HomeMy WebLinkAbout522 S Rosewood Ave & 1127 W Bishop St - PlanSheet:
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07/20/2023Date:
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A-1
-ESTNG AN HOUSE FOOR PAN
- PROPOSED PAN
FLOOR PLAN NOTES
1. AN APPROVED SEISMIC GAS SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE
DOWNSTREAM SIDE OF THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE
BUILDING OR STRUCTURE CONTAINING THE BUILDING OR STRUCTURE CONTAINING THE FUEL GAS
PIPING.(SEPARATE PLUMPING PERMIT IS REQUIRED).
2. ALL INTERIOR FINISH MATERIALS, KITCHEN EQUIPMENTS, PLUMBING FIXTURES AND ELEC. FIXTURES SHALL
BE SELECTED BY OWNERS.
3. EXTERIOR WALL & PLUMBING WALL: 2X6 @ 16"O.C., TYP.
4. KITCHEN NOTES:
A. COOK TOP WITH EXHAUST HOOD AIR TO ROOF/EXTERIOR WALL.
B. HOME CENTER WITH UPPER CABINET AND LIGHT.
C. DISH-WASHER, GARBAGE DISPOSAL, MICRO-WAVE, OVEN AND OTHER EQUIPMENTS SHALL BE SELECTED
BY OWNER PRIOR TO INSTALL.
5. CEMENT, FIBER-CEMENT, FIBER-MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR FIBER-REINFORCED
GYPSUM BACKERS SHALL BE USE AS A BASE FOR WALLS TILE IN TUB AND SHOWER AREAS ANS WALL AND
CEILING PANELS IN SHOWER AREAS.
6. GREEN BOARD GYPSUM OR WATER-RESISTANT GYPSUM BOARD SHALL NOT BE USED AS BACKING FOR
CEILING FINISH INSIDE BATHROOM DUE TO CONDENSATION OR VAPOR.
7. BATH TUB AND SHOWER:
A. SHOWER AND TUB/SHOWER SHALL HAVE A SMOOTH, HARD, NON ABSORBENT SURFACE (I.E., CERAMIC
TILE OR FIBERGLASS) OVER A MOISTURE RESISTANT UNDERPAYMENT (E.G. W.R. GYP.) TO A HEIGHT
OF 72-INCHES ABOVE THE DRAIN INLET. WATER-RESISTANT GYPSUM BACKING BOARD SHALL NOT BE USED
OVER A VAPOR READER IN SHOWER OR BATH TUB COMPARTMENTS. CRC SECTIONS R307.2 AND R702.3.7.
B. TEMPERED GLASS ENCLOSURE.
C. PROVEDE FIBER-REINFORCED GYPSUM BACKERS (OR APPR. EQ.).
D. ALL BATHTUB AND SHOW, SHOULD COMPLY WITH CRC R307.2 AND R702.4.2. TYP.
E. PROVIDE W/R GREEN GYP. BD. @ AROUND SHOWER, TUBS PER UBC CHAPTER 25 CBC 2016.
F. SHOWER COMPARTMENT MUST HAVE A FINISHED INTERIOR NO LESS THAN 1024 SQUARE INCHES
AND SHALL ENCOMPASS A MINIMUM THIRTY-INCH CIRCLE.
8. WATER HEATER SHALL HAVE STRAPS LOCATED IN UPPER AND LOWER 1/3 OF ITS VERTICAL DIMENTION. AT
THE LOWER POINT, AMINIMUM DISTANCE OF 4" SHALL BE MAINTAINED ABOVE THE CONTROLS WITH
STRAPPING.(507.2 CPC).
9. CUSTOM TUB WITH CERAMIC TILE SHELF AND EDGE, PROVIDE ACCESS PANEL AT MOTOR SIDE. THE PANEL
SHALL BE LARGE ENOUGH FOR LARGEST EQUIPMENT.
10. GARAGE & UTILITY ROOM CONSTRUCTION: (ONE HOUR RATED) 5/8" GYP. BD. TYPE "X" ON WALL, CEILING,
AND POSTS. FIRE RESISTANT CAULKING AT PENETRATIONS. FIRE SEPARATION WALL UP TO ROOF FRAMING.
11. CLOTHES DRYER:
A. A MINIMUM 4" MOISTURE EXHAUST DUCT MUST BE PROVIDED [CMC 504.4.2].
B. DRYER EXHAUST CAN NOT EXCEED 14FT. WITH A MAX. OF TWO 90 DEG. ELBOWS [CMC 504.4.2.1].
C. A FLEXIBLE DUCT CAN NOT EXTEND MORE THAN 6FT. AND SHALL NOT BE CONCEALED [CMC 504.4.2.2].
12. SMOKE DETECTORS SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY,
WHERE A PERMIT IS REQUIRED FOR ALTERATIONS, REPAIRS, OR ADDITIONS. (R314.2). SMOKE DETECTOR
SHALL BE INSTALLED NOT LESS THAN 3 FEET HORIZONTALLY FROM THE DOOR OR OPENING OF A
BATHROOM THAT CONTAINS A BATHTUB OR SHOWER. COMBINATION SMOKE AND CARBON MONOXIDE
ALARMS(WIRED CONNECTED TOGETHER) SHALL BE PERMITTED TO BE USED IN LIEU OF SMOKE ALARMS.
13. WHERE A PERMIT IS REQUIRED FOR ALTERATIONS, REPAIRS OR ADDITIONS, EXISTING DWELLINGS OR
SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL-BURNING APPLIANCES SHALL BE PROVIDED
WITH A CARBON MONOXIDE ALARM IN ARCCODANCE WITH SECTION R315.2. CARBON MONOXIDE ALARMS
SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WITH THE PERMIT WAS
OBTAINED.(R315.2).
14. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT BY MEANS
OF EXTERIOR GLAZED OPENINGS IN ACCORDANCE WITH SECTION R303.1 OR SHALL BE PROVIDED WITH
ARTIFICIAL LIGHT THAT IS ADEQUATE TO PROVIDE AN AVERAGE ILLUMINATION OF 6 FOOTCANDLES OVER
THE AREA OF THE ROOM AT A HEIGHT OF 30 INCHES ABOVE THE FLOOR LEVEL (R303.1).
15. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE
JOB SITE.
16. ATTIC/RAFTER CAVITY VENTILATION OF 1/150 OF THE AREA OF VENTILATED SPACE IS REQUIRED (R806.2).
17. CRAWSPACE VENTILATION OF 1SF PER 150 SF UNDER FLOOR AREA (R408.1).
18. ATTIC AREA HAVING CLEAR HEADROOM OF 30" MUST HAVE AN ACCESS OPENING (22"x30" MINIMUM).
ACCESS SHALL BE LOCATED IN A HALLWAY OR OTHER READILY ACCESSIBLE LOCATION. IT IS NOT ALLOWED
WITHIN A SMALL CLOSET SPACE (R807.1).
19. PROVIDE 15" MIN. BETWEEN THE CENTER OF WATER CLOSET TO ANY SIDE WALL (CPC 2016 407.6).
20. PROVIDE 24" CLEAR SPACE IN FRONT OF ANY WATER CLOSET (CPC 2016 407.6).
21. BUILDING SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING
IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET OR ROAD
FRONTING THE PROPERTY (R319.1).
22. PROVIDE ANTI-GRAFFITI FINISH WITHIN THE FIRST 9 FEET, MEASURED FROM GRADE AT EXTERIOR WALL.
23. PROVIDE SAFETY GLAZING (TEMPERED GLASS) FOR THE FOLLOWING LOCATION:
A. GLAZING IN DOORS: GLAZING IN FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BIFOLD
DOORS.
EXCEPTIONS:
- GLAZED OPENINGS OF A SIZE THROUGH WICH A 3-INCH-DIAMETER (76mm) SPHERE IS UNABLE TO PASS.
- DECORATIVE GLAZING.
B. GLAZING ADJACENT TO DOORS: GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A
DOOR SHALL BE TEMPERED GLASS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN
60 INCHES (1524mm) ABOVE THE FLOOR OR WALKING SURFACE AND IT MEETS EITHER OF THE FOLLOWING
CONDITIONS:
- WHERE THE GLAZING IS WITHIN 24 INCHES(610mm) OF EITHER SIDE OF THE DOOR IN THE PLANE OF THE
DOOR IN A CLOSED POSITION.
- WHERE THE GLAZING IS ON A WALL PERPENDICULAR TO THE PLANE OF THE DOOR IN A CLOSED
POSITION AND WITHIN 24 INCHES (610mm) OF THE HINGE SIDE O.C AN IN-SWINGING DOOR.
EXCEPTIONS:
- DECORATIVE GLAZING.
- WHERE THERE IS AN INTERVENTING WALL OR OTHER PERMANENT BARRIER BETWEEN THE DOOR AND
THE GLAZING.
- WHERE ACCESS THROUGH THE DOOR IS TO A CLOSET OR A STORAGE AREA 3 FEET (914mm) OR LESS IN
DEPTH.
- GLAZING THAT IS ADJACENT TO THE FIXED PANEL OF PATIO DOORS.
C. GLAZING IN WINDOWS: GLAZING IN A INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALLOF THE
FOLLOWING CONDITIONS SHALL BE CONSIDERED TO BE TEMPERED:
- THE EXPOSED AREA OF AN INDIVIDUAL PANE IS LARGER THAN 9 SF (0.836mm)
- THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 18 INCHES (457mm) ABOVE THE FLOOR.
- THE TOP EDGE OF GLAZING IS MORE THAN 36 INCHES (914mm) ABOVE THE FLOOR.
- ONE OR MORE WALKING SURFACES ARE WITHIN 36 INCHES (914mm), MESURED HORIZONTALLY AND IN A
STRAIGHT LINE OF THE GLAZING.
EXCEPTIONS:
- DECORATIVE GLAZING.
- WHERE A HORIZONTAL RAIL IS INSTALLED ON THE ACCESSIBLE SIDE(S) OF THE GLAZING 34 TO 38 INCHES
ABOVE THE WALKING SURFACE. THE RAIL SHALL BE CAPABLE OC WITHSTANDING A HORIZONTAL LOAD OC
50 POUNDS PER LINEAR FOOT WITHOUT CONTACTING THE GLASS AND HAVE A CROSS-SECTIONAL HEIGHT
OC NOT LESS THAN 1 1/2 INCHES.
- OUTBOARD PANES IN INSULATING GLASS UNITS AND OTHER MULTIPLE GLAZED PANELS WHERE
THEBOTTOM EDGE OC THE GLASS IS 25 FEET OR MORE ABOVE GRADE, A ROOF, WALKING SURFACES OR
OTHER HORIZONTAL SURFACE ADJACENT TO THE GLASS EXTERIOR.
D. GLAZING IN GUARDS AND RAILINGS
E. GLAZING AND WET SURFACES: GLAZING IN WALL, ENCLOSURES OR FENCES CONTAINING OR FACING HOT
TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR
SWIMMING POOL WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES (1524mm)
ESURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. THIS SHALL APPLY TO SINGLE LAZING
AND EACH PANE IN MUTIPLE GLAZING.
EXCEPTIONS:
- GLAZING THAT IS MORE THAN 60 INCHES, MEASURED HORIZONTALLY AND IN A STRAIGHT LINE, FROM THE
WATER'S EDGE OF A BATHTUB, HOT TUB,SPA,WHIRLPOOL OR SWIMMING POOL OR FROM THE EDGE OF A
SHOWER, SAUNA OR STEAM ROOM.
- GLAZING IN WALL ENCLOSING STAIRWAY LANDINGS OR WITHIN 5 FEET OF THE BOTTOM AND TOP OF
STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS IS LESS THAN 60 INCHES A WALKING SURFACE.
LEGENDS :
EXISTING WALL TO REMAIN
NEW WALL
NOT IN THE CONTRACT
1 HOUR FIRE RATED WALL
SCALE:3"=1'-0"08404a
MIN. 2X4 STUDS @ 16" O.C.,
SEE STRUCTURAL DRAWINGS
STRUCTURAL SHEAR PANEL
WHERE OCCURS, SEE
STRUCTURAL DRAWINGS
R-13 INSULATION
7/8" EXTERIOR CEMENT
PLASTER OVER SELF FURRING
PAPER BACKED METAL LATCH
OVER 2 LAYER OF GRADE 'D'
PAPER
INTERIOR
EXTERIOR
1 LAYER 5/8" GYP. BD.
TYP "X" EA. SIDE
(E) LIVING
(E) DINING
(E) KITCHEN
(E) BEDROOM#1
(E) BEDROOM#2(E) BEDROOM#3
(E) BATH
(E) PORCH
REF.
NEW A.D.U. FLOOR PLAN
1/4" = 1'-0"
EXISTING MAIN HOUSE
FLOOR PLAN
1/4" = 1'-0"
2
1 1
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(E) 2 CARS GARAGE
390 SF
EXISTING DWELLING UNIT
1089 SF
1 LAYER 5/8" GYP. BD.
TYP "X" EA. SIDE
1
1
1
1
NEW ADU
799.23 S.F.
1
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1
a
W
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W2 W2
W3
W2 W2 W4
W
2
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1
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THICK TYPE REMARKWIDTHHEIGHT
OPENINGNo.
4'-0"Wa 4'-0"1"3/4
3'-0"Wb 3'-0"1"3/4
Wc 3'-0"1'-6"1"3/4
VINYL/GL
WINDOW SCHEDULE for ADU
VINYL/GL
U-FACTOR SHGC
0.29 0.21
SLIDING
SLIDING
0.29 0.21
0.29 0.21
QT
3
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2
EXISTING WALL
NEW WALL
1HR FIRE RATED WALL
2
THICK TYPE REMARKWIDTHHEIGHT
OPENINGNo.
6'-0"W1 4'-0"1"3/4
3'-0"W2 3'-0"1"3/4
4'-0"W3 3'-0"1"3/4
3'-0"W4 2'-0"1"3/4
VINYL/GL
WINDOW SCHEDULE for SFD
VINYL/GL
VINYL/GL
VINYL/GL
U-FACTOR SHGC
0.28 0.22
SLIDING
SLIDING
SLIDING
SLIDING
QT
2
5
1
1
3
2
Aging-in-place/fall prevention notes:
A. Reinforcement for Grab Bars. [R327.1.1] At least one bathroom on the entry level shall be provided with
reinforcement installed in accordance with this section. Where there is no bathroom on the entry level, at
least one bathroom on the 2nd or 3rd floor of the dwelling shall comply.
1.Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency.
2.Reinforcement shall not be less than 2 by 8 inch nominal lumber (1-1/2” x 7-1/4” actual dimension) or Other
construction material providing equal height and load capacity. Reinforcement shall be located between 32” and 39-1/4”
above the finished floor, flush with the wall framing.
3.Water closet reinforcement shall be installed on both side walls of the fixture, or one side wall and the back wall.
4.Shower reinforcement shall be continuous where wall framing is provided.
5.Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back
wall. Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge
located no more than 6” above the bathtub rim.
6.Where the water closet is not placed adjacent to a side wall capable of accommodating a grab bar, the bathroom
shall have provisions for installation of floor-mounted, foldaway or similar alternate grab bar
reinforcements approved by the enforcing agency.
B. Documentation for Grab Bar Reinforcement. [R327.1.1.1] Information and/or drawings identifying the location of
grab bar reinforcement shall be placed in the operation & maintenance manual in accordance with the
California Green Building Standards Code, Ch. 4, Division 4.4.
C. Electrical Receptacle Outlet, Switch & Control Heights. [R327.1.2] Electrical receptacle outlets, switches and
controls (including controls for heating, ventilation and air conditioning) intended to be used by occupants
shall be located no more than 48” measured from the top of the outlet box and not less than 15” measured
from the bottom of the outlet box above the finish floor.
D. Doorbell Buttons. [R327.1.4] Doorbell buttons or controls, when installed, shall not exceed 48” above exterior floor
or landing, measured from the top of the doorbell button assembly. Where doorbell buttons integrated with
other features are required to be installed above 48” measured from the exterior floor or landing, a standard
doorbell button or control shall also be provided at a height not exceeding 48” above exterior floor or landing,
measured from the top of the doorbell button or control.
2
0.28 0.22
0.28 0.22
0.28 0.22
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6'-0"W1a 4'-0"1"3/4 VINYL/GL 0.28 0.22SLIDING2
EXISTING
EXISTING
NEW
EXISTING
NEW
W
b
W
b
Wa
VINYL/GL SLIDING
Wc
W
c
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
(E) LIVING
(E) DINING
(E) KITCHEN
(E) BEDROOM#1
(E) BEDROOM#2(E) BEDROOM#3
(E) BATH
(E) PORCH
REF.
FG
G.D.S
SD-CO
SD
SD
HB
HB
S S
S
S
S
S
S
S
SS
S
S
AFCI
120 v SINGLE PHASE, 15 OR 20 AMP
RECEPTACLES, WITH ARC-FAULT CIRCUIT
INTERRUPTER, COMBINATION TYPE
125 V, SINGLE PHASE, 15 OR 20 AMP
RECEPTACLES, WITH GROUND FAULT
CIRCUIT INTERRUPTER
GFCI
COMBINATION OF CARBON
MONOXIDE
AND SMOKE DETECTOR , HARD
WIRED WITH BATTERY BACK UP &
LOW BATTERY SIGNAL
SD
SD-CO
SMOKE DETECTOR , HARD
WIRED WITH BATTERY BACK UP
& LOW BATTERY SIGNAL
G.D.
GARBAGE DISPOSAL
EXHAUST FAN TO BE 50 CFM MIN AND
TO HAVE HUMIDISTAT CONTROL AND
SWTCHED SEPARATE FROM LIGHTING
KITCHEN EXHAUST FAN 100 CFM : VENT TO
OUTSIDE AIR.
LED RECESSED LIGHT
WALL MOUNTED LIGHT
VS
3-WAY SWITCH
SINGLE POLE SWITCH
SINGLE POLE SWITCH
WITH DIMMER CONTROLS
D
S
3
S
S SINGLE POLE SWITCH W
VACANCY SENSOR
S WALL MOUNTED
SECURITY LIGHT
HOSE BIBB
FG
HB
FUEL GAS
WHOLE BUILDING VENTILATION (ADU)
FLOOR AREA 799.23 S.F.
799.23/100 x 1 = 7.99 CFM
2 BEDROOM x 1 + 1 = 3 OCCUPANTS
3 x 7.5 = 22.5 CFM
CFM (FAN) = 7.99 + 22.5 = 30.49 CFM. USE 20-40 CFM FAN
USE THIS FAN MODEL:
*PANASONIC FV-04VE1 WHISPERCEILING OR EQUAL FAN IS
CONT. OPERATING WITH A SONAR RATING OF 1.0 MAX.
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Job No:
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-PROPOSED EECTRC PAN
HEAT PUMP WATER HEATER
THE RESERVED SPACE SHALL BE
PERMANENTLY MARKED AS " FOR
FUTURE 240V USE.
LEGENDS :
NEW WALL
1 HOUR FIRE RATED WALL
PROPOSED ELECTRIC - CEILING PLAN
1/4" = 1'-0"
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(E) 2 CARS GARAGE
390 SF
EXISTING DWELLING UNIT
1089 SF
AC
AC
(E
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S
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5
2
2
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2
IAQ Fan per T24, 46min.
cfm exhaust fan & not
more than 1.0 sone.
2
IAQ Fan per T24, 46min. cfm exhaust
fan & not more than 1.0 sone.
2
2
2
2
2
2
2
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
5 DORMER VENTS 24"X12" = .694EA.
TOTAL
2.08 S.F.
3.47 S.F.
5.55 S.F.
PROVIDE ATTIC VENTILATION W/ CORROSION RESISTANT
WIRE MESH W/ 1 OPENINGS OF " IN DIMENSION. 4
799.23/150=5.3 S.F.
VENT AREA CALCULATION (ADU)
NEW AREA ATTIC VENTILATION:
ATTIC AREA VENT AREA
CALCULATION
PROVIDED:
4 EAVE VENTS 15"X5"= .52EA.
799.23 S.F.
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Job No:
07/20/2023Date:
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PROPOSED ROOF PAN
6
NEW ADU
799.23 S.F.
1 2
3
4
7
1
2
5
TYP.
1 2
PROPOSED ROOF PLAN
1/4" = 1'-0"
1
A-3
2
A-3
EAVE DETAIL (1-HR FIRE RATED)
N.T.S.
EAVE DETAIL
N.T.S.1
2
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(E) 2 CARS GARAGE
390 SF
EXISTING DWELLING UNIT
1089 SF
(E
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S
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5
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522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
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W
A
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GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
1
2 3
5
6
7
8
(N)
AC UNIT
7
3
68
TYP.
1
1
9
6
8
2 3
ADU - SOUTH ELEVATION
1/4" = 1'-0"
ADU - EAST ELEVATION
1/4" = 1'-0"
ADU - NORTH ELEVATION
1/4" = 1'-0"
ADU - WEST ELEVATION
1/4" = 1'-0"
ADU - SECTION 1-1
1/4" = 1'-0"
ADU - SECTION 2-2
1/4" = 1'-0"
4 4
TYP.
4
TYP.
4
1
1
1 1
1
1S
T
C
O
R
R
E
C
T
I
O
N
(N)
AC UNIT
9
1
PROPOSED ELEVATION,
SECTION ADU
(E
)
S
F
D
-
5
2
2
S
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A1/4" = 1'-0"EXTERIOR WALL DETAIL
2
Wa Wa
Wb Wb
Wc Wa Wc
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
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FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
TOP PLT.
GROUND LEVEL
FLOOR LEVEL
TOP PLT.
TOP OF STRUCTURE
2
1
3
45
9 923 7
4 1
TYP.
2 3
14
2 3
14
EAST ELEVATION
1/4" = 1'-0"
NORTH ELEVATION
1/4" = 1'-0"
WEST ELEVATION
1/4" = 1'-0"
SOUTH ELEVATION
1/4" = 1'-0"
9
1
2
3
4
5
6
7
8
9
(E)
AC UNIT
86
1
1S
T
C
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C
T
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N
1
W1a
W3
W2 W2
W4
W2
W1 W1
W1a
EXISTING MAIN HOUSE
ELEVATION
(E
)
S
F
D
-
5
2
2
S
R
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e
w
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d
,
S
a
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A
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2
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0
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1
2
7
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2
7
0
3
THICK TYPE REMARKWIDTHHEIGHT
OPENINGNo.
6'-0"W1 4'-0"1"3/4
3'-0"W2 3'-0"1"3/4
4'-0"W3 3'-0"1"3/4
3'-0"W4 2'-0"1"3/4
VINYL/GL
WINDOW SCHEDULE for SFD
VINYL/GL
VINYL/GL
VINYL/GL
U-FACTOR SHGC
0.28 0.22
SLIDING
SLIDING
SLIDING
SLIDING
QT
2
5
1
1
0.28 0.22
0.28 0.22
0.28 0.22
6'-0"W1a 4'-0"1"3/4 VINYL/GL 0.28 0.22SLIDING2
EXISTING
EXISTING
NEW
EXISTING
NEW
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
Sheet:
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Job No:
07/20/2023
Date:
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S+TE P AN
GENERAL NOTES
SITE PLAN NOTE:
DRAINAGE DIRECTION AND SLOPE
PROPERTY LINE CORNER POINTS
KEYNOTE CALLOUTS
(E
)
S
F
D
-
5
2
2
S
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DE
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D
N
E
W
A
D
U
CODE REQUIREMENT
LEGAL DESCRIPTION
PROJECT DATA
SHEET INDEX
CS-1 SITE PLAN
A-1
A-2 PROPOSED ELECTRIC PLAN
A-3
SCOPE OF WORK
SITE PLAN KEYNOTESVICINITY
1 (E) ELECTRICAL PANEL FOR MAIN HOUSE
2 (E) WATER METER FOR MAIN HOUSE
3 (E) GAS METER FOR MAIN HOUSE
4 (E) DRIVEWAY
5 (E) CONCRETE PAVING
6 (E) AC CONDENSER UNIT FOR MAIN HOUSE
7 (E) 6 FEET BLOCK WALL
9 (N) DUAL METER 200 A
10 (N) AC CONDENSER UNIT FOR ADU
11 (N) CONCRETE PAVING
8 (E) LANDSCAPE (GRASS)
12 (N) SIDE ACCESS STEEL GATE. 5 FT HIGH
13 (N) WATER METER FOR ADU
14 (N) GAS METER FOR ADU
IN THE CONTRACT
PROPOSED ROOF PLAN
A-4
EXISTING MAIN HOUSE ELEVATION
PROPERTY LINE 120'
(E) 2 CARS GARAGE
390 SF
(E) LIVING
(E) DINING
(E) KITCHEN
(E) BEDROOM#1
(E) BEDROOM#2 (E) BEDROOM#3
(E) BATH
AC
(E) PORCH
PR
O
P
E
R
T
Y
L
I
N
E
4
8
.
8
1
'
PR
O
P
E
R
T
Y
L
I
N
E
8
3
.
9
0
'
R10
'
'
PROP
E
R
T
Y
LINE 93.14
'
PROP
E
R
T
Y
LINE 19.54
'
52
2
S
R
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S
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2
7
0
3
1 EXISTING SITE PLAN
1/10" = 1'-0"
1 2
3
4
5
6
7
7
7
8
8
8
EXISTING DWELLING UNIT
1089 SF
PROPERTY LINE 120'
PR
O
P
E
R
T
Y
L
I
N
E
4
8
.
8
1
'
PR
O
P
E
R
T
Y
L
I
N
E
8
3
.
9
0
'
R10
'
'
PROP
E
R
T
Y
L
I
NE 93.14'
PROP
E
R
T
Y
L
I
NE 19.54'
52
2
S
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2
7
0
3
(E) PORCH
REF.
NEW ADU
799.23 S.F.
AC
2 PROPOSED SITE PLAN
1/10" = 1'-0"
SE
W
E
R
SE
W
E
R
SE
W
E
R
SE
W
E
R
SE
W
E
R
SE
W
E
R
SE
W
E
R
SEWER SEWER SEWER
SE
W
E
R
SE
W
E
R
SEWER SEWER SEWERSEWER
WA
T
E
R
WA
T
E
R
WA
T
E
R
WA
T
E
R
WA
T
E
R
WA
T
E
R
WA
T
E
R
WATER
9
10
11
12
13
14
EXISTING DWELLING UNIT
1089 SF
(E) 2 CARS GARAGE
390 SF
1
1
PL
A
N
N
I
N
G
C
O
R
R
E
C
T
I
O
N
W Bishop
S
t
W Bish
o
p
S
t
1
7
7
7
1
1
1
1
1
1
1
A-5
PROPOSED ELEVATION, SECTION ADU
(N) CONCRETE PAVING
(E)
AC CONDENSER
FOR SFD
(N)
1
Note: The applicant/property owner shall be responsible for confirming all
existing utility easements and/or clearances on-site that may affect the project.
1
1
1
EXISTING MAIN HOUSE FLOOR PLAN , PROPOSED PLAN
GENERAL STRUCTURAL NOTESSD0
S.1 FOUNDATION AND ROOF FRAMING PLAN
SD1
SD2 STRUCTURAL DETAILS
T-24
DRAINAGE PLANDR
STRUCTURAL DETAILS
TITLE 24
2
1S
T
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2
2
2
2
2
2
2
PLAN CHECK NOTES
Bldg #'s 10119682-3
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
25. TOTAL MINIMUM NUMBER OF ANCHOR BOLTS. REQUIREMENTS. FOR NON-SHEAR
WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR BOLTS WITH
END DISTANCE OF 4" MIN. PER ESR #2555.
FRAMING SCHEDULE
13. ATTACH WOOD FRAMING ELEMENT TO STEEL MEMBER WITH 1/2" Ø STUD BOLTS
AT 24" O.C. STAGGERED U.N.O
14. REFER TO ARCHITECTURAL PLANS/DETAILS FOR BEAM/COLUMN FIRE RESISTANCE
ASSEMBLIES.
16. SHALL BE PROVIDED TO INDICATE COMPLIANCE WITH CGBC 4.504 AND SHALL INCLUDE
AT LEAST ONE OF THE FOLLOWING : PRODUCT CERTIFICATIONS AND SPECIFICATIONS,
CHAIN OF CUSTODY CERTIFICATIONS, OR OTHER METHODS ACCEPTABLE TO THE
ENFORCING AGENCY. CGBC 4.54.5.1
CONSTRUCTION NOTES
8. ALL WOOD I-JOISTS SHALL BE IN COMPLIANCE WITH THE PROVISIONS OF APA
PRI-400, EWS-Z725B (PERFORMANCE RATED I-JOIST STANDARD) OR ASTM D5055.
QUALIFIED PRI-400, MANUFACTURED. I-JOIST CAN BE ANY OF THOSE LISTED IN THE
TABLE ABOVE.
2. AT DOUBLE SIDED SHEAR WALLS, POST W/E.N. PER PLAN TO RECEIVE E.N. FROM
BOTH SIDES.
1. REFER TO TYPICAL STRUCTURAL GENERAL NOTES AND DETAIL SHEETS (SD0)
FOR MORE INFORMATION.
5. ALL BEAMS SHOWN ARE DROP (U.N.O.) ON PLANS.
3. WHEN MULTIPLE STUDS ARE USED INSTEAD OF A SINGLE POST, PLYWOOD
SHEAR WALL TO BE NAILED TO ALL STUDS RECEIVING HOLDOWNS.
7. USE SIMPSON " IUS " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING
MEMBERS (U.N.O.) AND " LUS " HANGERS FOR CONNECTION OF SOLID JOISTS.
4. ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE
DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES.
6. AS AN ALTERNATE TO USING SIMPSON PRODUCTS OTHER CONNECTORS CAN BE
USED, AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER THAN
SIMPSON'S.
9. THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN
BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED
@ EACH END OF HEADER.
10. INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2x STUDS AT 24" O.C., MAX.
11. STRAP ST6224 WHERE PLATE @ ROOF BREAK OCCURS .U.N.O,SEE 5/SD2
12. CONTINUOUS RIM JOISTS SHOULD BE USED AT NON-ROOF AREAS WHERE POSSIBLE.
ALL RIM BREAKS SHOULD BE SPLICED WITH A SINGLE CS16 x 36" STRAP.
PAD SCHEDULE
PAD
2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
SYM.
F2.0
2'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
3'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
F2.5
F3.0
15. TIGHT FIT SOLID COMPRESSION BLOCKING REQUIRED BETWEEN DRAG MEMBERS,
FILLING GAP AT PARTY WALLS.
17. THE BUILDING MATERIALS WITH VISIBLE SIGNS OF WATER DAMAGE SHALL NOT TO BE
INSTALLED.CGBX 4.505.3
18. MOISTURE CONTENT OF BUILDING MATERIALS, AND VERIFICATION, SHALL MEET THE
REQUIREMENTS CGBC 4.505.3.
19. HARDWOOD PLYWOOD, PARTICLEBOARD, AND MEDIUM DENSITY FIBERBOARD
COMPOSITE WOOD PRODUCTS SHALL MEET THE REQUIREMENTS FOR
FORMALDEHYDE LIMITS IN CGBC TABLE 4.504.5. CGBC 4.504.5.1
20. PROVIDE 2X BLOCKING @ 4'-0" O.C. ALONG ROOF/FLOOR BEAMS WHICH ARE NOT
SUPPORTED LATERALLY BY ANY JOISTS
21. HEARDER AT OPENING BEARING WALL SHOULD BE MIN. 4X6 ,U.N.O
LEGEND
3'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F3.5
22.SIMPSON SET-XP EPOXY ESR-2508 SPECIAL INSPECTION REQUIRED
DESCRIPTIONSYM.
F2.0
POST OR TRIMMER AS NOTED
SDX
X
PAD NUMBER
DETAIL NUMBER
DETAIL SHEET NUMBER
X'-X"
X
DROP IN SLAB (VERIFY PRIOR TO
CONSTRUCTION)
SHEAR PANEL LENGTH AND NUMBER, STRAP & POST EACH THE END
SHEARWALL PER SHCEDULE & PLAN.
REFER TO SD-0 FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.
INDICATES ROOF TRUSSES BY
TRUSS SUPPLIER
INDICATES FLOOR JOISTS BY JOIST SUPPLIER,OR U.N.O PER SCHEDULE &
PLAN
INDICATES DECK JOIST OR ROOF RAFTER PER SCHEDULE & PLAN
X BEAM NUMBER, REFER TO REPORT
CALCULATIONS
KEY NOTE NUMBER
BEARING WALL
CALIFORNIA FRAMING
XX
GREATE BEAM @ FOUNDATION SEE PLAN FOR SIZE
23.2X6 WALL SHOULD BE AT PLUMPING WALL.
KEY NOTES
FJ
RR
RT
24.FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE
SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON
BRONZE OR COPPER.
4'-0" SQ. X 24" DEEP PAD W/ (4) #4 E.W.F4.0
X NUMBER OF ANCHOR BOLTS
LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O.
SEE PLAN FOR NUMBER OF BAYS.
BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
PROVIDE SOLID BLOCKING
TRUSS HANGER BY TRUSS SUPPLIER
CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)
1
2
3
4
5
6
EXISTING SLAB & FOOTING
INDICATES CEILING JOIST PER SCHEDULE & PLANCJ
NEW FOOTING
SYMBOL SIZE MAX. SPACING U.N.O
RR 2X8 RR 16" O.C.
RR1 2X6 RR 16" O.C.
4'-6" SQ. X 24" DEEP PAD W/ (4) #4 E.W.F4.5
16" O.C.CJ 2X8 CJ
NEW SLAB
26.PLYWOOD IS APPLIED ON EITHER SIDE OF SHEAR WALLS
REF.
2
6'
-
0
"
HDU2
3
HDU2
5
SD1
2
6'
-
0
"
HDU2
3
HDU2
5
SD1
2
4'-9"
3
HD
U
4
5
SD1
HD
U
4
2
6'-0"
3
HD
U
2
5
SD1
HD
U
2
TYP.1
SD1
2
SD1
1
SD1
2
SD1
1
SD1
2
SD1
1
SD1
2
SD1
9
SD1
3
SD1
TYP.
NEW SLAB AREA
MIN. 4" THK. CONC. SLAB
w/ #4 @ 16" O.C. EA WAY
OVER 3" SAND
OVER 15 MIL. VAPOR BARRIER
OVER 4" AGGREGATES OF 1/2" OR LARGER
F2.0
F2.0
TIE BEAM WITH 12"X12" DEEP
w/ (2)#5 T&B, TYP.
MP
B
6
6
Z
4
SD1
TYP.
1'
-
0
"
1'
-
0
"
1'-0"
1'-0"
12'-7"
1'-0"
8
SD1
TYP.
11'-7"
REF.
4X6 4X6 4X6
4X6 4X6 4X6
4X
6
4X
6
4X
6
4X
6
4X8 CL'G BM
RR
CJ
R1
R1
R2
RR1 RR1
CJ
2
6'
-
0
"
4X4
4X4
2
6'
-
0
"
4X4
4X4
2
4'-9"4X
4
4X
4
2
6'-0"4X
4
4X
4
SD2
25A
SD2
11
SD2
SD2
25A
SD2
11
SD2
SD2
1
5A
SD2
8
SD2
SD2
1
5A
SD2
8
SD2
6X
6
W/E
C
C
L
L
6
6
15
SD2
6X
6
W/E
C
C
L
R
6
6
15
SD2
SD2
8 10
SD2
HI. LOW.
2X
1
0
R
.
B
.
TYP.
SD2
13
SD2
16
2-2X4
2-2X4
1
2 26X
8
6X
8
6X8
2X
8
R
.
B
.
SD2
17
LOW.
TYP.
A
B
1 2
SD2
2
SD2
1
SD2
8
5A
SD2
RR
FO
U
N
D
A
T
I
O
N
&
RO
O
F
F
R
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R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
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SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 23026
C 69546
Exp: 06/30/26
TUNG T HANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
09/29/2023
08/19/2024 BLDG CMNT.
S.1
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
SOIL ALLOWABLE DESIGN VALUES IS 1500 PSF
1
TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
B.N.:8D COMMON NAIL AT 6" O.C.
E.N.:8D COMMON NAIL AT 6" O.C.
F.N.:8D COMMON NAIL AT 12" O.C.
*NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED
AGENCIES, APA, PFS/TECO OR PITTSBURG.
15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
1
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
STRUCTURAL STEEL
REINFORCED CONCRETE
1.
2.
GENERAL
MATERIALS
3.CONCRETE AGGREGATES SHALL CONFORM TO CHARTER 4 C.R.C.
FOUNDATION
C
110 MPHWIND SPEED:
WIND EXPOSURE:
3.
LATERAL LOADS:4.
TOTAL = 40 PSF
LIVE LOAD = 20 PSF
DEAD LOAD = 20 PSF
ROOF LOAD
DESIGN LOADS:
SITE CLASS =
RISK CATEGORY:
TYPICAL FLOOR SHEATHING
B.N.:10D COMMON NAILS AT 6" O.C.
E.N.:10D COMMON NAILS AT 6" O.C.
F.N.:10D COMMON NAILS AT 12" O.C.
TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
B.N.:8D COMMON NAIL AT 6" O.C.
E.N.:8D COMMON NAIL AT 6" O.C.
F.N.:8D COMMON NAIL AT 12" O.C.
LUMBER GRADES ( U.N.O. )
6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
4X POSTS/BEAMS/HEADERS: #2 DFL
2X JOISTS/RAFTERS: #2 DFL
STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
5.
6.
7.
Ss:
S1:
STRENGTH
7.
9.
10.MIN. CONCRETE COVER FOR REINFORCING:
A- CONCRETE, PLACED AGAINST EARTH NOT FORMED - 3"
B- CONCRETE FORMED OR TROWELED - 2"
C- WALLS AND CURBS - 1 1/2"
D- SLAB ON GRADE - AT CENTER
8.
DOWELS SHALL BE EQUAL IN SIZE AND SPACING.
4.
6.
14.
15.ALL LEDGERS SHALL BE SPLICED WITH ST22 STRAP, UNLESS NOTED OTHERWISE.
16.
II
D - Stiff
1.294
0.462
WOOD
1.
2.
3.
4.
5.
6.
7.
8.
10.
11.
12.
13.
9.
17.
18.
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING
APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS.
AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER
PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472),
MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C. F.S.
*NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING
APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
ALL STRUCTURAL WOOD SHALL BE OF DOC PS20 DOUGLAS FIR LARCH SPECIES, (19% MAXIMUM MOISTURE
CONTENT AT THE TIME OF CONSTRUCTION U.N.O.).
ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307. HOLES FOR BOLTS SHOULD BE DRILLED 1/16" LARGER
THAN BOLT DIAMETER.
FOR NON-SHEAR WALL APPLICATIONS, ROUND WASHERS SHALL BE USED ON ALL BOLTS AND SHOULD
CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X
9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O.
ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE.
ADHESIVE USED TO ATTACH FLOOR SHEATHING TO FRAMING ELEMENTS SHALL CONFORM WITH APA
SPECIFICATION AFG-01.
MANUFACTURED HARDWARE SPECIFIED ON THE DRAWINGS ARE TO BE SIMPSON STRONG TIE (UNLESS
SPECIFICALLY AUTHORIZED IN WRITING BY DESIGNER). FOLLOW ALL MANUFACTURER'S REQUIREMENTS &
RECOMMENDATIONS FOR INSTALLATION & HANDLING OF THE PRODUCT.
ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE IN ACCORDANCE WITH
BUILDING CODE UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED OR REQUIRED BY THE LOCAL
JURISDICTION.
FABRICATION AND HANDLING OF GLUE-LAM BEAMS SHALL BE PER ANSI/AITC A 190.1 STANDARD BEAMS TO
BEAR LEGIBLE APA-ENS OR AITC GRADE STAND. AN APA- EWS CRAN AITC CERTIFICATE OF CONFORMANCE
FOR GLUED-LAMINATED MEMBERS SHOULD BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO
INSTALLATION AND GLUE-LAM
MEMBERS SHALL BE 24F-V4, DF/DF WITH STANDARD CAMBER (U.N.O.) ALL BEAMS SHALL BE FABRICATED
USING WATERPROOF GLUE.
STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS IS FOR THE MAIN STRUCTURAL ELEMENTS.
NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS.
CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT FRAMED CONSTRUCTION
SHOULD BE FOLLOWED AS REQUIRED.
TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2X'S THE SAME WIDTH AS THE STUDS U.N.O. TOP
PLATES SHALL LAP A MINIMUM OF 48" AND BE SPLICED WITH NOT LESS THAN 6-16D NAILS SPACED NOT
MORE THAN 12" ON CENTER.
ALL SHEAR PANELS SHALL HAVE CONTINUOUS SHEATHING MATERIAL FROM ONE END TO THE OTHER AND
FROM PLATE TO PLATE AS SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL COORDINATE FRAMING
SUCH THAT CONTINUITY OF SHEAR PANELS IS ASSURED.
ALL SHEAR TRANSFER NAILING SHALL BE PER DRAWINGS, AND CONTRACTOR SHALL PROVIDE PROPER
NOTIFICATION FOR INSPECTIONS TO REVIEW THE SAME.
PROVIDE POST/MULTIPLE STUDS AT LOWER FLOOR UNDER POST/MULTIPLE STUDS ABOVE. EACH POST/STUD
SHALL BE FASTENED BY GYPSUM WALL BOARD W/ 5D COOLER NAILS @ 7" O.C. U.N.O. ON PLAN. PROVIDE
FULL WIDTH AND DEPTH COMPRESSION BLOCK BETWEEN FLOORS AT SUCH LOCATIONS.
ALL JOIST HANGERS SHALL BE SIMPSON U HANGER, ALL BEAM HANGERS SHALL BE SIMPSON HU HANGERS
U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION.
ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE,
CHAPTER 4.
CEMENT SHALL CONFORM TO SECTION CHARTER 4 C.R.C. AND SHALL CORRESPOND TO THAT ON WHICH THE
SELECTION OF CONCRETE PROPORTIONS WERE BASED.
USE TYPE V CEMENT FOR CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE PER ACI 318-11 TABLE
4.3.1 (MIN. F'C=4500 PSI, 28 DAYS SPECIAL INSPECTION IS NOT REQUIRED) VERIFIED WITH SOILS ENGINEER.
REFER TO CHAPTER 4 OF THE BUILDING CODE FOR SPECIAL EXPOSURE CONDITIONS AS REQUIRED BY
SOILS ENGINEER & SEE CORROSION ENGINEER'S RECOMMENDATIONS FOR CONCRETE EXPOSED TO
CORROSIVE ELEMENTS.
REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND #4 AND GRADE 60 FOR
SIZES #5 AND LARGER.
CONCRETE (28 DAYS) COMPRESSIVE STRENGTH, F'C, SHALL BE 3000 PSI MIN U.N.O. IN FOUNDATION
DETAIL. USE CEMENT TYPE V.
SPECIAL INSPECTION IS REQUIRED FOR CONCRETE WITH F'C > 4500 PSI UNLESS SOLELY USED FOR ITEM
#4 ABOVE.
ALL REINFORCING, DOWELS, HOLDOWNS, AND OTHER INSERTS SHALL BE SECURED IN POSITION AND
APPROVED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE POURING OF ANY CONCRETE.
23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN. SPAN
RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
OF USE
5.
SEISMIC DESIGN CATEGORY:D
SEISMIC IMPORTANCE FACTOR (I) =1.0
Csy:
Ry:
0.111
6.5
BASIC SEISMIC FORCE RESISTING SYSTEM:
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
Csx:
Rx:
0.111
6.5
ASTM A-325HIGH-STRENGTH BOLTS
STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF RUST,
HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A-325, AND BE PROVIDED WITH
HARDENED WASHERS CONFORMING TO ASTM F-436.
7.
6.
ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH STEEL PLATE, MIN. 1/4"
IN THICKNESS,WITH GROUND SMOOTH WELD, U.N.O.
5.
4.
3.
2.
EXPANSION BOLTS (RED-HEAD)
POWER ACTIVATED FASTENERS
SHEAR CONNECTOR STUDS
SELF DRILLING ANCHORS
HIGH-STRENGTH BOLTS
MINIMUM SPACING
MINIMUM EDGE DISTANCE
ALL OTHER BOLTS
BOLT HOLES
L.A. RR NO. 22668
W/ 2" DIAM. X 14 GA. DISCS. ICC NO. 1147
0.15 DIAM. X 2-9/16 INCHES
ICC NO. 1372 L. A. RR NO. 2748
FRICTION TYPE W/ CLASS A FAYING SURFACE
3 BOLT DIAMETERS
ICC NO. 1821
AISC TABLE J3.5
ASTM A-307
ALL OTHER SHAPES:
BOLTS
WIDE FLANGE
TUBE
PIPE
THE AISC SPECIFICATIONS.
1.
ASTM A-53, TYPE E OR S, GRADE B
ASTM A-36
ASTM A-500, GRADE B
ASTM A-992
INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2 INCHES IN NET THICKNESS
HEEL CUTS NOT ALLOWED UNLESS DETAILED ON DRAWINGS.
PROVIDE STANDARD CAMBER UNLESS NOTED OTHERWISE ON PLAN.
FIELD INSPECTOR SHALL BE PROVIDED WITH AN APPROVED "CERTIFICATION OF INSPECTION."
GLU-LAM BEAMS SHALL CONFORM TO AND BE MARKED ANSI/AITC STANDARD A190.1 AND
CANTILEVER AND OR CONTINUOUS BEAMS SHALL BE COMBINATION 24F-V4, DF/DF.
SIMPLE SPAN BEAMS SHALL BE COMBINATION 24F-V4, DF/DF.
MOISTURE CONTENT SHALL BE FROM 7% TO 12%.9.
5.
8.
7.
6.
4.
3.
2.
1.
GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI AT 28 DAYS.
FOR POURING WITHOUT SEGREGATION OF GROUT CONSTITUENTS.
LIME OR LIME PUTTY. SUFFICIENT WATER SHOULD BE ADDED TO PRODUCE A CONSISTENCY
CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS CONTAINING VERTICAL
CONCRETE MASONRY UNITS SHALL CONFORM TO STANDARD SPECIFICATION FOR HOLLOW
SOLID ALL GROUT ALL CELLS UNLESS NOTED OTHERWISE.
LOAD BEARING CONCRETE MASONRY UNITS ASTM C 90, GRADE N-11.
6.
5.
REINFORCEMENT FOR POURS EXCEEDING 4 FEET IN HEIGHT.
4.
3.
1.
2.
1.
7.
6.
DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF COMPACTED FILL FROM A SOIL
APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING INSPECTOR WITH
ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL SOILS OR
MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA
THEREIN AND MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS
THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C.
GEOLOGIST FOR ANY REQUIRED FILL.
5.
4.
3.
2.
1.
GENERAL REQUIREMENTS
IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES, DIMENSIONS, ELEVATIONS
AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. CROSS
CHECK ALL DETAILS AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL DRAWINGS AND
NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO STARTING WORK.
EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN THE PLANS OR
SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE
REQUIREMENTS OF THE BUILDING CODE, LATEST ADDITION, AS WELL AS ALL APPLICABLE STATE AND
LOCAL ORDINANCES AS ADOPTED BY THE CONTROLLING JURISDICTION.
2.
THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY
SOUND ONLY IN THE COMPLETED FORM. GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES
NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING
CONSTRUCTION. SUCH MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
3.
TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS. ANY
DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION
OF THE ARCHITECT AND ENGINEER FOR CLARIFICATION PRIOR TO PROCEEDING. ANY WORK
INSTALLED PRIOR TO AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
4.
THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW OPENINGS, INTERIOR AND
EXTERIOR WALLS SHALL BE DETERMINED FROM THE ARCHITECTURAL DRAWINGS. OTHER FLOOR,
WALL AND ROOF OPENINGS AS REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR
REQUIREMENTS SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS REQUIRED.
5.
6.FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED
AREAS, AND ALL OTHER ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS
MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
7.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND COORDINATION WITH
ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL
OTHER RELATED DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
DRAWINGS.
8.IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS INCLUDED IN THE
SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN GENERAL NOTES AND SPECIFIC
DETAILS, THE ENGINEER SHALL BE NOTIFIED AND HE WILL INTERPRET THE INTENT OF THE CONTRACT
DOCUMENTS.
ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES ARE APPROVED IN
WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL ENGINEER OF RECORD.
9.
10.ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE
DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR
AND/OR HIS SUBCONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR
LABOR SPECIFICATION.
WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE
OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. DETAILS MARKED "TYPICAL" SHALL APPLY IN
ALL CASES UNLESS SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN,
THE FRAMING OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
CONSTRUCTION.
11.
12.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE
DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW AND COORDINATE ALL THE REQUIREMENTS
IN THE ARCHITECTS PROJECT SPECIFICATION AS APPLICABLE.
13.
VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE NOT BEEN
CONSIDERED BY THE STRUCTURAL ENGINEER.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES,
WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO PROTECT THEM FROM DAMAGE.
REPAIR AND REPLACEMENT OF SAID WORK SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
14.
UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE TO THE TOP
OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS "DROP" HAVE THE TOP OF BEAM AT THE HEIGHT
OF THE TOP PLATE. BEAMS DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF
THE TOP PLATE, U.N.O.
15.
DESIGN CRITERIA
1.SOILS
SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
BUILDING CODE - 2022 CALIFORNIA BUILDING CODE2.
FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED WOOD
SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR
COPPER.EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE
PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED.
STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO THE CONCRETE
OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, MID-HEIGHT AND BOTTOM.
ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE AISC MANUAL OF
STEEL CONSTRUCTION AND SHALL BE DETAILED, FABRICATED AND ERECTED IN CONFORMANCE WITH THE
AISC SPECIFICATIONS.
EXCEPT WHERE ENCASED IN MASONRY, CONCRETE, OR SPRAYED ON FIRE PROOFING, ALL STEEL SHALL
RECEIVE ONE COAT OF RUST INHIBITIVE PRIMER. EXPOSED STEEL SHALL BE PROTECTED FROM PHYSICAL
DETERIORATION WITH APPROPRIATE COATINGS, GALVINIZING OR OTHER ACCEPTED METHOD.
HOLES SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED ON DRAWINGS.STEEL
MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT OR BURNED. BOLT HOLES SHALL
CONFORM TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES U.N.O.
GROUTING OF BASE PLATES SHALL BE WITH NON SHRINK GROUT OR DRYPACKED WITH MINIMUM
COMPRESSIVE STRENGTH REQUIRED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL
BE CLEANED OF FOREIGN MATERIAL PRIOR TO GROUTING.
MILL SCALE, GREASE, ETC.
CONCRETE MASONRY
MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED AND COMPOSED OF ONE PART PORTLAND
CEMENT, 1/4 TO 1/2 PART LIME PUTTY OR HYDRATED LIME AND DAMP LOOSE SAND EQUAL TO 2-1/4 TO 3
TIMES THE SUM OF THE VOLUME OF CEMENT AND LIME USED.
GROUT SHALL BE COMPOSED BY VOLUME OF ONE PART PORTLAND CEMENT, TWO TO THREE PARTS SAND,
TWO PARTS PEA GRAVEL TO WHICH MAY BE ADDED NOT MORE THAN 1/10 PART HYDRATED
A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR
BOLT TO THE PLATE.
5. HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16"
OVERSIZED AT THE CONNECTOR OF THE HOLD DOWN TO THE POST.
6. HOLD DOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING
THE WALL FRAMING.
7. ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
8. FINAL SOILS / AS-GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
1.
ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE
TO BE FIXED IN PLACE FOR THE FOUNDATION INSPECTION.
FASTENERS FOR PRESERVATIVE-TREATED SHALL BE NOT DIPPED ZINC-COATED
GALVANIZED STEEL, STAINLESS STEEL, SILLICON BRONZE OR COPPER.
8. FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
9. EXISTING FOOTING : USE EPOXY FOR A.B. WITH SAME LENGHT AS REGULAR BOLTS WITH
SPECIAL INSPECTION.
MINIMUM 5/8"Ø STEEL BOLTS EMBEDED 7" @ 48" OC INTO THE FOUNDATION WITH MINIMUM 3" S.Q x 0.25"
PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE 1-7/8" AND WITHIN 12" OF EACH END OF
EACH PLATE.
2.
3.
4.
ANCHOR BOLTS:
ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL BE INSPECTED AND
APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO, AND AFTER PLACEMEMT OF
REINFORCEMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT
CUT AND/OR FILL SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION OF EXISTING UTILITIES
AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL FROM THE ARCHITECT.
ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION. DESIGN FOR THE DRAINAGE
SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE REQUIREMENTS OF THE SOILS REPORT.BACK FILL
AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS
REACHED.
SHEET INDEX
10. THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT
APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES:
FOR "LVL" & "PSL" BEAMS:
Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
FOR "LSL" BEAMS/HEADERS:
Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
BY WALL , AND MATCHES JOIST DEPTH:
Fc I (PERPENDICULAR)........ = 680 psi (MIN)
Fc // (PARALLEL)..................... = 1400 psi (MIN)
Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
GLU-LAM BEAMS
GLUE LAMINATED LUMBER SHALL BE OF A COMBINATION AS ESTABLISHED BY THE AMERICAN
INSTITUTE OF TIMBER CONSTRUCTION (AITC), AND FABRICATED BY A LICENSED FABRICATORIN
ACCORDANCE WITH AITC 117, AND PRODUCT STANDARDS PS56.
APPROVED INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE BUILDING OFFICIALPRIOR TO
ERECTION. THE INSPECTION CERTIFICATES SHALL INCLUDE THE QUALITY CONTROL INSPECTION DATA.
Plywood Shear Wall
23.
24.
25.
TOTAL LOAD AND LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO MAX. L/240, AND L/360 U.N.O.26.
27.
29.
30.
31.
A. IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS.
B. THE DESIGN LOAD.
C. THE SPACING OF THE TRUSSES.
CEILING JOISTS
32.
A. DEAD LOAD = 6.0 PSF
B. LIVE LOAD = 10.0 PSF
C. TOTAL DEFLECTION = L/240
D. WITH CEILING DRYWALL
E. USE #2 DOUGLAS FIR LARCH
SIZE
2x4
2x6
2x8
12"
16"
10'-6"
9'-7"
16'-7"
15'-1"
21'-11"
19'-11"
BUILDING CODE CHAPTER 6 C.R.C BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS:
- 2X4'S @ 16" O.C. MAXIMUM 14'-0" HEIGHT
- 2X6'S @ 16" O.C. MAXIMUM 20'-0" HEIGHT
TRUSS MANUFACTURER IS RESPONSIBLE FOR:
A. PROVIDING ADDITIONAL SHEAR AND DRAG TRUSSES AS SHOWN ON THE FRAMING PLANS.
28.
C. MEET THE PROFILE AS INDICATED IN THE DRAWINGS.
MAX. SPANSPACING
16"
12"
16"
12"
21.
33.
22.
19.
20.
IF A DOUBLE SILL PLATE IS USED AT LIGHT-WEIGHT CONCRETE FLOORING, THEN THE FRAMING
CONTRACTOR SHALL APPLY SILL PLATE NAILING TO BOTH SILL PLATES, AT 16" O.C. MAX. OR AS SPECIFIED
PER SCHEDULE.
- NO MULTIPLES OF 2X4"S ARE ALLOWED TO SPAN MORE THAN 14'-0" BEARING WALLS EXCEEDING 10'-0"
MUST BE DESIGNED CASE BY CASE.
HEADERS: USE 4X4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. FOR
NON-BEARING WALLS USE 2X4 FOR OPENINGS UP TO 3'-0" MAX. USE (2)2X4 FOR OPENINGS UP TO 6'-0" MAX.
USE 4X6 FOR OPENINGS UP TO 12'-0" MAX. U.N.O. (2-2X ON EDGE CAN BE SUBSTITUTED FOR 4X MEMBERS).
APPROVED END-JOINTED LUMBER MAY BE USED INTERCHANGEABLY WITH SOLID SAWN MEMBERS OF THE
SAME SPECIES AND GRADE FOR BUILDINGS UP TO 2-STORY. WHEN FINGER JOINTED LUMBER IS MARKED
"STUD USE ONLY" OR "VERT USE ONLY" SUCH LUMBER SHALL BE LIMITED TO USE FOR STUDS ONLY. ALL
FINGER JOINTED LUMBER SHOULD BEAR A CERTIFIED FINGER JOINTED LUMBER GRADE STAMP.
WOOD TRUSS MANUFACTURER SHALL SUPPLY TO THE ENGINEER AND THE BUILDING DEPARTMENT
CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL OF DESIGN LOADS, CONFIGURATION (2 OR 3 POINT
BEARING), AND SHEAR TRANSFER, PRIOR TO FABRICATION. IT SHALL BE THE RESPONSIBILITY OF THE
MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATIONS AND SHOP DRAWINGS
PRIOR TO FABRICATION.
TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOADS
IMPOSED, INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS.
ALL CONNECTIONS INVOLVING TRUSSES SHALL BE ICC APPROVED AND OF ADEQUATE STRENGTH TO RESIST
STRESSES DUE TO THE LOADINGS INVOLVED AND SHALL BE DESIGNED AND SPECIFIED BY THE TRUSS
MANUFACTURER.
CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED BY TRUSS MANUFACTURER AS
REQUIRED TO ADEQUATELY BRACE ALL TRUSSES.
TRUSS MANUFACTURER TO PROVIDE DETAILS WHICH ALLOW FOR NORMAL DEFLECTION WITHOUT IMPOSING
LATERAL LOADS ON THEIR SUPPORTS (I.E., SCISSORS TRUSSES).
B. REVIEWING FRAMING PLANS AND STRUCTURAL DETAILS PRIOR TO FABRICATION OF TRUSSES AND
SPECIFYING HANGERS.
D. DESIGN TRUSSES FOR DEFLECTION COMPATIBILITY OF THE TRUSS SYSTEM TO AVOID HUMP AND/OR SAG
IN ROOF OR CEILING.
ALL TRUSSES DESIGNED BY TRUSS MANUFACTURER SHALL BE DESIGNED TO SUSTAIN ALL VERTICAL,
LATERAL AND OTHER PERTINENT LOADS, INCLUDING BRACING OF TOP AND BOTTOM CHORDS, IN ADDITION
TO ANY CONNECTIONS RELATED TO TRUSSES. CONTRACTOR TO COORDINATE WITH TRUSS
MANUFACTURER.
ALL TRUSS LUMBER SHALL BE DOUGLAS FIR LARCH (U.N.O.). ROOF TRUSS LUMBER SHALL BE EITHER
DOUGLAS FIR LARCH OR HEM-FIR. (U.N.O.)
EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED
THERETO THE FOLLOWING INFORMATION LOCATED WITHIN TWO FEET OF THE CENTER OF SPAN ON THE
FACE OF THE BOTTOM CHORD:
USE THIS SPAN TABLE FOR CEILING JOISTS GIVEN THE FOLLOWING CONDITIONS, UNLESS NOTED
OTHERWISE ON PLAN.
- SD0 : GENERAL STRUCTURAL NOTES.
- S.1 : FOUNDATION & ROOF FRAMING PLAN
- SD1 : STRUCTURAL DETAILS.
SHEAR WALL NOTES:
1.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND
NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
2.WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL
MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN ACCORDANCE WITH
SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN FRAMING MEMBERS.
WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL
CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE REQUIREMENTS.
3.ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
OF 0.229 INCHE BY 3 INCHES BY 3 INCHES IN SIZE, BETWEEN THE SILL PLATE AND NUT.
WALL
8 Stud to stud (not at braced
wall panels)
16d common (3 1/2″ × 0.162″)24″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 16″ o.c. face nail
9
Stud to stud and abutting studs
at intersecting wall corners (at
braced wall panels)
16d box (3 1/2″ × 0.135″);
or 3″ × 0.131″ nails
12″ o.c. face nail
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10 Built-up header (2″ to 2″ header
with 1/2″ spacer)
16d common (3 1/2″ × 0.162″)16″ o.c. each edge
face nail
16d box (3 1/2″ × 0.135″)12″ o.c. each edge
face nail
11 Continuous header to stud
5-8d box (2 1/2″ × 0.113″);
or 4-8d common (2 1/2″ × 0.131″);
or 4-10d box (3″ × 0.128″)
Toe nail
12 Top plate to top plate
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 12″ o.c. face nail
13
Double top plate splice for SDCs
A-D2 with seismic braced wall line
spacing < 25'
8-16d common (3 1/2″ × 0.162″); or
12-16d box (3 1/2″ × 0.135″); or 12-10d
box (3″ × 0.128″); or 12-3″ × 0.131″ nails
Face nail on each
side of end joint
(minimum 24″ lap
splice length each
side of end joint)12-16d (3 1/2″ × 0.135″)
Double top plate splice SDCs D0,
D1, or D2; and braced wall line
spacing ≥ 25'
14
Bottom plate to joist, rim joist, band
joist or blocking (not at braced wall
panels)
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
16d box (3 1/2″ × 0.135″);
or 3″ × 0.131″ nails 12″ o.c. face nail
15 Bottom plate to joist, rim joist, band
joist or blocking (at braced wall
panel)
3-16d box (3 1/2″ × 0.135″);
or 2-16d common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
3 each 16″ o.c. face
nail 2 each 16″ o.c.
face nail 4 each 16″
o.c. face nail
16 Top or bottom plate to stud
4-8d box (2 1/2″ × 0.113″); or 3-16d box
(3 1/2″ × 0.135″); or 4-8d common
(2 1/2″ × 0.131″); or 4-10d box (3″ ×
0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
17 Top plates, laps at corners and
intersections
3-10d box (3″ × 0.128″); or 2-16d
common (3 1/2″ × 0.162″);
or 3-3″ × 0.131″ nails
Face nail
18 1″ brace to each stud and plate
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples 1 3/4″
Face nail
19 1″ × 6″ sheathing to each bearing
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
20 1″ × 8″ and wider sheathing to each
bearing
3-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3 staples,
1″ crown, 16 ga., 1 3/4″ long Face nail
Wider than 1″ × 8″ 4-8d box (2 1/2″ ×
0.113″); 3-8d common (2 1/2″ × 0.131″);
or 3-10d box (3″ × 0.128″); or 4 staples,
1″ crown, 16 ga., 1 3/4″ long
FLOOR
21 Joist to sill, top plate or girder
4-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
22
Rim joist, band joist or blocking to
sill or top plate (roof applications
also)
8d box (2 1/2″ × 0.113″)4″ o.c. toe nail
8d common (2 1/2″ × 0.131″);
or 10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
6″ o.c. toe nail
23 1″ × 6″ subfloor or less to each joist
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
24 2″ subfloor to joist or girder 3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)Blind and face nail
25 2″ planks
(plank & beam—floor & roof)
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)
At each bearing,
face nail
26 Band or rim joist to joist
3-16d common (3 1/2″ × 0.162″) 4-10
box (3″ × 0.128″), or 4-3″ × 0.131″ nails;
or 4-3″ × 14 ga. staples, 7/16″ crown
End nail
27 Built-up girders and beams, 2-inch
lumber layers
20d common (4″ × 0.192″); or
Nail each layer as
follows: 32″ o.c. at top
and bottom and
staggered.
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
24″ o.c. face nail at
top and bottom
staggered on
opposite sides
And: 2-20d common (4″ × 0.192″);
or 3-10d box (3″ × 0.128″);
or 3-3″ × 0.131″ nails
Face nail at ends and
at each splice
28 Ledger strip supporting joists or
rafters
4-16d box (3 1/2″ × 0.135″); or 3-16d
common (3 1/2″ × 0.162″); or 4-10d box
(3″ × 0.128″); or 4-3″ × 0.131″ nails
At each joist or
rafter, face nail
29 Bridging to joist 2-10d (3″ × 0.128″)Each end, toe nail
ITEM DESCRIPTION OF
BUILDING ELEMENTS
NUMBER AND TYPE
OF FASTENER a, b, c
SPACING OF
FASTENERS
Edges
(inches)h
30 3/8″ – 1/2″
6d common (2″ × 0.113″) nail
(subfloor, wall) 8d common
(21/2″ × 0.131″) nail (roof)
31 19/32″ – 1″8d common nail (21/2″ × 0.131″)
11/8″ – 11/4″10d common (3″ × 0.148″) nail; or 8d
(21/2″ × 0.131″) deformed nail
33 1/2″ structural cellulosic fiberboard
sheathing
1 1/2″ galvanized roofing nail, 7/16″
head diameter, or 1″ crown staple 16
ga., 1 1/4″ long
34 25/32″ structural cellulosic fiberboard
sheathing
1 3/4″ galvanized roofing nail, 7/16″
head diameter, or 1″ crown staple 16
ga., 1 1/4″ long
Intermediate
supports c,
e (inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
6 12
6 12
32 6 12
Other wall sheathing
3 6
3 6
35 1/2″ gypsum sheathing
1 1/2″ galvanized roofing nail; staple
galvanized, 1 1/2″ long; 1 1/4″ screws,
Type W or S
7 7
36 5/8″ gypsum sheathing
1 3/4″ galvanized roofing nail; staple
galvanized, 1 5/8″ long; 1 5/8″ screws,
Type W or S
7 7
Wood structural panels, combination subfloor underlayment to framing
37 3/4″ and less
6d deformed (2″ × 0.120″) nail; or 8d
common (2 1/2″ × 0.131″) nail 6 12
38 7/8″ – 1″
8d common (2 1/2″ × 0.131″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
39 1 1/8″ – 1 1/4″
10d common (3″ × 0.148″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
d
d
f
f
NAILING SCHEDULE: (TABLE R602.3(1) W/ FOOT NOTES 2019 CRC)
ITEM DESCRIPTION OF
BUILDING ELEMENTS
NUMBER AND TYPE
OF FASTENERa, b, c
SPACING AND
LOCATION
1
Blocking between ceiling joists
or rafters to top plate
4-8d box (2 1/2″ × 0.113″) or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
2 Ceiling joists to top plate
4-8d box (2 1/2″ × 0.113″); or 3-8d
common 2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Per joist, toe nail
3
Ceiling joist not attached to parallel
rafter, laps over partitions [see
Sections R802.3.1, R802.3.2 and
Table R802.5.1(9)]
4-10d box (3″ × 0.128″); or 3-16d
common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
Face nail
4
Ceiling joist attached to parallel rafter
(heel joint) [see Sections R802.3.1
and R802.3.2 and Table R802.5.1(9)]
Table R802.5.1(9)Face nail
5 Collar tie to rafter, face nail or 11/4″ ×
20 ga. ridge strap to rafter
4-10d box (3″ × 0.128″); or 3-10d
common (3″ × 0.148″);
or 4-3″ × 0.131″ nails
Face nail each rafter
6 Rafter or roof truss to plate
3-16d box nails (3 1/2″ × 0.135″);
or 3-10d common nails (3″ × 0.148″);
or 4-10d box (3″ × 0.128″);
or 4-3″ × 0.131″ nails
2 toe nails on one
side and 1 toe nail on
opposite side of each
rafter or truss
7
Roof rafters to ridge, valley
or hip rafters or roof rafter to
minimum 2″ ridge beam
4-16d (3 1/2″ × 0.135″); or 3-10d
common (3 1/2″ × 0.148″); or 4-10d
box (3″ × 0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box 3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
ROOF
16" O.C. 8" O.C., OR
A35 @ 24" O.C.
16" O.C. 4" O.C., OR
A35 @ 12" O.C.
A. B. SILL PLATE NAILING
(5 8"Ø) (16D SINKER)
SHEAR WALL SCHEDULE:
TYPE SHEAR PANEL
1 260 PLF 3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 6" O.C. EDGES
AND 12" O.C. FIELD
2 380 PLF
3 490 PLF
16" O.C. 3" O.C., OR
A35 @ 8" O.C.
4 640 PLF
12" O.C. 2" O.C., OR
A35 @ 6" O.C.
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 4" O.C. EDGES
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 3" O.C. EDGES
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 2" O.C. EDGES
AND 12" O.C. FIELD
5 800 PLF
8" O.C. (2)3" O.C., OR
A35 @ 6" O.C.
15/32" APA STRUCT I. RATED PLYWOOD
WITH 10d COMMON NAILS AT 2" O.C. EDGES
AND 12" O.C. FIELD
STRUCTURAL WOOD
- SD2 : STRUCTURAL DETAILS.
SOILS REPORT NO. GEO260224SANG, DATE: 03/29/2024
REPORT BY: TMC ENGINEERS INC. ADD : 9542 PACIFIC AVE, ANAHEIM, CA 92804
PHONE: 714-829-5053; EMAIL: Tienchu.pe@gmail.com
SDS:
SD1:
0.863
0.55
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R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
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SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 23026
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
09/29/2023
08/19/2024 BLDG CMNT.
SD0
1
1
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
CLEAN OUT
ON DWGS. +2"
WIDTH SHOWN
LAITANCE AND SCUM
HAS SET. REMOVE
AFTER CONCRETE
NOTE:
NOTE:
6"
MIN
11/2" MIN. STARTER WALL
REQUIRED FOR FOOTINGS
CURB OR STARTER WALL
BELOW GRADE
LC
APPLICABLE
FORMWORK
SPECIFICATIONS
2" PLANKING
FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT EXCAVATIONS
PROVIDED THE FOUNDATION TRENCH WALLS ARE STABLE AS DETERMINED BY THE
ARCHITECT (STRUCTURAL ENGINEER), SUBJECT TO THE APPROVAL OF THE DIVISION
OF THE STATE ARCHITECT, IN SUCH CASE. THE MINIMUM FORMWORK SHOWN ON THE
DRAWINGS IS MANDATORY TO INSURE CLEAN EXCAVATIONS IMMEDIATELY PRIOR TO
AND DURING THE PLACING OF CONCRETE.
STARTER WALL REQUIRED FOR ALL MASONRY OR CONCRETE WALLS.
STAKES NOT PERMITTED WITHIN FOOTING SECTION.
FORMWORK NOT PERMITTED BELOW GRADE UNLESS FULLY FORMED.
TYPICAL
TYPICAL MANDATORY MINIMUM FORMWORK
(UNLESS FULLY FORMED)6 INTERIOR PARTITION, TYP.3
2x P.T D.F SILL PLATE
w/ 7 32"Øx312" SHOT PINS
@ 32" OC w/ 14 GA PER ICC-ESR 2138
. WASHERS AND FIRST 2 PINS PLACED
6" AND 10" FROM PLATE ENDS
CONCRETE SLAB
2x STUDS @ 16" OC
BA
7"
M
I
N
.
A = MIN. EDGE DISTANCE
FROM SILL PLATE TO BOLT C.L.
FROM SLAB EDGE TO BOLT C.L.
B = MIN. EDGE DISTANCE
BOLT DIAM.
5/8"
7/8"
3/4"
7/8"
3/4"
BOLT DIAM.
5/8"
N.A.
N.A
4" (NOMINAL) WALLS
A
1"
N.A.
N.A.
B
1.7/8"
1.3/8"
1.1/8"
6" (NOMINAL) WALLS
A
1"
2.1/4"
2"
B
1.7/8"
TYPICAL ANCHOR BOLT DETAIL 2
2"
#3 NOSING
TYPICAL
SEE ARCH. FOR TREAD
AND RISERS
6"
MIN
.
(2)#5 CONT.
#4@12
EACH WAY
#4@12
RAMP LINE
#4@12
STAIR OR RAMP ON GRADE 7
1'-6"
2'-0"
1'-2"
1'
-
6
"
M
I
N
.
1'-6"
2'-0"
NEW EXTERIOR FOOTING 1
(2)#5 OR (3)#4 REBAR CONT.
T & B (U.N.O.).
STUD WALL
SHEAR PANEL WHERE OCCURS
WITH B.N. AT SILL PLATE
8"
MI
N
.
3"
MAX
P.T.D.F. SILL PLATE
W/ ANCHOR BOLTS
PER AB SCHEDULE.
(MIN. 5/8" DIAMETER @ 48" O.C.)
3"
W
PER SCHED.
N.G. OR APPROVED
COMPACTED FILL
#3 @ 24" O.C.
BENT 3' INTO SLAB
SAND AND
VAPOR BARRIER
PER PLANS.
VAPOR BARRIER.
WHERE OCCURS
EXTEND 1.1/2"
INTO FTG.
COLD JOINT
AT OPT. 2 POUR
D1
SLOPE TO DRAIN
SCREED @ STUCCO FINISH
F.G.
FOOTING DIMENSIONS
# OF
STORIES
W
WIDTH
D
DEPTH
1 12" 24"
MIN. 4" THK. CONC. SLAB
w/ #4 @ 16" O.C. EA WAY
OVER 3" SAND
OVER 15 MIL. VAPOR BARRIER
OVER 4" AGGREGATES OF 1/2" OR LARGER
D1
DEPTH
8"
D
M
I
N
.
PE
R
S
C
H
E
D
.
D
P
E
R
S
C
H
E
D
.
24
"
M
I
N
.
SSTB BOLTS INSTALLATION
@ SW @ EXT. FOOTING
HUD2/HDU4/HDU8/HDQ8
HOLDOWN
w/ SDS2.5 SCREWS
(MIN)
1 3/4"
ANCHOR BOLT
PER SIMPSON CATALOGUE
NOTE:
SIMPSON SET-XP EPOXY ESR-2508
SPECIAL INSPECTION REQUIRED
3"
MAX
EF
F
E
C
T
I
V
E
EM
B
E
D
M
E
N
T
SIMPSON
HOLDOWN
HDU8
HDU2
HDU4
SSTB24
SIZES
SSTB28
SSTB24
MIN EMBED
(le)
20 5
8"
24 7
8"
20 5
8"
3"
CL
R
.
SECTION E-E
1.5 le
E
E
BOTTOM OF SLAB.
3"
le M
I
N
1
6
"
.
CL
R
.
EQ.EQ.MI
N
.
F
F
le M
I
N
1
6
"
.
SECTION F-F
1.5 le
SSTB BOLTS INSTALLATION
@ SW @ INT. FTG/SLAB
HOLDOWN HDU2/HDU4/HDU8 @ NEW FOOTING 5
(2)#4x8'-0" REBAR CONT.
T & B (U.N.O.), CENTERED @ "HD"
(BEND REBAR @ CORNER)
3"
CL
R
.
CONCRETE
END
EXTERIOR
FOOTING
EDGE OF
EXTENDED/ENLARGED
EXTERIOR FOOTING.
BOTTOM OF
EXT. FOOTING
CONCRETE STEM/FOOTING WIDTH (8"
MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR
5/8"Ø BOLT) ENTIRE EMBED. LENGTH.
BOTTOM OF
EXT. FOOTING
EDGE OF DEEPENED
SLAB/FTG FOR
HOLDOWN @ INT.
SHEAR WALL.
BOTTOM
OF SLAB.
FTG WIDTH
(13" FOR 7/8"Ø BOLT,
9" FOR 5/8"Ø BOLT).
NEW INTERIOR FOOTING 8
TYP.
UNLESS NOTED OTHERWISE
IN SHEAR WALL SHEDULE
EDGE NAILING
FOR BOLT INFORMATION
SEE DETAIL 1/ SD1,
2x P.T.D.F. SILL PL
SHEAR WALL PANEL
SEE PLAN WHERE
OCCURS
SLAB ON GRADE
2x STUDS @ 16"o.c.
UNLESS NOTED
PER PLAN
OTHERWISE
W PER SCHEDULE
PE
R
S
C
H
E
D
U
L
E
3" CLR.
3"
C
L
R
.
(2)#5 OR (3)#4 REBAR CONT.
T & B (U.N.O.).
SEE DETAIL 1/SD1 FOR ADDITIONAL INFORMATION.
#4 X 24" DOWELS
@ 16" O.C.
D
W
2"
MI
N
.
PORCH SLAB
SLOPE TO DRAIN
6"
MIN.
FINISH
GRADE
6"
MI
N
.
FACE OF STUDS
HOUSE TO PORCH 9
#4 X 24" DOWELS
@ 16" O.C.
POST TO FOOTING AT DECK 4
C.L.
BASE ( MPB44Z FOR 4X4 POST,
SIMPSON MPBZ MOMENT POST
POST PER PLAN.
SEE PLAN
3"
SE
E
P
L
A
N
7
1 4"
MI
N
.
MPB66Z FOR 6X6 POST,
PAD PER PLAN.
EXTEND MPBZ INTO CONC.
FOOTING AS SHOWN.
BEND
R= 5(d) FOR #14 THRU #18
LAP SPLICE
STIRRUP
6(d
)
M
I
N
.
TIE OR HOOK
6(d
)
M
I
N
.
MADE COLD
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
OR
3
"
M
I
N
.
- ALL BENDS SHALL BE
STIRRUP ALT. 135° BENDS
- PUT CROSSTIE W/ EACH
D= 4(d) FOR #3 THRU #5
D= 6(d) FOR #6 THRU #8
OR
3
"
M
I
N
.
12
(
d
)
F
O
R
#
6
T
H
R
U
#
8
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
NOTES:
CROSSTIE
MEMBER BELOW, EXCLUDE
CONCRETE IS CAST IN THE
THAN 12 INCHES OF FRESH
BARS SO PLACED THAT MORE
FOR TOP BARS (HORIZONTAL
* INCREASE LENGTH BY 30%
WIRE TIE END
WALLS)
D D
48(d) MASONRY (U.N.O.)
48(d) * IN CONCRETE
90° BEND
8(d)
R
R= 4(d) FOR #9 THRU #11
R= 3(d) FOR #3 THRU #8
2 1/2" MIN.8(d)
180° BEND
R12
"
4(d) OR
4"
M
I
N
.
O
R
4"
M
I
N
.
O
R
6(d
)
10TYP. REINFORCING DETAILS
ST
R
U
C
T
U
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T
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S
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4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
DE
T
A
C
H
E
D
N
E
W
A
D
U
Pr
o
j
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c
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A
d
d
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s
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:
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2
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9
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3
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P
R
O
J
E
C
T
F
O
R
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 23026
C 69546
Exp: 06/30/26
TUNG T HANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
09/29/2023
08/19/2024 BLDG CMNT.
SD1
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
PERPENDIULAR TO
ROOF FRAMING
PARALLEL TO
ROOF FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
1/
4
"
~
1
/
2
"
CL
R
.
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
SIMPSON "DTC"
CLIP @48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
CEILING
JOIST
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL 13 7GABLE END WALL
FLUSH RIDGE
CONDITION
SIMPSON ST22 STRAP @ 48" OC
EQ.EQ.
ROOF RAFTER
W/ HANGERS
TO RIDGE
DROP RIDGE
CONDITION
ROOF RAFTER
W/ HANGERS
TO RIDGE
RIDGE PER PLAN.
E.N.
2X BLK'G
E.N.LAP & SPLICEW/(3)
16d's EACH SIDE
(2)10d TOE
16d @ 12"o.c.
WIDER THAN 6'-0")
TRIMMER AT OPENING
2x TRIMMER (2)2x
U.N.O.
SILL ~P
THAN 4'-0")
SILL AT OPENING WIDER
WHERE OCCURS (2)2x
2x WINDOW SILL
SEE PLAN
POST AT HOLDOWNS
DOUBLE STUDS OR
2x STUDS @ 16"o.c.
TOP AND BOTTOM
6'-0") W/ SIMPSON A34
OPENING WIDER THAN
(2)2x THRU STUDS AT
(1)2x THRU STUD (USE
HEADER DEPTH)
OF ADDITIONAL
(2)16d FOR EA. 2"
(2)16d MIN. (ADD
THAN 8'-0"
OPENING WIDER
SIMPSON A34 AT
NAILS
STAGGER
DETAILS
SEE CBC, TABLE 25Q, OR
FOR BALANCE OF NAILING,
U.N.O. ON PLANS)
OPENING
HEADER SCHEDULE
WIDTH
10'-0"
12'-0"
8'-0"
6'-0"
4'-0"
MAX.
VERTICAL
AND @ 8'-0"o.c.
STOPS AT CEILING
PROVIDE 2x FIRE
NOTE:
STUD WIDTH
WIDTH SAME AS
BEARING
10"
12"
NON-BEARING
8"
6"
4"
12"
14"
8"
10"
6"
MIN. NOMINAL HEADER ''D''
TO 6'-0" ONLY)
(AT OPENINGS UP
BUILT-UPSOLID
''
D
'
'
DE
P
T
H
HD
R
UP PER SCHEDULE
HEADER (SOLID, BUILT-
(2)2x TOP ~PS
EA. SIDE STAGGER
w/ 16d @ 12"o.c.
CONT. PLYWD. SHIM
2x EA. SIDE AND
NOTE:
TYPICAL STUD WALL FRAMING AT OPENING DETAIL 9
5TYPICAL TOP PLATE SPLICE
ST22 STRAP
@ RIDGE OF RAKE WALL
18-16d SINKERS
@ SPLICE, STAGGERED
DO NOT SPLIT TOP PLATE
WITH SPLICE NAILING, SEE TABLE BELOW.
STUDS @
16" O.C.
2-16d FROM TOP
PLATE TO BOTTOM
PLATE OVER EACH STUD
2-16d FROM
PLATE TO EA. STUD
2-2X TOP PLATE 4'
NOTE: SPLICE REQUIRED AT ALL PLATE BREAKS AND ALSO AT CHANNELS FOR
INTERSECTING WALLS AT ANY EXTERIOR WALL, BEARING WALL, OR SHEAR WALL
NO. OF 16d SINKER
MIN. PLATE LAP
ALT. STRAP w/ 16d SINKER ST22 ST6224 ST6236 MST37 MSTC52 CMST12x72"
8 FT.
42
GF
36
8 FT.8 FT.
32
ED
24
6 FT.6 FT.
22
CB
16
4 FT.
10
A
4 FT.
MST60
BM., SEE PLAN
POST, SEE PLAN.
EQ
.
EQ
.
STRAP
A
CAPACITY
-
5600#
2900#
MSTA12
EA. SIDE
(1) CS16B
(2) CS16C
OF EACH STRAP
OVERALL LENGTH
12"
24"
24"
SIMPSON STRAP EACH
SIDE OF BEAM TO POST.
ALT. TO MSTA12 STRAPS, USE 2X
KING STUD EACH SIDE OF BEAM
TO POST & NAIL W/ 16d'S @ 16" O.C.
TO POST & MIN. (5) 16d'S TO BEAM.
POST & BEAM CONNECTION 3
CJ W/ 8-16d FACE NAILS
LARGER BLOCK (RIPPED TO CORRECT SIZE) FOR GAPS LARGER THAN 1".
USE FULL DEPTH BLKG. INSTALL LS70'S WHERE GAP EXCEEDS 1/4". USE NEXT
H1'S @ 24" O.C. MAY BE INSTALLED IN LIEU OF A35'S FOR SHEAR TRANSFER.
DROP BM. WHERE OCCURS
HEADER WHERE OCCURS
A35 FROM 2X BLKG. TO PLATE
@ 24" O.C. (SEE ADDITIONAL
A35 REQMTS. @ SHEAR WALLS)
DBL 2X TOP PLATE
2X STUDS @ 16" O.C.
SHEAR PANEL WHERE OCCURS
B.N.
SEAT CUT ALL RAFTERS. DO NOT OVERCUT.
ALT. LOCATION OF BLKG.
NOTES:
ROOF SHEATHING
RR W/ SEAT
CUT AT WALL
1
B.N.
ROOF RAFTER
PERPENDICULAR TO EXT. WALL
2x STUDS
BALLOON FRAME
16d NAILS @ 8" OC
AFTER ROOF IS
LOADED
2x BLOCKING
D.F #2 FLAT LOOKOUTS
2x4 @ 24" OC OR 2x6 @ 32"
OC. TAKE BACK TO 2ND
RAFTER (MAX 18" TOTAL
OVEHANG). SOLID SHIM
UNDER EA. LOOKOUT
HOLD TOP OF WALL
DOWN 3 4" + FROM TOP
OF UNLOADED RAFTER
E.N
#FULL HEIGHT
SEE PLAN
E.N
(2)-16d
@ EA.
END OF
LOOKOUT
ROOF
SHEATHING
E.N
A35F MAY BE OMITTED
WHERE SHEAR WALL
MATERIAL APPED +4"
OVER RIM. PROVIDE A35F
@ NON-SHEAR SEQUENTS
E.N
E.N
SIMP. A35F @ 48" OC
DTL 16d 'S A35'S
A 8" OC 32" OC
B 6" OC 24" OC
C 4" OC 16" OC
D 3" OC 12" OC
2GABLE END WALL
2X6 FLAT W/
2-16d TO EA.
ROOF TRUSS/RAFTER
RUN LOWER ROOFSHEATHING
TO SUPPORTING WALL/BEAM
AND PROVIDE SHEAR TRANSFER
AT THAT LOCATION
2X4 RR @ CALIFORNIA FRAMING
MAX. SPAN = 8' U.N.O.
MAIN ROOF FRAMING
RAFTER OR ROOF TRUSS
ROOF RAFTER
ROOF SHEATHING
B.N.
ROOF RAFTER W/ HANGERS
TO RIDGE
ROOF SHEATHING
2X6 RIDGE @
2X4 RAFTERS
@ CALIFORNIA FRAMING
B.N.B.N.
ROOF BRACE WHERE REQ'D
TO LIMIT SPANON 2X4 R.R. TO
8'-0" MAX. U.N.O.
4CALIF. FRAMING DETAIL
1'-0" CEILING JOIS OVERLAP w/ SPACER
AND 4-16d NAILS EA. SIDE
CEILING JOIST OVER LAP, TYP.10
NOTCH JOIST
FOR LOOKOUTS
30" MAX.
1X6 STARTER BOARD-SHIPLAP
AT EXPOSED EAVES
2X ROSA FASICA
CEILING JOIST PARALLEL TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
STUDS WALL
CEILING JOIST TO WALL DETAIL 12
CEILING JOIST PERPENDICULAR TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
SIMPSON HANGER JOIST.1/2" DRYWALL AT
BOTTOM OF
CEILING JOISTS
L @ COLLAR TIE
13'-0" MAX.(4) SDS25300
NUMBER OF SDS
22'-0" MAX.(5) SDS25300
31'-0" MAX.(6) SDS25300
COLLAR TIE CONNECTION DETAIL 8
PLWD. SHT'G. W/ E.N.
2X RIDGE BOARD PER PLAN.
DBL TOP PLATE.
SIMPSON ST12 STRAP @ EACH R.R.
2X R/R PER PLAN.
NUMBER OF SDS SCREWS,
SEE TABLE BELOW.
REFER TO DETAIL 1/SD-2.
L
SHEAR PANEL PER PLAN.
2X4/2X6(IF SPAN OVER 30')
BRACING @ 16" O.C.
TO R.R. & C.J.
CEILING JOIST
PER PLAN.
(5) 16d's
(5) 16d's
EQ.EQ.
2x4 X-BRACING w/
(3)16d TO EA. MEMBER
(5) 16d's
(5)16d EACH
SIDE TO BM
SIMPSON A34
2x STUD AT EACH
SIDE w/ 16d AT
12"o.c. STAGGERED
TYPICAL CONNECTION DETAIL 11
EACH SIDE OF POST @
PROVIDE SIMPSON (4)A35
HI & LOW TOP PLATE.
POST PER PLAN
CRIPLE WALL @16" O.C.
(2)2x TOP PLATE.
BEAM PER PLAN
POST OR DOUBLE STUDS
(PROVIDE 16d @ 12"o.c.
AT DOUBLE STUDS)
(2)2x TOP PLATE
PLYWOOD SHEATHING
PER PLAN
EACH SIDE FOR BEAMS
9 1/4" DEEP AND LARGER
PROVIDE SIMPSON A35
TYPICAL FLUSH BEAM PERPENDICULAR
TO WALL DETAIL 6
POST TO BEAM CONNECTION
AT CORNER DETAIL 15
ELEVATION
BEAM FRAMING
PER PLAN
POST SEE PLAN
SECTION A-A
BEAM SEE PLAN
SIMPSON ECCLL/R666SDS SIMPSON ECCLL/R666SDS
BEAM SEE PLAN
BOUNDARY NAILING
BEAM SEE PLAN
JOIST OR RAFTER
SEE PLAN
EACH SIDE
SIMPSON LUS HANGER
SIMPSON LUS HANGER
INTERIOR CONDITION
END CONDITION
PLYWOOD SHEATHING
SEE PLAN
SEE PLAN
JOIST OR RAFTER
TYPICAL JOIST OR RAFTER TO FLUSH
BEAM CONNECTION DETAIL 16
ST12 STRAP.
17NEW ROOF PARALLEL TO WALL
STUD WALL
#FULL HEIGHT
SEE PLAN
ROOF SHEATHING
NEW ROOF RAFTER
END ROOF RAFTER
w/ (2)16d NAILS @
16" O.C. TO STUDS WALL.
2X BLK'G. @ 24" O.C.
E.N
E.N
NEW ROOF RAFTER
2X BLK'G.
PROVIDE EDGE NAILING TO
ALL EDGES OF OPENING.
DOUBLE JOIST OR RAFTER
EACH SIDE OF OPENINGPER SCHEDULE
SIMPSON HANGER
BLOCKING WHERE
(PROVIDE FILLER
REQUIRED)
NOTE:
JOIST OR RAFTER
SEE PLAN
OPENING
SEE PLAN
BEAM OR GIRDER
8'-0" MAX.
4'
-
0
"
M
A
X
.
14TYPICAL FLOOR/ROOF OPENING DETAIL
ST
R
U
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T
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A
L
DE
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S
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PDC
DE
T
A
C
H
E
D
N
E
W
A
D
U
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
5
2
2
S
R
o
s
e
w
o
o
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A
v
e
,
S
a
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t
a
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9
2
7
0
3
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P
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O
J
E
C
T
F
O
R
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 23026
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
09/29/2023
08/19/2024 BLDG CMNT.
SD2
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
52
2
S
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1
2
7
W
B
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2
7
0
3
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
A
A
BB
RESTRICTIVE NOTICE
DATE REVISIONS
SHEET DESCRIPTION
PROJECT OWNER
PROJECT ADDRESS
STAMP
NO:
REVISIONS
THESE DESIGNS, DRAWINGS, AND
SPECIFICATIONS ARE THE EXCLUSIVE
PROPERTY OF DONG ENGINEERING.
THESE DRAWINGS CANNOT BE COPIED,
TRANSFERRED, OR REPRODUCED NOR
CAN ANY OTHER STRUCTURES BE BUILT
FROM THEM WITHOUT WRITTEN CONSENT.
SHEET
DE#: 240146
TEL- 714-204-2874
GARDEN GROVE, CA 92841
7661 GARDEN GROVE BLVD.,
DONG ENGINEERING, INC.
INFO@DONGENGINEERING.COM
52
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522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
EMAIL: tungcivil2018@gmail.com
Date: 8/19/2024 TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR
GARDEN GROVE CA 92840
BUS: 714-928-2006
FAX: 714-901-9535
RESPONSE TO PLAN CHECK#1
**********************
CLIENT : DETACHED NEW ADU.
PROJECT NAME : DETACHED NEW ADU.
LOCATION : 522 S ROSEWOOD AVE, SANTA ANA, CA 92703.
JOB NUMBER : 23026.
Structural requirements:
10. SD0: GENERAL STRUCTURAL NOTES
10a. Please see revised sheet SD0 for provide SDS & SD1 values in the design criteria.
10b. Please see revised sheet SD0 for provide all information of soil engineer & soil report.
11. S.1 FOUNDATION & FRAMING PLAN
11a. Please see revised sheet S.1 for provide keynote on roof framing plan for specify roof
diaphragm.
DESIGNED BY: TUNG VO, M.S., P.E.
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR
GARDEN GROVE CA 92840
BUS: 714-928-2006
FAX: 714-901-9535
EMAIL: tungcivil2018@gmail.com
STRUCTURAL ANALYSIS
**********************
SUBMITAL FOR BUILDING DEPARTMENT
CLIENT : DETACHED NEW ADU.
PROJECT NAME : DETACHED NEW ADU.
LOCATION : 522 S ROSEWOOD AVE, SANTA ANA, CA 92703.
JOB NUMBER : 23026.
2nd SUBMITAL: August 19, 2024
VERTICAL, LATERAL
DESIGNED BY: TUNG VO, M.S., P.E.
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
DESIGN CRITERIA SHEET
Job# 23026
CODE: 2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
TIMBER
Douglas fir-larch-19% max. moisture content.
4X Members: No .2 or Better
6X,8X Beams and Headers: No.1 or Better
2X Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade or Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
CONCRETE
1.Drypack shall be composed of one part Portland cement to not more than three-part sand.
2.All structural concrete…………………………. f’c=2500 psi w/inspection.
All slab-on –grate/continuous footing /pads……… f’c=2500 psi w/inspection.
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M.A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lab 1-1/2 spaces ,9” min.
2. Development length of Tension Bars shall be calculated per ACI318-11 Section 12.2.2. Class B splice =1.3xl d.
Splice lengths for 2500 psi concrete is: # 4 Bars (40k) =21”, #5 Bars (60k) =39”, #6 Bars (60k) =47”
(30 dia. for compression).
Masonry reinforcement shall have lappings of 48dia.or 2’-0”. This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast-in-place concrete shall be as follows, U.N.O:
A. Concrete cast against & permanently exposed to earth…………………3”
B. Concrete exposed to earth or weather <= #5 Bar ………………………1 ½” #6 #18 bars 2”
C. Concrete not exposed to weather or in contact with ground
Slab, wall, joist, <= #11bars …………………………………………… 3/4”
Beams & Columns: Primary reinforcement, ties, stirrups, spirals………….1 ½”
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with “specification for the Design,
Fabrication and Erection of Structural Steel Buildings “, AISC, current edition. Steel to conform to ASTM
A992.Round pipe columns shall conform to ASTM A35 ,Grade B .Square /Rectangular Steel tubes ASTM
A500,Grade B .
2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops
or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding .
3. All steel exposed to weather shall be hot –dip galvanized after fabrication, or other approved weatherproofing
method
4. Where finish is attached to structure steel, provide ½” both holes @ 4’-0” O.C. for attachment of nailers,
U.N.O. see architectural drawings for finishes (nelson studs ½”x3” CPL may replace bolts).
MASONY
1. Concrete block shall be of size shown on architectural drawing and/or called for in specifications and conform
to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.),
retaining walls are to be as shown in details.
3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
LOADING & LATERAL ANALYSIS
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code) Job Number : 23026
Plan :
GENERAL INPUT :
Code :2022 CBC Wind Speed:110 mph
Risk Category :II Wind Exposure:C
Importance Factor, I (Seis.)1.00 Mean Roof Height :12.5 ft
Soil Site Class :D Building With, B :50 ft
Seismic Category :D Building Lenght, L :49 ft
Spectral Accel., S s :1.294 Typ. Roof Slope:4/12
Spectral Accel., S 1 :0.462 Risk Category II
Structure Height, hn :12.5 ft Topographic Factor K zt 1.00
Seismic Resist. System (R) :6.5 Direction Factor Kd :0.85
Soil Bearing Pressure:1500 psf Gust Effect Factor G :0.85
Concrete Strength:3000 psi Gcpi(+/-)0.18
Foundation Type : Conventional Load Combination Factor (W) :1.00
ANALYSIS SEISMIC DESIGN :(Using Equivalent Force Procedure per ASCE 7-16)
Site Coefficients :
Fa ==1.00 (ASCE 7-16 Table 11.4-1)
Fv ==1.80 (ASCE 7-16 Table 11.4-2)
Maximum Spectral Response Accelerations :
SMS=Fa*Ss =1.29 (USGS Seismic Design Geodatabase)
SM1=Fv*S1 =0.83 (USGS Seismic Design Geodatabase)
Design Spectral Accelerations :
SDS=SMS*2/3 =0.863
SD1=SM1*2/3 =0.55
Determine Building Period :
Ta=Ct*(hn^x)=0.133 sec. (Approximate Fundemental Period using Eq. 12.8-7)
TL =8.000 sec. (Long-period transition period per ASCE 7-16 Maps 22-15/20)
Ct =0.020
x =0.750
Seismic Response Coefficients :
Cs=0.7*SDS*I/(R)=0.093 (ASCE 7-16 Section 12.8-2)CONTROL
Cs-max 0.642 (Eq. 12.8-3 & 12.8-4)
Cs-min 0.010 (Eq. 12.8-5 & 12.8-6)
ANALYSIS WIND DESIGN :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16
for Building of any Height- See detail on pages Lateral Analytical Section )
LOADDING CONDITIONS :
ROOF LOADING :FLOOR LOADING :
Slope : 4/12
Roof Material : 5.50 Floor Material : 4.00
Built-up : 3.50 Built-up : 0.00
Sheathing : 1.50 Sheathing : 3.00
Roof Rafters : 1.50 Floor Joist : 1.50
Ceiling Joist : 1.50 Carpet : 1.00
Drywall : 1.50 Drywall : 2.50
Miscellaneous : 5.00 Miscellaneous : 3.00
Total Dead Load(D.L) : 20.00 psf Total Dead Load(D.L) : 15.00 psf
Live Load (L.L) : 20.00 psf Live Load (L.L) : 40.00 psf
Snow Load :
WALL LOADING :CEILING LOADING :
Exterier Wall :(DL )15.00 psf Dead Load :6.00 psf
Interier Wall :10.00 psf Live Load :10.00 psf
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
BEAM DESIGN
Job Number 23026
Plan :
Code : AF&PA NDS-2018
Design Method:ASD
Load Combination: 2021 IBC/2022 CBC & ASCE 7-16
All timber shall be Douglas Fir-Larch-19% max .moisture content.
Timber Properties :
Sawn Lumber(DFL)
2X Josit& Rafters(No.2)
4X Swan Beams(No.2)
6X Swan Beams(No.1)
Glued Laminated Beam
Glulam 24F-V4 DF/DF
Glued Laminated Beam
TimberStrand LSL 1.55E
Parallam PSL 2.0E
Microllam LVL 1.9E
Wood Post Axial Loads Capacity:
POST HEIGHT (FT)
Post 7 8 9 10 12 14 18.67 22
2x4 DFL STANDARD 3.29 2.64 2.14 1.76 1.25 0.93 --- ---
2x4 DFL STUD 2.89 2.42 2.01 1.69 1.22 0.91 ------
4x4 DFL No.2 8.73 7.00 5.69 4.69 3.33 2.48 --- ---
2x6 DFL STUD 5.16 5.16 5.16 4.93 4.00 3.18 1.94 1.43
2x6 DFL No.2 5.16 5.16 5.16 5.16 5.06 3.88 2.28 1.67
4x6 DFL No.2 13.58 10.93 8.90 7.35 5.22 3.89 --- ---
4x8 DFL No.2 17.71 14.30 11.67 9.66 6.87 5.12 --- ---
4x10 DFL No.2 22.32 18.10 14.81 12.27 8.74 6.52 ------
4x12 DFL No.2 27.15 22.01 18.01 14.92 10.63 7.93 --- ---
6x6 DFL No.1 26.37 24.84 23.01 20.99 16.90 13.42 8.15 6.00
6x8 DFL No 1 35.96 33.87 31.38 28.62 23.05 18.30 11.11 8.19
8x8 DFL No.1 52.82 51.56 50.01 48.16 43.51 37.99 25.86 19.67
Fb Fv E
900
900
180 1.6 E
180 1.6 E
1350 170 1.6 E
265 1.8 E2400/1850
2.0 E
1.9 E
1.55 E2350
2900
2600
310
285
285
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
BEAM DESIGN
Job Number :
Plan :
ID: R1 RR over Living Room @ ADU MEMBER SIZE :
@ Length of Span (ft):12.00
(ft)Reaction (lbs)
Roof 2.67 0 12.00 P1 0.00 0 0 0 Left 380
None 0 0 0.00 P1 0.00 0 0 0 Right 380
None 0 0 0.00 Self Weight
None 0 0 0.00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :1.25 1.00 1.00 1.00 1.30 1.00 1.00 1.15 1.00
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs)1141.2 6.00 1842 0.62 b(in)1.5 E'min(ksi)580000 E/Ex(psi)2.76 F*b(psi)810
Max. Shear(lbs)380.4 1631 0.23 d(in)7.25 FbE(psi)815.22 Fb(psi)900 F'b(psi)900
Live Load Defl.(in)0.225 6.0 0.343 0.66 A(in2)10.88 I (in4)47.6 Fv(psi)180 F'v(psi)180
Total Load Defl.(in)0.388 6.0 0.600 0.65 S(in3)13.14 RB 29.2 E'(ksi)1600000
ID: R2 CJ over Living Room @ ADU MEMBER SIZE :
@ Length of Span (ft):12.00
(ft)Reaction (lbs)
Ceil.2.67 0 12.00 P1 0.00 0 0 0 Left 188
None 0 0 0.00 P1 0.00 0 0 0 Right 188
None 0 0 0.00 Self Weight
None 0 0 0.00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :0.90 1.00 1.00 1.00 1.30 1.00 1.00 1.15 1.00
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs) 324.18 6 1326 0.24 b(in)1.5 E'min(ksi)580000 E/Ex(psi)2.76 F*b(psi)810
Max. Shear(lbs) 108.06 1175 0.09 d(in)7.25 FbE(psi)815.22 Fb(psi)900 F'b(psi)900
Live Load Defl.(in) 0.143 6.0 0.800 0.18 A(in2)10.88 I (in4)47.6 Fv(psi)180 F'v(psi)180
Total Load Defl.(in) 0.110 6.0 0.600 0.18 S(in3)13.14 RB 29.2 E'(ksi)1600000
DFL 2 x 8
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
23026
0
DL
(Ibs)
Lr
(Ibs)
L
(Ibs)
2.67*(20+20)/2
0
0 10.00
DFL 2 x 8
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
DL
(Ibs)
0
Lr
(Ibs)
L
(Ibs)
2.67*(6+10)/2
0
0 10.00
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
BEAM DESIGN
Job Number :
Plan :
ID: 1 Cl'g beam over Dining @ ADU MEMBER SIZE :
@ Length of Span (ft):5,75
(ft)Reaction (lbs)
Roof 23,50 0 5,75 P1 0,00 0 0 0 Left 1409
None 0 0 0,00 P1 0,00 0 0 0 Right 1409
None 0 0 0,00 Self Weight
None 0 0 0,00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :1,25 1,00 1,00 1,00 1,30 1,00 1,00 1,00 1,00
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs) 2024,7 2,8333 3737 0,54 b(in) 3,5 E'min(ksi)580000 E/Ex(psi)2,76 F*b(psi)810
Max. Shear(lbs) 1408,8 3806 0,37 d(in) 7,25 FbE(psi)8761,7 Fb(psi)900 F'b(psi)900
Live Load Defl.(in) 0,035 2,8 0,383 0,09 A(in2)25,38 I (in4)111,1 Fv(psi)180 F'v(psi)180
Total Load Defl.(in) 0,068 2,8 0,288 0,24 S(in3)30,66 RB 8,9 E'(ksi) 1600000
ID: 2 HDR right of Porch @ ADU MEMBER SIZE :
@ Length of Span (ft):4,75
(ft)Reaction (lbs)
Roof 15,00 0 4,75 P1 0,00 0 0 0 Left 831
E.Wall 2 0 4,75 P2 0,00 0 0 0 Right 831
None 0 0 0,00 Self Weight
None 0 0 0,00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :1,25 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,00
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs) 986,81 2,33 7251 0,14 b(in) 5,5 E'min(ksi)580000 E/Ex(psi)2,76 F*b(psi)1215
Max. Shear(lbs) 831,25 5844 0,14 d(in) 7,5 FbE(psi)24324 Fb(psi)1350 F'b(psi)1350
Live Load Defl.(in) 0,006 2,33 0,119 0,05 A(in2)41,25 I (in4)193,4 Fv(psi)170 F'v(psi)170
Total Load Defl.(in) 0,013 2,33 0,238 0,05 S(in3)51,56 RB 5,3 E'(ksi) 1,6E+06
0
DL
(Ibs)
Lr
(Ibs)
L
(Ibs)
15*(20+20)/2
2*15
0 20,00
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
0
DFL 6 x 8
Lr
(Ibs)
L
(Ibs)
23.5*(20+20)/2
0
0 20,00
DFL 4 x 8
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
DL
(Ibs)
23026
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
SHEARWALL DESGIN GENERAL
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code)Job Number :23026
Plan :
GENERAL MATERIALS
Code : AF&PA NDS-2012 &SDPWS-08(ASD) Descript. Material Size
Design Method : Segment & FTAO Top Plate DF/SPine 2-2X4 Min.
Load Combo : 2021 IBC/2022 CBC & ASCE 7-16 Sill Plate DF/SPine 2X4 Min.
HD Manufacturer : SIMPSON Wall Stud DF/SPine 2X4 @ 16"O.C Min.(U.N.O)
Panel Schedule : 2022 CBC Chord DF/SPine 2X4 Min.
2022 CBC
16d's Sinker SDS Screws(*)
1 260 6" O.C. 16" O.C. 16" O.C.
2 380 4" O.C. 12" O.C. 12" O.C.
3 490 3" O.C. 8" O.C. 8" O.C.
4 640 2" O.C. 6" O.C. 8" O.C.
5 800 (2) 3" O.C. 5" O.C. 6" O.C.
3(D.S.)1020 (2) 3" O.C. 4" O.C. N/A
4(D.S.)1330 (2) 3" O.C. 3" O.C. N/A
5(D.S.)1740 (2) 3" O.C. 2.5" O.C. N/A
Notes:
-(*) Use 1/4"dia. x6"SDS Screws
DRAG TYPE FORCE SCHEDULE
Type
A
B
C
D
E
F
FORMULAS MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)
-Provide 3" Nominal Or Wider Framing At Adjoining Panel Edges With Nails Staggered.
-Use Clips @ 6" O.C. On Simpson Strong Wall & Hardy Frame (U.N.O.).
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-Sheathing Conforms to Either Doc PS 1 Or PS 2 Standards.
8d's @ 2" O.C.
10d's @ 2" O.C.
10d's @ 2" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
-Sheathing Panel Joint And Sill Plate Nailing Shall Be Staggered In All Cases.
Panel
Type
Edge Nail
(common)
Field Nail
(common)
3/8"
3/8"
3/8"
8d's @ 6" O.C.
8d's @ 4" O.C.
8d's @ 3" O.C.
8d's @ 12" O.C.
15/32"
10d's @ 4" O.C.
10d's @ 3" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
Sill Plate Connection Framing(2)
Clips
SHEAR WALL SCHEDULE of
10d's @ 12" O.C.
15/32"
15/32"
Allowable
Shear(plf)Sheathing (Plywood/OSB)
3/8"
15/32"
-(2) Clips Framing Use A35's, LS50's or LTP4's.
-Periodic Special Inspection is Required.
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
Simpson MSTC52 or ALT.(36)16d sinker per top plate splice
1192
2134
3230
4267
4745
-For Holdown Attached To Inside Face Of End Post.
5653
Load Capacity
Simpson ST22 or ALT.(10)16d sinker per top plate splice
Simpson ST6224 or ALT.(16)16d sinker per top plate splice
Simpson ST6236 or ALT.(22)16d sinker per top plate splice
Simpson MST37 or ALT.(24)16d sinker per top plate splice
Top Plate Splice
Simpson MST48 or ALT.(32)16d sinker per top plate splice
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code) Job Number : 23026
1 Plan : ADU
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)9.00
South Roof Height (N-S Direction-ft)12.00 West Roof Height (E-W Direction-ft)13.75
South Roof Type (N-S Direction) Gable West Roof Type (E-W Direction) Slope
Roof Depth (N-S-ft)37 Roof Depth (E-W-ft)26
Diaphragm Depth (N-S Direction-ft)33 Diaphragm Depth (E-W Direction-ft)24
Diaphragm Span (N-S Direction-ft)24 Diaphragm Span(E-W Direction-ft)33
Number of Ext. Wall (N-S)2 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)1.5 Number of Int. Wall (E-W)1
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 962 20
Ext.Wall(ft.)216 15
Int. Wall(ft)162 10
Sum:24,100 Ev(ASD)
Base Shear :(V=Cs*W) :2,239.0 4158 lbs
2.33 86.21
For E-W Direction :
Area(ft^2) Unit
Roof 962 20
Ext.Wall(ft.)297 15
Int. Wall(ft)148.5 10
Sum:25,180 Ev(ASD)
Base Shear :(V=Cs*W) :2,339.3 4344 lbs
2.43 63.2
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 11.00 0.849 22.35
Wall 9.00 0.849 22.35
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 22.35 psf
+qhGCpi 4.02 psf
-qhGCpi -4.02 psf
(see next page for details)
1485
Unit
FE-W(psf)
Unit
FE-W(plf)
Weight(Ib)
19240
4455
1620
Unit
FN-S(psf)
Unit
FN-S(plf)
Weight(Ib)
19240
3240
SECTION NUMBER :
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code) Job Number : 23026
SECTION NUMBER : 1 (cont.)Plan : ADU
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 22.35 19.22 11.18
Cond.1 -0.38 22.35 -3.17 -11.21
Cond.2 0.11 22.35 6.18 -1.86
All -0.57 22.35 -6.78 -14.82
All -0.50 22.35 -5.40 -13.44
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 12.29 4.69
1st Floor 24.62 0.00 147.67 plf
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 22.35 19.22 11.18
Wall 0.80 22.35 19.22 11.18
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.50 22.35 -5.48 -13.52
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.30 22.35 -1.68 -9.72
Cond.2 -0.18 22.35 0.60 -7.44
All -0.50 22.35 -5.48 -13.52
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 24.70 6.68
Wall 24.70 0.00 228.48 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind(E-W)Govern
Roof 86.2 137.1 Wind 63.2 88.6 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 36.00 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :236.96
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 68.30 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :174.89
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Leeward Wall -9.50
Side Walls -13.30
Location Net Pressure (psf)
-17.10
-3.42
h to 2h -9.50
-3.42
>2h -5.70
-3.42
qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
15.20
Windward
Roof
0 to h/2 -17.10
-3.42
h/2 to h
Location Net Pressure (psf)
Surface Location Cp q(psf)
Leeward Roof -10.80
Leeward Wall -9.42
Side Walls -13.30
Windward Wall 15.20
Windward Roof -7.19
2.16
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
SHEARWALL DESIGN
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code)23026
ADU
Grid Line# 1 Y Dir.
Lateral Loads : Seis.(lbs) Wind(lbs)
1199 1645
1199 1645
DESIGN :
Total Wall Length(ft) :33 Total Panel Length(ft) :6 Max. Drag Force (lbs):910 Use Drag Type A(See Shearwall Schedule)
Shear Diaphragm(plf)50 Design Wall Shear(plf) :274 ShearWall Type :2 4 A35's Along Line of Shear Panel
Story :1 Redundancy(r)1.3 ShearWall Capacity :380 Max.Panel Deflection: 1.154 < Dlimit=2.7
Seg. Roof Floor Wall L(ft) H(ft) (H/W) Add. Uplift OTM(lb-ft) RM(lb-ft) Uplift(lbs) Down(lbs) Post Size HD/Strap AB Eg. Nails* Deflection
1 5 0 0 6 9.00 1.5 0 14,805 2520 2298 2594 4x4 HDU2 3 4"O.C. 0.289
Grid Line# 2 Y Dir.
Lateral Loads : Seis.(lbs) Wind(lbs)
1199 1645
1199 1645
DESIGN :
Total Wall Length(ft) :38 Total Panel Length(ft) :6 Max. Drag Force (lbs):909 Use Drag Type A(See Shearwall Schedule)
Shear Diaphragm(plf)43 Design Wall Shear(plf) :274 ShearWall Type :2 4 A35's Along Line of Shear Panel
Story :1 Redundancy(r)1.3 ShearWall Capacity :380 Max.Panel Deflection: 1.173 < Dlimit=2.7
Seg. Roof Floor Wall L(ft) H(ft) (H/W) Add. Uplift OTM(lb-ft) RM(lb-ft) Uplift(lbs) Down(lbs) Post Size HD/Strap AB Eg. Nails* Deflection
1 0 0 0 6 9.00 1.5 0 14,805 1620 2403 2594 4x4 HDU2 3 4"O.C. 0.293
Grid Line# A X Dir.
Lateral Loads : Seis.(lbs) Wind(lbs)
1441 1683
1441 1683
DESIGN :
Total Wall Length(ft) :24.3 Total Panel Length(ft) :4.75 Max. Drag Force (lbs):764 Use Drag Type A(See Shearwall Schedule)
Shear Diaphragm(plf)69 Design Wall Shear(plf) :354 ShearWall Type :2 4 A35's Along Line of Shear Panel
Story :1 Redundancy(r)1.3 ShearWall Capacity :380 Max.Panel Deflection: 1.391 < Dlimit=2.7
Seg. Roof Floor Wall L(ft) H(ft) (H/W) Add. Uplift OTM(lb-ft) RM(lb-ft) Uplift(lbs) Down(lbs) Post Size HD/Strap AB Eg. Nails* Deflection
1 0 0 0 4.75 9.00 1.9 0 15,151 1015 3246 3398 4x4 HDU4 3 4"O.C. 0.348
Grid Line# B X Dir.
Lateral Loads : Seis.(lbs) Wind(lbs)
1251 1462
1251 1462
DESIGN :
Total Wall Length(ft) :24.3 Total Panel Length(ft) :6 Max. Drag Force (lbs):603 Use Drag Type A(See Shearwall Schedule)
Shear Diaphragm(plf)60 Design Wall Shear(plf) :244 ShearWall Type :2 4 A35's Along Line of Shear Panel
Story :1 Redundancy(r)1.3 ShearWall Capacity :380 Max.Panel Deflection: 1.057 < Dlimit=2.7
Seg. Roof Floor Wall L(ft) H(ft) (H/W) Add. Uplift OTM(lb-ft) RM(lb-ft) Uplift(lbs) Down(lbs) Post Size HD/Strap AB Eg. Nails* Deflection
1 0 0 0 6 9.00 1.5 0 13,158 1620 2115 2305 4x4 HDU2 3 5"O.C.0.264
Sum :
1X_ROOF 33 24
Span(ft) Deep(ft)
Sum :
Span(ft) Deep(ft)
1X_ROOF 38 24
1Y_ROOF 24 33
1Y_ROOF 24 33
Job Number :
Plan :
Span(ft) Deep(ft)
Sum :
Span(ft) Deep(ft)
Sum :
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
FOOTING & PAD DESIGN
(Per ASCE 7-16, IBC 2018,CBC 2022 & LABC 2020 Code) Job Number : 23026
Plan :ADU
ID: F1 Design Footing from Line Load Right of Elevation (Design Footing )
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
E.Wall 9,00 lbs
Roof 26 Footing With Required : in.
None 0 Use 12 in. With x 24 in. Deep Cont. Footing.
None 0 Capacity of Point Load on Footing:lbs
Self Weight
Check with lateral Loads :150 plf OK
880
9*15 Total Point Load :0
26*(20+20)/2 7,1
0
0 5000,0
225
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SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
January 24, 2024
Also sent via email to: nganhoangkimnguyen@gmail.com
Ngan Nguyen
522 South Rosewood Avenue
Santa Ana, CA 92703
Subject: Address Assignment for a Detached Accessory Dwelling Unit located 522 South
Rosewood Avenue (APN: 010-112-12) in Santa Ana, CA
Dear Ngan,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a 799-square-feet detached ADU located at 522 South Rosewood Avenue (APN: 010-112-
12). Notice is hereby given that the following assigned address shall be posted onsite per the
approved address plan, attached hereto as Exhibit A.
Address to be Activated/Posted
1. 1127 West Bishop Street (Address for New ADU)
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 664-2753 or by email at PRaj@santa-ana.org.
Sincerely,
Punkaj Raj
Planning Technician
Exhibit A – Address Plan
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
Address Letter for 522 South Rosewood Avenue
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
PR
O
P
E
R
T
Y
L
I
N
E
1
2
0
'
PROPERTY LINE 48.81'
PROPERTY LINE 83.90'
R10''
PROP
ERTY LINE 9
3.14'
PROP
ERTY LINE 1
9.54'
Rosewood AVE
522 S ROSEWOOD AVE
(E)PRIMARY DWELLING
W B
i
s
h
o
p
S
t
(E) GARAGE
1127 W BISHOP
STREET
(N) ADU
EXHIBIT A: ADDRESS PLAN
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
PCC-16
REV: 11/05/2020 Page 1 of 1
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER.
Instructions: In order to qualify for the grading permit exemption for detached Accessory
Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall
complete all sections, check all boxes and sign the certification section below. A copy of this
checklist shall be attached to each of TWO sets of plans. If answering NO to any of the
questions, a grading plan and a grading permit shall be required.
Project Address:
Yes No
1. ☐ ☐ I have verified that the project address is not located on a FEMA designated
flood zone (Zone A).
2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and
dated by a California professional civil engineer, to be submitted with the
building submittal package.
3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less
than 50 cubic yards.
4. ☐ ☐
The site drainage plans include the following, but not limited to, location of all
existing and proposed structures, property lines, right-of-way lines, and
easements, including dimensions and setbacks; drainage slopes and flow
patterns, drainage systems such as swales, french drains, water collection
and disposal systems, etc.
5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and
adjoining property lines, in accordance with all applicable codes.
6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining
properties.
7. ☐ ☐
I have designed the grade to fall not fewer than 6 inches within the first 10 feet
from the foundation walls except where lot lines, walls, slopes or other physical
barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales
to ensure drainage away from the buildings. Any impervious surfaces within 10
feet of the building foundation are sloped not less than 2 percent away from the
building.
8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed
per the approved site drainage plan, and will submit this certification letter to the
building inspector prior to final inspection.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Licensed Number: Date:
Phone Number: Email Address:
TRUONG DONG
C75466
714-204-2874
GRADING PERMIT EXEMPTION
CHECKLIST
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
KN
522 S Rosewood Ave & 1127
W Bishop St4/29/2025
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
-. • · -• '1-lii_; •·•• . .1.,.,,-•• I
Bu~~d,Hig Owner
Telephone
49861
• t, MI, Last)
-~~U-L
te, Zip Code
Name (First, MI, Last) Telephone
Use of Building ( check) Type of Project ( check)
Residential D Commercial D Senior Housing D New D Addition D Alteration D
Description of Project
Number of Square Feet ~,Jn f\~ ~
1
\'
Residential Space ~½ .O' ~q.Ft x $_(:)=---· 7' __ _
(Dev. Fee)
Number of Square Feet of
Commercial Space _______ Sq.Ft x $ _____ _ Total$ ------(Dev. Fee)
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
fik r10 1 z_r;-
Date
Signatur
This certifies that the above-named Applican_t has paid school facility fees in compliance with all existing and applicable
sections of the Governm t Code and Education Code.
DISTRIBUTION
White -City/Coun1y
Canary -Applicant
Pink -Facilities
ICAV\n~)
ool District Authorized Representative
\. l 1.2c:;-
Date
522 S Rosewood Ave & 1127
W Bishop St
4/29/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
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