"
(E) 1-STORY
MAIN UNIT
1,248 SF
(E) GARAGE
353 SF
(E) PORCH
23 SF
5'-0"
(E) DRIVEWAY
AND IMPERVIOUS
SURFACE
20'-11"9'-1"18'-0"3'-6"4'-6"
34'-7"
18'-8"17'-3"4'-0"
10'-0"
FRONT YARD
LANDSCAPING
(N) 1"
WATER
METER
6'-0"
i=
0
.
2
5
%
F
L
i=0.25% FL
i=
0
.
2
5
%
F
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2
1
i=0.25% FL
i=
0
.
2
5
%
F
L
1
2%
M
I
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2%
M
I
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2%
M
I
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2%
M
I
N
2%
M
I
N
2%
M
I
N
2%
M
I
N
2%
M
I
N
2% MIN
2% MIN
2% MIN
2% MIN
2% MIN
2% MIN
(10.00 FS)
(ASSUMED ELEVATION)
11
.
6
5
F
L
(E
)
(E
)
(E
)
11.88 FS
12.18 FS
11.72 FS
12.34 FS
12.55 FS
12.30 FS
12.42 FS
12.42 FS
12.37 FS
12.08 FS12
.
0
0
F
L
SHEET
DR-1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
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DATE 2/20/2025
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DRAINAGE PLAN
SCALE: 1/8" = 1'-0"
DR
A
I
N
A
G
E
P
L
A
N
DIG ALERT (811) SHALL BE CONTACTED AND
COMPLIANCE WITH EXCAVATION SAFETY IN
ACCORDANCE WITH GOVERNMENT CODE 4216
SHALL BE FOLLOWED PRIOR TO ANY
EXCAVATION TAKING PLACE
TYPICAL GRAVEL BAG DETAIL
N.T.S.
1
EROSION CONTROL NOTES
1 INSTALL TYPICAL GRAVEL BAGS PER STD. SE-6, CALIFORNIA
STORM WATER BMP HANDBOOK
2 INSTALL 10'x10' MATERIAL STOCKPILE AREA PER STANDARD WM-3
4" PCC
90% COMPACTED
SUBGRADE
WALKWAY SECTION
N.T.S.
Pr
o
j
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c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
W
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2
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6
S-1
Pr
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c
t
N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
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S-2
PLASTER CREED
N.T.S.
EXTERIOR BEARING FOOTING
N.T.S.
24
23
20 16 12 08
15 07
04
03
14 10 06
05
02
011309
NON-BEARING INTERIOR WALL
N.T.S.
SIMPSON HOLDOWN W/ SSTB BOLT
N.T.S.
11
18
17
22
21 LANDING DETAIL
N.T.S.
NEW TO EXISTING FOOTING
N.T.S.
A36 THREADED HOLDDOWN BOLTS
N.T.S.
FOOTING INTERSECTION & CORNER
N.T.S.
SQUARE FOOTING
N.T.S.
DOWEL CONNECTION
N.T.S.
SQUARE FOOTING
N.T.S.
MONO-POUR ONLY
#4 DWLS T&B, 6" EMB.
INTO (E) FTG., W/ EPOXY,
ICC ESR-2508
SPECIAL INSPECTION
REQUIRED
EXISTING
EXISTING
FOOTING
CONT. REINF. BARS
PER PLAN
24"6"
NEW
NEW FOOTING
CONCRETE STEPS AND LANDING
N.T.S.
INTERIOR BEARING FOOTING
N.T.S.
MONO-POUR ONLY
19
Pr
o
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N
a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
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9
2
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6
SD-1
2-2X CEILING JOISTS
@ OPENING
2-2X BLKG
AROUND EDGES
HU2x-2 HANGER
PLATE SPLICING
N.T.S.24
23
20 16 12 08
19 15
04
03
14 10 06
05
02
011309
11
18
17
22
21
PIPING THRU PLATE FRAMING
N.T.S.
STUD NOTCHING/BORING LIMITS
N.T.S.
RIDGE DETAIL
N.T.S.
POST PER PLAN
BM. PER PLAN
BEAM TO POST CONNECTION
N.T.S.
INTERIOR NON-BEARING WALL
N.T.S.
WALL FRAMING
N.T.S.
SHEAR TRANSFER
N.T.S.
RAKE DETAIL
N.T.S.
DTC CLIP
2x BLKG. @ 24" O.C.
1/2" CLR.
DOUBLE PLATES
STUD WALL
JOIST OR
3 - 16d
RAFTER
JOISTS PARALLEL TO WALL
PER JST
JOISTS PERPENDICULAR TO WALL
STUD WALL
DTC CLIP
1/2" CLR.JST. OR RR
DOUBLE PLATES
FLUSH BEAM CONNECTION
N.T.S.
EAVE DETAIL (1-HR FIRE RATED)
N.T.S.
CALIFORNIA ROOF FRAMING
N.T.S.
SIMP. STRAP MSTC66 U.O.N.
2X STUDS @ 16" O.C.
2-2X STUDS OR POST
PER PLAN
DOUBLE TOP PLATES
SHEAR WALL WHERE
OCCURS
SIMPSON END POST
CAP PER PLAN
DRAG BEAM PER PLAN
EAVE DETAIL
N.T.S.
HRC PER PLAN
HIP
P
E
R
P
L
A
N
HIP
P
E
R
P
L
A
N
POST
PER PLAN
RIDGE PER PLAN
HIP ROOF DETAIL
N.T.S.
HIP TO TOP PLATE CONNECTION
N.T.S.
ATTIC OPENING DETAIL
N.T.S.
2X STUDS @ 16" O.C.
2-2X STUDS OR POST
PER PLAN
BEAM PER PLAN
POST PER PLAN
SIMP. STRAP ST6236
BENT IN HALF
BEAM PER PLAN
POST PER PLAN
BEAM IN
PERPENDICULAR
DIRECTION
CAP PER PLAN
CAP PER PLAN
STRAP PLACEMENT DETAIL
N.T.S.
SIMP. STRAP ST6236
2X STUDS @ 16" O.C.
SIMP. STRAP ST6236
BENT IN HALF
2X STUDS @ 16" O.C.
IN PERPENDICULAR DIRECTION
03
STRAP PLACEMENT DETAIL
N.T.S.
CRICKET DETAIL
N.T.S.
DRAG STRAP
PER PLAN
WALL PER PLAN
DBL. TOP PLATES
SIDE STRAP
ALTERNATE
IF NEEDED
RAFTER DRAG DETAIL
N.T.S.
Pr
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a
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e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
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SD-2
DESIGN CRITERIA:
Pr
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a
m
e
Date
Drawing Title
Project Number
DesignedDrawn
DRAWING NUMBER
Checked
ANY DISCREPANCIES. DO NOT SCALE DRAWINGS; USE FIGURED DIMENSIONS.
CONTRACTOR IS TO NOTIFY THE ENGINEER FOR CLARIFICATION OF
OR EXISTING FIELD CONDITIONS AGAINST DRAWINGS.
CONTRACTORS ARE TO VERIFY ALL DIMENSIONS ON DRAWINGS
CALIFORNIA RELATING TO STRUCTURES AND BUILDINGS.
RULES, REGULATIONS AND ORDINANCES OF THE STATE OF
THE BEST OF MY KNOWLEDGE, THE SAME COMPLIES WITH THE
HAS BEEN PREPARED UNDER MY SUPERVISION AND THAT TO
I HEREBY CERTIFY THAT THE ENGINEERING ON THESE PLANS
NO. DATE REVISION
NE
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SN-1
JA
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4
RE
P
O
R
T
SHEET
T1
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
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RE
P
O
R
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SHEET
T2
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
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(
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DATE 2/20/2025
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2
4
RE
P
O
R
T
SHEET
T3
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
OW
N
E
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TT
S
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(
7
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DATE 2/20/2025
NE
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A
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A
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C
O
D
E
SHEET
T4
REVISION
DATE BY
1
2
3
PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
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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REVISION
DATE BY
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PROJECT ENGINEER
BEN PHAN
10822 WOODWARD LN
GARDEN GROVE, CA 92840
TEL: (714) 251 4537
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.
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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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O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
CITY OF SANTA ANA
Planning and Building Agency
Garden Grove Unified School District
Certification of Compliance
Payment of School Facility Fees
Developer/Applicant Ua o Trml-
Address 2 Z Cl b
Telephone Number c/ / 7
Project Location
Street
Address,,
OFFICE USE 4&4"
Elem. School Int Ach!
O. 84roved
FOR PERMIT ISSUANCE
11 T S. S L L aster ID:
>etif 1&j Aj,� 4.7
city
High School
ZIP
rhomas Map No
---------------------------
Number of Square Feet U
of Residential Space ! X Total $ 3 U
Number of Square Feet
of Commercial and
Industrial Space
X
i
Total $
The above representations as to square footage are true. Developer/Applicant agrees that if it is
later determined that such representations are not true then this certificate shall automatically
terminate and the appropriate City/County shall be notified.
Applicant is hereby noticed that any party filing a protest regarding the imposition of fees
pursuant to Government Code Section 65995 and Education Code Section 17620 must do so
within 90 days from the payment of the fee.
11 l 71
z
Nate Devel K IApptfc—ant
-----------------------------------------------------------------------------------------------------------
Receipt of Payment
This certifies that the above -named Developer/Applicant has paid school facility fees in
compliance with Government Code Section'(�OriJUA_
655995 and Education Code Section 17620.
onJ
These fee have been received from 1 l
rkTAl (f w �� Aa�u��`dollars $
Cash Check '---Check No. � Ban � �y
Dat Superintend esignee
Garden Grove UP(fi School District
(714�663-6442
9703.69' (Rev. 6/14)
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
October 2, 2025
Project No. 17-00.15.47
Albert Luu
8563 Amazon River Cir.
Fountain Valley, California
Subject: Preliminary Foundation Investigation for Proposed Auxiliary Dwelling Unit (ADU)
and Junior Auxiliary Dwelling Unit (JADU) to One-Story Single-Family-Home,
2422 W. Marty Lane, Santa Ana, California
Introduction
This report presents the results of our preliminary foundation investigation for proposed ADU and
JADU to a one-story single-family-home at 2422 W. Marty Lane, Santa Ana, California (see Figure
1). The purpose of the preliminary foundation investigation is to provide preliminary geotechnical
design parameters for the foundation of the above-mentioned proposed structures. The proposed
structures will be wood-frame one-story-structures that are supported by conventional slabs and
perimeter footings. The total area of the proposed one-story ADU and JADU will be about 799 and
431 sqft, respectively. We anticipate that cut and/or fill will be minor (less than 2 feet thick).
The sites of the proposed structures are covered by concrete tiles and landscape area. The sites are
located in the back yard and side yard of the existing single family residence. The sites are
relatively flat areas. The property is bounded to the north by Marty Lane and to the other sides by
other residential properties. The overall area is also a relatively flat area.
Scope of Work
The scope of work for this preliminary foundation investigation consisted of the following:
• Field exploration, consisting of drilling and logging of one boring to a depth of 5 feet;
• Laboratory testing of selected soil samples considered representative of the subsurface
conditions to evaluate the pertinent engineering and physical characteristics of the
representative soils;
• Engineering analyses of the collected data to develop geotechnical parameters for foundation
design of the proposed new structures; and
• Preparation of this report presenting our findings, conclusions, and recommendations.
2422 W. Marty Lane
October 2, 2025
Page: 2
Field Exploration and Laboratory Testing
Field Exploration. The subsurface conditions were explored by drilling one boring by means of a
handheld auger. The depth of the boring is about 5 feet below the existing ground surface. The
approximate location of the boring is shown on the Boring Location Map in Figure 2. Groundwater
was not encountered during our drilling. Details of the field exploration, including the log of the
boring, are presented in Appendix A.
Laboratory Testing. Soil samples considered representative of the subsurface conditions were tested
to obtain or derive relevant physical and engineering soil properties. Laboratory testing included
moisture content and insitu density, expansion index and sieve analyses.
Moisture content and insitu density test results are shown in the Boring Logs in Appendix A. The
remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are
also included in Appendix B.
Subsurface Soil Conditions
The subject site of the proposed ADU is predominantly underlain by silty sand with trace of fine
gravel. The consistency of the encountered subsurface soils materials is medium dense with damp
moisture content. No groundwater was encountered during our drilling.
Conclusions and Recommendations
1. Foundation and Slab Design
The proposed development will not have an adverse impact on the existing nearby structures. The
proposed site is suitable for the intended use provided all the following recommendations are
implemented.
The following foundation recommendations were prepared without any information about the
maximum and average column loads of the new building. Once the information is available, the
following recommendations may be revised to reflect the actual conditions of the proposed building.
The foundation criteria given below have been generally observed to be practical in mitigating the
potential structural damage due to very low soil expansion.
2422 W. Marty Lane
October 2, 2025
Page: 3
Additional expansion index tests need to be performed after completion of pad to verify that the
expansion index of the underlying soils is as stated above. If the test results indicate that the
underlying soils are not classified as very low expansive soils for the area of the proposed slab-on-
grade, the recommendations below should be adjusted accordingly.
Other professionals in the design team may have different concerns depending on their own
discipline and experience. Therefore, our recommendations should be considered as minimum and
should be superseded by more restrictive recommendations of other members of the design team or
the governing agencies, if applicable.
Footing Design. The following minimum criteria should be adopted for the footing design:
a. Allowable Bearing Capacity: qall = 1,500 psf
b. Minimum Footing Width: 12 inches
c. Minimum Footing Depth: 18 inches
d. Minimum Reinforcement: 2 # 5 bars at both the top and bottom in continuous
footings
Notes:
i. Depth of footing is measured from the lowest adjacent grade.
ii. Allowable bearing capacity may be increased by one-third for short-term wind or
seismic loads.
iii. The above-mentioned footing dimensions recommendations should not be considered
to preclude more restrictive criteria of regulating agencies or by the structural
engineer/architect.
iv. The design of the foundation system should be performed by the project structural
engineer, incorporating the geotechnical parameters described above.
Slab Design. The following recommendations should be incorporated for the slab-on-grade design:
a. The minimum thickness of slab-on-grade should be 5 inches.
b. The minimum steel reinforcement for slab-on-grade should be # 4 located at mid-
height on 18-inch centers both ways (or equivalent).
c. A modulus of subgrade reaction of 100 lb/in2/in may be utilized for the slab design
d. Moisture barrier (visqueen) of a minimum 10-mil thick should be placed-in below
the slab; and located in middle of a minimum of 4 inch thick of sand that is placed
underneath the slab in accordance with an equivalent method specified in Section
4.505.2.1 of the California Green Code.
Concrete Flatworks. The minimum thickness for concrete flatworks is 4 inches in order to minimize
potential for excessive cracks. In addition, construction joints or weakened plane joints should be
provided at 6-foot frequent intervals.
2422 W. Marty Lane
October 2, 2025
Page: 4
Cement Type. Based on the type of subsurface soils, Type V cement and water-cement ratio of 0.45
or less may be used for concrete in contact with the on-site soils.
2. Seismic Design
The most widely used technique for earthquake-resistant design applied to low-rise structures is the
California Building Code (CBC). The basic formulas used in the CBC require determination of the
site class, which represents the site soil properties at the site of interest. The 2022 CBC seismic zone
for use in the seismic design formula is Site Class D. The Seismic Design Maps is included in
Appendix C.
According to Section 1803.5.12 of 2022 CBC, the potential consequences of liquefaction and soil
strength loss are total and differential settlements, lateral soil movement, lateral soil loads on
foundation, reduction in foundation soil-bearing capacity and lateral soil reaction and flotation of
buried structures. Each and/or combination of these potential consequences of liquefaction and soil
strength loss may create significant distresses to the proposed ADU and JADU. The proposed ADU
and JADU maybe inhabitable and need major repair/reconstruction. The owner should be solely
responsible to repair/reconstruct due to distresses from consequences of liquefaction and soil
strength loss.
In the case of an earthquake event on any one of several active faults in the nearby area, the site
would be subjected to strong ground motion. This hazard is not unique to this site, but is endemic to
all areas in Southern California region.
3. Grading and Earthwork
Overexcavation/Removals. The upper 24 to 36 inches of the subsurface soil materials under the
proposed location of the proposed slabs may consist of uncertified fills, roots, organic and/or be
disturbed. Therefore, we recommend that all deleterious materials including concrete are discarded
off site and the upper 36 inches of the subsurface materials be removed and replaced with compacted
fills. Onsite soils may be reused provided all deleterious materials are removed. The extent of the
removal should be within the proposed concrete slabs footprint and 3 feet beyond it, if possible. The
removal bottom and compacted fill should be prepared in accordance with the recommendations
stated below.
Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed
from the proposed new structure.
Fill Compaction. All fill and backfill to be placed in association with site development should be
accomplished at slightly over optimum moisture conditions, if any. The minimum relative
compaction recommended for fill is 90 percent relative compaction based on maximum dry density
performed in accordance with ASTM D-1557. Fill should be compacted by mechanical means in
uniform horizontal loose lifts not exceeding 8 inches in thickness.
2422 W. Marty Lane
October 2, 2025
Page: 5
Fill Material. The on-site soils can be used for compacted fill. However, during grading operations,
soil types other than those analyzed in the geotechnical reports may be encountered by the
contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils
for use as fill and as finished grade soils.
Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils
exhibiting any expansion potential should not be used as import materials. Both imported and on-
site soils to be used as fill materials should be free of debris, organic and cobbles over 6 inches in
maximum dimension.
Site Drainage. Foundation and slab performance depends greatly on how well runoff waters drain
from the site. This is true both during construction and over the entire life of the structure. The
ground surface around structures should be graded so that water flows rapidly away from the
structures without ponding. The surface gradient needed to achieve this depends on the type of
landscaping.
In general, we recommend impermeable areas such as paved and concrete flatwork within a
minimum distance of 10 feet from a building (measured perpendicular to the face of the wall) should
be sloped away at a minimum gradient of 2%. Other areas such as lawn and vegetated areas should
have minimum descending gradients of at least 5% within 10 feet of the building (measured
perpendicular to the face of the wall).
Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30,
which may then be jetted. Existing soils may be utilized for trench backfill provided they are free of
organic materials and rocks over 6 inches in dimension.
The backfill should be uniformly compacted to at least 90% relative compaction based on maximum
density performed in accordance with ASTM D-1557.
Excavation. Excavation within 3 feet from the existing building should be limited to 24 inches deep.
Otherwise, underpinning of the existing foundations may be warranted.
4. Review of Plans
The geotechnical consultant should review the final construction plans and specifications in order to
confirm that the general intent of the recommendations contained in this report have been
incorporated into the final plans and design documents. Also, the plans will be compared to the
preliminary plans used in the preparation of this report in order to evaluate the effect of any major
changes with respect to the geotechnical recommendations given in this report.
2422 W. Marty Lane
October 2, 2025
Page: 6
5. Geotechnical Observation and Testing
The findings, conclusions and recommendations in this report are based upon interpretation of data
and data points having limited spacial extent. Verifications and refinement of actual geotechnical
conditions during grading is very important. At minimum, geotechnical observation and testing
should be conducted by the geotechnical consultant during the following stages of grading and
construction:
• Upon completion of remedial removals, prior to fill placement, if any
• During removal bottom scarification, if any
• During fill placement, if any
• Upon completion of any footing excavation prior to pouring concrete
• During backfilling of any utility trenches
• When any unusual conditions are encountered
The geotechnical engineering firm providing geotechnical observation/testing shall assume the
responsibility of Geotechnical Engineer of Record.
If you have any questions regarding this report, please call us. We appreciate the opportunity to be
of service.
Sincerely,
TORO INTERNATIONAL
Hantoro Walujono, GE 2164
Principal
Attachments: Figure 1: Site Location Map
Figure 2: Boring Location Map
Appendix A: Boring Logs
Appendix B: Laboratory Test Results
Appendix C: Seismic Design Maps
References: 1. California Building Code (CBC), 2022
2. California Green Code, 2016.
EXP. 3/31/27
FIGURE 1
SITE LOCATION MAP
2422 W. MARTY LANE
Geotechnical Engineering
PROJECT No.17-00.15.47
TORO INTERNATIONAL
FIGURE 2
BORING LOCATION MAP
2422 W. MARTY LANE
Geotechnical Engineering
PROJECT NO. 17-00.15.47
TORO INTERNATIONAL
LEGEND
Approximate Location of Boring B-1 B-1
B-1
APPENDIX A - BORING LOGS
APPENDIX A - Field Exploration
Subsurface conditions were explored on September 25, 2025 by drilling one boring to a maximum
depth of approximately 5 feet. The borehole was advanced by a handheld auger. The drilled
borehole was located in the field by tape measurements from known landmarks. Its location as
shown is therefore within the accuracy of such measurements.
The field explorations were performed under supervision of our engineer who prepared detailed log
of the boring, classified the soil encountered, and obtained soil samples for laboratory testing.
The soils were classified based on visual observations during the field investigation and results of
the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil
Classification System.
TORO INTERNATIONAL
GEOTECHNICAL ENGINEERING
Site Name 2422 W. Marty Lane Site Address 2422 W. Marty Lane, Santa Ana
Project Number 17-00.15.47 Date September 25, 2025
Equipment Hollow Stem Flight Auger Drive Weight -
Average Drop -Elevation (ft)114 (Assumed)
Hole Diameter 4 inches Eng/Geologist HW
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GEOTECHNICAL DESCRIPTION
B-1 - - 2.8 SM @ 1': Brown fine silty sand with trace of fine gravel, damp, medium dense
S-2 - - 2.4 SM @ 2': same as before except fine to medium grained silty sand
-- -
5 109 S-4 - - 4.2 SM @ 4': same as before
Total Depth: 5 feet
10 104
15 99
20 94
25 89
30 84
BORING NO. B-1
Sheet 1 of 1
APPENDIX B - LABORATORY TEST RESULTS
APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS
Moisture Content and Dry Density
Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry
Density was determined for relatively undisturbed ring samples only. The test procedure is in
accordance with ASTM 2216-90. The results of moisture content and dry density are presented in
the Boring Logs.
Expansion Index
Expansion Index tests were performed in accordance with ASTM D 4829. The results of the tests
are shown in Table B-1.
Sieve Analyses
Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs
showing relationship of the various sizes of soil particles versus the percentage passing are shown in
Figure B-1.
TABLE B-1. EXPANSION INDEX TEST RESULTS
Boring
Number
Depth
(feet)
Soil Description
Expansion
Index
Expansion
Potential
B-1
0-5
Brown Silty Sand
14
Very Low
Sample Depth Percent Passing
(ft) No. 200 Sieve
B-1 S-3 3 16.6 SM
Project Name: 2422 W. Marty Lane
Project No.: 17-00.15.47 Figure: B-1
TORO INTERNATIONAL
GRAIN SIZE DISTRIBUTION CURVE
ASTM D422
Boring No. Sample No. Soil Type
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Particle Diameter in Millimeters
Pe
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P
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s
s
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b
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t
APPENDIX C
ASCE 7 HAZARDS REPORT
ASCE Hazards Report
Address:
2422 Marty Ln
Santa Ana, California
92706
Standard:ASCE/SEI 7-16 Latitude:33.769211
Risk Category:II Longitude:-117.902479
Soil Class:D - Stiff Soil Elevation:108.80421814052751 ft
(NAVD 88)
Page 1 of 3https://ascehazardtool.org/Wed Oct 01 2025
SS : 1.34
S1 : 0.476
F a : 1
F v : N/A
SMS : 1.34
SM1 : N/A
SDS : 0.893
SD1 : N/A
T L : 8
PGA : 0.568
PGA M : 0.625
F PGA : 1.1
Ie : 1
C v : 1.368
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Wed Oct 01 2025
Page 2 of 3https://ascehazardtool.org/Wed Oct 01 2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Wed Oct 01 2025
STRtJCTURAL CALCULATIONS Date: 06/30/2025
Project Location:
Owner:
Prepared by:
Huilding Code Edition:
Concrete:
l:oundation:
Structural Steel:
Pipe Columns:
Weiding:
Concrete Masonry:
Groul:
Reinl(n·cing Steel:
Wood Framing:
Studs, joists, rafters:
Beams and posts:
G !u lam:
Parallam 2.0 PSL:
Microllarn LVL:
Plywood:
TJI:
2422 W. Marty Ln.,
Santa Ana, CA 90706
Toan Tran (Luan)
1-Story ADU Addition
Ben Phan, P.E. (714) 251-4537
11541 Elizabeth Street
Garden Grove, CA 92840
2022 California Building Code
f c =2,5000 psi @ 28 days
Ready-mixed concrete per ASTM C94
Concrete aggregates per ASTM C33
Cement ASMT C150 Type V u.n.o.
Minimum allowable soil bearing pressure= 1,500 psf.
ASTM A-36, ASTM a-92
ASTM A-53, Grade B
Electric arc process by certified welders in approved licensed fabrication
shop.
ASTM C90, GradeN, fm = 1,500 psi
Type M, 1:3:1/4 mix; Cement:Sand:Hydrated Lime or Lime Putty.
1:3:2 mix; Cement:Sand:3/8" pea gravel; f c = 2,000 psi.
Deformed bars per ASTM A915; Grade 40 for #4 and smaller; Grade 60
for #5 and larger.
WCLIB or WWPA Grading Rules Agency
Douglas Fir-Larch #2
Douglas Fir-Larch # 1
24F-V4 or 24F-V8 OF/OF (cantilevered)
ICC ESR-1387
ICC ESR-1387
4 or more plies, Structural 1 or CD, CC Structural Panel per PS-1-95
ICC ESR-1153 (TLevel)
AU inlonnation shown on plans relative to existing conditions are provided as the best present knowledge
but without guarantee of accuracy. Where actual conditions conflict with the plans, they shall be reported
to the Engineer so that modifications may be made in writing. Modifications of plans and details shall not
be made without written approval of the Engineer. By accepting this calculations or report, the Engineer
shall not be held liable for discrepancies not brought up to the attention of the Engineer. The design
analysis and calculations were done in accordance with generally accepted engineering principles and
practice.
l~tj
ROOF DEAD LOAD :
Compl Shingles Roofing
Sheathing/Insulation
.2X RR@ 16" OC
2X C.J@ "16" OC
Drywall Ceiling
MPE
Future Solar Panels
MISCELLANEOUS
1SLOPE CORRECTION "X:12"
MISCELLANEOUS
HOOF DEAD LOAD :
HOOF SNOW LOAD :
HOOF LIVE LOAD :
TOTAL. rmOF LOAD:
II
=
4.00
=
=
=
ROOF TYPE 1
6.0 PSF
1.5 PSF
2.0 PSF
2.0 PSF
2.2 PSF
1.0 PSF
3.0 PSF
1.3 PSF
19.0 PSF
1.05 PSF
0.01 PSF
20.0 PSF
§PSF PSF
PSF
10.0 PSF
1.~ PSF
2,0 PSF
0.4 PSF
2.2 PSF
'-----~1.-=-'0 PSF
17.0 PSF
D ~~~
PSF
PSF
= ~0 PSF
RR
RR
RR
CJ
CJ
CJ
CJ
CJ
FLAT LOAD:
Comp. Shingles Roofing
Sheathing/Insulation
2X RR@ 16"0C
MPE
MISCELLANEOUS
SUB-TOTAL
SLOPE CORRECTION "X:12"
MISCELLANEOUS
ROOF DEAD LOAD :
RO()F SNOW LOAD :
ROOF LIVE LOAD :
TOTAL ROOF LOAD:
Finish .flooring
3/4" subfloorihg
2x12 @16"oc
Int. non-brg wall
1/2"gypsum board
R19, M/P/E, & others
FLOOR DEAD LOAD :
FLOOR LIVE LOAD :
TOTAL FLOOR LOAD
I FIRST FLOOR LOADS
DECK DEAD LOAD
DECK LIVE LOAD
•; GEOTECHNICAL ENGINEER : '--'-='-'-'l::.l==::___:=..:::.::.:::.:::.:~.::.:.:.:::.:..:.:.:::,___j
'BASIC BEARING PRESSURE
1 PADS & CONT. FNDT. = Qa
INCREASE FOR WIDTH
INCREASE FOR DEPTH
1\11!\X SOIL PRESSURE -Qa
, ALLOW PASSIVE PRESSURE
=
=
=
ALLOW SOIL FRICTION =
1,500 PSF ISOLATED FOUNDATIONS
0.0 %
0.0 %
1,500.0 PSF
0.01 PCF
.__ ___ 0::..;..3.:-J_
EQU/V. FLUID PRESSURE
ROOF TYPE 2
3.0 PSF
1.5 PSF
3.0 PSF
0.0 PSF
0.0 PSF
1.0 PSF
0.0 PSF
1.5 PSF
10.0 PSF
~ 1.00 PSF
o.oj PSF
=
=
=
10.0 PSF
§§i PSF
PSF
0 PSF
0.0 PSF
0.0 PSF
0.0 PSF
. 0.0 PSF
0.0 PSF
o,o PSF
'-----:0;:'-.0:::-' PSF
40.0 PSF
40.0 PSF
0
0.0
o.oj
PSF
PSF
PSF
PSF
PSF
'--------'-'0 I PSF
O.Oj PCF .__ __ __;;.._"-'
Announcement
ASCE 7-22 is now available.
2422 Marty Ln, Santa Ana, CA 92706, USA
La~t~'tuch;~~ Longitude: 33.7690962, ... 111 .9024494
Gloria
Date
Design Code Reference Document
· Risk Category
·Site Class
Type Vaiue Description (Data)
6/30/2025, 11 :43:55 PM
ASCE?-22
II
Default
Map data @2025
Ss 1.53 The MCER spectral response acceleration at 0.2 seconds for Site Class BC, in units of g.
· s,1 0.58 The MCER spectral response acceleration at 1 second for Site Class BC, in units of g.
SMs = 1.5 x S 08 , the Risk-Targeted Maximum Considered Earthquake (MCER) spectral
S1v1s ·J. 78 response acceleration for short periods (of the two-period spectrum) and the user-specified
Site Class.
SM1
SM 1 = 1.5 x s 01 , the MCER spectral response acceleration for 1 second (of the two-period 1.27 spectrum) and the user-specified Site Class.
,1.19 The design spectral response acceleration for short periods (of the two-period spectrum)
and the user-specified Site Class, in units of g.
The design spectral response acceleration for 1 second (of the two-period spectrum) and 0 ·84 the user-specified Site Class, in units of g
Type Value Description (Data Contd.)
SOC D Seismic desiqn cateqorv
Latitude 33.7690962. North
Longtitude = ···1 "17 .90245 West
Occupancy Category II
I (Table 1.5-2) Important Factor (I) = 1.00
Shear Panels Timber Frames
R 6.50. 1.50
no = 3.00 1.50
cd 4.00 1.50
p= = 1.30 1.00
Use Simplified Alternative Structural Design
F = I 1.00 I
V (F*Sos)/R
V 0.24 Shear Panels
DESIGN WIND VELOCITY (V3 5 )
Vrm
Occupancy Category
lmporiant Factor (I)
Exposure Category
Adjustment Coefficient (A.)
Kzr
Ps
=
=
MWFRS Des
110.0 MPH
110.0 MPH
II
1.00 (Table 1.5-2)
c
1.29 (Figure 28.6-1)
1.00
Ss
s1 =
Site Class =
Fa =
Fv =
F =
v =
v
Roof Height
Wall Height (2ndt floor) =
Wall Height (1st floor) =
Total Height
Mean Roof Height
Roof Angle
Building Width
Building Length =
Eave Height
Mean Roof Height =
1.530 g
0:580 g
D
1.20
1.80
1.00
(F*Sos)/R
0.82 Timber Frames
5.0
0.0 · ..
8.0
13.0
10.5
18.4
34.60
61.25
8.0
10.5.
a=
2a =
FT
FT
FT
FT
FT
Edge (a)
3.5
4.2
3.5
6.9
FT
FT
FT
FT
FT
FT
lOAD:
Roof weights
Roof DL (horiz. Proj.) =
Ext. Wall DL =
Int. Shear Wall DL =
Wall Height (1st floor) =
Roof Height =
Total height, hn =
N-S Length=
E-W Length=
Roof Area=
Tributary Ext. Walls to Roof =
Tributary Int. Shear Walls to Roof=
Roof Weight =
Tributary Ext. Walls to Roof=
Tributary Int. Shear Walls to Roof=
\f\froof =
Total DL (W) =
Total Base Shear (V) =
Design Base Shear :
Period: T=Ct(hn)314 = 0.02*(hn)314 =
Vertica~ distributions of seismic forces· r .. -le=~:=E {!b) Area (fe) Fx N-S (lb)
~~-R.ooT ·-56,448 2,119 13,819
1st Floor
Fpx N-S
(I b)
13,819
Shear
E-W
20.0
17.0
7.0
8.0
5.0
13.0
34.6
2,119.3
191.7
34.6
42,444
13,036
969
56,448
56,448
13,819
0.137 sec
V=
V=
N-S
20.0
17.0
7.0
8.0
5.0
13.0
61.3
2,119.3
191.7
61.3
42,444
13,036
1,715
57,194
57,194
13,819
E-W
0.24
13,819
0.2 SosW
(lb) Use (lb)
13,819 13,819
Diaphragm
E-W
20.0
17.0
7.0
8.0
5.0
13.0
34.6
-
2,119.3
122.5
34.6
42,444
8,330
969
51,743
51,743
N-S
0.24 w
13,819 lbs
fx N-S
(psf)
6.52
N-S
20.0
17.0
7.0
8.0
5.0
13.0
61.3
-
2,119.3
69.2
61.3
42,444
4,706
1,715
48,864
48,864
fpx N-S
(psf)
6.52
psf
plf
plf
ft
ft
ft
sq.ft.
ft
ft
I
I
I
I
I
I
bs.
bs.
bs.
bs.
bs
bs
I L; 56,448 13,819 13,819 ~--·--~.~~~----~--~~--~~~----~-----L----~----~
FxE-W (I b) Fx E-W wx 0.2 SosW Use (I b) fx E-W fpx E-W
(I b) (psf) (psf)
13,819 13,819 13,819 13,819 6.52 6.52
13,819 13,819
LongRtudnnal Direction:
Shear Wa!ls (Vertical):
High Roof Level: ---------------~~~~~~~~--~~~--~~--r---~--.-------~------~~-------. 1 1 to 2 2 2 to 3 3 -----~--~----~~~~~~~~--~~~--~~--r-~~--+--------+------~---------4 fx(psf) 6.52 6.52 6.52 6.52 6.52 -·-------'-'----'--·-l----~~----~------~------r----+-----+------t------4
__ Spacing (ft) 17.25 17.33
Depth (ft) 611.25 61.25 10 -----~~~~--+-~~--r----~~~~~~------+--~--1-----+----~---~
Net D (b, ft) 22.00 22.0 8.0
V5 ,,ismic (lb) 3,445 4,010 565 ______ ___:___:___:_-4-~---+--------+------+-------~-------t-----l-------+------l
! Vwind (lb) 1,961 1,961 1,961
I Vgoverns (!b) 3,445 4,010 1,961
-----v~-~~-J,pi"'rr;)--+--:-15:::::7=---+------+--1::-::8:-:::2---+------+--;:2-;-45:::---+----+--------+-------l
t~ Vractoffi~.d(~p_lf~)---l-----1_57-+-----+---18_2-+----~---2_4_5-l-------~--------+------~
! Vractore/1.0(plf) 157 182 245
~-----------~----+------r-------r--------+------;-------t-----+----~ i iViin. D (ft) 6.00 10.0 8.0 1
,----------::7---!------~----+-----~+-------+----:---:----t---------il-----+------·l I f"io (lb-ft) 7,516 14,581 15,692
·------·----,-:-:::---+-------1----+-------+-----+------+-------t-------~-----l r w~,(plf) 86 86 86
Wwall (plf) 136 136 136
I 0.6*M,~ (lb-ft) 2,402 6,671 4,269
~---------------+---~---+------l---------l--------+----___:~---------l--------+---------1 I Tie-down (6") I YES YES YES ~---·------·----'-·--'--+-----+------+-------;--------+------t---------t--------+---------j ! Tie-down (lb) 930 833 1,523
Tie-down HDU2&SSTB16 HDU2&SSTB16 HDU2&SSTB16 t= Comp.Po_s_t--~---2--2~x4-.-------.---2---2x-4-.------.----2--2-x-4"--------t--------+---------t
D + E/1.4
E = p E 11
p== 1.30
,_._,......_ ... _.NUMt:al~leiPIOIB~
all (grid line) I.Fabove (lb) LFX (I b) Ftotal v=E/1.4b Shear# Wall Length Sheathing 1 Allowable Shear
(I b) (plf) (ft) or 2 sides (plf)
>ml;i'ISio~~=
1 -3,445 3,445 157 1 22.0 1 280 ---2 -4,010 4,010 182 1 22.0 1 280
:~ -1,961 1,961 245 1 8.0 1 280
Diaphwagm (horizontal):
Roof Level· r·----·----1 1 to 2 2 2 to 3 3 r:~~~-~,( p(~~ 6.52 6.52 6.52 6.52 6.52
17.25 17.33 r---
___ _Q~pth (ft) 61.25 61.25 10
Area (ft2) 1,057 1,061
fseismic(plf) 56 56
Vwind(plf) 16 16 -·
Governs Seis. Seis. f--
Vgoverned(plf) 56 56 r·-Roof Pane! 1/2" CDX 1/2" cox
Shear 270 270
____ Edge Nail 8d.@ 6" 6" 12" 8d@ 6",6",12" ' '
Transverse Direction:
Shear Waijls {Vertical):
--[
f-____ fxQ)sf)
! --· se:-'cing (ft) r I
I
Depth (ft) -
--~--~-t~t C!JE.J!l. I
~ V seismic (I b) --·-------
[-Vwind (lb)
•N• .. m~-·-•
Vgoverns (lb) !
!
i ----··v;;>Verns( pi!-)
1,~
' ~·--~"l.ll~"'"'"""""""--t.O"""
Vtactored(plf) i_
' Vtoctore/1.0 (plf) -------
i
i' I
I
--
·-·-
Min. D (ft)
Mo (lb-ft)
Wroof (pif)
Vl\vall (plf)
r--0.6*MR (lb-ft) -
Tie-down (6")
---~~_ie-down (lb)
Roof Level
A
6.52
34.6
8Jj0
1 '128
1,386
1,386
173
173
'173
8.00
11,086
50
136
3,573
YES
939
A to B B B to C c C to D D
6.52 6.52 6.52 6.52 6.52 6.52
10 14.75 36.6
34.6 17.25 17.25
8.00 10.42 7.00
1,958 2,888 2,058
1,386 1,386 1,386
1,958 2,888 2,058
245 277 294
245 277 294
245 277 294
8.00 10.42 7.00
15,661 23,103 16,467
60 70 80
136 136 136
3,765 6,712 3,176
YES YES YES
1,487 1,573 1,899
--~!:_1~-down --1-HDU2&SSTB16 I~
L
HDU2&SSTB16 HDU2&SSTB16 HDU2&SSTB16
--~?mr..:..£~st j_ 2-2x4
D + E/1.4
E = p Eh
Ttransve;r:se Shea!' Walls
·---··-~t-"~-·
rid line) L:Fabove (lb)
-·-""'~~ --
~ ----. -
---
Diap!uarJm (horizontal):
,.._.,....,.,._..~·~--·
·-·~-··-·~--~~--
I
... ~_, ... _!px\!Jsf)
-~·
r ~
i
I
L (ft)
Depth (ft)
Area (fe)
f seismic( P If)
VwinC:(plf)
Governs
:~···~~----
'·
V governed(p!f)
i·~----· i=<.oof Panei
Shear i··----·
Roof Level·
A
6.52
34.6
L:Fx (I b)
1,386
1,958
2,888
2,058
A to B
6.52
10
346
33
20
Seis.
33
1/2" cox
270
l .... _ Edgf::__ N~--8d@ 6",6",12"
2-2x4 2-2x4 2-2x4
p= 1.30
Ftotal v=E/1.4b Shear# Wall Length Sheathing 1
(I b) (plf) (ft) or 2 sides
1,386 173 1 8.0 1
1,958 245 1 8.0 1
2,888 277 1 10.4 1
2,058 294 1 7.0 1
B B to C c Cto D D
6.52 6.52 6.52 6.52 6.52
14.75 36.6
34.6 11.25 17.25
254 631
48 119
40 40
Seis. Seis.
48 119
1/2" cox 1/2" cox
270 270
8d@ 6",6",12" 8d@ 6",6",12"
Allowable
Shear (plf)
280
280
280
280
7
DESCRIPTION: RR-1 @ 16" OC
CODE REFERENCES
Project Title:
Engineer:
Project 10:
Project Oeser:
..... --··-·········-···-··-·-·-·-·-----··----------------------------------
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
IV~~t~Eei3JI __ f'_e:q;;_p~!!!~~-_________________ _
/\nalysis Method : Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb-
Fe-Pr/1
Wood Species Douglas Fir-Larch Fe-Perp
Wood Grade :· No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(0.019995) Lr(0.02666) .. -------··---·r;-··----------------~----------------~
!.
Span = 8.50 ft
!
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210 pcf
Repetitive Member Stress Increase
f.iJliP~!~d -~-~~~~------·-·-·-Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : 0 == 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Loads)
QE;S!GN $liil!IJY!ABX
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
Location of maxil:num on span
Span #where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upwarcl Transient Deflection
Max Downward Total Deflection
Max Upwarcl Total Deflection
=
=
=
=
=
0.413: 1 Maximum Shear Stress Ratio = 0.149: 1
2x6 Section used for this span 2x6
694.22psi fv: Actual = 33.61 psi
1 ,681.88psi F'v = 225.00 psi
+D+Lr Load Combination +D+Lr
4.250ft Location of maximum on span = 0.000 ft
Span# 1 Span #where maximum occurs = Span# 1
0.095 in Ratio= 1077 >=360 Span: 1 : Lr Only
0 in Ratio = 0 <360 n/a i
0.172 in Ratio = 593 >=180 Span: 1 : +D+Lr i
0 in Ratio= 0 <180 n/a 1
................................................................................................................................................................................................................................................................................................................................... .1
Maximum Forces & Stresses for load Combinations
·LoaCi-comiiinaHoil ______ l\llax stress Ra 1os Moment Values Shear Values --------
Segment Length Span# M v CD CM Ct CLx CE Cfu c. C r M fb F'b v fv F'v I -·----~---·-
D Only 0.0 0.00 0.0 0.0
Length"' 8.50 ft 0.258 0.093 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.20 312.2 1,211.0 0.08 15.1 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length== 8.50 ft 0413 0.149 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.44 694.2 1,681.9 0.18 33.6 225.0
I·D+O 750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length= 8.50 ft 0.356 0.129 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.38 598.7 1,681.9 0.16 29.0 225.0
+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length = 8.50 ft 0.087 0.031 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.12 187.3 2,152.8 0.05 9.1 288.0
DIESCR~IPTION: RR-2@ 16" OC
CODE REFERENCES
Project Title:
Engineer:
Project 10:
Project Oeser:
----------·····----------------------------------------------
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Lo<Jd Combination Set: ASCE 7-16
i\l~§lt~_!~<l !_ ~~{)Pf!'~rt~-~~---_____ _
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900.0 psi
1 ,350.0psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
Bearn is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Span= 5.0 ft
folfi'j:)'!!_G_'-!_~:~~icJ~.-____ ______________ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Loads)
[)t; s;q N $' £JMNJABY
Maxirnurn Bending Stress Ratio
Section used for this span
fb: Actual
F'b
l_oad Combination
l_ocation of maximum on span
Span #where maximum occurs
Maxirnurn Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
i\llax Downward Total Deflection
Max Upward Total Deflection
=
=
=
0.302 1
2x4
585.22psi
1 ,940.63psi
+D+Lr
2.500ft
Span# 1
0.044 in Ratio=
0 in Ratio=
0.079 in Ratio=
0 in Ratio=
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
1364>=360 Span: 1 : Lr Only
0<360 n/a
761>=180 Span: 1 : +D+Lr
0<180 n/a
!\ih:mimw1l1 fo1rces & Stresses for load Combinations
Li:iadr~(),1,Tiii1-alion --------rvraxstresSRa 1os lllloment 'Values --------
Segment Length Span# M v CD CM ---··-----~---···-· -----------···---·-------· Ct CLx CF Cfu ci C r M fb
D Only
Lengtr1 '" 5.0 ft 0.185 0.083 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.07 258.8
+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Length = 5.0 ft 0.302 0.135 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.15 585.2
+D+0.?50Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Length '" 5.0 ft 0.260 0.116 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.13 503.6
!-0.60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15
Length 0-' 5.0 ft 0.063 0.028 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.04 155.3
=
:::
:::
=
=
F'b
0.0
1,397.3
0.0
1,940.6
0.0
1,940.6
0.0
2,484.0
0.135: 1
2x4
30.40 psi
225.00 psi
+D+Lr
0.000 ft
Span# 1
i
.. I
Snear 'Values _______
v fv F'v
0.00 0.0 0.0
0.05 13.4 162.0
0.00 0.0 0.0
0.11 30.4 225.0
0.00 0.0 0.0
0.09 26.2 225.0
0.00 0.0 0.0
0.03 8.1 288.0
DESCRIPTION: CJ-1@ 16" OC
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Oeser:
·. ·f:~'~;~~~~rt~,~c~J
NERCALC INC 1983-2023
-·--···---······· -----·········-·--·-·-··----·-----·· ---------------------------------
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
fti~_¥li~!i~i_fn"2P~i!i~~---__________ _
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Woocl Grade
Douglas Fir-Larch
No.2
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
Elearn Bracing Beam is Fully Braced against lateral-torsional buckling
.. ··---····-----·--··--·.,--·---··-·----··--·--·-·
r-
Span = 16.750 ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
Repetitive Member Stress Increase
A~pii~(i_!:::l()~_!!~ --·--------------Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.01 0, Lr = 0.010 ksf, Tributary Width = 1.333 ft, (Ceiling Loads)
DE:$1Gif1! $ [JlVIJVIA BY ...
l'v1aximum Bending Stress Ratio 0.599: 1 Maximum Shear Stress Ratio 0.139: 1
Section used for this span 2x8 Section used for this span 2x8
fb: Actual 929.30psi fv: Actual = 31.32 psi
F'b 1 ,552.50psi F'v = 225.00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 8.375ft Location of maximum on span = 16.200 ft
Span #where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1
Maximum Deflection
1\ilax Downward Transient Deflection 0.312 in Ratio= 645>=360 Span: 1 : Lr Only
1\ilax Upward Transient Deflection 0 in Ratio= 0<360 n/a
1\ilax Downward Total Deflection 0.678 in Ratio= 296>=180 Span: 1 : +D+Lr
IVIax Upward Total Deflection 0 in Ratio= 0<180 n/a
Maximum Forces & Stresses for Load Combinations
· Eaac0i,bln:illon ______ l\7lax Stress Ratios lllloment 17alues Snear 17alues
Segment Length Span# M v
--~--· ----~-------~---
CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v
D Only 0.0 0.00 0.0 0.0
Length == 16. l50 ft 0.449 0.105 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.55 502.4 1,117.8 0.12 16.9 162.0
HJ+lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Len 9th = 16.750 ft 0.599 0.139 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.02 929.3 1,552.5 0.23 31.3 225.0
+D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0
l..r:mgth "' 16.750 ft 0.530 0.123 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.90 822.6 1,552.5 0.20 27.7 225.0
+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Len\)tfl = 16.'750 ft 0.152 0.035 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.33 301.4 1,987.2 0.07 10.2 288.0
DESCRIPTION: CJ-2@ 16" OC
CODE REFERENCES
Ca:culations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
!lJ:I~t~!·n~UCl'tGie~:e!!i~-~-_____________________ _
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Project Title:
Engineer:
Project ID:
Project Oeser:
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
0(0.01333) Lr{0.01333)
2x6
I· --------------· Span= 9.50 ft
t3p~i~~~-ll)_illl]~----------Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.01 0, Lr = 0.010 ksf, Tributary Width = 1.333 ft, (Ceiling Loads)
Dg$!(3fll $i!JVJIVIA8Y
Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.099: 1
Section used for this span 2x6 Section used for this span 2x6
fb: Actual = 509.24psi fv: Actual = 22.24 psi
F'b 1,681.88psi F'v 225.00 psi
Loo;d Cornbination +D+Lr Load Combination +D+Lr
Location of maximum on span = 4.750ft Location of maximum on span = 9.049 ft
Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.074 in Ratio= 1543 >=360 Span: 1 : Lr Only
l\llax Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 0.158 in Ratio= 723>=180 Span: 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 n/a
Maximum Forrces & Stresses for load Combinations
Coacn5c)iTil:lliiatlon _______ Wiax stress Ra!TOs l'illoment Values Sfiear Values --·--------
CLx ci cr fb Segment Length Span# M v CD CM Ct c Cfu M F'b v fv F'v ---... -----··--·--
D Only 0.0 0.00 0.0 0.0
Len(Jlh = 9. 50 ft 0.223 0.073 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.17 270.6 1,211.0 0.06 11.8 162.0
+D+lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length = tl.50 ft 0.303 0.099 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.32 509.2 1,681.9 0.12 22.2 225.0
+U+0.750lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length = 9.50 ft 0.267 0.087 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.28 449.6 1,681.9 0.11 19.6 225.0
+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0
length = 9.50 ft 0.075 0.025 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.10 162.4 2,152.8 0.04 7.1 288.0
t (
DESCRiPTION: HIP-1 -Hip Beam
CODE REFERENCES
. ·····-------~--------------
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
!V~~texn<Jll_~w€?PE!.~~~~----·-----·-_
Analysis Method . Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Project Title:
Engineer:
Project ID:
Project Oeser:
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
Span ; 12.250 ft
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
.-l\:p_fll!i_e_f.i!:_o~~_:;>___________ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
DI'5SfGN SUMMA BY.
Maximum Bending Stress Ratio = 0.861: 1 Maximum Shear Stress Ratio = 0.296: 1
Section used for tl1is span 4x8 Section used for this span 4x8
fb: Actual = 1 ,258.69psi fv: Actual = 66.61 psi
F'b = 1 ,462.50psi F'v = 225.00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 6.885ft Location of maximum on span = 11.669 ft
Span #where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.268 in Ratio= 549>=360 Span: 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 n/a
Max Downward Total Deflection 0.484 in Ratio= 303>=180 Span: 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 n/a
i'tllaJ:imum Forces & Stresses for load Combinations -T.oai:l ·co,:YIG!natlol-i ________ l\lfax::>lress-Rafios l\llomen{ 'Values Shear 'Values -------
Segment Length Span # rv1 v CD CM Ct CLx c Cfu ci C r M fb F'b v fv F'v
---· ----···--·-··------···-··-···------·-----~-
D Only 0.0 0.00 0.0 0.0
Length = 12.250 ft 0.534 0.183 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.44 562.2 1,053.0 0.50 29.6 162.0
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 12.250 ft 0.861 0.296 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.22 1,258.7 1,462.5 1.13 66.6 225.0
+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 12.250 ft 0.742 0.255 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.77 1,084.6 1,462.5 0.97 57.4 225.0
+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Lengtll = 12.250 ft 0.180 0.062 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.86 337.3 1,872.0 0.30 17.7 288.0
Ovewafi Maximum Deflections
-··--···· . --~---.. ·----------------~-----
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
-~rJ~I_I: ··· ···----------------r------o.4842 6.349 0.0000 0.000
jv
Project Title:
Engineer:
Project ID:
Project Oeser:
[ ~~iood Beam
·· iiE11<W:~6661721f6;-i3uTiCf"'2Do;-;.2""3"'.o"'s"'".3o"'-----'-'-'-'--'-'--'--'-'-''--'--'-'"--'-'~'-"""-"'-=~
DESCRiPTION: HIP-1 -Hip Beam
Vertical Reactions
Load Combination
~Max Opwa·rali:Om-alrCoa<rC-onditioris
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+Lr
+D+O.ll'iOLr
+0.600
Lr Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
0.772 1.296
o.772 1.296 ,IL p
0.422 o.721 ·~ L }<:.. 2; -::.
0.350 0.575 .t/ ~~~ :/1
0.772 1.296
0.667 1.116
0.210 0.345 LJ;J~ 1--Jf ~ ~ >P tt 1-r o PIJ]?
0.422 0.721
l7
DESCRIPTION: HIP-2 -Hip Beam
CODE REFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
i\!ua_~~!<~:!_!r_Q:»_~~ies __
Analysis Method : Allowable Stress Design
i_oad Combination ASCE 7-16
Wood Species
Wood Grade
!3eam Bracing
Douglas Fir-Larch
No.2
Beam is Fully Braced against lateral-torsional buckling
Project Title:
Engineer:
Project ID:
Project Oeser:
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
Span = 6.50 ft
/'l.e_P!!_~I:! L~~~s ---------
Beam self weight calculated and added to loading
l_oad for Span Number 1
Service loads entered. Load Factors will be applied for calculations.
Varying Uniform Load : 0= 0.0150->0.0150, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 6.50 ft, Trib Width= 1.0->4.750 ft, (Roof
Loads)
D£.:$1QN $1..1}1/JVIARY
OO•Ooo ••••••••••••••••••••••••••••••••••••••••••••--••••••••••••••••••••••••••••••••••••••••••••••••••••o••••omoo .. •o•o•o•o•000""'""""""'""'''''"'''"''''''"""'"'"""""'''"'''0"0'"""""''H"""'
1\ilaxirnum Bending Stress Ratio
Section used for this span
= 0.260 1 Maximum Shear Stress Ratio
fb: Actual
F'b
Load Combination
Location of maximum on span ,
Span #where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
IViax Upward Total Deflection
=
=
=
=
4x6
380.39psi
1 ,462.50psi
+D+Lr
3.582ft
Span# 1
0.030 in Ratio=
0 in Ratio=
0.055 in Ratio=
0 in Ratio=
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span# where maximum occurs
2605>=360
0<360
1429>=180
0<180
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
M<u>imum Forces & Stresses for Load Combinations Co-aa comiJTiiaHoil _______ rvraxstress Ratios llllomenf 'ilalues -----
Segment Length Span # M v CD CM Ct
---~---. -----· ·-···-··--·--·-·-------
CLx CE Cfu ci C r M fb
D Only
Length = 6.50 ft 0.163 0.073 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.25 171.5
+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00
Length = 6.50 ft 0.260 0.117 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.56 380.4
+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00
Length= 6.50 ft 0.224 0.101 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.48 328.2
+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.00
Length = 6.50 ft 0.055 0.025 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 102.9
= 0.117: 1
4x6
= 26.25 psi
= 225.00 psi
+D+Lr
= 6.049 ft
= Span# 1
SFiear 'ilalues
F'b v fv F'v
0.0 0.00 0.0 0.0
1,053.0 0.15 11.8 162.0
0.0 0.00 0.0 0.0
1,462.5 0.34 26.3 225.0
0.0 0.00 0.0 0.0
1,462.5 0.29 22.6 225.0
0.0 0.00 0.0 0.0
1,872.0 0.09 7.1 288.0
lt.f
Project Title:
Engineer:
Project 10:
Project Oeser:
DESCmPTION: HIP-2-Hip Beam
Oven'l!i Maximl!.lm Deflections
Load Combination Spa-n--~M~ax-.~ .. _~ .. ~D~e~fi~L~o-c-at7io-n~i-n~S-p-an--~L-oa-d~C-om~bi~na~t7io_n ____________ 7M~a-x.~"~+7"~D-ef~I~L-o-ca~t~io-n~in-S~p-a--n
+D+L.r 1 0.0546 3.345 0.0000 0.000
V~·rtic3li Reactions Support notation : Far left is #1 Values in KIPS
Load Combination --------~--~~~--~----Support 1 Support 2
1Viax Dj)waiccl from·-allToaa-conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+IJ+L.r
+D+O. 1'50Lr
+0.60D
LrOnly
0.269 0.412
0.269 0.412 .Jt:-r A.. ...-r-h
o.146 o.228 lJ'L ~ '/ 1 I ~ Jt; -/ "~ v
0.123 0.184 ,___-
0.269 0.412
0.233 0.355
0.074 0.111
0.146 0.228
Project Title:
Engineer:
Project 10:
Project Oeser:
DESCRIPTION: CB-1 -Ceiling Beam
CODE F?EFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
r~~<l~ruaJ_~~"?EIE!~f!i~~--
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Fb +
Fb-
Fe-Prll
Fe-Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
0(0.412)
Span = 9.50 ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1 ,600.0 ksi
Eminbend-xx 580.0ksi
Density 31.210pcf
Service loads entered. Load Factors will be applied for calculations.
f3eam self weight calculated and added to loading
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (Roof Loads)
Point Load: D = 0.4120 k@ 4.750 ft, (From HIP-2)
Point Load: D = 0.4120 k@ 4.750 ft, (From HIP-2)
DES.!GN$VMIVIABX
IVlaximum Bending Stress Ratio = 0.671: 1 Maximum Shear Stress Ratio
Section used for this span 4x10 Section used for this span
fb: Actual = 652.28psi fv: Actual
F'b = 972.00psi F'v
Load Combination DOnly Load Combination
Location of maximum on span = 4.750ft Location of maximum on span
Span #where maximum occurs = Span# 1 Span #where maximum occurs
fltlaximurn Deflection
IVlax Downward Transient Deflection 0.030 in Ratio= 3806>=360 Span: 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio= 0<360 nla
Max Downward Total Deflection 0.133 in Ratio= 859>=180 Span: 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0<180 nla
1\fimdmum IForces & Stresses for load Combinations Lo-aci' c01-fi1i1ilatlcii1·-·---l'iilaX-stress Rabos l'iiloment 'ilalues ----c. C r Segment Length Span# M v CD CM Ct CLx Cp Cfu I M fb
---··---~---·--·---·--·--···--
D Only
Length = 9.50 ft 0.671 0.194 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.71 652.3
>D+i_r 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length = 9.£i0 ft 0.604 0.189 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.39 815.0
+D+O. 750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length= 9.50 ft 0.574 0.177 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.22 774.3
+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00
Length "' 9 .l10 ft 0.226 0.066 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.63 391.4
= 0.194: 1
4x10
= 31.47 psi
= 162.00 psi
DOnly
= 8.737 ft
= Span# 1
Sfiear 'ilalues
F'b v fv F'v
0.0 0.00 0.0 0.0
972.0 0.68 31.5 162.0
0.0 0.00 0.0 0.0
1,350.0 0.92 42.6 225.0
0.0 0.00 0.0 0.0
1,350.0 0.86 39.8 225.0
0.0 0.00 0.0 0.0
1,728.0 0.41 18.9 288.0
ly
Project Title:
Engineer:
Project ID:
Project Oeser:
DESCR!PT!ON: CB-1 -Ceiling Beam
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr 1------~o~.1~3~26~------4·_~78~5~-----------------------------o~.~ooMo~o~-----o~.~ooMo---
V~rtical Reactions
··············-···-·----·-·-· ---·----·---------------
Load Combination
·lvlax lJpwa-rcf froin-aTI-Loaacoriditions
1\/lax Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L.r
+D+O.l50Lr
+0.600
l.r Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1 . 015 ---,1-.. 0""'1--.=5-------·
1.015 1.015 .. ~ ( 1 ,r---d./.
0. 730 0.730 ~ . -::z_. II 10 l ~ _;,;,
0.730 0.730
1.015 1.015 I{ it
0.944 0.944 A tt oft & I~ [} C4'tJl.
0.438 0.438 ;(.
0.285 0.285
/1
UNIFORM AND POINT LOAD ON CONTINUOUS FOOTING
Footing \Nidth (FW) =
Footing Depth (FD) =
Soil Bearing (SB) =
Max. Soil Bearing =
Plain Concrete Design:
F'c =
Tension Fb =
Procedures:
12 in
12 in
1,500 psf
1,500 psf
2,500 psi
80 psi
Fsoil = ((D-FD)/12*1D)+SB
F'soil = Fsoii-(D/12*(150-11 0))
w = W*F'soil/12
1~·=-~ ~}l 8 12 X
15 X
18 1·--· f----
1
~-
f r--
1
X
-~}-+x
24 , X
12 X
!----15--1 X
------iL_
18 I X r-· 21 lx ~------
1·-~-
i
l-
1
24 X ---·-'i2 i X
15·l·x
I ~--
18 l X ----+
21 I X !----.. --·-·-.... ..,. ..... -
24 ix 1--
tt--
~-12
15
18 ---· 21
X
lx
X r--
X
1-.24~
12 X
15 X i--
1·-·
---·
, ____ _
J r-·-
'18 X
2'1 1X ---·--1 I 24 i X ------r· .~.-l X 1_
M = Fb*W*d/\2/12"/6
L = (2*M/w)A1 /2
Pmax = 2*L*w
D (") Fsoil (psf) F'soil (psf)
5 1,500 1,483
12 1,500 1,460
12 1,500 1,460
12 1,500 1,460
12 1,500 1,460
12 1,500 1,460
15 1,500 1,450
15 1,500 1,450
15 1,500 1,450
15 1,500 1,450
'15 1,500 1,450
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
18 1,500 1,440
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
21 1,500 1,430
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
24 1,500 1,420
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc. Depth (ID) =
w {#/ft} M ('#)
1,483 333
1,460 1,920
1,825 2,400
2,190 2,880
2,555 3,360
2,920 3,840
1,450 3,000
1,813 3,750
2,175 4,500
2,538 5,250
2,900 6,000
1,440 4,320
1,800 5,400
2,160 6,480
2,520 7,560
2,880 8,640
1,430 5,880
1,788 7,350
2,145 8,820
2,503 10,290
2,860 11,760
1,420 7,680
1,775 9,600
2,130 11,520
2,485 13,440
2,840 15,360
3,550 19,200
110 pcf
150 pcf
0 psf
0 psf
L (ft) Pmax {#}
0.67 1,989
1.62 4,736
1.62 5,919
1.62 7,103
1.62 8,287
1.62 9,471
2.03 5,899
2.03 7,374
2.03 8,849
2.03 10,324
2.03 1~
2.45 /7,055
2.45 '-..ar818
2.45 10,582
2.45 12,345
2.45 14,109
2.87 8,202
2.87 10,252
2.87 12,302
2.87 14,353
2.87 16,403
3.29 9,340
3.29 11,676
3.29 14,011
3.29 16,346
3.29 18,681
3.29 23,351
Note: For point loads on footings with uniform loads, take the difference
between "w" above and the uniform load, then multiply by two and by
"L" above for P'max.
A
·~
POINT LOAD ON SQUARE PAD FOOTING
Footing Depth (FD) =
Soil Bearing (SB) =
rv1ax. Soil Bearing =
12 in
1500 psf
1500 psf
Plain Concrete Design:
F'c =
Tension Fb =
Procedures:
2,500 psi
80 psi
Soil Density =
Concrete Density =
Inc. Width (IW) =
Inc. Depth (ID) =
Fsoil = ((D-FD)/12*1D)+SB
F'soil = Fsoii-(D/12*(150-110))
A= W*L
Pmax = F'soii*A
110 pcf
150 pcf
200 psf
200 psf
r--\Flf) L (") D (") Fsoil (psf) F'soil (psf) ~ Pmax (#) Reinforce F-·--·--·-+--~~~-=~-4~~~~~~~~--~~~~~~~~~~ 12 12 5 1,383 1,367 1.00 1,367 2-#4 e.w. F--··-=~-~--~--~--~-+----~~----~~------~--~-r~~--~
'12 12 12 1,500 1,460 1.00 1,460 2-#4 e.w.
'15 15 12 1,500 1,460 1.56 2,281 3-#4e.w.
~ 21 21 15 1,550 1,500 3.06 4,594 3-#4 e.w.
~__23 ... ~-04 1 24 15 1,550 1,500 4.00 6,000 3-#4 e.w.
1 30 15 1,550 1,500 6.25 9,375 4-#4 e.w.
r"'···-w-·--+--18 _ _,_ __ 18 _ _,_ __ 1.;...,6_0_01----1.:...,5_0_0 1---2-.2-5..,_._3...;,-37_5..,_._3--#4-e-.w...,.
··----·----1,___ __ --t------t-------"---+-----'----~-----i---~~--------..;..;..;...:.;
1--~1-·--t---2_1 --;-----1..;:_8_+----1~, 6.:....:0:_:.0.;-__ 1;..!..., 5=-=0:_:.0.;-__ ..:...:3 ·..;:_0~61-----4.!..:., 5-=-9-=-41--..;..3...:.:-#_..:4_..:e:..:... w~.
1 24 24 18 1,600 1,500 4.00 6,000 3-#4 e.w.
E-~o----~---3-0---+--..;:_18~-+------1~,6..;:_o~o~----=-1~,5..;:_o~o~----6-=-.2=-=5+---9~,~37=-=5+--4~--=-#4~e-=-.w~.
33 33 18 1,600 1,500 7.56 11,344 4-#4 e.w.
18 __ ~ __ ..:..18~-4---=-12~~-----1~,5:_:.0..;:_0~ __ __;1~,4:_:.6..;:_0t-----2=·=25-+-_..:...;3,=2..;:_85-+-___ 3-_#_4:_:.e_.w~.
I 21 21 12 1,500 1,460 3.06 4,471 3-#4 e.w.
·-~~·~· ___ 2_4~-+---12~_,_--~1~,5~0~01----~1~,4~6~01--~4~.0~0~--5~,~84~0~~3-~#~4-e_.w~.
'18 18 15 1,550 1,500 2.25 3,375 3-#4 e.w.
~·_2~6--t--~36~--+-~1_8 -t---~1~,6~o--o+-__ 1 ..... ,5 __ o~o+-_9..., ..... oo~_1_3,:...5_oo_,__4-_#~4-e_.w-1.
~ 30 30 21 1,650 1,500 6.25 9,375 4-#5 e.w.
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