HomeMy WebLinkAbout740 W St Andrew Pl & 2002 S Parton St - PlanWEST ST. ANDREW PL
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(E) PORCH
PATH OF TRAVEL
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37'-6"
34'-6"
6'-0"5'-0"
12
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OPEN SPACE:
1,347 SQ FT
PATH OF TRAVEL(E) CONCRETE
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(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
(E) SIDEWALK (E) SIDEWALK
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(E) LANDSCAPE (E) LANDSCAPE
25'-7"
50
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125'-0"
32
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21
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23'-0"
5'-0"
(E) GARAGE
= 441 SQ.FT
= 59 SQ.FT
(N) ADDITION
+
1202 SQ.FT
125 SQ.FT
14'-5"
(E)PATIO COVER
UN-PERMITTED
503.8 SQ.FT
PATIO TO BE
DEMOLISHED
(N) BALCONY
78 SQ.FT
5'
-
4
"
3'
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4
"
4'
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4
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2'
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2'-0"
EXISTING GARAGE
PROPOSED ADDITION
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
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REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
PROJECT INFORMATION
OCCUPANCY GROUP:
CONSTRUCTION TYPE:VB
SPRINKLERED:
PLAN SHEET LIST
SITE PLAN / PROJECT INFO
VICINTY MAP
SITE PLAN
SCALE: 1/8" = 1'-0"
NO
740 W St. ANDREWS PLACE,
SANTA ANA, CA 92707-2621
ATTACHED ACCESSORY DWELLING UNIT
A-1
R3
NUMBER OF STORIES: 2- STORY
1 OF 5
SITE PLAN
A-1
FLOOR PLAN AND DEMO PLANA-2
SECTIONS AND ELECTRICAL PLAN A-4
T-1
T-2
T-3
G GREEN NOTES
TITLE-24 REPORT
TITLE-24 REPORT
TITLE-24 REPORT
ELEVATION PLAN AND ROOF PLANA-3
ADDRESS:
LEGAL DESCRIPTION & SCOPE OF WORK
APN:
TRACT NO:
LAND DESCRIPTION:
ZONING:
SCOPE OF WORK:
LOT AREA: 6,250 SF
COVER:
(E) 1202 SF + (E) 441 SF + (E) 125 SF +(N) 59 SF +(N) 500 SF + (N) 78 SF = 2,327 SF
N TR 289 BLK L LOT 1
HOUSE
2022 CALIFORNIA BUILDING CODE (TITLE 26)
2022 CALIFORNIA ELECTRICAL CODE (TITLE 27)
2022 CALIFORNIA PLUMBING CODE (TITLE 28)
2022 CALIFORNIA MECHANICAL CODE (TITLE 29)
2022 CALIFORNIA RESIDENTIAL CODE (TITLE 30)
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (TITLE 31)
CODE COMPLIANCE:
MAX. ALLOW F.A.R = 35% OR 2187.5 SF > 1,905 SF
CONSULTANT LIST
OWNER:
DESIGN FIRM: AHAE DESIGN INC.
833 VICTOR AVE,
INGLEWOOD, CA 90031
SEANALEWIS@AHAEDESIGNSNC.COM
Tel:323-302-2657 or 626-800-7764
2002 S PARTON ST.
SANTA ANNA, CA 92707-2621
GARAGE
2002 S PARTON ST.
SANTA ANNA, CA 92707-2621
40837309
R-1
74200
BUS STOP MAP
HUMBERTO GARCIA, MARIA GARCIA
ROBEN MARDIROSIAN (PE)
ARMENCONSULTING ENGINEERS
10540 JARDINE AVE.
SUNLAND, CA 91040
TEL: 818-484-0495
ROBEN@ARMENGINEERS.COM
CONVERT (E) DETACHED 441 SQ.FT GARAGE W/ 59 SQ.FT ADDITION TO FIRST
FLOOR + 500 SQ.FT 2ND STORY ADDITION TO NEW DETACHED ADU. ADU
WILL CONSIST OF 2 STORIES, (2) BED, (2.5) BATH, (1) KITCHEN, AND (1) LIVING
ROOM. NEW 78 SQ.FT SECOND LEVEL BALCONY. NEW PATIO/LOGGIA.
ATTACHED UNPERMITTED 503.8 SQ.FT PATIO TO BE DEMOLISHED.
LAND USE:RESIDENTIAL (SINGLE FAMILY RESIDENTIAL)
LOT NUMBER:1
ENERGY CONSULTANT:
OPEN SPACE
GARAGE/ACCESSORY STRUCTURE CONVERSION TO ADU NOTES:
1.INSPECTOR TO VERIFY EXISTING CONTINUOUS FOOTINGS UNDER EXTERIOR WALLS
EXTEND A MINIMUM OF 12" BELOW GRADE AND VERIFY EXISTING WOOD SILL PLATE
IS LOCATED A MINIMUM OF 8 INCHES ABOVE ADJACENT GRADE.
2.THE OWNER ACKNOWLEDGES POSSIBLE UPGRADES ARE REQUIRED IF THERE IS
SUBSTANTIAL DAMAGE TO THE GARAGE STRUCTURE/FOUNDATION.
3.APPLICATION OF AN APPROVED VAPOR RETARDER EQUIVALENT PRODUCT (ICC ESR
Nos. 1413, 2417, 2785, OR 3474) FOR USE ON EXISTING SLABS IS REQUIRED. ANY
ALTERNATIVE COMPLIANCE FOR MATERIALS AND/OR METHODS REQUIRES SEPARATE
APPROVAL FROM THE LOS ANGELES COUNTY BUILDING AND SAFETY RESEARCH
SECTION.
NOTES ON PLAN:
1.THE ADU SF/ SFD SF RATIO IS FOR PARK AND REC FEE PURPOSE ONLY.
THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "SFR SF" OF THE
EXISTING PRIMARY RESIDENCE; BUILDING AND SAFETY STAFF ARE
NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFR SF" OF
THE EXISTING RESIDENCE.
RATIO OF ADU SQ/ SFR SQ = 999
1202 = .83
ADDITION
PORCH 1ST FLOOR
ADU
2ND FLOOR
ADU ADDITION
EXISTING MAIN HOUSE PLAN & PERSPECTIVEA-5
2ND FLOOR
BALCONY
G-1 GREEN NOTES
G-2 GREEN NOTES
SN1 GENERAL NOTES
S0.1 TYPICAL DETAILS
S0.2 TYPICAL DETAILS
S0.3 TYPICAL DETAILS
S1.0 FOUNDATION, 2ND FLOOR, AND ROOF FRAMING PLAN
S2.0 STRUCTURAL DETAILS
S2.1 STRUCTURAL DETAILS
S3.0 STRUCTURAL DETAILS
T-4 TITLE-24 REPORT
10/16/2024
YB
HERS FEATURE SUMMARY (SEE TITLE-24):
-INDOOR AIR QUALITY VENTILATION
-KITCHEN RANGE HOOD
-VERIFIED EER/EER2
-VERIFIED SEER/SEERS2
-VERIFIED REFRIGERANT CHARGE
-AIRFLOW IN HABITABLE ROOMS (SC3.1.4.1.7)
-VERIFIED HSPF2
-VERIFIED HEAT PUMP RATED HEATING CAPACITY
-WALL MOUNTED THERMOSTAT IN ZONES GREATER THAN 150 SQ.FT (SC3.4.5)
-DUCTLESS INDOOR UNITS LOCATED ENTIRELY IN CONTROLLED SPACE (SC3.1.4.1.8)
-PIPE INSULATION, ALL LINES
SPECIAL FEATURES REQUIRED: (SEE TITLE-24):
-COOL ROOF
-VARIABLE CAPACITY HEAT PUMP COMPLIANCE
NEW ADU IS 962 SQ.FT (FIRST FLOOR IS 462 SQ.FT, SECOND FLOOR
IS 500 SQ.FT).
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
Bldg #101122260
APPROVALS:
PLNG - C. Santana
BLDG - K. Ahangian
POLICE - B. Martin
PUBLIC WORKS- B. Sarlak
ROOF
SLOPE
±2:12
ROOF
SLOPE
±2:12
ROOF
SLOPE
±2:12
ROOF
SLOPE
±2:12
ROOF
SLOPE
±2:12
ROOF
SLOPE
±2:12
RO
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2%
M
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W/D
SHOWER
T.V.
DINNING
2161 sq.in
372.7 sq.ft
12.4 sq.ft
23'-0"
21
'
-
9
"
18
'
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4
"
3
STACKED
OVEN
5
1
6
6
2
3
4
4
7
1 2 3 4 5
6
7
8
9
10
5'
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3
"
6'
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1
1
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1'
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3
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2'
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6
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3'
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2
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3'-0"
6'-0"
3'
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"
LANDING
8
11
TEMP. GLAZING
2'
-
0
"
2'-0"
60" TUB SHOWER
BEDROOM 2
120.9 SQ.FT
21
'
-
9
"
2
BEDROOM 1
172.3 SQ.FT
54.1 SQ.FT
54.1 SQ.FT
BATH
23'-0"
2
4
2
2'-8"
W.I.C
3
BALCONY11 3'
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4
"
3'-0"
3'
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0
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3'
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0
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5
6
7
8
9
10
11
12
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15
16
17
14
5'
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3
"
LANDING
LANDING
W.I.C
9TEMP. GLAZING
TEMP. GLAZING
(E) 2-CAR GARAGE
DOOR
COMPRSSIBLE
ELEMENT
THRESHOLD
INTERIOR
FLOOR LEVEL
EXTERIOR FLOOR
OR LANDING LEVEL
7
3
4"
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DOOR SWINGS
DETAIL 1: THRESHOLD DETAIL
SCALE: NTS
2X FRAMING
SEE STRUCTURAL PLAN
5/8 " TYPE "X" GYPSUM
BOARD AT INTERIOR
PER PLAN
GRADE 'D' 60 MINUTE
BUILDING PAPER, (USE
TWO LAYERS WHEN
APPLIED OVER SOLID
PANELS)
RESILIENT CHANNELS
PERPENDICULAR TO
JOISTS AT 16 O.C.
EXTERIOR STUD WALL DETAIL
SCALE: NTS
3" Min. BATT
INSULATION (PER
PLAN)
EXTERIOR CEMENT
PLASTER ON CORROSION
RESISTANT METAL LATH
5/8 " TYPE "X" GYPSUM
BOARD AT INTERIOR
PER PLAN
ATTIC CALCULATIONS
PROVIDE ATTIC VENTS AT A RATE OF 1 S.Q. PER 150 FT OF AREA BEING VENTILATED, IF THE VENTILATION
IS ONLY BEING PROVIDED ON THE EAVES ONLY. IF AT LEAST 40 PERCENT BUT NOT MORE THAN 50 OF THE
VENTILAION IS BEING PROVIDED WITH IN 3 FEET MEASURED VERTICALLY FROM THE RIDGE OR HIGHEST
POINT OF THE AREA BEING VENTILATED . THE VENTILATION RAE CAN BE REDUCED TO 1S.F. FOR 300 S.F.
BEING SERVED. PROVIDE RAFTER SPACE VENTILATON. (CRC R806)
ATTIC AREA=0.00 S.F.
VENT AREA REQUIRED 69.00 S.F/150 S.F =.5 S.F.= 72 SQ-IN
VENT PROVIDED= (400.0 SQ-IN) OF DORMER
USE= (2) DORMERS (453.6 SQ-IN)
NOTE:DORMER N.F.V.=100 SQ-IN
(N) 2'X4' SLIDING WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
3
FLOOR PLAN
AND DEMO PLAN
A-2
WALL LEGEND
DEMO WALL
PROPOSED WALL
NOTE:
a.All emergency escape and rescue openings
shall have a minimum clear opening of 5.7 square
feet with a
minimum net clear opening height of 24
inches and width of 20 inches (R310.2.1).
b. Where a window is provided as the
emergency escape and rescue opening, it shall
have the bottom of the clear
opening not greater than 44 inches measured
from the floor (R310.2.2).
c. Emergency escape and rescue openings
shall be clear of any obstruction and operational
from the inside of the
room without the use of keys, tools or special
knowledge (R310.1.1
d.NFRC window labels to be removed only by
owners after final building inspection
e. 13 oz. face wt. carpet (31 oz. tot) and 40 oz.
jutted pad, or 48 oz. foam rubber, or 3/8" rebonded
urethane foam (4 pcf), or ½" urethane foam
(2.4 pcf).
f. 2. Type and spacing of resilient channels
and the attachment of channels and gypsum board
or lath
shall be as required for fire ratings.
g. 3. Sheet vinyl and linoleum floor coverings
with 1/8" minimum thickness resilient backing may
be substituted for carpet and padding in
kitchen and bathroom areas, if ceilings are on
resilient channels.
h. 4. The mineral fiber insulation shall have a
thermal resistance R value of 11 or greater as
determined
by Federal Specification HH-I-521E.
GLAZING NOTES:
The following shall be considered specific
hazardous locations requiring safety glazing per
Section R308:
a. Glazing in fixed and operable panels of
swinging, sliding, and bifold doors.
b. Glazing in fixed or operable panels
adjacent to a door where the bottom exposed
edge of the glazing is less than 60 inches above
the
walking surface and it meets either of
the following conditions:
1. Where the glazing is within 24 inches of
either side of the door in the plane of the door in
a
closed position.
2. Where the glazing is on a wall
perpendicular to the plane of the door in a closed
position and within 24 inches of the hinge side
on an
in-swinging door.
c. Window glazing in an individual fixed or
operable panel, that meets all of the following
conditions:
1. The exposed area of an individual pane
is larger than 9 square feet.
2. The bottom edge is less than 18 inches
above the floor.
3. The top edge is more than 36 inches
above the floor.
4. One or more walking surfaces are
within 36 inches, measured horizontally and in a
straight line, of the glazing.
d. Glazing in guards, railings, structural
baluster panels, and nonstructural in-fill panels,
regardless of area or height above a walking
surface.
e. Glazing in walls, enclosures or fences
containing or facing hot tubs, spas, whirlpools,
saunas, steam rooms, bathtubs, showers, and
indoor or outdoor swimming pools,
where all of the following conditions are present:
1. The bottom edge of the glazing is less
than 60 inches above any standing or walking
surface.
2. The glazing is within 60 inches,
measured horizontally and in a straight line, from
the water’s edge of a hot tub, spa, whirlpool,
bathtub, or swimming pool, or from the
edge of a shower, sauna or steam room.
f. Glazing adjacent to stairs and ramps
where the bottom exposed edge is less than 36
inches above the plane of the adjacent walking
surface of stairways, landings between
flights of stairs, and ramps, unless the glazing is
36 inches or moremeasured horizontally from
the walking surface, or a rail is
designed per Section R308.4.6.
g. Glazing adjacent to the landing at the
bottom of a stairway where the glazing is less
than 36 inches above the landing and within a
60-inch horizontal arc less than 180
degrees from the bottom treadnosing, unless the
glazing is more than 18 inches from a
protective guard per Section R312.
WINDOW SCHEDULE
DOOR SCHEDULE
(N) 3' X 6'-8" exterior glass double door, U-0.3
SHG-0.23 Dual Glaze - TEMP
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
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REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
(N) 5' X 6' SLIDING WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
(N) 3'X4' SLIDING WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
2
1
2
1
1 OWNER TO PROVIDE SHOWER HEAD AND FIXTURES.
PROVIDE A 24" X 30" CLEAR SPACE IN FRONT OF WATER CLOSE.
DOUBLE SINK WITH GARBAGE DISPOSAL.
LANDING 3'x3' (4" CONCRETE SLAB) WITH#4 REBAR WITH 18" O.C.
EACH WAY.
PIECE FIBERGLASS SHOWER/TUB COMBO W/ TEMPERED GLASS.
SHOWER COMPARTMENT REGARDLESS OF SHAPE, SHALL HAVE A
MINIMUM FINISHED INTERIOR OF 1,024 SQUARE INCHES AND
SHALL ALSO BE CAPABLE OF ENCOMPASSING A 30-INCH CIRCLE,
THE DIMENSIONS SHALL BE MAINTAINED TO A POINT OF 70 INCHES
ABOVE THE SHOWER DRAIN OUTLET WITH NO
PROTRUSIONS OTHER THAN THE VALVE(S), SHOWERHEAD, SOAP
DISH, SHELVES, AND SAFETY GRAB BARS, OR RAILS. (CPC 408.6)
STACKED WASHER DRYER, PROVIDE METAL PAN WITH DRAIN TO
DRAIN OR DAY LIGHT
CONDENSER, PROVIDE A A 3' X 3'X4" CONCRETE PAD W. #4 REBAR
3 MIN. EACH WAY
ASPHALT SHINGLE TIMBERLINE ESR1475 TO MATCH (E) HOME
TMP STANDING METAL SEAM ROOFING PANEL ESR5046
HANDRAILS SHALL BE A MIN FOR 34" AND A MAX OR 38" ABOVE
EACH FLIGHT OF STAIR MEASURE VERTICALLY FROM LINE
CONNECTING EACH LEADING EDGE. SHALL BE CONTINUOUS FROM
THE FIRST RISER TO THE LAST RISER.
FUTURE HEAT PUMP WATER HEATER (2.5'X2.5'X7')
WALL LINE TO BE DEMOLISHED.
WALL LINE TO BE RETAINED.
GARAGE DOOR TO BE DEMOLISHED.
SEE DETAIL 1 ON SHEET A-2
DURABLE, NON-ABSORBENT FINISH
MATERIAL W/ DEX-O-TREX (ESR-1757)
UNDERSIDE OF EAVE OVERHANG
SHALL BE 1-HR FIRE RATED PER
DETAIL 1 ON SHEET A-3.
SEE DETAIL-3 ON SHEET A-3.
(MINIMUM 1 HANDRAIL ON ONE SIDE
REQUIRED).
3
5
2
6
7
8
NOTE LEGEND
10
4
9
ALL PLUMBING FIXTURES SHALL COMPLY TO SENATE BILL 407
WATER LINE OF TYPE "L" COPPER
WATER CONSERVING PLUMBING FIXTURES & FITTINGS AS DEFINED BY
2019 CALIFORNIA BUILDING CODE (SECTION 4.303) ARE:
1.28 GALL/FLUSH TOILET
2.0 GALLON/MINUTE SINGLE SHOWER HEAD AT 80 PSI*
1.2 GALLON /MINUTE LAVATORY FAUCETS AT 60 PSI
1.8 GALLON/MINUTE KITCHEN FAUCETS AT 60 PSI
PLUMBING REQUIREMENTS
WHERE STATIC PRESSURE IN THE WATER SUPPLY PIPING IS EXCEEDING
80 PSI AN APPROVED PRESSURE REGULATOR PROCEEDED BY AN
ADEQUATE STRAINER SHALL BE INSTALLED. (CPC SEC 608.2)
GENERAL
PROVIDE WATER SYSTEM WITH A PRESSURE REGULATOR, CHECK
VALVE, BACKFLOW PREVENTER OR OTHER NORMALLY CLOSED DEVICE
THAT PREVENTS DISSIPATION OF BUILDING PRESSURE BACK INTO THE
WATER MAIN, WITH AN EXPANSION TANK. CPC SEC. 608.2 & 608.3
THE DISCHARGE PIPING SERVING A TEMPERATURE RELIEF VALVE, PRESSURE RELIEF
OR COMBINATION OF BOTH SHALL BE PROVIDED WITH A DRAIN, NOT SMALLER
THAN THE RELIEF VALVE OUTLET, SHALL DISCHARGE INDEPENDENTLY BY GRAVITY
THROUGH AN AIR GAP INTO THE DRAINAGE SYSTEM OR EXTEND OUTSIDE THE
BUILDING WITH THE END OF THE PIPE NOT MORE THAN 2’ FEET NOR LESS THAN 6”
INCHES ABOVEGROUND AND POINTING DOWNWARD AND DISCHARGE IN A MANNER
THAT DOES NOT CAUSE PERSONAL INJURY (CPC SEC. 608.5)
30" CLR
24" CLR
15"
15"
24"
SCALE: 1/4" = 1'-0"
ROOF PLAN
(N) 4'X6'8" SLIDING WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
4
(N) 32" X 6'-8" hollow core interior pocket door3
SCALE: 1/4" = 1'-0"
(N) 2ND FLOOR PLAN
SCALE: 1/4" = 1'-0"
(N) 1ST FLOOR PLAN
(N) 3'X5' SLIDING WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
5
5 2
2
3
4
4
5 5
6
7
12
8
SCALE: 1/4" = 1'-0"
(E) FLOOR/DEMO PLAN
6 (N) 3'0"X8' FIXED WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
4 (N) 8'X8' FIXED DOOR U-0.3 SHG-0.23
DUAL GLAZE - TEMP
A-A
A-4
A-A
A-4
9
B-
B
A-
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B-
B
A-
4
10/16/2024
YB
7 (N) 1'6"X5' FIXED WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
(N) 3' X 6'-8" exterior glass single door, U-0.3
SHG-0.23 Dual Glaze - TEMP (N) 2'0"X5' FIXED WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
(N) 2'6"X2' FIXED WINDOW U-0.3 SHG-0.23
DUAL GLAZE - TEMP
8
9
EXISTING WALL
FIRST FLOOR ADDITION AREA
1
11
11
11
12
13
12
12
13
14
13
14
15
15
15
SEE SHEET A-4 FOR ALL ELECTRICAL
REQUIREMENTS/NOTES-CALLOUTS.
16
16
17
17 17
18
18
18
9'
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8
"
19
'
-
1
1
"
7'
-
0
"
3'
-
6
"
10
"
9'
-
8
"
10
"
2'-2"
3'
-
4
"
9'
-
8
"
19
'
-
1
1
"
7'
-
1
0
"
10
"
7"
9'
-
8
"
7"3'
-
6
"
3'
-
6
"
2'-6"
7'
-
0
"
3'-4"
3'
-
6
"
7'
-
0
"
1'-6"
4"
3'-4"
3'
-
6
"
7'
-
0
"
3'
-
0
"
4"
ROOF PLY
(SEE STRUCTURAL PLAN)
ASPHALT SHINGLE
(CLASS A) TIMBERLINE
ESR1475 TO MATCH (E)
HOME
STRUCTURAL SHEATHING
AS REQUIRED
SEE STRUCTURAL PLAN
5/8" TYPE "X" GYPSUM
WALLBOARD
2X FRAMING
SEE STRUCTURAL PLAN
5/8 " TYPE "X" GYPSUM
SHEATHING
SIDING - TO MATCH
EXISTING HOUSE.
GRADE 'D' 60 MINUTE
BUILDING PAPER, (USE
TWO LAYERS WHEN
APPLIED OVER SOLID
PANELS)
7/8 " STUCCO ON
UNDERSIDE
FASCIA BOARD
2 X BLOCKING
2X RJ PER STRUCTURAL
PLAN
2X BLOCKING PER
STRUCTURE PLAN
DETAIL 1: 1-HR FIRE RATED PROTECTED ROOF EAVE
SCALE: NTS
1 2 3 4 5
6
7
8
9
10
11
12
13
15
16
17
14
34" TO 38"
SEE DETAIL
3
SECOND LEVEL FLOOR
OP
E
N
S
P
A
C
E
1. WOOD RAIL WITH EASED EDGES
2.INTERIOR WALL FINISH
3. 3X SOLID BACKING FOR SUPPORT
4. METAL SUPPORT BRACKETS
5. 1/4" THICK STEEL PLATE W/ (2) 1/4"
DIA 'SDS' SCREWS (2" MIN.
PENETRATION INTO BLOCKING/
STUD
HANDRAILS SHALL BE
CONTINUOUS THE FULL
LENGTH OF THE STAIRS PER
C.B.C 1003.3.3.6 AND SHALL BE
CAPABLE OF WITHSTANDING A
LOAD OF AT LEASE 200 LB.
APPLIED IN ANY DIRECTION AT
ANY POINT ON THE RAIL PER
C.B.C. TABLE 16-B.
GUARDRAILS SHALL RESIST A
50LB. PER LINEAR FOOT
HORIZONTAL & 200LB POINT
LOAD FORCE APPLIED AT
RIGHT ANGLE TO TOP RAIL
PER C.B.C. TABLE 16-B
HANDRAIL/ GUARDRAIL DETAIL
1 1/2" 1 1/4"
1
5
2
3
4
2"
M
A
X
.
36
"
A
B
O
V
E
T
H
E
N
O
S
E
O
F
E
A
C
H
R
I
S
E
R
RISER NOSE
ELEVATION PLAN
A-3
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
AT
T
A
C
H
E
D
A
C
C
E
S
S
O
R
Y
DW
E
L
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I
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I
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74
0
W
S
t
.
A
N
D
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W
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A
C
E
SA
N
T
A
A
N
A
CA
9
2
7
0
7
-
2
6
2
1
REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
1 NEW WINDOW SEE FLOOR PLAN.
7 8" STUCCO (MATCH STUCCO FINISH TO MAIN HOUSE)
NEW DOOR SEE FLOOR PLAN.
NEW WALL MOUNTED LIGHT SEE FLOOR PLAN.
100 AMP SUB PANEL
GAF TIMBERLINE ESR #1475
2x FASCIA
CONDENSER, PROVIDE A A 3' X 3'X4" CONCRETE PAD W.
#4 REBAR 3 MIN. EACH WAY
MINI-SPLIT UNIT
TANKLESS WALL MOUNTED WATER HEATER
3
4
2
6
NOTE LEGEND
7
8
SCALE: 1/4" = 1'-0"
(N) NORTH VIEW
AND SECTION
SCALE: 1/4" = 1'-0"
(N) WEST VIEW
5
10/16/2024
SCALE: 1/4" = 1'-0"
(N) SOUTH VIEW
SCALE: 1/4" = 1'-0"
(N) EAST VIEW
2
2
2
2
1
1
1 1
1 1
1
3
3
3
4 4
8
9
5
10
9
10
6
6
11 WOOD PANEL SIDING
11
11
12 LOGGIA
13
12
13
YB
13 TMP STANDING METAL SEAM ROOFING PANEL ESR5046
13
14
14 SEE DETAIL 1 ON SHEET A-3
15 RESERVED FOR FUTURE 7' TALL HEAT PUMP.
15
16 SEE DETAIL 2 ON SHEET A-3
16
16 16 16 1616 16
SCALE: 1/4" = 1'-0"
STAIRCASE LAYOUT
LANDING
3'X3'
LANDING
3'X3'
17
STAIRCASE LAYOUT PROFILE STAIRCASE LAYOUT
10
14
DETAIL 3: HAND RAIL ATTACHMENT DETAIL
17 SEE DETAIL 3 ON SHEET A-3
17
DETAIL 2: GUARDRAIL DETAIL
SCALE: NTS
OPENINGS SHALL NOT ALLOW
THE PASSAGE OF A 4"
DIAMETER SPHERE.
SEE STRUCTURAL PLAN FOR
ALL CONNECTION DETAILS
W/D
SHOWER
T.V.
DINNING
2161 sq.in
372.7 sq.ft
12.4 sq.ft
23'-0"
21
'
-
9
"
18
'
-
4
"
3
STACKED
OVEN
5
1
6
6
2
3
4
4
7
1 2 3 4 5
6
7
8
9
10
5'
-
3
"
6'
-
1
1
"
1'
-
3
"
2'
-
6
"
3'
-
2
"
3'-0"
6'-0"
3'
-
0
"
5'-0"
LANDING
8
11
TEMP. GLAZING
2'
-
0
"
2'-0"
60" TUB SHOWER
BEDROOM 2
120.9 SQ.FT
21
'
-
9
"
2
BEDROOM 1
172.3 SQ.FT
54.1 SQ.FT
54.1 SQ.FT
BATH
23'-0"
2
4
2
2'-8"
W.I.C
3
BALCONY11 3'
-
4
"
3'-0"
3'
-
0
"
3'
-
0
"
5
6
7
8
9
10
11
12
13
15
16
17
14
5'
-
3
"
LANDING
LANDING
W.I.C
9TEMP. GLAZING
TEMP. GLAZING
9'
-
8
"
19
'
-
1
1
"
7'
-
0
"
10
"
19
'
-
1
1
"
9'
-
8
"
3'-0"
6'
-
9
"
7'
-
0
"
DOOR
SINK
SHOWER
7'
-
0
"
7'
-
0
"
2'-6"3'-2"
7'
-
6
"
8'
-
0
"
6'
-
8
"
42
"
(
M
i
n
.
)
FASCIA BOARD
2 X BLOCKING/
NAILER
AIR-IMPERMEABLE
INSULATION MUST BE
R-15+R-9 INSULATION
ROOF UNDERLAYMENT
ASPHALT SHINGLE
(CLASS A) TIMBERLINE
ESR1475 TO MATCH (E)
HOME
UNVENTED ROOF INSULATION DETAIL
SCALE: NTS
2X RJ
P
E
R
S
T
R
U
C
T
U
R
E
P
L
A
N
2X
S
T
U
D
W
A
L
L
,
S
E
E
ST
R
U
C
T
U
R
E
P
L
A
N
AIR IMPERMEABLE
INSULATION INSTALLED
R15+R9
PAINTED SOFFIT
BOARD
STRUCTURAL SHEATING
NEW ROOF SHEATING
MI
N
.
3
12"
FL
A
N
G
E
4"
MI
N
WALL SHEATHING
BUILDING PAPER
METAL LATH
PLASTER (STUCCO)
WEEP SCREED
SLOPE GRADE
2% MIN.
WEEP SCREED DETAIL
SCALE: NTS
32
"
ma
x
.
38
"
mi
n
.
24" min
38
"
mi
n
.
6"
ma
x
.
48" min.
SIDE BACK
32
"
ma
x
.
38
"
mi
n
.
24" min
SIDE
LOCATION OF GRAB BAR REINFORCEMENTS FOR ADAPTABLE BATHTUB
48
"
M
A
X
INTERIOR
HEIGHTS ARE
TO FINISH FLOOR
EXTERIOR
DOORBELL HEIGTH IS
FROM OR LANDING TO
TOP OF DOORBELL
ASSEMBLY
48
"
M
A
X
.
T
O
T
O
P
OF
O
U
T
L
E
T
B
O
X
15
"
M
I
N
.
T
O
BO
T
T
O
M
O
F
O
U
T
L
E
T
B
O
X
HEIGHTS FOR ELECTRICAL RECEPTACLE OUTLETS, SWITCHES,
DOORBELL BUTTONS, INCLUIDING HVAC CONTROLS
32
"
m
a
x
.
40" min.12"
max.
26" min.
38
"
m
i
n
.
LOCATION OF TOILET GRAB BAR
32
"
m
a
x
.
38
"
m
a
x
.
38
"
SIDE
38
"
2x8 MIN.
REINFORCEMENT
BACK
38
"
SIDE
LOCATION OF GRAB BAR REINFORCEMENTS FOR ADAPTABLE SHOWER
NOTE: THE DASH LINE REPRESENTS REINFORCED AREAS FOR INSTALLATION OF GRAB
BARS FOR TYPICAL FIXTURE CONFIGURATION SCALE: 14" = 1'
REINFORCEMENT FOR GRAB BARS
-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 SECOND OR THIRD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS
SECTION.
-REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION
MATERIALS APPROVED BY THE ENFORCING AGENCY.
-REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH (51 MM BY 203 MM)
NOMINAL LUMBER. [11/2 INCH BY 71/4 INCH (38 MM BY 184 MM) ACTUAL
DIMENSION] OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT
AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 INCHES
(812.8 MM) AND 391/4 INCHES (997 MM) ABOVE THE FINISHED FLOOR FLUSH WITH
THE WALL FRAMING.
-WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS
OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL.
SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS
PROVIDED.
-BATHUB AND COMBINATION BATHUB/SHOWER REINFORCEMENT SHALL BE
CONTINUOUS ON EACH END OF THE BATHUB AND THE BACK WALL.
ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE
PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES (152.4
MM) ABOVE THE BATHTUB RIM.
NOTE:
THE AREA OUTLINED IN DASHED LINES REPRESENT LOCATIONS FOR FUTURE
INSTALLATION OF GRAB BARS FOR TYPICAL FIXTURE CONFIGURATIONS.
SCALE: 14" = 1'
AGE-IN PLACE DETAIL
SCALE: NTS
ELECTRICAL PLAN
A-4
SCALE: 1/4" = 1'-0"
FIRST FLOOR ELECTRICAL PLAN
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
AT
T
A
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H
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A
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S
S
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DW
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74
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W
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SA
N
T
A
A
N
A
CA
9
2
7
0
7
-
2
6
2
1
REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
S/C SMOKE AND CARBON MONOXIDE ALARM. "SMOKE ALARM" SHALL BE INTERCONNECTED
HARDWIRED WITH BATTERY BACKUP. "CARBON MONOXIDE ALARM" SHALL BE
INTERCONNECTED HARDWIRED WITH BATTERY BACKUP.
WHERE MORE THAN ONE ALARM IS REQUIRED TO BE INSTALLED WITHIN AN
INDIVIDUAL DWELLING OR SLEEPING UNIT, THE SMOKE ALARMS SHALL BE
INTERCONNECTED IN SUCH A MANNER THAT THE ACTIVATION OF ONE ALARM WILL
ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. THE ALARM SHALL BE
CLEARLY AUDIBLE IN ALL BEDROOMS OVER BACKGROUND NOISE LEVELS WITH ALL
INTERVENING DOORS CLOSED. (CRC R314.4)
WHERE MORE THAN ONE CARBON MONOXIDE ALARM IS REQUIRED TO BE INSTALLED
WITH IN A DWELLING UNIT OR WITHIN A SLEEPING UNIT IN ACCORDANCE WITH
SECTION R315.3, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH A MANNER
THAT THE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE
INDIVIDUAL DWELLING UNIT. PHYSICAL INTERCONNECTION OF CARBON MONOXIDE
ALARMS SHALL NOT BE REQUIRED WHERE LISTED WIRELESS ALARMS ARE INSTALLED
AND ALL ALARMS SOUND UP UPON ACTIVATION. CRC R315.5
SMOKE ALARM SHALL BE LISTED IN ACCORDANCE WITH UL 217. COMBINATION SMOKE
AND CARBON MONOXIDE ALARM SHALL BE LISTED IN ACCORDANCE WITH UL 217 AND
UL 2034 (CRC R314.1.1)
CARBON MONOXIDE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 2034 (CRC
R315.5.1.1.
GFCI
s N
N
NEW GROUND FAULT CIRCUIT INTERRUPTER OUTLET
NEW SWITCH
NEW RECESSED LED LIGHT
CEILING FAN W/ BACK DRAFT DAMPER 50 CU.FT/MIN. WITH HUMIDISTAT.
N NEW WALL MOUNT LED LIGHT
AFCI
AFCI NEW ARC FAULT CIRCUIT INTERRUPTER / GROUND FAULT CIRCUIT
INTERRUPTER OUTLETGFCI
NEW ARC FAULT CIRCUIT INTERRUPTER. RECEPTACLES WITHIN 5'-6" FROM
FLOOR ARE TO BE TAMPERED RESISTANT RECEPTACLES.
ELECTRICAL LEGEND
WP
AFCI NEW OUTSIDE WEATHERPROOF
WHOLE HOUSE IAQ FAN, 60 CFM MIN. (MAXIMUM SOUND RATING 1
SONE. FAN SHALL BE RATED FOR CONTINUOUS USE AND IS LABELED
TO INDICATE IT AS INTENDED TO OPERATE CONTINUOUSLY WHILE
THE HOUSE IS OCCUPIED. THE CFM RATING FOR THE I.A.Q FAN
WILL BE PER ENERGY SPECIFICATION)
H
s NV NEW VACANCY SENSOR SWITCH
VENTILATION FAN 50 CFM MIN. WITH HUMIDISTATF
SCALE: 1/4" = 1'-0"
SECOND FLOOR ELECTRICAL PLAN
N
N
s
s
s
GFCI
AFCI
N
N
N
N
N
N
N
N
S/C
N
s
N
AFCI
GFCI
s
N
AFCI
GFCI
AFCI
GFCI
NN
NN
s
S/C
s
NN
NN
s
N
N
N
s
N
N
N
N
NN
s
N
N
s
AFCI
GFCI
AFCI
GFCI
N
N
s
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
s
N
S/C
S/C
N N
sNV
NV
NV
NV
NV
NV
NV
NV
NV
NV
NV
F
F
SCALE: 1/4" = 1'-0"
SECTION A-A
1 1
1 1
3
1 R-15
R-15
R-15 + R-9 - (AIR-IMPERMEABLE PER T-24)
MINI-SPLIT (IN-DOOR AIR HANDLER HEATING/COOLING)
W/P 125 VOLT 120/240 VOLT 3 CONDUCTOR 10 AWG
COPPER BRANCH CIRCUIT, WITHIN 3 FEET OF THE
WATER HEATER AND ACCESSIBLE TO THE WATER
HEATER.
2
3
NOTE LEGEND
SCALE: 1/4" = 1'-0"
SECTION B-B
10/16/2024
YB
s
4
4
4
4
AFCI
GFCI
5
5
6 WALL MOUNTED TANKLESS WATER HEATER.
STACKED WASHER DRYER, PROVIDE METAL PAN WITH DRAIN TO
DRAIN OR DAY LIGHT
MINI SPLIT CONDENSER (HEAT PUMP). SEE SHEET G
RESIDENTIAL KITCHENS SHALL BE PROVIDED WITH AN EXHAUST
SYSTEM CAPABLE OF EXHAUSTING A MINIMUM OF 100 CFM OR 50
CFM WITH A CONTINUOUS OPERATING SYSTEM. CMC TABLE 403.7.
100 AMP ELECTRICAL PANEL
DEDICATED - NEW 240 VOLT GFCI.
UNDERSIDE OF ROOF EAVE MUST BE 1-HR FIRE RATED PER DETAIL
1/A-3
8
10
7
11
NOTE LEGEND (CONT'D)
9
6
7
8
9
10 S/C
11
F
11
12
12
H
s
NV
sNV
sNV
(E) HOUSE
1202 SQ.FT
EXISTING MAIN HOUSE
PLAN & PERSPECTIVES
A-5
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE ROOF PLAN
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE FLOOR PLAN
EXISTING MAIN HOUSE PLANS ARE FOR REFERNCE ONLY,
NO CONSTRUCTION WILL BE DONE. "NOT IN SCOPE"
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE FRONT PERSPECTIVE
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE SIDE PERSPECTIVE
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE REAR PERSPECTIVE
YB
2023/09/24
SL
AT
T
A
C
H
E
D
A
C
C
E
S
S
O
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Y
DW
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74
0
W
S
t
.
A
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D
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W
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A
C
E
SA
N
T
A
A
N
A
CA
9
2
7
0
7
-
2
6
2
1
S0.1
Sheet
Date
Scale
PROJECT:
Job
Drawn M.G.
Sheet Title
BYREVISIONS
AS SHOWN
DE
T
A
C
H
E
D
A
C
C
E
S
S
O
R
Y
D
W
E
L
L
I
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G
U
N
I
T
DATESUBMITTAL
PLAN CHECK SUBMITTAL
TYPICAL
DETAILS
NOTES:
1.PROVIDE TOP MOUNT HANGERS. FACE MOUNT HANGERS SHALL BE ALLOWED ONLY WHERE SPECIFICALLY
INDICATED ON THE PLANS OR DETAILS
2.PROVIDE SKEWED, SLOPED HANGERS AS REQ'D.
ALL SAWN LUMBER U.N.O.
2X6 THRU 2X16
(2) 2X6 THRU (2) 2X14
4X6 THRU 4X14
ALL I-JOIST U.N.O.
SINGLE I-JOIST TO WOOD
BEAM 9 1 4 THRU 16 DEEP
ALL PSL/LVL/LSL BEAM U.N.O.
3 1 2" AND 5 1 4" PSL/LVL/LSL UP
TO 11 7 8" DEEP
ALL GLULAM BEAMS U.N.O.
SIMPSON 'HUTF'
SIMPSON 'LB'
SIMPSON 'HUSTF'
SIMPSON 'LBV'
SIMPSON 'ITS'
SIMPSON 'HGLTV'
SIMPSON 'GLTV'
SIMPSON 'EG'
ESR-2553
COLA RR25800
ESR-2553
COLA RR25800
ESR-2553
COLA RR25800
ESR-2553
COLA RR25800
ESR-2615
COLA RR25803
ESR-2615
COLA RR25803
ESR-2615
COLA RR25803
ESR-2615
COLA RR25803
ESR-2615
COLA RR25803
SIMPSON 'HUSTF'
JOIST/BEAM SIZE HANGER TYPE
TOP MOUNT HANGER (SEE NOTE 1)
ALL SAWN LUMBER U.N.O.
2X6 THRU 2X16
(2) 2X6 THRU (2) 2X14
4X6 THRU 4X14
ALL I-JOIST U.N.O.
SINGLE I-JOIST TO WOOD
BEAM 9 1 4 THRU 16 DEEP
ALL PSL/LVL/LSL BEAM U.N.O.
3 1 2" AND 5 1 4" PSL/LVL/LSL UP
TO 11 7 8" DEEP
ALL GLULAM BEAMS U.N.O.
SIMPSON 'HU'
SIMPSON 'LUS'
SIMPSON 'HHUS'
SIMPSON 'MIU'
SIMPSON 'IUS'
SIMPSON 'HGU'
SIMPSON 'MGU'
SIMPSON 'HHGU'
ESR-2549
COLA RR25807
ESR-2549
COLA RR25807
ESR-2549
COLA RR25807
ESR-2552
COLA RR25801
ESR-2552
COLA RR25801
ESR-2552
COLA RR25801
ESR-2552
COLA RR25801
ESR-2552
COLA RR25801
ESR-2552
COLA RR25801
JOIST/BEAM SIZE HANGER TYPE
FACE MOUNT HANGER (SEE NOTE 1)
SIMPSON 'LUS'
HANGER SCHEDULE - MANUFACTURER: SIMPSON STRONGTIE
N.T.S.15PIER WALL
**
*
**
**
*
*
7
1
2
3
4
5
NO.
PANEL
WALL
SHEAR
W/ 10d COMMON
1/2" STRUCT. 1 PLYWD./OSB
PANEL
OR 16d
5/8" x 9" LAG SCREWS
SIMP. SDS 1/4"Ø x 6" OR
FLOOR PLATE FASTERNERS
OR 16d
5/8" x 9" LAG SCREWS
SIMP. SDS 1/4"Ø x 6" OR
FLOOR PLATE FASTERNERS
FACE
SIDE
ONE
SIDE
ONE
SIDE
ONE
SIDE
ONE
SIDES
TWO
SIDES
TWO
SIDES
TWO
NAILING @ PANEL
EDGE FIELD MEMBER
EDGE FASTERNERS
SIZE SPACING
PLATE
SIZE
EXTERIOR
TYPE SPACING TYPE SPACING
INTERIOR FASTERNERS
SIZE SPACING
5/8"Ø x 3/4"Ø ANCHORS
ANCHOR BOLTS @ SILL PLATE
(PLF)
SHEAR
ALLOWABLE
(PLF)
SHEAR
ALLOWABLE
6"
4"
4"
4"
6"
4"
4"
6"
8"
3"
8"
8"
8"
SDPWS-15SDPWS-15
STAGG.
3"
STAGG.
2"
STAGG.
3"
STAGG.
2"
12"
12"
12"
12"
12"
12"
12"
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
4x
MIN.
4x
16d
SDS
1/4"Ø
SDS
1/4"Ø
SDS
1/4"Ø
SDS
1/4"Ø
LAG
5/8"Ø
LAG
5/8"Ø
MIN.
2x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
LTP4
LTP4
LTP4
LTP4
LTP4
A35
A35
16"
16"
2 SIDES
8"
2 SIDES
8"
A35
A35
A35
A35
A35
A35
A35
8"
8"
8"
16"
16"
2 SIDES
8"
2 SIDES
8"
5/8" Ø
5/8" Ø
5/8" Ø
5/8" Ø
5/8" Ø
3/4" Ø
7/8" Ø
FOR 2x
32"
32"
16"
16"
16"
16"
16"
MIN.
2x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
340
510
665
870
1020
1330
1740
475
715
930
1217
1430
1860
2435
SHEAR PANEL SCHEDULE
SILL PLT.
SIZE (SEISMIC)(WIND)
2 1/2"
MIN.
2'-0" MIN.
3" CLR.
3" CLR.
1/2" MIN.
2" TO 3"
SPACING
RAISED FLR. FTG. SLAB FTG.
NAILING PATTERN AT PANEL JOINT
(FOR 2" AND 3" NAIL SPACINGS)
SHEAR PANEL SCHEDULE 1
NOTES:
PLYWD. SPLICE
3x BLKG @
EDGE NAILING
EDGE NAILING
2 ROWS OF
PANEL EDGE
3x STUD @
PLATE
3x BOT.
(U.N.O.)
3x BLKG.
TOP PLATES
CONT. DBL
EDGE NAILING
2 ROWS OF
PLYWD. SPLICE
3x BLKG @
PLATE
3x BOT.
PER PLAN
FLOOR JOIST
PER PANEL SCH.
SILL PLATE W/ A.B.
3x PRESS. TREATED
CONT. DBL TOP PLATE
2x STUDS @ 16" O.C.
FIELD NAILING
2 ROWS OF EDGE NAILING
EDGE NAILING
FLOOR JOIST PER PLAN
PANEL EDGE
3x STUDS @
EDGE NAILING
FIELD NAILING
PER PANEL SCH.
SILL PLATE W/ A.B.
HOLDOWN IF REQ'D
PLYWD.
PANEL JOINT
3x MIN. @
FLOOR SHEATHING, TYP. U.N.O.
PROVIDE MINIMUM 3 IN. PENETRATION INTO MEMBERS BELOW 10.
USE 3x AND TREATED SILL PLATE AT CONCRETE SURFACES,TYP.9.
ALL NAILS SHALL BE COMMON NAILS, TYP.8.
A MINIMUM OF 5d CONCRETE COVER AND 10" MIN. EMBEDMENT.
ALL ANCHOR BOLTS AT EDGE OF CONCRETE SHALL HAVE7.
ENDS AND EDGES.
AND A MINIMUM 1/2" EDGE NAILING DISTANCES AT PANEL
OF THE CONNECTING MEMBER FOR SHEAR PANEL
PANEL EDGE AND AT LEAST 3/8" FROM THE EDGE
NAILS SHALL BE PLACED AT LEAST 3/8" FROM6.
USE PLT. 1/4"x3" SQ W/ 5/8" & 3/4" DIA. A.B.5.
MORE THAN 1-5/8".
COMMON NAILS ARE SPACED 3" O.C. PENETRATE FRAMING
EDGES. WHEN NAIL SPACING IS 2" O.C. OR WHEN 10d
NAIL SHALL BE STAGGERED IN TWO LINES ALONG PANEL
WALL FRAMING TO BE MIN. 3x MEMBER AT PANEL EDGES.4.
3. FOR HOLD DOWN ANCHOR (HD) SEE PLAN & DETIAL
PLYWOOD WITH MIN. 5-PLY.
ALL PLYWOOD SHEAR PANELS TO BE 1/2" STRUC I2.
SEE FRAMING PLANS FOR LOCATION OF SHEAR PANELS1.
NO SCALE
6
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7
-
2
6
2
1
S0.2
2811
SCALE: 1"=1'-0"9 SCALE: 1"=1'-0"3
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
10SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
7
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"12
SCALE: 1"=1'-0"1TYPICAL WALL FRAMING DETAIL
6SCALE: 1"=1'-0"
REBAR AT INTERSECTION
ANGLECORNER
DOUBLE CURTAIN
END
INTERSECTION
LENGTH OF BENDS
SHALL BE LARGER OF
18" OR PER
ANGLE
CORNER
INTERSECTION
END
SINGLE CURTAIN
S0.2
3
TYPICAL REBAR INFORMATION
135° BEND
D1
90° BEND
D1
6d #
3
-
#
5
12d
#
6
-
#
8
OR
2 1/
2
"
M
I
N
.
6d
#
3
-
#
5
12
D
#
6
-
#
8
OR
2
1
/
2
"
M
I
N
.
d
D
d
D
TIE WIRE
6
d
1
12
d
180° BEND
4d OR
2 1/2"MIN.
D
MINIMUM BEND DIAMETERS
D=6d FOR #3 THRU #8
D=8d FOR #9 THRU #18
MINIMUM INSIDE
STIRRUP & TIES
MIN BEND DIAMETERS
D1= 4d FOR #3 THRU #5
D1= 6d FOR #6 THRU #8
TYPICAL STIRRUPS AND TIES
OFFSET AND SPLICES
36d (18"MIN.) CONC.
48d (24"MIN.) IN MASONRY
48d (24"MIN.) @ GRADE BEAMS
TYPICAL HOOKS AND BENDS
TYPICAL ANCHOR BOLTS AT SILL PLATE
FRAMING NOTCHING
DIAMETER="W"/4 MAX.
WOOD STUD
6"
M
I
N
.
'W'
NOTCHING OF JOIST AND
RAFTERS IS NOT ALLOWED
JOIST / RAFTER
2'D' MIN.
'D
'
'D
'
/
2
DIAMETER='D'/6 MAX.
(8) 16d EA. SIDE OF
NOTCH (4 EA. PLATE)
WHERE NOTCH IS GREATER THAN 1" PROVIDE 12 GA.
STRAP SAME WIDTH AS DBL TOP PLATE
DOUBLE TOP PLATE
'B
'
'B
'
/
2
3" MAX.
5"5"
WHERE DEPTH 'b' OF NOTCH IS GREATER THAN
'B'/5 PROVIDE ANCHOR BOLT EA. SIDE
SILL PLATE
5" MIN.
9" MAX.
5" MIN.
9" MAX.
5" MIN.
9" MAX.
'b
'
'B
'
DIAMETER= 'B'/2
MAX.
STUD WALL AT CORNERS
NOTE: PROVIDE REQ'D. DBL
STUDS OR POSTS WHERE
A.B. OCCUR
2X STUD @
16" O.C., TYP.
PROVIDE 16d @ 12"
O.C., STAGG. TYP.
2X STUD @
16" O.C., TYP.
PROVIDE 16d @ 12"
O.C., STAGG. TYP.
TOP PLATE SPLICE
4'-0" MIN.
SPLICE OVER
STUD TYP.
16d @ 12" O.C.
INTERM. NAILING.
(13)-16d @ EA. SIDE
OF SPLICE, TYP.
NOTE:
BALANCE OF NAILING PER
2013 CBC, TABLE 2304.9.1, OR
DETAILS.
NOTE:
PROVIDE 2x FIRE STOPS @ CEILINGS,
FLOORS, AND @ 8'-0" O.C. MAX.
VERTICALLY.
(2)16d MIN. (ADD'L. (2) 16d
FOR EA. ADD'L. 2" OF
HDR. DEPTH)
2x STUDS @ 16" O.C.
2X JAMBS
(1) AT OPNG. LESS THEN 4'-0"
(2) AT OPNG. 4'-0" TO 6'-0"
(3) AT OPNG. 6'-0" TO 10'-0"
2x FIRE STOPS AT
8'-0" O.C. VERT. & HORZ.
TYP.
DBL. STUDS OR POST
@ HOLDOWNS-SEE PLAN
WHERE OCCURS
DBL.2x TOP PLATE
SIMPSON 'A34' @ OPENINGS
WIDER THAN 8'-0"
HEADER, SEE PLAN
2x TRIMMER:
(1) @ 5 1/ 4" OR LESS HDR. DEPTH
(2) @ 7 1/ 4" OR GREATER HDR. DEPTH
4x POST @ GLB OR PSL HDRS.(2) 10d
T.N.
2x SILL WHERE OCCURS
(DBL. 2x SILL @ OPNGS.
WIDER THAN 4'-0")
16d @ 12" O.C., TYP.
SILL PLATE
KING POST DETAIL
KING POST
PER PLAN
SIMPSON 'EPC'
POST CAP
BEAM PER PLAN
SIMPSON 'PC' POST
CAP INVERTED
BEAM PER
PLAN
KING POST
PER PLAN
SIMPSON 'EPC'
POST CAP
BEAM PER PLAN
SIMPSON 'PC' POST
CAP INVERTED
BEAM PER
PLAN
'd
'
'd''d''d'PER PLANS
36" O.C., MAX., SEE ALSO
SHEAR WALL SCHED. FOR
A.B. SPAC'G. IN THOSE
AREAS
1-3/4", MIN.,
TYP.
1-
3
/
4
"
,
M
I
N
.
,
TY
P
.
5/8"Ø, MIN., X 10" MIN. EMBED. A.B. PER PLAN, 36" O.C., MAX.
(REFER TO SHEAR WALL SCHED. FOR A.B. SIZE AND SPAC'G.
OF A.B.) WHERE PLATE IS NOTCHED OR DRILLED MORE THAN
1/3 OF THE WIDTH OF THE PLATE, PROVIDE ADDITIONAL A.B.
AT EA. SIDE 'd' DISTANCE FROM THE EDGE OF THE NOTCH OR
DRILLED HOLE.
CONT. 2X OR 3X P.T. SILL
PLATE PER PLAN
CONT. FTG., OR STEM
WALL BELOW, TYP.
5/8"Ø, MIN., A.B., TYP.
HOLES IN PLATE WASHERS SHALL BE PERMITTED TO BE
DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16"
LARGER THAN THE BOLT DIAMETER AND THE SLOT LENGTH
NOT TO EXCEED 1-3/4", PROVIDED A STANDARD CUT
WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE
NUT.
MAY USE SIMPSON 'BPS' WASHER, SIZE PER A.B. REQ.
PLATE WASHER,
PER PLAN, TYP.
PLATE WASHER,
PER PLAN, TYP.
PLY. SHEAR
WALL
PLY. SHEAR
WALL
1/
2
"
1/2"
1/2"
PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF
THE WOOD SILL PLATE ON T HE SIDE(S) FOR SHEATHING WITH
SHEAR DESIGN VALUES EXCEEDING 400 PLF
NOTES:
1.MINIMUM SPLICE LENGTH FOR BARS WITH CLASS 'B' SPLICE PER ACI-318-14, SECTION 12.2.
2.TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" CONCRETE CAST IN THE MEMBER
BOLOW THE REINFORCEMENT.
3.THESE BAR DEVELOPMENT LENGTH APPLY TO REGULAR OR NORMAL WEIGHT CONCRETE,
MULTIPLY THE SPECIFIED DEVELOPMENT LENGTH BY 1.33 FOR LIGHT WEIGHT CONCRETE.
4.ALL DETAILING OF REINFORCEMENT SHALL COMPLY WITH THESE SCHEDULES UNLESS
SPECIFICALLY DETAILED ON THE DRAWINGS.
TYP. REINF. DEVELOP. LENGTH SCHED.
Sheet
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DATESUBMITTAL
PLAN CHECK SUBMITTAL
TYPICAL
DETAILS
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SCALE: 1"=1'-0"27
SCALE: 1"=1'-0"34SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"31 28
SCALE: 1"=1'-0"
NTS 36
SCALE: 1"=1'-0"25
30SCALE: 1"=1'-0"PIPE AT FOOTING
9" MIN.
24" MIN.
TY
P
.
FT
G
.
SE
E
PL
A
N
TRENCH
3"
CL
R
.
NO EXCAVATION
BELOW THIS LINE
NOTE: NO PIPE SHALL PASS THROUGH FOOTING. PROVIDE
SLEEVE MIN. 1" Ø LARGER THAN PIPE.
SECTION A-A
SLEEVE
PIPE
A
A
TYPICAL POST BASE
ISOLATED POST BASE
POST BASE (POST PART OF WALL)
SILL BOLT SEE WOOD
NOTE, OR SHEAR WALL
SCHEDULE FOR SIZE
SIMPSON POST
BASE W/ BOLTS
WOOD POST SEE PLAN
2X PLATE
CONT.
WOOD STUDS SEE PLAN
SIMPSON 'A35' AT
OPP. CORNERS
TOP OF CONC.
SLAB OR FTG.
WOOD POST SEE PLAN
Sheet
Date
Scale
PROJECT:
Job
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Sheet Title
BYREVISIONS
AS SHOWN
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D
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DATESUBMITTAL
PLAN CHECK SUBMITTAL
CONNECTION AT TOP
NON-BEARING
STUD WALLNON-BEARING
STUD WALL
2X BLOCKING @ 24" O.C.JOIST
OR RAFTER
JOIST OR
RAFTER
'STC' PER
JOIST
PERPENDICULAR TO JOIST B PARALLEL TO JOIST A
TYPICAL NON-BEARING STUD WALL
'STC' EA. BLK'G.
NON-BEARING WALL BASE DETAIL
TOP OF CONC.
SLAB OR FTG.
NON BEARING WALL
2X P.T. SILL PLATE W/
3 16"Ø RAMSET/RED HEAD POWER-DRIVEN
FASTENERS
@ 32" O.C. W 1 1 2" MIN. EMBED.
(LARR #22668, ICC ESR-1799)
EDGE WHERE OCCURS
TYPICAL CONNECTION AT CEILING JOIST HANGER
R.R.. PER PLAN
ROOF PLY., PER PLAN
SEE FOR ITEMS
NOT NOTED
TYPICAL CEILING JOIST DETAIL
CEILING JOIST SCHEDULE
2X CONT. LEDGER W/
- (2) SDS25412 (SPAN "D"&"E")
- (3) SDS25412 (SPAN "A","B", &"C")
AT EA. END
STUD WALL
SEE PLAN
CEILING
JOIST
SUPPORT
TJI JOIST OR RAFTER OR SAWN
LUMBER JOIST @ 24" O.C.
MAXIMUM SPACING (SEE PLAN)
CONTINUOUS 1X6, (2) 8d EACH CEILING JOIST
2X4 HANGER JOIST
SUPPORT AT EACH
CEILING JOIST W/ (3)
8d EACH END
PLYWOOD FILLER AT TJI W/ (3) 8d
FACE NAIL AND (3) 8d BACK NAILING
(OMIT AT SAWN LUMBER)
SPAN #
A
B
D
20'-0"
16'-0"
12'-0"
2X8 @ 16" O.C.
CEILING JOIST PER PLAN SAME SPACING AS
FLOOR OR ROOF JOIST SEE PLAN
2X10 @ 16" O.C.
C
CEILING JOIST SIZE AND SPACINGMAX. SPAN BETWEEN SUPPORTS
8'-0"2X4 @ 16" O.C.
2X6 @ 16" O.C.
E
24'-0"2X12 @ 16" O.C.
HANGER PER S0.1
SECTION AT STUD WALL PARALLEL TO CEILING JOIST
E.N.
SHR. WALL
PER PLAN
2X BLKG. @ 48" O.C. W/
(2)-16d @ C.J. & (2)-10d
@ STUD
C.J. PER PLAN
S.W. PER PLAN TO
MATCH BELOW
WHERE OCCURS
STUD WALL TO MATCH
WALL BELOW
2X PLATE AT S.W. W/
SOLE PLATE
FASTENER PER S.W.
SCHED.
TYPICAL FLUSH BEAM DRAG CONNECTION
SHEARWALL END POST PER PLAN
SHEARWALL PER PLAN
DOUBLE TOP PLATE
16d NAILING STRAP PER PLAN.
('MST48' MIN.)
BEAM PER
PLANPLYWOOD SHT'G.
PER PLAN
BEAM OR BLK'G.
TYPICAL
DETAILS
'T
'
/
4
PLAN
'T
'
12
'
-
0
"
O
.
C
.
M
A
X
.
TY
P
.
A
SECT. B-B
SECT. A-A
B
B
A
1 2" Ø X 3'-0" SMOOTH
DOWEL @ 32" O.C.
GREASE ONE END
NOTE:
CONTRACTOR SHALL
LOCATE JOINTS ALONG
COLUMN LINES WHENEVER
POSSIBLE.
1 8" WIDE SAW CUT
JOINT
CONSTRUCTION
JOINT
CONTROL JOINT
TYPICAL SLAB ON GRADE DETAIL
SLAB ON GRADE
TYPICAL CONSTRUCTION JOINT
(WHERE CONTINOUS POUR IS USED)
B
A
1 8" WIDE x T/4" DEEP PRE
FORMED STRIP OR SAW CUT
THE SAME DAY OF THE POUR
DEPRESS REINFORCEMENT
UNDER JOINT AS REQUIRED TO
CLEAR STRIP OR SAW CUT
SEE PLAN FOR
SLAB REINF.
(TYP., U.N.O.)
PROVIDE 4-INCH THICK BASE
OF 1/2 INCH OR LARGER
CLEAN AGGREGATE
VAPOR BARRIER IN
CONTACT WITH CONCRETE
COLD JOINT
STOP REINF AT
JOINT
#4 DIA. X 2'-0" LONG PLAIN
DOWEL @ 18" O.C.
GREASE ONE SIDE
SLAB REINFORCING
SEE PLAN, TYP.
SEE INSET
DETAIL A/-
"T
"
"T
"
/
2
"T
"
"T
"
/
2
1
1
2"
C
L
R
.
12"12"12"12"
NOTE:
1.CONTROL JOINTS TO BE LOCATED AT COLUMN CENTER LINES AND
AT 20'-0" O.C. MAX. AND EVERY 400 SQUARE FEET.
2.IF SAW-CUT CONTROL JOINT TO BE USED, SAW-CUT WITHIN 24
HOURS OF POUR.
3.SEE PLAN FOR "T".
SLAB ON GRADE AND CONTROL JOINT
AND CONTROL JOINT
SCALE: 1"=1'-0"32
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9
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7
-
2
6
2
1
B
C
D
E
H
1 2 3 4 5 7 8
A
1 4 7 8
H
G
B
A
F
B
C
D
F
H
1 7 86
1 7 86
H
B B
C
D
E
H
1 2 3 4 5 7 8
A
1 4 7 8
H
G
B
A
F
1 2 3 4 5
6
7
8
9
10
LANDING
5
6
7
8
9
10
11
12
13
15
16
17
14
LANDING
LANDING
FRAMING NOTES:FOUNDATION NOTES:
Sheet
03/03/25Date
Scale
PROJECT:
Job
Drawn M.G.
Sheet Title
BYREVISIONS
AS SHOWN
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DATESUBMITTAL
12/30/2024PLAN CHECK SUBMITTAL
03/03/2025PC SUBMITTAL #2
04/28/2025PC SUBMITTAL #3
PC #3
LEGENDS
SCALE: 1/4"=1'-0"
FOUNDATION PLAN
SCALE: 1/4"=1'-0"
ROOF FRAMING PLAN
SCALE: 1/4"=1'-0"
2ND FLOOR FRAMING PLAN
#
L=#'-#"
FRAMING LEGEND
1ST FLOOR PLAN BELOW 2ND FLOOR PLAN BELOW
B
C
D
F
H
1 7 86
1 7 86
H
B
1 2 3 4 5
6
7
8
9
10
LANDING
F.
J
.
-
1
F
.
J
.
-
1
HDR.
HDR.
HDR.
[H
D
R
.
-
2
]
HDR.
HDR.
HDR.
F
.
J
.
-
1
4x8
R.R.-1R.R.-1
4
S3.0
1
L=6'-1"
10
S3.0
10
S3.0
2
S3.0
2
S3.0
1
S3.0
1
S3.0
1
L=13'-8"
BM-2
BM-2
F
.
J
.
-
1
1
L=18'-6"
1
L=4'-4"
1
L=13'-8"
1
L=18'-6"
1
L=4'-4"
6x
8
21
S2.1
HD
R
.
18
S2.1
1
L=
1
3
'
-
0
"
1
L=
5
'
-
0
"
R.
B
M
.
-
1
4x
8
4x
8
4x8
1
S2.09
S2.0
9
S2.0
9
S2.0
13
S2.1
13
S2.1
13
S2.1 5
S2.0
5
S2.0
6
S2.0
22
S2.1
23
S2.1
12
S3.0
10
S3.0
7
S3.0
6
S3.0
1
L=17'-8"
LO
W
R
O
O
F
R.
R
.
-
1
4x8
3x LEDGER
6x
8
4x8
HD
R
.
HD
R
.
3
L=
3
'
-
5
"
1
L=
1
3
'
-
0
"
1
L=
1
3
'
-
0
"
3
L=
3
'
-
5
"
3
L=
3
'
-
5
"
3
L=
3
'
-
5
"
HDR.
9
S3.0
9
S3.0
6
S3.0
6
S3.0
6
S3.0
4
S2.0
6
S2.0
12
S2.0
20
S2.1
21
S2.1
6
S3.0
6
S3.0
11
S3.08
S3.0
5
S3.0
3
S3.0
3
S3.0
5
S3.0
11
S3.0
11
S3.0 15
S2.1
1
L=4'-4"
1
L=4'-4"
23'-0"
21
'
-
9
"
23'-0"
23'-0"
21
'
-
9
"
23'-0"
23'-0"
21
'
-
9
"
23'-0"
16'-6"3'-0"3'-6"
5
S3.0
5
S3.0
6
S2.0
12
'
-
4
"
4'
-
7
"
7'
-
6
"
S1.0
1.PROVIDE SINGLE TRIMMER EACH END OF 4X6 OR LESS HEADER OR
BEAM & WOOD POST EACH OF 4X8 OR GREATER HEADERS OR
BEAM, TYPICAL UNLESS NOTED OTHERWISE.
2.ALL EXTERIOR WALL SHALL BE 2X4 MIN. STUDS @ 16" O.C., UNLESS NOTES
OTHERWISE.
3.FOR TYPICAL STUD WALL FRAMING SEE DETAIL 10/S0.2.
4.PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS, RAFTERS OR
TRUSSES.
5.PROVIDE BOUNDARY NAILING ALONG ALL DRAG MEMBERS, UNLESS
NOTED OTHERWISE.
6.SEE ARCHITECTURAL PLAN FOR ALL DIMENSIONS AND CONDITIONS
NOT SHOWN.
7.ROOFING MATERIAL SHALL NOT EXCEED 8.0 PSF.
8.FASTENERS FOR PRESERVATIVE TREATED AND FIRE-RESISTRDANT-TREATED
WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS
STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR
ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
FASTENERS OTHER THAN NAILS, TIMBER RIVETS WOOD SCREWS AND LAG
SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC
COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695,
CLASS 55 MINIMUM.
9.GABLE END WALLS SHALL BE BALLOON FRAMED TO ROOF DIAPHRAGM.
ROOF SHEATHING NOTE
1.THE TYPICAL ROOF SHEATHING SHALL BE 15/32" APA RATED PLYWOOD
(P.I. 24-16) WITH 10d COMMON NAILS @ 6"O.C. BOUNDARIES AND CONT.
PANEL EDGES, 6"O.C. OTHER PANEL EDGES, AND 12"O.C. FIELD NAILING.
2.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE
GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS WITH
SHEETS STAGGERED.
1.SEE FOUNDATION NOTES ON SHEET S0.0 FOR DESIGN SOIL BEARING
PRESSURE, ETC..
2.SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND CONDITIONS NOT
SHOWN.
3.ALL HOLDOWNS AND ANCHOR BOLTS AT SHALL BE SET IN PLACE BY
TEMPLATE PRIOR TO FOUNDATION INSPECTION.
4.WOOD PATIO COVER COLUMN BASES SHALL BE A MINIMUM OF 1 INCH
STAND-OFF OF FINISH SURFACE FOR MOISTURE PROTECTION.
5.ALL WORK SHALL CONFORM TO THE 2022 CALIFORNIA BUILDING CODE
(2022 CBC).
6.ALL HOLDOWN BOLTS SHALL BE RE-TIGHTENED JUST PRIOR TO
COVERING THE WALL FRAMING.
7.ALL CONNECTORS AND / OR FASTENERS IN CONTACT WITH PRESSURE
TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED (ASTM 123 &
153) G85 MINIMUM AND FOR MECHANICAL GALVANIZING (ASTM B695)
MARK WIDTH THICKNESS REINFORCEMENT DEPTH
NOTE:
1. ALL CONCRETE TO BE Fc=3000PSI, MIN.
2. BOTT. OF FTG'S. TO BE 24", MIN. BELOW LOWEST ADJACENT GRADE
SILL PLATE NOTE: ALL
FASTENERS IN CONTACT W/
PRESSURE TREATED SILL SHALL
BE GALVANIZED (ANCHOR BOLTS,
NAILS, ETC.)
TYPICAL CONCRETE SLAB ON GRADE SHALL
BE 4" THICK WITH #4 @ 16" O.C. EA. WAY MID
HT. OVER 2" SAND OVER AN 10 MIL. VISQUEEN
VAPOR BARRIER OVER 4" OF SAND, OVER
COMPACTED GRADE. SEE 32/S0.3
CONTINUOUS FOOTING SCHEDULE
MARK WIDTH DEPTH REINFORCEMENT TIES
NOTE:
1. BOTTOM OF ALL FOOTINGS SHALL EXTEND 27", MIN. INTO
FIRM CERTIFIED FILL OR BEDROCK.
2. ALL CONCRETE TO BE Fc=3000 PSI, MIN.
PAD FOOTING SCHEDULE
NEW EXTERIOR WALL 2 X 6 MINIMUM STUDS @ 16" O.C.
( INTERIOR WALL SHALL BE 2X4 @ 16" O.C.)
SHEAR WALL NOTATION PER SHEAR
WALL SCHEDULE AT SHEET S0.1 DETAIL 1
(SHEAR PANEL SCHEDULE)
INDICATES NEW CONTINUOUS FOOTING, PER
'CONTINUOUS FOOTING SCHEDULE'
F-1.5 18" SQ.24"(3)-#5 BARS EA. WAY,
TOP & BOTT.24"
FOUNDATION, 2ND
FLOOR, AND ROOF
FRAMING PLAN
FLOOR SHEATHING NOTE (PATCHING / REPAIR AS REQUIRED)
1.THE TYPICAL FLOOR SHEATHING SHALL BE 3/4" T&G APA RATED
PLYWOOD (P.I. 24-16) WITH 10d COMMON NAILS @ 6"O.C. BOUNDARIES
AND CONT. PANEL EDGES, 6"O.C. OTHER PANEL EDGES, AND 12"O.C.
FIELD NAILING
2.FLOOR DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE
GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS WITH
SHEETS STAGGERED.
INDICATES (E) WALL
FLOOR AND ROOF JOISTS (SEE FRAMING LEGENDS)
BEAM OR HEADER (FOR HEADER SEE FRAMING LEGENDS)
R.BM.-1 5.25x11.875 PSL
R.R.-1 2x6 @ 16" O.C.
HDR.6x6 DFL. No. 1 PER
CRC TABLE R802.4
F.J.-1 2x8 @ 16" O.C.
CEILING JOISTS (SEE FRAMING LEGENDS)
1'-0"24" MIN.(2) #5 BARS @
TOP AND BOTTOMCF1.0 NONE
4X4
HDU2
4X4
HDU2
4X4
HDU2
6x6
HDU8
TYP. AT 'HDU'
TO (E) FTGS
4x4
MST
4
8
4X4
HDU2
6x6HDU
8
4x4
(E) CONT. FTG., TO
REMAIN, TYP.
(E) 12" WIDE CONT.
FTG., TO REMAIN,
TYP.
(E) CONT. FTG., TO
REMAIN, TYP.
6x6
HDU8
4X4
HDU2
4X4
HDU2
4X4
HDU2
4X4
HDU2
4x4
6x6
HDU
8
4X4
HDU2
4X4
HDU2
4x4 4x4
PROVIDE 2x14
STRINGERS @ 16" O.C.,
MAX SPAC'G. SEE
TYP. @ STAIR
F-1.5
4x4
MST
4
8
4x4MST
4
8
4x4
4x4
ECC
Q
4x4
ECC
Q
4x4
MST
4
8
4x4MST
4
8
4x4MST
4
8
(E) CONC. SLAB ON GRADE, TO
REMAIN. PROVIDE REDGARD
VAPOR RETARDER ESR- 1413
CF1.0
BM-2 5.25X11.875 PSL
TYP. AT 'HDU'
TO (N) FTGS
TYP. AT (N) FTG TO (E)
FTG.
TYP. @ MST
[HDR.-2]
OPEN
4x4MST
4
8
4x4
P
O
S
T
ABV
.
4x4
P
O
S
T
ABV
.
4x44x44x44x44x44x44x4
P
O
S
T
ABV
.4x4
P
O
S
T
ABV
.
4x4
P
O
S
T
ABV
.4x4
P
O
S
T
ABV
.
TYP. AT (N)
FTG TO (E)
FTG.
4x44x4
4x4
4x4
4x44x4
MST
4
8
4x4
4x44x4
6x6HDU
8
6x6
HDU
8
6x6HDU
8
6x6
HDU8
5.25x11.875 PSL
(E) 12" WIDE CONT. FTG.,
TO REMAIN, TYP.
CF1.0
AT STAIR LANDING AND
WALL CONNECTION BELOW
SIM.
4X4 w/
MST36
@ HDR
TO COL.
@ BM. TO DBL
STUD. W/ MSTA36
SIM.
TYP. @ POST TO
BM
"HU
"
HAN
G
E
R
4x44x4
CF1.0
SIM.
SIM.
SIM.
3
3
DATESUBMITTAL
12/30/2024PLAN CHECK SUBMITTAL
03/03/2025PC SUBMITTAL #2
04/28/2025PC SUBMITTAL #3
UN
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36912SCALE: 1"=1'-0"
1SECTION AT EXTERIOR FOOTING
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
5SCALE: 1"=1'-0"
SECTION AT FOOTING
SCALE: 1"=1'-0"SCALE: 1"=1'-0"
PLAN VIEW
SECTION A-A
4SCALE: 1"=1'-0"
Sheet
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PC #3
(N) FOOTING CONNECTION AT (E) FOOTING
6" MIN.
EMB.
HOLDOWN DETAIL AT NEW FOOTING
STRUCTURAL
DETAILS
SECTION AT NON-LOAD BEARING WALL
SAND
SLAB
2X STUDS @ 16" O.C.
PROVIDE HILTI X-CP 72 SHOT PIN W/
.145 DIA. SHANK @ 16" O.C., TYP.
(ICC-ES ESR 2379)
INTERIOR CONC. SLAB ON GRADE
INTERIOR NON-LOAD BEARING
WALL, TYP.
REFER TO ARCH.
DWG'S. FOR GYP.
BOARD & FINISH
STAIR STRINGER FOOTING POST CONNECTION AT PAD FOOTING
EQ
.
EQ
.
6" MIN.
EMBED.3"3"
3
3
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15182124SCALE: 1"=1'-0"
13
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
20NOT TO SCALE
SCALE: 1"=1'-0"SCALE: 1"=1'-0"
Sheet
03/03/25Date
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Sheet Title
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03/03/2025PC SUBMITTAL #2
22SCALE: 1"=1'-0"
23SCALE: 1"=1'-0"
ASECTION@INTERIOR WALL
BSECTION@EXTERIOR WALL
HOLDOWN AT EXISTING FOOTING CONNECTION AT STAIR STRINGER
GUARD CONNECTION
FRAMING CONNECTIONS SHEAR TRANSFER AT EXISTING FOOTING
FRAMING CONNECTION AT STAIRS
CONTINUOUS POST PER
PLAN
BEAM / JOIST
PER PLAN
A35
SIMPSON HUCQ HANGER
PLAN VIEW A
SIDE VIEW B
BM TO POST FACE MOUNT CONN.
SECTION PARALLEL
TO JOISTS
HOLDOWN
TYPE
HOLDOWN
MAX. ALLOW.
LOAD
PULL TEST AT
1.6 X ALLOW.
LOAD
EMBED.
DEPTH
'D'
75%
CAPACITY
FRAMING CONNECTION
WOOD GUARD RAIL POST CONNECTION
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369SCALE: 1"=1'-0"
17
11 SCALE: 1"=1'-0"
SCALE: 1"=1'-0"SCALE: 1"=1'-0"4SCALE: 1"=1'-0"
SHEAR TRANSFER AT RAKE END
SHEAR TRANSFERAT EAVES
SCALE: 1"=1'-0"
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DATESUBMITTAL
12/30/2024PLAN CHECK SUBMITTAL
03/03/2025PC SUBMITTAL #2
10SCALE: 1"=1'-0"
WOOD BEAM(S) AT WOOD POST
5SCALE: 1"=1'-0"
SHEAR TRANSFER AT FLOOR LEVELSHEAR TRANSFER AT FLOOR LEVEL
SECTION AT 'MST' HOLDOWN
HOLDOWN SCHEDULE
HOLDOWN
TYPE
CLEAR SPAN FASTENERS (ESR-2105)MAX. ALLOW. TENSION
LOAD
STRUCTURAL
DETAILS
CONNECTION AT RIDGE BEAM
8SCALE: 1"=1'-0"
WOOD BEAM TO HDR CONNECTION
FRAMING CONNECTIONPOST TO BEAM CONNECTION FRAMING CONNECTION
MST @ BEAM TO COLUMN
UN
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FOUNDATION
CONCRETE
WOODREINFORCING STEELGENERAL
G E N E R A L S T R U C T U R A L N O T E S
STRUCTURAL DESIGN CRITERIA
SHEET INDEX
AND STRUCTURAL TESTSPECIAL INSPECTION PROGRAM
ADDINATIONAL NOTES
Sheet
03/03/25Date
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DATESUBMITTAL
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03/03/2025PC SUBMITTAL #2
EPOXY ANCHORS
STRUCTURAL OBSERVATION
SN1
GENERAL NOTES
UN
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STRUCTURAL OBSERVATION CONT'
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
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REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
G
GREEN NOTES
10/16/2024
YB
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
AT
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REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
GREEN NOTES
G-1
10/16/2024
YB
A PROJECT FOR:
PROJECT ADDRESS:
SHEET TITLE
DATE:
SHEET:
PROJECT INFO
PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
AT
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A
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REVISED BY:
REVISIONS:
DATE:BY:
PROJECT:
REVISED BY:
DESIGNER: YMMAR BROWN
ENGINEER: VISAL TE
G-2
GREEN NOTES
10/16/2024
YB
T-1
Roben Mardirosian, P.E.
10540 Jardine Ave.
Sunland, CA 91040
Tel: (818) 484-0495
Email: roben@armenengineers.com
74
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DATE: 02/24/2025
T-2
Roben Mardirosian, P.E.
10540 Jardine Ave.
Sunland, CA 91040
Tel: (818) 484-0495
Email: roben@armenengineers.com
74
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DATE: 02/24/2025
Page 330 2022 Building Energy Efficiency Standards
Dwelling Unit Floor Area (ft2)
>1500
>1000 - 1500
750 - 1000
<750
Table 150.0-G Kitchen Range Hood Airflow Rates (cfm) and ASTM E3087 Capture Efficiency (CE) Ratings
According to Dwelling Unit Floor Area and Kitchen Range Fuel Type
Hood Over Electric Range
50% CE or 110 cfm
50% CE or 110 cfm
55% CE or 130 cfm
65% CE or 160 cfm
Hood Over Natural Gas Range
70% CE or 180 cfm
80% CE or 250 cfm
85% CE or 280 cfm
85% CE or 280 cfm
Table 150.0-H Prescriptive Ventilation System Duct Sizing [ASHRAE 62.2:Table 5-3]
Fan Airflow Rating,
cfm at minimum static
pressuref 0.25 in. water
(L/s at minimum 62.5 Pa)
Minimum Duct Diameter,
in. (mm) a,b For Rigid duct
Minimum Duct Diameter,
in. (mm) a,b For Flex duct c
≤50
(25)
4 e
(100)
4
(100)
≤80
(40)
5
(125)
5
(125)
≤100
(50)
5
(125)
6
(150)
≤125
(60)
6
(150)
6
(150)
≤150
(70)
6
(150)
7
(150)
≤175
(85)
7
(180)
7
(180)
≤200
(95)
7
(180)
8
(205)
≤250
(120)
8
(205)
8
(205)
≤350
(165)
9
(230)
9
(230)
≤400
(190)
10
(255)
10
(255)
≤450
(210)
10
(255)
NP
≤700
(330)
12
(305)
NP
≤800
(380)
12 d
(305)
NP
Footnotes for Table 150.0-H:
a. For noncircular ducts, calculate the diameter as four times the cross-sectional area divided by the perimeter.
b. NP = application of the prescriptive table is not permitted for this scenario.
c. Use of this table for verification of flex duct systems requires flex duct to be fully extended and any flex duct
elbows to have a minimum bend radius to duct diameter ratio of 1.0.
d. For this scenario, use of elbows is not permitted.
e. For this scenario, 4 in. (100 mm) oval duct shall be permitted, provided the minor axis of the oval is greater
than or equal to 3 in. (75 mm)
f. When a vented range hood utilizes a capture efficiency rating to demonstrate compliance with 150.0(o)1Giiib,
a static pressure greater than or equal to 0.25 in. of water at the rating point shall not be required, and the
airflow listed in the approved directory corresponding to the compliant capture efficiency rating point shall be
applied to Table 150.0-H for determining compliance.
Note: Authority: Sections 25213, 25218, 25218.5, 25402 and 25402.1, Public Resources Code. Reference: Sections
25007, 25008, 25218.5, 25310, 25402, 25402.1, 25402.4, 25402.5, 25402.8, and 25943, Public Resources Code.
SECTION 150.0 – MANDATORY FEATURES AND DEVICES
T-3
Roben Mardirosian, P.E.
10540 Jardine Ave.
Sunland, CA 91040
Tel: (818) 484-0495
Email: roben@armenengineers.com
74
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DATE: 02/24/2025
Panasonic Whisper Ceiling Fan FV-0511VQ1
Static Pressure in inches w.g.
Air Volume (CFM)
Noise (sones)
Ventilation Fan
Characteristics
(HVI Certified data )
Power Consumption (watts)
Energy Efficiency (CFM/Watt)
Speed (RPM)
Current (amps)
Power Rating (V/Hz)
ENERGY STAR rated
0.1
110
<0.3
10.6
10.6
957
0.18
120/60
YES
0.25
111
0.9
16.4
6.9
1239
0.26
4"
0.1
50
<0.3
4
12.5
756
0.07
120/60
YES
0.25
53
0.4
7.2
7.4
1093
0.13
0.1
80
<0.3
5.9
13.6
821
0.11
120/60
YES
0.25
83
0.6
10.8
7.7
1172
0.18
4"4"
T-4
Roben Mardirosian, P.E.
10540 Jardine Ave.
Sunland, CA 91040
Tel: (818) 484-0495
Email: roben@armenengineers.com
74
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DATE: 02/24/2025
STRUCTURAL CALCULATIONS
PROJECT:
2-STORY ADU FOR EXISTING GARAGE
PREPARED BY:
VISAL TE, P.E.
04/28/2025
(PER 2022 CBC)
UN
I
T
740 W st. Andrews Place
Santa Ana, CA 92707
PREPARED
CHECKED BY
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2002 Parton St
2002 S Parton St, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7223723, -117.874213
Date 10/16/2024, 1:13:57 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.285 MCER ground motion. (for 0.2 second period)
S1 0.46 MCER ground motion. (for 1.0s period)
SMS 1.542 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.028 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.545 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.654 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.285 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.384 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.645 Factored deterministic acceleration value. (0.2 second)
S1RT 0.46 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.496 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
10/16/24, 1:14 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/3
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Determine Base Shear (Derived from ASCE 7-16 Sec. 12.8 & Supplement 2)
V =MAX{ MIN [ SD1I / (RT) , SDS I / R ] , MAX(0.044SDSI , 0.01) , 0.5S1 I / R } W
= MAX{ MIN[ 0.39W , 0.15W ] , 0.04W , 0.00W }^
= 0.20 W, (SD)(for S1 ≥ 0.6 g only)
=0.14 W, (ASD) =5.49 kips
Where SDS =1.285 (ASCE 7-16 Sec 11.4.4)
SD1 =Null (ASCE 7-16 Sec 11.4.8)
S1 =0.46 (ASCE 7-16 Sec 11.4.1)
R =6.5 (ASCE 7-16 Tab 12.2-1)
I =1 (ASCE 7-16 Tab 11.5-1)
Ct =0.02 (ASCE 7-16 Tab 12.8-2)
hn =19.9 ft
x =0.75 (ASCE 7-16 Tab 12.8-2)
T = Ct (hn)x =0.189 sec, (ASCE 7-16 Sec 12.8.2.1)
Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec 12.8.3 & 12.8.6)
Level Wx hx hx
k Wxhx
k Fx , ASD (12.8-11)dxe,allowable, ASD
Roof 16.3 7.833 7.8 128 2.0 ( 0.12 Wx )0.5
2ND 22.6 9.67 9.7 219 3.5 ( 0.15 Wx )0.5
38.9 346 5.5
Where k = 1 for T <= 0.5
k = 0.5 T + 0.75 for T @ (0.5 , 2.5)Cd =4 ,(ASCE 7-16 Tab 12.2-1)
k = 2 for T >= 2.5 Da =0.02 hsx, (ASCE 7-16 Tab 12.12-1)
Calculate Diaphragm Forces (ASCE 7-10, Sec 12.10.1.1)
Level Wx SWx Fx SFx
Roof 16.3 16.3 2.0 2.0 2.8 ( 0.17 Wx )
2ND 22.6 38.9 3.5 5.5 3.9 ( 0.17 Wx )
38.9 603.4
Where Fmin = 0.2 SDS I W x / 1.5 , ASD
Fmax = 0.4 SDS I W x / 1.5 , ASD
Fpx , ASD, (12.10-1)
VISAL TE
dxe,allowable, ASD = Da I / (1.4 Cd), (ASCE 7-16 Sec 12.8.6)
2002 Parton St, Santa Ana, CA 92707
Two Story Seismic Analysis CBC 2022
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure category (B, C or D)C
Importance factor, pg 77, (0.87, 1.0 or 1.15)I =1.00 Category II
Basic wind speed (IBC Tab 1609.3.1V3S)V = 110 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt =1 Flat
Building height to eave he = 16.5 ft
Building height to ridge hr = 19.9 ft
Building length L =23 ft
Building width B =21.75 ft
A = 500 ft2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face =8.59 kips
Max horizontal force normal to building length, B, face =7.19 kips
Max total horizontal torsional load =27.39 ft-kips
Max total upward force =9.66 kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =23.22 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.88
Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85
h = mean roof height =18.20 ft
< 60 ft, [Satisfactory]
< Min (L, B), [Satisfactory]
Design pressures for MWFRS
2002 S Parton St, Santa Ana, CA 92707
Wind Analysis for Low-rise Building, Based on ASCE 7-10
Effective area of components (or Solar Panel area)
Visal Te
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 6-18, page 28). pmin =10 psf (Sec. 6.1.4.1 & 6.1.4.2)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54)
G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47)
=0.18 or -0.18
a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
17.36 0.00 17.36
(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 0.51 7.60 15.96 0.40 5.11 13.47 1T 0.51 1.90 3.99
2 -0.69 -20.20 -11.84 -0.69 -20.20 -11.84 2T -0.69 -5.05 -2.96
3 -0.46 -14.88 -6.52 -0.37 -12.77 -4.41 3T -0.46 -3.72 -1.63
4 -0.41 -13.59 -5.23 -0.29 -10.91 -2.55 4T -0.41 -3.40 -1.31
1E 0.77 13.62 21.98 0.61 9.99 18.35 0.00
2E -1.07 -29.03 -20.67 -1.07 -29.03 -20.67
3E -0.66 -19.55 -11.19 -0.53 -16.49 -8.13 (+GCp i ) (-GCp i )
4E -0.60 -18.18 -9.82 -0.43 -14.17 -5.81 1T 0.40 1.28 3.37
5 -0.45 -14.63 -6.27 -0.45 -14.63 -6.27 2T -0.69 -5.05 -2.96
6 -0.45 -14.63 -6.27 -0.45 -14.63 -6.27 3T -0.37 -3.19 -1.10
4T -0.29 -2.73 -0.64
Net Pressure withG Cp f
Surface
Roof angle q =
Net Pressure withG Cp f
Surface
Roof angle q =
G Cp f
Roof angle q =
Surface
G Cp f
Net Pressure with
Roof angle q =
Net Pressure with
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 281 2.13 4.48 1 291 1.49 3.92
2 194 -3.91 -2.29 2 190 -3.83 -2.25
3 194 -2.88 -1.26 3 190 -2.42 -0.84
4 281 -3.81 -1.47 4 291 -3.18 -0.74
1E 99 1.35 2.18 1E 105 1.04 1.92
2E 68 -1.98 -1.41 2E 72 -2.10 -1.49
3E 68 -1.34 -0.77 3E 72 -1.19 -0.59
4E 99 -1.80 -0.97 4E 105 -1.48 -0.61
Horiz.8.59 8.59 Horiz.7.19 7.19
Vert.-9.66 -5.47 Vert.-9.11 -4.93
Min. wind Horiz.4.58 4.58 Min. wind Horiz.3.96 3.96
Sec. 6.1.4.1 Vert.-5.00 -5.00 Sec. 6.1.4.1 Vert.-5.00 -5.00
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 91 0.69 1.45 3 6 1 93 0.48 1.26 1 3
2 63 -1.27 -0.74 -2 -1 2 117 -2.37 -1.39 4 2
3 63 -0.93 -0.41 1 1 3 117 -1.50 -0.52 -3 -1
4 91 -1.23 -0.47 5 2 4 93 -1.02 -0.24 2 1
1E 99 1.35 2.18 11 18 1E 105 1.04 1.92 8 15
2E 68 -1.98 -1.41 -5 -4 2E 72 -2.10 -1.49 4 3
3E 68 -1.34 -0.77 3 2 3E 72 -1.19 -0.59 -2 -1
4E 99 -1.80 -0.97 15 8 4E 105 -1.48 -0.61 12 5
1T 190 0.36 0.76 -2 -4 1T 198 0.25 0.67 -1 -4
2T 131 -0.66 -0.39 1 1 2T 190 -0.96 -0.56 -3 -2
3T 131 -0.49 -0.21 -1 0 3T 190 -0.61 -0.21 2 1
4T 190 -0.64 -0.25 -4 -1 4T 198 -0.54 -0.13 -3 -1
27 27 21.0 21.0
S
Pressure (k) with Pressure (k) with
Torsion (ft-k) Pressure (k) with
Surface
Total Horiz. Torsional Load, MT
Surface
Surface
S
Torsion (ft-k)
Total Horiz. Torsional Load, MT
Surface Pressure (k) with
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where:p = pressure on component. (Eq. 6-22, pg 28)
pmin = 10.00 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below. (Fig. 6-11, page 55~58)
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.500 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.70 -0.80 0.70 -0.80
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
11.15 -22.76 11.15 -32.05 11.15 -50.63 20.44 -22.76 20.44 -22.76
Note:If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 apply.
Zone 4Zone 2 Zone 3
Zone 1 Zone 2
Comp. & Cladding Zone 1
( psf )
Zone 4 Zone 5Zone 3
Zone 5
Pressure
LATERAL (SEISMIC)
(ROOF LEVEL) Wroof= ( 594 SF) (10 PSF+5 PSF) + 1/2 ( 7.83' HEIGHT) ( 89.5' )(15psf)+ 1/2 ( 7.83' HEIGHT) (69.33') ( 8 PSF)
ROOF+CEILING EXT. INTER.
WALL WALL
Wroof = 16.3K
(2ND FLOOR) W2ND FLOOR = ( 9.67' HEIGHT) ( 89.5' ) (15 PSF) + ( 500 SF) (14 PSF) + ( 9.67' HEIGHT) (34.5') (8 PSF)
W2ND FLOOR = 22.6K
SEE CALCULATE EXCEL SHEET FOR CALCULATED STORY FORCE
Fx-roof = ( 2.0 kips ) Fx-2nd floor = 3.5 kips
(2ND FLOOR) V shear= 2.0 kips (1ST FLOOR) V Shear = 2.0+3.5 = 5.5k
WIND -ANALYSIS
2ND FLOOR Vshear = 21.98 psf x ( 4' ) x (23.0 ') = 2.02k
1ST FLOOR Vshear = 21.98 psf x ( 9' ) x (23.0') = 4.55k
(ASD) 2ND FLOOR Vshear = 0.6w = 0.6 ( 2.02k )= 1.21k < 2.0k
(ASD 1ST FLOOR Vshear = 0.6w = 0.6 (4.55k) = 2.73k < 5.5k
:. SEISMIC GOVERNS
FOUNDATION PLAN 2ND FLOOR FRAMING PLAN
" O.C.
KEY PLAN FOR SHEARWALL AND HOLDOWN DESIGN.
SEE NEXT SHEET.
1st FLOOR SHEARWALL 2nd FLOOR SHEARWALL
B
C
D
F
H
1 7 86
1 7 86
H
B
1 2 3 4 5
6
7
8
9
10
LANDING
1
L=13'-8"
1
L=18'-6"
1
L=4'-4"
3
L=
3
'
-
5
"
1
L=
1
3
'
-
0
"
3
L=
3
'
-
5
"
23'-0"
23'-0"
16'-6"3'-0"3'-6"
B
C
D
E
H
1 2 3 4 5 7 8
A
1 4 7 8
H
G
B
A
F
5
6
7
8
9
10
11
12
13
15
16
17
14
LANDING
LANDING
HDR.
HDR.
HDR.
R.R.-1R.R.-1
1
L=6'-1"
1
L=
1
3
'
-
0
"
1
L=
5
'
-
0
"
R.
B
M
.
-
1
1
L=17'-8"
LO
W
R
O
O
F
R.
R
.
-
1
4x8
3x LEDGER
HDR.
1
L=4'-4"
1
L=4'-4"
23'-0"
21
'
-
9
"
23'-0"
7
1
2
3
4
5
NO.
PANEL
WALL
SHEAR
W/ 10d COMMON
1/2" STRUCT. 1 PLYWD./OSB
PANEL
OR 16d
5/8" x 9" LAG SCREWS
SIMP. SDS 1/4"Ø x 6" OR
FLOOR PLATE FASTERNERS
OR 16d
5/8" x 9" LAG SCREWS
SIMP. SDS 1/4"Ø x 6" OR
FLOOR PLATE FASTERNERS
FACE
SIDE
ONE
SIDE
ONE
SIDE
ONE
SIDE
ONE
SIDES
TWO
SIDES
TWO
SIDES
TWO
NAILING @ PANEL
EDGE FIELD MEMBER
EDGE FASTERNERS
SIZE SPACING
PLATE
SIZE
EXTERIOR
TYPE SPACING TYPE SPACING
INTERIOR FASTERNERS
SIZE SPACING
5/8"Ø x 3/4"Ø ANCHORS
ANCHOR BOLTS @ SILL PLATE
(PLF)
SHEAR
ALLOWABLE
(PLF)
SHEAR
ALLOWABLE
6"
4"
4"
4"
6"
4"
4"
6"
8"
3"
8"
8"
8"
SDPWS-15SDPWS-15
STAGG.
3"
STAGG.
2"
STAGG.
3"
STAGG.
2"
12"
12"
12"
12"
12"
12"
12"
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
4x
MIN.
4x
16d
SDS
1/4"Ø
SDS
1/4"Ø
SDS
1/4"Ø
SDS
1/4"Ø
LAG
5/8"Ø
LAG
5/8"Ø
MIN.
2x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
LTP4
LTP4
LTP4
LTP4
LTP4
A35
A35
16"
16"
2 SIDES
8"
2 SIDES
8"
A35
A35
A35
A35
A35
A35
A35
8"
8"
8"
16"
16"
2 SIDES
8"
2 SIDES
8"
5/8" Ø
5/8" Ø
5/8" Ø
5/8" Ø
5/8" Ø
3/4" Ø
7/8" Ø
FOR 2x
32"
32"
16"
16"
16"
16"
16"
MIN.
2x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
MIN.
3x
340
510
665
870
1020
1330
1740
475
715
930
1217
1430
1860
2435
SHEAR PANEL SCHEDULE
SILL PLT.
SIZE (SEISMIC)(WIND)
6
NOTES:
FLOOR SHEATHING, TYP. U.N.O.
PROVIDE MINIMUM 3 IN. PENETRATION INTO MEMBERS BELOW 10.
USE 3x AND TREATED SILL PLATE AT CONCRETE SURFACES,TYP.9.
ALL NAILS SHALL BE COMMON NAILS, TYP.8.
A MINIMUM OF 5d CONCRETE COVER AND 10" MIN. EMBEDMENT.
ALL ANCHOR BOLTS AT EDGE OF CONCRETE SHALL HAVE7.
ENDS AND EDGES.
AND A MINIMUM 1/2" EDGE NAILING DISTANCES AT PANEL
OF THE CONNECTING MEMBER FOR SHEAR PANEL
PANEL EDGE AND AT LEAST 3/8" FROM THE EDGE
NAILS SHALL BE PLACED AT LEAST 3/8" FROM6.
USE PLT. 1/4"x3" SQ W/ 5/8" & 3/4" DIA. A.B.5.
MORE THAN 1-5/8".
COMMON NAILS ARE SPACED 3" O.C. PENETRATE FRAMING
EDGES. WHEN NAIL SPACING IS 2" O.C. OR WHEN 10d
NAIL SHALL BE STAGGERED IN TWO LINES ALONG PANEL
WALL FRAMING TO BE MIN. 3x MEMBER AT PANEL EDGES.4.
3. FOR HOLD DOWN ANCHOR (HD) SEE PLAN & DETIAL
PLYWOOD WITH MIN. 5-PLY.
ALL PLYWOOD SHEAR PANELS TO BE 1/2" STRUC I2.
SEE FRAMING PLANS FOR LOCATION OF SHEAR PANELS1.
2 1/2"
MIN.
1/2" MIN.
2" TO 3"
SPACING
NAILING PATTERN AT PANEL JOINT
(FOR 2" AND 3" NAIL SPACINGS)
PLYWD.
PANEL JOINT
3x MIN. @
Shearwall Design
2nd Floor Shear walls (FT)
Shear
Cap. (lb/ft)
Along Grid line B : L = 14.42 340
Along Grid line H: L= 20.0 340
Along Grid line 1 : L = 21.75 340
Along Grid line 8: L= 13.0 340
1st Floor Shear walls (FT)Shear
Cap. (lb/ft)
Along Grid line B : L = 13.67+4.33 340
Along Grid line H: L =23 340
Along Grid line 1 : L=3.42+3.42 665
Along Grid line 8: L=13 340
Hold-Down design
2nd Floor
Shea wall
Height (ft)Uplift (lbs) Net Uplist Hold-down
Hold-down
Capacity (lbs)
Along Grid line B : 7.8 950 950 MST48 3960
Along Grid line H: 7.8 685 685 MST48 3960
Along Grid line 1 : 7.8 630 630 MST48 3960
Along Grid line 8: 7.8 1054 1054 MST48 3960
1st Floor
Along Grid line B : 9.7 1880 1880 HDU2-SDS2.5 2306
Along Grid line H: 9.7 1472 1472 HDU2-SDS2.5 2306
Along Grid line 1 : 9.7 4948 4948 HDU8-SDS2.5 5903
Along Grid line 8: 9.7 2603 2603 HDU4-SDS2.5 3424
Shearwall
No.
1
1
1
Unit Shear (lb/ft)
121
80
135
188
2691
1941
5123
1 152
Unit Shear (lb/ft)
Shearwall
No.
1211
Shear (lbs)
1750
Shear (lbs)
3500
3500
3500 269
512
Unit Shear (lb/ft)
1750
1750
1750
1 88
801
1351
Shearwall
No.
194
3500 152 1
1
1
(0.6-0.14Sds)D
3
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:Roof Rafter
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 20 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.715: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.600ft
45.27 psi=
=
1,681.88psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.201 : 1
10.750 ft=
=
1,202.68psi
Maximum Deflection
0
<360
259
Ratio =0 <240
Max Downward Transient Deflection 0.285 in
472
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.517 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.20 ft 1 0.447 0.126 0.90 1.300 1.151.00 1.00 0.34 540.9 1,211.0 0.11 162.01.00 20.41.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.20 ft 1 0.715 0.201 1.25 1.300 1.151.00 1.00 0.76 1,202.7 1,681.9 0.25 225.01.00 45.31.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.20 ft 1 0.617 0.174 1.25 1.300 1.151.00 1.00 0.65 1,037.2 1,681.9 0.21 225.01.00 39.01.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.20 ft 1 0.151 0.042 1.60 1.300 1.151.00 1.00 0.20 324.5 2,152.8 0.07 288.01.00 12.21.00
.
22
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:Roof Rafter
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5173 5.641 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.271 0.271
Max Upward from Load Combinations 0.271 0.271
Max Upward from Load Cases 0.149 0.149
D Only 0.122 0.122
+D+Lr 0.271 0.271
+D+0.750Lr 0.233 0.233
+0.60D 0.073 0.073
Lr Only 0.149 0.149
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM [R.BM-1]
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 20 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 11.10 ft, (Floor)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.521: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.500ft
81.26 psi=
=
3,629.22psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.224 : 1
0.000 ft=
=
1,889.86psi
Maximum Deflection
0
<360
237
Ratio =0 <180
Max Downward Transient Deflection 0.667 in
377
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.059 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 21.0 ft 1 0.268 0.115 0.90 1.001 1.001.00 1.00 7.19 699.7 2,613.0 1.25 261.01.00 30.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 21.0 ft 1 0.521 0.224 1.25 1.001 1.001.00 1.00 19.43 1,889.9 3,629.2 3.38 362.51.00 81.31.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 21.0 ft 1 0.439 0.189 1.25 1.001 1.001.00 1.00 16.37 1,592.3 3,629.2 2.85 362.51.00 68.51.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 21.0 ft 1 0.090 0.039 1.60 1.001 1.001.00 1.00 4.32 419.8 4,645.4 0.75 464.01.00 18.11.00
.
22
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:RIDGE BEAM [R.BM-1]
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 1.0589 10.577 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.701 3.701
Max Upward from Load Combinations 3.701 3.701
Max Upward from Load Cases 2.331 2.331
D Only 1.370 1.370
+D+Lr 3.701 3.701
+D+0.750Lr 3.119 3.119
+0.60D 0.822 0.822
Lr Only 2.331 2.331
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:[BM-2]
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 20 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 6.750 ft, (Floor)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.455: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.000ft
68.73 psi=
=
2,920.85psi
5.25x11.25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 5.25x11.25
Maximum Shear Stress Ratio 0.237 : 1
15.066 ft=
=
1,328.01psi
Maximum Deflection
0
<360
421
Ratio =0 <240
Max Downward Transient Deflection 0.321 in
597
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.456 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 16.0 ft 1 0.149 0.078 0.90 1.007 1.001.00 1.00 3.62 391.8 2,628.8 0.80 261.01.00 20.31.00
1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.455 0.237 1.00 1.007 1.001.00 1.00 12.26 1,328.0 2,920.8 2.71 290.01.00 68.71.00
1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.300 0.156 1.25 1.007 1.001.00 1.00 10.10 1,094.0 3,651.1 2.23 362.51.00 56.61.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 16.0 ft 1 0.050 0.026 1.60 1.007 1.001.00 1.00 2.17 235.1 4,673.4 0.48 464.01.00 12.21.00
.
22
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:[BM-2]
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.4559 8.058 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.064 3.064
Max Upward from Load Combinations 3.064 3.064
Max Upward from Load Cases 2.160 2.160
D Only 0.904 0.904
+D+L 3.064 3.064
+D+0.750L 2.524 2.524
+0.60D 0.542 0.542
L Only 2.160 2.160
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:F.J.-1
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 20 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0170, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.404: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.750ft
33.94 psi=
=
1,242.00psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.189 : 1
6.898 ft=
=
501.90psi
Maximum Deflection
0
<360
1225
Ratio =0 <240
Max Downward Transient Deflection 0.050 in
1800
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.073 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.50 ft 1 0.143 0.067 0.90 1.200 1.151.00 1.00 0.18 160.3 1,117.8 0.08 162.01.00 10.81.00
1.00+D+L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.404 0.189 1.00 1.200 1.151.00 1.00 0.55 501.9 1,242.0 0.25 180.01.00 33.91.00
1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.268 0.125 1.25 1.200 1.151.00 1.00 0.46 416.5 1,552.5 0.20 225.01.00 28.21.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.50 ft 1 0.048 0.023 1.60 1.200 1.151.00 1.00 0.11 96.2 1,987.2 0.05 288.01.00 6.51.00
.
22
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:F.J.-1
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0734 3.777 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.293 0.293
Max Upward from Load Combinations 0.293 0.293
Max Upward from Load Cases 0.200 0.200
D Only 0.094 0.094
+D+L 0.293 0.293
+D+0.750L 0.243 0.243
+0.60D 0.056 0.056
L Only 0.200 0.200
x20psf
ROOF LL
=150#
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:FLOOR & DECK JOIST (12'-4")
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor)
Load for Span Number 2
Uniform Load : D = 0.0140, L = 0.060 ksf, Tributary Width = 1.330 ft, (Floor)
Point Load : D = 0.0750, Lr = 0.150 k @ 3.330 ft, (Point Load from post abv)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.667: 1
Load Combination +D+0.750Lr+0.750L
Span # where maximum occurs Span # 1
Location of maximum on span 9.000ft
52.14 psi=
=
1,466.25psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.290 : 1
8.397 ft=
=
978.47psi
Maximum Deflection
1366
>=360
274
Ratio =1267 >=240
Max Downward Transient Deflection 0.206 in
386
Ratio = >=360
Max Upward Transient Deflection -0.079 in Ratio =
Max Downward Total Deflection 0.291 in Ratio = >=240
Max Upward Total Deflection -0.085 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 9.0 ft 1 0.316 0.112 0.90 1.200 1.151.00 1.00 0.37 333.3 1,055.7 0.13 162.01.00 18.21.00
1.00Length = 3.330 ft 2 0.316 0.112 0.90 1.200 1.151.00 1.00 0.37 333.3 1,055.7 0.13 162.01.00 18.21.00
1.00+D+L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.629 0.290 1.00 1.200 1.151.00 1.00 0.81 737.4 1,173.0 0.38 180.01.00 52.11.00
1.00Length = 3.330 ft 2 0.629 0.290 1.00 1.200 1.151.00 1.00 0.81 737.4 1,173.0 0.35 180.01.00 52.11.00
2022
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:FLOOR & DECK JOIST (12'-4")
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.538 0.173 1.25 1.200 1.151.00 1.00 0.86 789.5 1,466.3 0.28 225.01.00 38.91.00
1.00Length = 3.330 ft 2 0.538 0.173 1.25 1.200 1.151.00 1.00 0.86 789.5 1,466.3 0.28 225.01.00 38.91.00
1.00+D+0.750Lr+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.667 0.250 1.25 1.200 1.151.00 1.00 1.07 978.5 1,466.3 0.41 225.01.00 56.31.00
1.00Length = 3.330 ft 2 0.667 0.250 1.25 1.200 1.151.00 1.00 1.07 978.5 1,466.3 0.41 225.01.00 56.31.00
1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.472 0.209 1.15 1.200 1.151.00 1.00 0.70 636.4 1,349.0 0.31 207.01.00 43.31.00
1.00Length = 3.330 ft 2 0.472 0.209 1.15 1.200 1.151.00 1.00 0.70 636.4 1,349.0 0.30 207.01.00 43.31.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.107 0.038 1.60 1.200 1.151.00 1.00 0.22 200.0 1,876.8 0.08 288.01.00 10.91.00
1.00Length = 3.330 ft 2 0.107 0.038 1.60 1.200 1.151.00 1.00 0.22 200.0 1,876.8 0.08 288.01.00 10.91.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr+D+L 1 0.0721 3.721 -0.0852 5.682
+D+Lr 2 0.2905 3.330 0.0000 5.682
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.243 0.848
Max Upward from Load Combinations 0.243 0.848
Max Upward from Load Cases 0.190 0.554
Max Downward from all Load Conditio -0.055
Max Downward from Load Combinations -0.003
Max Downward from Load Cases (Resis -0.055
D Only 0.053 0.278
+D+L 0.243 0.833
+D+Lr -0.003 0.484
+D+0.750Lr+0.750L 0.154 0.848
+D+0.750L 0.196 0.694
+0.60D 0.032 0.167
Lr Only -0.055 0.206
L Only 0.190 0.554
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR-2
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 20 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR)
Uniform Load : D = 0.0150 ksf, Tributary Width = 5.60 ft, (WALL)
Point Load : D = 0.90, L = 2.160 k @ 4.330 ft, (REACTION BM-2)
Point Load : D = 0.90, L = 2.160 k @ 9.0 ft, (REACTION BM-2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.765: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.986 ft
114.35 psi=
=
2,920.85 psi
5.25x11.25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 5.25x11.25
Maximum Shear Stress Ratio 0.394 : 1
0.000 ft=
=
2,233.85 psi
Maximum Deflection
0
<360
273
Ratio =0 <240
Max Downward Transient Deflection 0.398 in
447
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.650 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 14.833 ft 1 0.327 0.173 0.90 1.007 1.001.00 1.00 7.94 860.2 2,628.8 1.78 261.01.00 45.21.00
1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.833 ft 1 0.765 0.394 1.00 1.007 1.001.00 1.00 20.62 2,233.9 2,920.8 4.50 290.01.00 114.31.00
1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.833 ft 1 0.517 0.268 1.25 1.007 1.001.00 1.00 17.44 1,889.3 3,651.1 3.82 362.51.00 97.01.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
22
Wood Beam
LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR-2
Project File: 2002 Parton ST.ec6
Project Title:2002 Parton St
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 14.833 ft 1 0.110 0.058 1.60 1.007 1.001.00 1.00 4.76 516.1 4,673.4 1.07 464.01.00 27.11.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.6505 7.362 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.663 4.043
Max Upward from Load Combinations 4.663 4.043
Max Upward from Load Cases 2.773 2.336
D Only 1.889 1.707
+D+L 4.663 4.043
+D+0.750L 3.969 3.459
+0.60D 1.134 1.024
L Only 2.773 2.336
r
Project No.:
Date:
Calc's Perfomed By:
-- ri , 1—.
Planning and Buildin A ncy
Engineer of Record:
Revisions: Approved
Sheet: o'FOR PERMIT ISSUA
Master ID:
Date:
P= ZOO(z 00') /001L6-m
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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
ACTING CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
September 5, 2024
Also sent via email to: santi13.sg@gmail.com
Humberto Garcia and Maria Garcia
2002 South Parton Street
Santa Ana, CA 92707
Subject: Address Assignment for the detached accessory dwelling unit (ADU) located at
2002 South Parton Street (APN: 015-136-13) in Santa Ana, CA
Dear Humberto Garcia and Maria Garcia,
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 proposed detached accessory dwelling unit (ADU) located at 2002 South Parton Street
(APN: 015-136-13). Notice is hereby given that the following assigned address(es) shall be posted
on-site per the approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
740 W. Saint Andrews P
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2719 or by email at jkessler@santa-ana.org.
Sincerely,
Jeffrey Kessler
Planning Technician
Exhibit A – Address Plan
Address Letter for 2002 S. Parton Street
Page 2 of 3
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Principal
Sergio Verino, Code Enforcement Principal
Address Letter for 2002 S. Parton Street
Page 3 of 3
Exhibit A
2002 S. Parton Street
Existing Single-
Family Home
Sean Lewis <seanalewis@ahaedesignsinc.com>
740 W St Andrew Pl & 2002 S Parton St - Project question
Hobbs, Jonathan <jonathanhobbs@ocfa.org>Wed, May 14, 2025 at 6:46 AM
To: Sean Lewis <seanalewis@ahaedesignsinc.com>
Hi Sean,
Based on the plan you provided and no OCFA submittal will be required. Please provide this email to the city as proof you
have discussed the project (740 St. Andrew) with me.
Jonathan A. Hobbs
Fire Prevention Analyst
Orange County Fire Authority
Office: 714.573.6181
In service of others!
From: Sean Lewis <seanalewis@ahaedesignsinc.com>
Sent: Tuesday, May 13, 2025 8:43 PM
To: Hobbs, Jonathan <jonathanhobbs@ocfa.org>
Subject: 740 W St Andrew Pl & 2002 S Parton St - Project question
Mimecast Attachment Protection has deemed this file to be safe, but always exercise caution when opening files.
CAUTION: This email originated from outside of the organization. Do not click links or open attachments
unless you recognize the sender and know the content is safe.
Hello Jonathan,
I hope that this email finds you all well. I was hoping to discuss the subject project with you in-person today, but the staff
informed me that you were not in today, so they provided your business card.
The attached project is an (e) 463 sq.ft garage conversion with a 537 sq.ft addition to a new 2-story ADU in the City of
Santa Ana. The project currently meets all of the OCFA Plan Submittal Criteria Form (SFR) which is attached to this email,
but the plan checker referred us to you. I have attached both the form and also the architectural set of plans to this email.
Can you please let us know if this is a project that needs to be reviewed by you? Thanks for all of your assistance.
Thanks for all of your assistance in advance.
Thanks In advance,
Sean A Lewis
Founder | Principal Designer
Phone #: +1 (323) 543-0172
Email: Seanalewis@ahaedesignsinc.com
Address: 4947 Barstow St, Los Angeles, CA
90032
[Quoted text hidden]
�GECCOORANGE COUNTY FIRE AUTHORIT
G, y
7., < Plan Submittal Criteria Form
4,� r
cq��f tom! Required for Single Family or Duplex Residences
7HoVLO (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 Applic
Project Information
❑ New Single Family Residence/Duplex ❑ Addition/Remodel ADU
Address:
740 W St. ANDREWS PLACE, SANTA ANA, CA 9270
CITY OF SANTA ANA
Plans ing and Building A jency
SFR
Approved
FOR PERMIT ISSUANCE
Certification.
Master ID:
Date:
❑ Other
Unit #: City or Unincorporated County Area: I ZIP:
SANTA ANA 92707
Scope of Work: CONVERT (E) DETACHED 441 S.F GARAGE W/ 59 S.F ADDITION TO FIRST FLOOR + 500 S.F SECOND STORY ADDITION TO NEW DETACHED ADU. ADU WILL
CONSIST OF 2 STORIES, (2) BED, (2) BATH, (1) KITCHEN, AND (1) LIVING ROOM. NEW 78 S.F SECOND LEVEL BALCONY/PATIO.
ATTACHED UNPERMITTED 503.8 S.F PATIO TO BE DEMOLISED.
Existing 441 Area to 559 Total Resulting 1 OOO Stories: 2 I Area Added in Past 2 Years 0
Area: be Added: Area: (excludina this oroiect):
Yes No
Questionnaire
OCFA Plan Type if "Yes"
1.
❑
0
New — Is this a new single family residence or duplex?
*(PR160) Residential Site
with Water Availability
PR400-402 Fire Sprinkler
2.
❑
FO
ADU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
(PR400-402) Fire Sprinkler
fire sprinklers or a house that will have firesprinklers added as part of thisproject?
3.
❑
F0
Addition — Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
(PR400-402) Fire Sprinkler
sprinkler retrofit based on a threshold set by local ordinance?
4.
❑
FO
Distance — Is the most remote portion of the addition, ADU or other detached structure greater than
*(PR160) Residential Site
140-feet from the fire access roadway?
5.
❑
FO
Total Area — Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
*(PR160) Residential Site
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
with Water Availability
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
6.
❑
W1
Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or
(PR400-402) Fire Sprinkler
removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed
contractor to determine if a firesprinkler modification is needed.
7.
❑
F0
Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a
*(PR160) Residential Site
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
(PR400-402) Fire Sprinkler
set by local ordinance?
8.
❑
F0
Gate — Is a gate being installed across a driveway or road that is designated as a fire department
(PR180) Gate
access roadway, or a driveway or road that serves more than a single home/duplex?
9.
❑
0
Methane — Is project located in or less than 100' from a "Division of Oil, Gas, and Geothermal
*(PR160) Residential Site
Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
*(PR172-174) Methane
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
Test/Mitigation Plans
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU's).
10.
❑
0
Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to
*(PR125) Fuel Modification
slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation,
(PR182) Accessory
or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as
Structure
defined by the State, or D near an area that could be affected by a wildfire in the open space.
*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 Cali rnia, that the information above is true:
Print Name: SEAN LEWIS Signature: Date: 01/02/2025
Phone Number: 3233022657 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
�pN'f A qN-
\sCH00�►�`�
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
Name (First, MI, Last)
H Umberto A Malri(A Garcia
Project Address
140 W . St-. Andrew -Pl.
City, State, Zip Code
Name (First, MI, Last)
Santa Avia , CA 9240'1
CITY OF 51kNTA ANA
Planning and Building Agency
APpAlzi
FOR PERMIT ISSUANCE
Telephone iviaser iu:
Date:
-414-4 3--11
Tract/Parcel Number
10112221DO
Telephone
Use of Building (check) Type of Project (check)
Residential 1� Commercial ❑ Senior Housing ❑ New ❑ Addition d Alteration d
Description of Project
Convert aara cie A add zed floor -6 AW
Number of Square Feet of
Residential Space
Number of Square Feet of
Commercial Space
961
Sq.Ft x $
Sq.Ft x $
5.1-f
(Dev. Fee)
(Dev. Fee)
Total $ 4,g13.54
Total $
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
sexr4-�
Applicant `Fume (Please Print)
ure
/Z
Date
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the GovAnment Code and Education Code.
f Of I aol/tA�
Authorized Representative
Date
DISTRIBUTION
While - City/County
Canary - Applicant
Pink - Facilities
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
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 1 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
GENERAL INFORMATION
01 Project Name 740 W St. Andrews Place (ADU)
02 Run Title Title 24 Analysis
03 Project Location 740 W St. Andrews Place (ADU)
04 City Santa Ana 05 Standards Version 2022
06 Zip code 92707 07 Software Version EnergyPro 9.3
08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)90
10 Building Type Single family 11 Number of Dwelling Units 1
12 Project Scope Newly Constructed Addition 13 Number of Bedrooms 2
14 Addition Cond. Floor Area (ft2)1000 15 Number of Stories 2
16 Existing Cond. Floor Area (ft2)0.01 17 Fenestration Average U-factor 0.3
18 Total Cond. Floor Area (ft2)1000.01 19 Glazing Percentage (%)28.57%
20 ADU Bedroom Count 2 21 ADU Conditioned Floor Area 1000
22 Fuel Type Natural gas 23 No Dwelling Unit:No
ADDITION ALONE - Project Analysis Parameters
01 02 03 04 05 06
Existing Area (excl. new addition)
(ft2)
Addition Area (excl. existing)
(ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms
0.01 1000 1000.01 0 2 2
ADDITION ALONE - ACCESSORY DWELLING UNIT (ADU) PROJECT ANALYSIS PARAMETERS
01 02 03 04 05 06 07 08
Zone Name Existing Area (excl.
new addition) (ft2)
ADU Area (excl.
existing) (ft2)Total Area (ft2)Existing Bedrooms Addition Bedrooms Total Bedrooms Attached vs. Detached
ADU 0.01 1000 1000.01 0 2 2 Detached
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 2 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider.
03 This building incorporates one or more Special Features shown below
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 3 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
ENERGY USE SUMMARY
Energy Use Standard Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Standard Design TDV Energy
(EDR2) (kTDV/ft2 -yr)
Proposed Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Proposed Design TDV Energy
(EDR2) (kTDV/ft2 -yr)Margin (EDR1)Margin (EDR2)
Space Heating 0 0.89 0 2.4 0 -1.51
Space Cooling 0 28.51 0 29.32 0 -0.81
IAQ Ventilation 0 4.28 0 4.28 0 0
Water Heating 0 33.8 0 30.54 0 3.26
Self
Utilization/Flexibility
Credit
0 0
Efficiency Compliance
Total 0 67.48 0 66.54 0 0.94
Photovoltaics 0 0
Battery 0
Flexibility
Indoor Lighting 0 8.06 0 8.06
Appl. & Cooking 0 34.65 0 34.48
Plug Loads 0 46.26 0 46.26
Outdoor Lighting 0 1.75 0 1.75
TOTAL COMPLIANCE 0 158.2 0 157.09
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 4 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
ENERGY USE INTENSITY
Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Margin (kBtu/ft2 - yr )Margin Percentage
Gross EUI1 25.36 24.53 0.83 3.27
Net EUI2 25.36 24.53 0.83 3.27
Notes
1. Gross EUI is Energy Use Total (not including PV) / Total Building Area.
2. Net EUI is Energy Use Total (including PV) / Total Building Area.
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
•Cool roof
•Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3)
HERS FEATURE SUMMARY
The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional
detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry
•Indoor air quality ventilation
•Kitchen range hood
•Verified EER/EER2
•Verified SEER/SEER2
•Verified Refrigerant Charge
•Airflow in habitable rooms (SC3.1.4.1.7)
•Verified HSPF2
•Verified heat pump rated heating capacity
•Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5)
•Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8)
•Pipe Insulation, All Lines
ZONE INFORMATION
01 02 03 04 05 06 07
Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status
ADU Conditioned Multi Zone AC1 1000 8.25 DHW Sys 1 New
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 5 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
OPAQUE SURFACES
01 02 03 04 05 06 07 08 09 10
Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door
Area (ft2)Tilt (deg)Wall Exceptions Status
North Wall ADU R-15 0 Right 190 30 90 Extension New
East Wall ADU R-15 90 Front 180 52.5 90 Extension New
South Wall ADU R-15 180 Left 190 8 90 Extension New
West Wall ADU R-15 270 Back 180 112 90 Extension New
North Wall 2 ADU R-15 0 Right 190 67 90 Extension New
East Wall 2 ADU R-15 90 Front 180 0 90 Extension New
South Wall 2 ADU R-15 180 Left 190 16.2 90 Extension New
West Wall 2 ADU R-15 270 Back 180 0 90 Extension New
OPAQUE SURFACES - CATHEDRAL CEILINGS
01 02 03 04 05 06 07 08 09 10 11
Name Zone Construction Azimuth Orientation Area (ft2)
Skylight Area
(ft2)
Roof Rise (x in
12)
Roof
Reflectance Roof Emittance Cool Roof
Roof ADU
R-15+1.5
InchAirImperme
ab
0 Right 500 0 2 0.26 0.92 Yes
FENESTRATION / GLAZING
01 02 03 04 05 06 07 08 09 10 11 12 13 14
Name Type Surface Orientation Azimuth Width
(ft)
Height
(ft)Mult.Area
(ft2)U-factor U-factor
Source SHGC SHGC Source Exterior Shading
Window 1 Window North Wall Right 0 1 30 0.3 NFRC 0.23 NFRC Bug Screen
Window 7 Window East Wall Front 90 1 7.5 0.3 NFRC 0.23 NFRC Bug Screen
Window 5 Window East Wall Front 90 1 15 0.3 NFRC 0.23 NFRC Bug Screen
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 6 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
FENESTRATION / GLAZING
01 02 03 04 05 06 07 08 09 10 11 12 13 14
Name Type Surface Orientation Azimuth Width
(ft)
Height
(ft)Mult.Area
(ft2)U-factor U-factor
Source SHGC SHGC Source Exterior Shading
Door 2 Window East Wall Front 90 1 20 0.3 NFRC 0.23 NFRC Bug Screen
Window 8 Window East Wall Front 90 1 10 0.3 NFRC 0.23 NFRC Bug Screen
Window 3 Window South Wall Left 180 1 8 0.3 NFRC 0.23 NFRC Bug Screen
Door 4 Window West Wall Back 270 1 64 0.3 NFRC 0.23 NFRC Bug Screen
Window 6 Window West Wall Back 270 1 24 0.3 NFRC 0.23 NFRC Bug Screen
Window 6 2 Window West Wall Back 270 1 24 0.3 NFRC 0.23 NFRC Bug Screen
Window 4 Window North Wall 2 Right 0 1 27 0.3 NFRC 0.23 NFRC Bug Screen
Door 1 Window North Wall 2 Right 0 1 40 0.3 NFRC 0.23 NFRC Bug Screen
Window 9 Window South Wall 2 Left 180 1 4.2 0.3 NFRC 0.23 NFRC Bug Screen
Window 2 Window South Wall 2 Left 180 1 12 0.3 NFRC 0.23 NFRC Bug Screen
SLAB FLOORS
01 02 03 04 05 06 07 08
Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value
and Depth
Edge Insul. R-value
and Depth Carpeted Fraction Heated
Slab-on-Grade ADU 500 0.1 none 0 80%No
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 7 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
OPAQUE SURFACE CONSTRUCTIONS
01 02 03 04 05 06 07 08
Construction Name Surface Type Construction Type Framing Total Cavity
R-value
Interior / Exterior
Continuous
R-value
U-factor Assembly Layers
R-15 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095
Inside Finish: Gypsum Board
Cavity / Frame: R-15 / 2x4
Exterior Finish: 3 Coat Stucco
R-15+1.5
InchAirImpermeab Cathedral Ceilings Wood Framed
Ceiling 2x6 @ 16 in. O. C.R-15 9 / None 0.041
Roofing: Light Roof (Asphalt Shingle)
Roof Deck: Wood
Siding/sheathing/decking
Cavity / Frame: R-15 / 2x6
Sheathing / Insulation: R-9 Sheathing
Inside Finish: Gypsum Board
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04 05
Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50
Not Required Not Required N/A n/a n/a
WATER HEATING SYSTEMS
01 02 03 04 05 06 07 08 09
Name System Type Distribution Type Water Heater Name Number of Units Solar Heating
System
Compact
Distribution HERS Verification Water Heater
Name (#)
DHW Sys 1 Domestic Hot
Water (DHW)
HERS Verified Pipe
Insulation credit DHW Heater 1 1 n/a None DHW Sys
1-hers-dhw DHW Heater 1 (1)
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 8 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
WATER HEATERS
01 02 03 04 05 06 07 08 09 10 11 12 13
Name
Heating
Element
Type
Tank Type # of Units Tank Vol.
(gal)
Heating
Efficiency
Type
Efficiency Rated Input
Type
Input Rating
or Pilot
Tank
Insulation
R-value
(Int/Ext)
Standby Loss
or Recovery
Eff
1st Hr. Rating
or Flow Rate
Tank
Location
DHW
Heater 1 Gas
Consumer
Instantaneo
us
1 0 UEF 0.91 Btu/Hr 200000 0 n/a n/a
WATER HEATING - HERS VERIFICATION
01 02 03 04 05 06 07
Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution
Type Recirculation Control Shower Drain Water Heat
Recovery
DHW Sys 1 - 1/1 Required Not Required Not Required None Not Required Not Required
SPACE CONDITIONING SYSTEMS
01 02 03 04 05 06 07 08 09
Name System Type Heating Unit Name Heating Equipment
Count Cooling Unit Name Cooling Equipment
Count Fan Name Distribution Name Required
Thermostat Type
Multi Zone AC1 Heat pump
heating cooling
Heat Pump System
1 1 Heat Pump System
1 1 n/a n/a Setback
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 9 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
HVAC - HEAT PUMPS
01 02 03 04 05 06 07 08 09 10 11 12 13
Name System Type Number of
Units
Heating Cooling
Zonally
Controlled
Compressor
Type HERS VerificationHeating
Efficiency
Type
HSPF/HS
PF2/COP Cap 47 Cap 17
Cooling
Efficiency
Type
SEER/SE
ER2
EER/EER
2/CEER
Heat Pump
System 1 VCHP-ductless 1 HSPF2 10 28000 17100 EER2SEER2 21 12.5 Not Zonal Single
Speed
Heat Pump System
1-hers-htpump
HVAC HEAT PUMPS - HERS VERIFICATION
01 02 03 04 05 06 07 08 09
Name Verified Airflow Airflow Target Verified EER/EER2 Verified
SEER/SEER2
Verified Refrigerant
Charge
Verified
HSPF/HSPF2
Verified Heating
Cap 47
Verified Heating
Cap 17
Heat Pump System
1-hers-htpump Not Required 0 Required Required Yes Yes Yes Yes
VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION
01 02 03 04 05 06 07 08 09 10
Name
Certified
Low-Static
VCHP System
Airflow to
Habitable
Rooms
Ductless Units
in Conditioned
Space
Wall Mount
Thermostat
Air Filter Sizing
& Pressure
Drop Rating
Low Leakage
Ducts in
Conditioned
Space
Minimum
Airflow per
RA3.3 and
SC3.3.3.4.1
Certified
non-continuous
Fan
Indoor Fan not
Running
Continuously
Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required
INDOOR AIR QUALITY (IAQ) FANS
01 02 03 04 05 06 07 08 09
Dwelling Unit Airflow (CFM)Fan Efficacy
(W/CFM)IAQ Fan Type
Includes
Heat/Energy
Recovery?
IAQ Recovery
Effectiveness -
SRE/ASRE
Includes Fault
Indicator Display?HERS Verification Status
SFam ADU
IAQVentRpt 53 0.35 Exhaust No n/a / n/a No Yes
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:740 W St. Andrews Place (ADU)Calculation Date/Time:2025-02-24T08:55:08-08:00 (Page 10 of 10)
Calculation Description:Title 24 Analysis Input File Name:740 W St. Andrews Place (ADU).ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-02-24 08:55:26
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:Documentation Author Signature:
Company:Signature Date:
Address:CEA/ HERS Certification Identification (If applicable):
City/State/Zip:Phone:
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets,
calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
Responsible Designer Name:Responsible Designer Signature:
Company:Date Signed:
Address:License:
City/State/Zip:Phone:
Roben Mardirosian
Armen Consulting Engineers 02/24/2025
10540 Jardine Avenue
Sunland, CA 91040 (818) 484-0495
Sean Lewis
AHAE DESIGN INC 02/24/2025
833 Victor Ave
Inglewood, CA, CA 90302 3233022657
425-P010057926A-000-000-0000000-0000 02/24/2025 09:09 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of
this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information.