HomeMy WebLinkAbout2017 N Greenleaf St Unit #2 - PlanDR
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Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
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A-1
2017 GREENLEAF ST
SANTA ANA, CA 92706
VICINITY MAP SCOPE OF WORK
CONVERTING 546 SQ. FT. OF THE ATTACHED
GARAGE INTO ADU
PROJECT NAME:
2017 GREENLEAF ST
SANTA ANA, CA 92706 NOT TO SCALE
PROJECT TEAM
OWNER CONTRACTOR DESIGNER SOILS/SURVEYOR TITLE-24
ATTACHED GARAGE CONVERSION INTO ADU
CODES
-2022 CALIFORNIA BUILDING CODE (CBC)
-2022 CALIFORNIA RESIDENTIAL CODE (CRC)
-2022 CALIFORNIA MECHANICAL CODE (CMC)
-2022 CALIFORNIA ELECTRICAL CODE (CEC)
-2022 CALIFORNIA PLUMBING CODE (CPC)
-2022 CALIFORNIA ENERGY CODE
-2022 CALIFORNIA GREEN BUILDING
STANDARDS CODE
CRAIG STANDLEY (LIC.. #87675)
17940 VENTURA BLVD.,
ENCINO, CA 91316
P: 213-373-4513
E: CRAIG@STANDLEYSTRUCTURAL.COM
LEGAL DESCRIPTION:
ASSESSOR PARCEL NO.002-103-12
TRACT
LOT NO.
BLOCK
BASELINE HILLSIDE ORDINANCE
TYPE OF CONSTRUCTION
ZONING
NO. OF STORIES
SEC 1 T 5 R 10
PARKING
12
N/A
NO
TYPE-VB
R-1
1
SEE SITE PLAN
SHEET INDEX
A-1 PROJECT INFO.
A-2
A-3
A-4
S-1
S-2
SD1
SITE PLAN / ROOF PLAN
FLOOR PLANS
ELEVATIONS / SECTION
FOUNDATION PLAN
STRUCTURAL DETAILS
STRUCTURAL NOTES
AREA CALCULATIONS
1,532 SQ. FT.EXISTING SINGLE-FAMILY DWELLING
546 SQ. FT.
FLOOR AREA RATIO 2,078 / 8,552.59 = 24.29%
LOT COVERAGE NO CHANGE
EXISTING GARAGE INTO ADU
TOTAL 2,078 SQ. FT.
OCCUPANCY R-3 / U
NEAREST BUS STOP
SSW1 SIMPSON STRUCTURAL DETAILS
SSW2 SIMPSON STRUCTURAL DETAILS
LOT SIZE 8,552.59 SQ. FT.
A-5 TITLE-24 FORMS
ADU / EXISTING FLOOR RATIO 546 / 1,532 = 35.63%
A-6 MANDATORY MEASURES
PL
PL
PL PL PL PL PL PL PL PL
PL
PL
PLPLPLPLPLPLPLPL
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PROPERTY LINE:168.40'
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PROPERTY LINE:168.40'
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(E) DRIVEWAY
UNIT 1
(E) SINGLE FAMILY DWELLING
2017 GREENLEAF STREET
13
'
-
8
"
10
'
-
9
"
41'-7"
EXISTING UN-PERMITTED PATIO
COVER TO BE DEMOLISHED
(E) 5' TALL CMU WALL TO REMAIN
(E) 5' TALL CMU WALL TO REMAIN
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37'-3"
9'
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13
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52'-0"
84'-11"
2'
-
1
1
"
8'-7"
(E)
COVERED
PATIO
(E) 5' TALL FENCE(E) DROUGHT TOLERANT
LANDSCAPING TO REMAIN
(E) 3' TALL CMU WALL TO REMAIN
(E) 3' TALL CMU WALL TO REMAIN
(N) TANKLESS
WATER HEATER
UNIT 2
(E) GARAGE CONVERSION INTO
ADU (546 SQ. FT.)
NEW PEDESTRIAN PATHWAY
TO STREET
5'
-
0
"
3'
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8
"
3'-0"
(E) ROOF
14" PER FT.
(E) RO
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(E) SCUPPER
(E) ROOF
14" PER FT.
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Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
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A-2
SITE PLAN (PROPOSED)
SHOWING AREA OF WORK SCALE: 1/8"=1'-0"
GENERAL NOTES:
1.SMOKE DETECTORS SHALL BE PROVIDED IN EACH SLEEPING ROOM, ON THE CEILING OR WALL IMMEDIATELY OUTSIDE OF EACH SLEEPING ROOM, AND ON EACH STORY AND BASEMENT FOR DWELLINGS WITH
MORE THAN ONE STORY (907.2.11.2, R314.3)
2. THE POWER SOURCE FOR SMOKE DETECTORS SHALL BE AS FOLLOWS:
A. IN NEW CONSTRUCTION SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP
B. IN EXISTING SFD, SMOKE DETECTORS MAY BE BATTERY OPERATED
C. CARBON MONOXIDE ALARM IS REQUIRED PER SEC. 420.4 & R315
3. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PILL-BOXES, TRANSFORMERS, VAULTS,
PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED
ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES.
4. AN APPROVED SEISMIC GAS SHUTOFF VALVE WILL BE INSTALLED ON THE FUEL GAS LINE ON THE DOWN STREAM SIDE OF THE UTILITY METER AND BE RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING
OR STRUCTURE CONTAINING THE FUEL GAS PIPING. (PER ORDINANCE 171, 874) (SEPARATE PLUMBING PERMIT IS REQUIRED).
5. PROVIDE ULTRA FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION.
6. AN APPROVED CARBON MONOXIDE DETECTORS SHALL BE INSTALLED IN DWELLING UNITS AND IN SLEEPING UNITS WITHIN WHICH FUEL-BURNING APPLICATIONS ARE INSTALLED AND IN DWELLING UNITS THAT
HAVE ATTACHED GARAGES. CARBON MONOXIDE DETECTORS SHALL BE PROVIDED OUTSIDE OF EACH SEPARATE DWELLING UNIT SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM(S0 AND ON
EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENTS. (R315)
7. ARCHITECTURAL PAINTS AND COATINGS, ADHESIVES, CAULKS AND SEALANTS SHALL COMPLY WITH THE VOLATILE ORGANIC COMPOUND (VOC) LIMITS LISTED IN TABLES 4.504.1-4.504.3
8. THE APPROVAL OF PLANS AND SPECIFICATIONS DOES NOT PERMIT THE VIOLATION OF ANY SECTION OF THE BUILDING CODE OR OTHER CITY ORDINANCE OR STATE LAWS.
9. WHERE A PERMIT IS REQUIRED FOR ALTERATIONS, REPAIRS, OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000), EXISTING DWELLING OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR
FUEL-BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE DETECTOR IN ACCORDANCE WITH SECTION R315.1. CARBON MONOXIDE DETECTORS SHALL ONLY BE REQUIRED IN THE SPECIFIC
DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED. (R315.2)
10.EFFECTIVE JAN. 1, 201, SB 407 REQUIRES REPLACEMENT OF ALL NONCOMPLIANT PLUMBING FIXTURES IN PROPERTIES BUILT ON OR BEFORE JAN. 1, 2994 WITH WATER CONSERVING PLUMBING FIXTURES
11.SMOKE DETECTORS SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY, UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS, REPAIRS, OR ADDITIONS,
EXCEEDING ONE THOUSAND DOLLARS ($1,000) (R314.6.2)
12.AN OPERATION AND MAINTEANCE MANUAL INCLUDING AT A MINIMUM, THE ITEMS LISTED IN SECTION 4.410.1 SHALL BE COMPLETED AND PLACED IN THE BUILDING AT THE TIME OF FINAL INSPECTION
13.WATER HEATER MUST BE STRAPPED TO WALL.
15.UNIT SKYLIGHTS SHALL BE LABELED BY A LA CITY APPROVED LABELING AGENCY. SUCH LABEL SHALL STATE THE APPROVED LABELING AGENCY NAME, PRODUCT DESIGNATION AND PERFORMANCE GRADE
RATING (RESEARCH REPORT NOT REQUIRED)
16.FOR EXISTING POOL ON SITE, PROVIDE AN ALARM FOR DOORS TO THE DWELLING THAT FORM A PART OF THE POOL ENCLOSURE. THE ALARM SHALL SOUND CONTINUOUSLY FOR A MIN. OF 30 SECONDS WHEN
THE DOOR IS OPENED. IT SHALL AUTOMATICALLY RESET AND BE EQUIPPED WITH WITH A MANUAL MEANS TO DEACTIVATE (FOR 15 SECS. MAX.) FOR A SINGLE OPENING. THE DEACTIVATION SWITCH SHALL BE AT
LEAST 54" ABOVE THE FLOOR
17.FOR EXISTING POOL ON SITE, PROVIDE ANTI-ENTRAPMENT COVER MEETING THE CURRENT ASTM OR SME FOR THE SUCTION OUTLETS OF THE SWIMMING POOL, TODDLER POOL, AND SPA FOR SINGLE FAMILY
DWELLINGS.
18.AUTOMATIC GARAGE DOOR OPENERS IF PROVIDED SHALL BE LISTED IN ACCORDANCE WITH UL 325
19.EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL LIGHT BY MEANS OF EXTERIOR GLAZED OPENINGS IN ACCORDANCE WITH SECTION R303.1 OR SHALL BE PROVIDED WITH
ARTIFICIAL LIGHT THAT IS ADEQUATE TO PROVIDE AN AVERAGE ILLUMINATION OF 6 FOOT CANDLES OVER THE AREA OF THE ROOM AT HEIGHT OF 30 INCHES ABOVE FLOOR LEVEL
20.A COPY OF THE RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE
21.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1
22.WHERE A PERMIT IS REQUIRED FOR ALTERATIONS, REPAIRS, OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000), EXISTING DWELLING OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR
FUEL-BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE DETECTOR IN ACCORDANCE WITH SECTION R315.1. CARBON MONOXIDE DETECTORS SHALL ONLY BE REQUIRED IN THE SPECIFIC
DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED. (R315.2)
23.SMOKE DETECTORS SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY, UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS, REPAIRS, OR ADDITIONS,
EXCEEDING ONE THOUSAND DOLLARS ($1,000) (R314.6.2)
NOTE: UTILITIES TO BE UNDERGROUND
PER SAMC SECTION 41-626
NOTE: NO EXISTING EASEMENTS ONSITE
(E) ROOF PLAN (NO CHANGE)
SHOWING AREA OF WORK SCALE: 1/4"=1'-0"
(N)
SLEEPING
AREA
(N)
BATH
SFD
GARAGE
PL PL PL PL PL PL PL
SFD
PL PL PL PL PL PL PL
(N) KITCHEN AREA
18'-11"13'-4"
5'
-
0
"
8'-0"
13
'
-
0
"
8'-0"
5'
-
4
"
40'-11"
13
'
-
0
"
HALL
18'-0"
8'
-
0
"
18'-0"
3'
-
6
"
3'-0"
3'
-
0
"
6'-0"
CLOSET
10
'
-
5
"
8'
-
0
"
15" MIN.15" MIN.
24
"
M
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(N)
LIVING AREA(N)
ENTRY
W/D
EXISTING UN-PERMITTED PATIO
COVER TO BE DEMOLISHED
41'-7"
13
'
-
8
"
10'-0"
3'-0"
3'
-
0
"
(N) GAS STOVE
(N) GAS DRYER
(N) GAS TANKLESS
WATERHEATER
A
A-4
A
A-4
B
--
(N) DINING AREA
2
--
1
--
(N) DUCTLESS
MINI-SPLIT HANDLER (N) DUCTLESS
MINI-SPLIT HANDLER
NOTE: AT LEAST ONE LEAF
TO HAVE 32" MIN. CLEAR OPENING
PER 2018 IBC SECTION 1010.1.5 EXCEPTION
1.1.1: "DOORS SERVING INDIVIDUAL
DWELLING UNITS IN GROUPS R-2 AND R-3. A
DOOR IS PERMITTED TO OPEN AT THE TOP
STEP OF AN INTERIOR FLIGHT OF STAIRS,
PROVIDED THAT THE DOOR DOES NOT
SWUNG OVER THE TOP STEP.
HALL
5'-6"
(N) LANDING
12" THRESHOLD
(N) DOOR(N) 2"X4"
STUD WALL
PER PLAN
3'-0"
6"
11"
MAX RISE: 7 34"
MIN. RUN: 11"
2
2X STUDS @
16" O.C., TYP.
58" TYPE "X"
GYP. BOARD
RESILIENT CHANNEL
@ 16" O.C. INSTALL
ON EACH STUD
1. THE TYPE AND SPACING OF RESILIENT CHANNELS AND CLIPS
AND THE ATTACHENT OF GYPSUM BOARD OR LATH SHALL BE
AS REQUIRED FOR FIRE RATINGS.
2. THE MINERAL FIBER INSULATION SHALL HAVE ATHERMAL
RESISTANCE R VALUE OF 11 OR GREATER AS DETERMINED
BY FEDERAL SPECIFICATION RR-I-521B
1 HR FIRED / STC 50 WALL ASSEMBLY1
STRUC. I PLY PER PLAN
SEE STRUCT. PLANS
R-15 INSULATION PER PLAN
2X STUDS @
16" O.C., TYP.
58" TYPE "X"
GYP. BOARD
RESILIENT CHANNEL
@ 16" O.C. INSTALL
ON EACH STUD
78" STUCCO
1. THE TYPE AND SPACING OF RESILIENT CHANNELS AND CLIPS
AND THE ATTACHENT OF GYPSUM BOARD OR LATH SHALL BE
AS REQUIRED FOR FIRE RATINGS.
2. THE MINERAL FIBER INSULATION SHALL HAVE ATHERMAL
RESISTANCE R VALUE OF 11 OR GREATER AS DETERMINED
BY FEDERAL SPECIFICATION RR-I-521B
1 HR FIRED / STC 50 WALL ASSEMBLY
STRUC. I PLY PER PLAN
SEE STRUCT. PLANS
R-15 INSULATION PER PLAN
58" TYPE "X"
GYP. BOARD
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ENGINEER OF RECORD:
PR
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Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
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A-3
GREEN NOTES
1. ANNULAR SPACES AROUND PIPES, ELECTRIC CABLES,, CONDUITS, OR OTHER OPENINGS IN THE BUILDINGS
ENVELOPE AT EXTERIOR WALLS SHALL BE PROTECTED AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH
OPENINGS WITH CEMENT MORTAR, CONCRETE MASONRY, OR METAL PLATES.
2. FOR ALL NEW EQUIPMENT, AN OPERATION AND MAINTENANCE MANUAL INCLUDING, AT A MINIMUM THE ITEMS
LISTED IN SECTION 4.410.1, SHALL BE COMPLETED AND PLACED IN THE BUILDING AT THE TIME OF FINAL
INSPECTION
3. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE,
PLASTIC, OR SHEET METAL UNTIL THE FINAL SARTUP OF THE HEATING, COOLING AND VENT. EQUIPMENT
4. THE VOC CONTENT VERIFICATION CHECKLIST SHALL BE COMPLETED AND VERIFIED PRIOR TO FINAL INSPECTION
APPROVAL. THE MANUFACTURERS SPECIFICATIONS SHOWING VOC CONTENT FOR ALL APPLICABLE PRODUCTS
SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR FOR VERIFICATION
5. ALL NEW CARPET AND CARPET CUSHIONS INSTALLE DIN THE BUILDING INTERIOR SHALL MEET THE TESTING
PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING
1. CARPET AND RUG INSTITUTES GREEN LABEL PLUS PROGRAM
2. CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
3. NSF/ANSI 140 AT THE GOLD LEVEL
4. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE
6. 80% OF THE TOTAL AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE OR MORE OF THE
FOLLOWING
1. VOC EMISSION LIMITS DEFINED IN THE CHPS HIGH PERFORMANCE PRODUCTS DATABASE
2. CERTIFIED UNDER UL GREENGUARD GOLD
3. CERTIFICATION UNDER THE RESILIENT FLOOR COVERING INSTITUTE
4. MEET THE CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
7. THE HEATING AND AIR CONDITIONING SYSTEMS SHALL BE SIZED AND DESIGNED USING ANSI/ACCA MANUAL
J-2004, ANSI/ACCA 29-D-2009 OR ASHRAE HANDBOOKS AND HAVE THEIR EQUIPMENT SELECTED IUN ACCORDANCE
WITH ANSI/ACCA 36-S MANUAL S-2004
8. WHEN A SHOWER IS SERVED BY MORE THAN ONE SHOWERHEAD, THE COMBINED FLOW RATE OF ALL THE
SHOWERHEADS CONTROLLED BY A SINGLE VALVE SHALL NOT EXCEED 2.0 GALLONS PER MINUTE AT 80psi, OR THE
SHALL BE DESIGNED TO ONLY ALLOW ONE SHOWERHEAD TO BE IN OPERATION AT A TIME
9. THE FLOW RATES FOR ALL PLUMBING FIXTURES SHALL COMPLY WITH THE MAXIMUM FLOW RATES IN SECTION
4.303.1
10.THE HOT WATER SYSTEM SHALL NOT ALLOW MORE THAN 0.6 GALLONS OF WATER TO BE DELIVERED TO ANY
FIXTURES BEFORE HOT WATER ARRIVES OR SHALL COMPLY WITH EITHER LOS ANGELES PLUMBING CODE
SECTION 610.4.1.2 OR 610.4.1.3
#SIZE(WXH)DESCRIPTION REMARKS
WINDOW SCHEDULE
1 8'-0" x 3'-0" SLIDER XOX
#SIZE (WXH)DESCRIPTION REMARKS
DOOR SCHEDULE
1 SINGLE-HINGED
2 3'-0" x 6'-8"SINGLE-HINGED
3 6'-0" x 6'-8"FRENCH DOOR
MECHANICAL
1. GROUND FAULT CIRCUIT-INTERRUPTION (GFCI) FOR PERSONNEL SHALL
BE RPOVIDED AND INSTALLED IN READILY ACCESSIBLE AREA
2. ARC-FAULT CIRCUIT INTERRUPTION SHALL BE INSTALLED TO PROVIDE
PROTECTION OF THE BRANCH CIRCUIT
3. TAMPER-RESISTANT RECEPTACLES SHALL BE INSTALLED IN ALL AREAS
SPECIFIED IN 210.52, ALL NONLOCKING TYPE 12-VOLT; 15- AND
20-AMPERE RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT
PLUMBING
1. PLUMBING FIXTURES ARE REQUIRED TO BE CONNECTED TO A
SANITARY SEWER OR TO AN APPROVED SEWAGE DISPOSAL SYSTEM
2. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, BIDETS, LAUNDRY
TUBS AND WASHING MACHINE OUTLETS SHALL BE PROVIDED WITH HOT
AND COLD WATER AND CONNECTED TO AN APPROVED WATER SUPPLY
3. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A
SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED
WITH A NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL
EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR
4. PROVIDE ULTRA FLUSH WATER CLOSET FOR ALL NEW CONSTRUCTION,
EXISTING SHOWERHEADS AND TOILETS MUST BE ADOPTED FOR LOW
WATER CONSUMPTION
5. MECHANICAL, ELECTRICAL, AND PLUMBING PLANS ARE NOT REVIEWED
AND ARE SUBJECT TO FIELD INSPECTION
6. THE FLOW RATES FOR ALL NEW PLUMBING FIXTURES SHALL COMPLY
WITH THE MAXIMUM FLOW RATES SPECIFIED IN SECTION 4.303.1
EXISTING FLOOR PLAN/DEMO PLAN
SHOWING AREA OF WORK SCALE: 1/4"=1'-0"
FL
O
O
R
P
L
A
N
S
LEGEND:
EXISTING WALLS:
NEW WALLS: 2X4 @ 16" O.C.
(USE 2X6 @ 16" O.C. FOR WALLS > 10'-0" IN HT.
WALLS TO REMOVE:
SMOKE DETECTOR: (WIRED W/ BATTERY BACK UP)
CARBON MONOXIDE ALARM:
(HARD-WIRED W/ BATTERY BACKUP)
EXHAUST FAN (MIN. 50 CFM) (DUCTED TO OUTSIDE OF
BUILDING)(ENERGY STAR W/ HUMIDISTAT)
SD
CO
PROPOSED FLOOR PLAN
SHOWING AREA OF WORK SCALE: 1/4"=1'-0"
U-FACTOR SHGC
0.30 0.23
4 2'-8" x 6'-8"POCKET DOOR
2'-8" x 6'-8"
3
2
2
TEMPERED
SD
CO
1 HR FIRE RATED EXTERIOR WALL PER DETAIL #1
1 HR FIRE RATED INTERIOR WALL PER DETAIL #2
KITCHEN EXHAUST FAN (MIN. 100 CFM) (DUCTED TO OUTSIDE OF
BUILDING)(ENERGY STAR W/ HUMIDISTAT)
SD
5 8'-0" x 6'-8"FRENCH DOOR 0.30 0.23
5
6 4'-0" x 6'-8"DBL. DOOR
NOTE: WINDOWS STYLE, MATERIAL AND COLOR TO
MATCH EXISTING SINGLE-FAMILY DWELLING.
U-FACTOR SHGC
0.230.30
MATERIAL
TO MATCH EXISTING
SINGLE-FAMILY DWELLING
COLOR
BLACK
SECTION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"B
TEMPERED
TEMPERED
(N)
BATH
(N)
BATH
(N)
FUTURE
W/D
OR
WATER
HEATER
SFD
PL PL PL PL PL PL PL
(N)
LIVING AREA
(N) KITCHEN AREA
40'-11"
8'-0"
13
'
-
0
"
15" MIN.15" MIN.
15
"
M
I
N
.
3'
-
6
"
3'-0"
3'
-
0
"
6'-0"
10
'
-
5
"
2'
-
5
"
(N) CLOSET
7'
-
8
"
6'-11"
2'-10"8'-6"
5'
-
0
"
SFD
PL PL PL PL PL PL PL
(N)
LIVING AREA
(N) KITCHEN AREA
8'-0"
8'-0"
5'
-
4
"
3'
-
6
"
3'-0"
3'
-
0
"
6'-0"
11'-8"
15" MIN.15" MIN.
24
"
M
I
N
.
10
'
-
5
"
8'
-
0
"
(N)
SLEEPING
AREA
(N) CLOSET
13'-4"18'-11"
13
'
-
0
"
7'-3"
4'
-
6
"
4'
-
0
"
4'
-
6
"
2'
-
0
"
5'
-
0
"
5'-6"15'-10"
(N)
ENTRY
(N)
SLEEPING
AREA
(N)
ENTRY
#SIZE(WXH)DESCRIPTION REMARKS
WINDOW SCHEDULE
1 8'-0" x 3'-0"SLIDER XOX
#SIZE (WXH)DESCRIPTION REMARKS
DOOR SCHEDULE
1 SINGLE-HINGED
2 3'-0" x 6'-8"SINGLE-HINGED
3 6'-0" x 6'-8"FRENCH DOOR
MECHANICAL
1. GROUND FAULT CIRCUIT-INTERRUPTION (GFCI) FOR PERSONNEL SHALL
BE RPOVIDED AND INSTALLED IN READILY ACCESSIBLE AREA
2. ARC-FAULT CIRCUIT INTERRUPTION SHALL BE INSTALLED TO PROVIDE
PROTECTION OF THE BRANCH CIRCUIT
3. TAMPER-RESISTANT RECEPTACLES SHALL BE INSTALLED IN ALL AREAS
SPECIFIED IN 210.52, ALL NONLOCKING TYPE 12-VOLT; 15- AND
20-AMPERE RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT
PLUMBING
1. PLUMBING FIXTURES ARE REQUIRED TO BE CONNECTED TO A
SANITARY SEWER OR TO AN APPROVED SEWAGE DISPOSAL SYSTEM
2. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, BIDETS, LAUNDRY
TUBS AND WASHING MACHINE OUTLETS SHALL BE PROVIDED WITH HOT
AND COLD WATER AND CONNECTED TO AN APPROVED WATER SUPPLY
3. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A
SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED
WITH A NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL
EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR
4. PROVIDE ULTRA FLUSH WATER CLOSET FOR ALL NEW CONSTRUCTION,
EXISTING SHOWERHEADS AND TOILETS MUST BE ADOPTED FOR LOW
WATER CONSUMPTION
5. MECHANICAL, ELECTRICAL, AND PLUMBING PLANS ARE NOT REVIEWED
AND ARE SUBJECT TO FIELD INSPECTION
6. THE FLOW RATES FOR ALL NEW PLUMBING FIXTURES SHALL COMPLY
WITH THE MAXIMUM FLOW RATES SPECIFIED IN SECTION 4.303.1
AL
T
E
R
N
A
T
E
FL
O
O
R
P
L
A
N
S
LEGEND:
EXISTING WALLS:
NEW WALLS: 2X4 @ 16" O.C.
(USE 2X6 @ 16" O.C. FOR WALLS > 10'-0" IN HT.
WALLS TO REMOVE:
SMOKE DETECTOR: (WIRED W/ BATTERY BACK UP)
CARBON MONOXIDE ALARM:
(HARD-WIRED W/ BATTERY BACKUP)
EXHAUST FAN (MIN. 50 CFM) (DUCTED TO OUTSIDE OF
BUILDING)(ENERGY STAR W/ HUMIDISTAT)
SD
CO
ALTERNATE PROPOSED FLOOR PLAN "B"
SHOWING AREA OF WORK SCALE: 1/4"=1'-0"
U-FACTOR SHGC
0.30 0.23
4 2'-8" x 6'-8"POCKET DOOR
2'-8" x 6'-8"
DR
A
W
I
N
G
D
A
T
E
:
M
a
r
2
0
,
2
0
2
5
(
1
1
:
1
7
A
M
)
SHEET #:
JO
B
A
D
D
R
E
S
S
:
20
1
7
G
R
E
E
N
L
E
A
F
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
NO
.
RE
V
I
S
I
O
N
:
DA
T
E
:
B
Y
:
EN
G
I
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E
R
:
DE
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N
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D
B
Y
:
DR
A
W
N
B
Y
:
RE
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W
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B
Y
:
PE
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N
O
.
--
C.
S
.
C.
S
.
DE
S
I
G
N
G
R
O
U
P
:
ENGINEER OF RECORD:
PR
O
J
E
C
T
D
E
S
C
R
I
P
T
I
O
N
AT
T
A
C
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A
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A
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CO
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S
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N
I
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T
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AD
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SSDSTA
N
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L
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S
T
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C
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U
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A
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I
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N
CIVI
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-
S
T
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U
C
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U
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A
L
E
N
G
I
N
E
E
R
S
Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
A.
G
.
A.
G
.
A-3.1
GREEN NOTES
1. ANNULAR SPACES AROUND PIPES, ELECTRIC CABLES,, CONDUITS, OR OTHER OPENINGS IN THE BUILDINGS
ENVELOPE AT EXTERIOR WALLS SHALL BE PROTECTED AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH
OPENINGS WITH CEMENT MORTAR, CONCRETE MASONRY, OR METAL PLATES.
2. FOR ALL NEW EQUIPMENT, AN OPERATION AND MAINTENANCE MANUAL INCLUDING, AT A MINIMUM THE ITEMS
LISTED IN SECTION 4.410.1, SHALL BE COMPLETED AND PLACED IN THE BUILDING AT THE TIME OF FINAL
INSPECTION
3. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE,
PLASTIC, OR SHEET METAL UNTIL THE FINAL SARTUP OF THE HEATING, COOLING AND VENT. EQUIPMENT
4. THE VOC CONTENT VERIFICATION CHECKLIST SHALL BE COMPLETED AND VERIFIED PRIOR TO FINAL INSPECTION
APPROVAL. THE MANUFACTURERS SPECIFICATIONS SHOWING VOC CONTENT FOR ALL APPLICABLE PRODUCTS
SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR FOR VERIFICATION
5. ALL NEW CARPET AND CARPET CUSHIONS INSTALLE DIN THE BUILDING INTERIOR SHALL MEET THE TESTING
PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING
1. CARPET AND RUG INSTITUTES GREEN LABEL PLUS PROGRAM
2. CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
3. NSF/ANSI 140 AT THE GOLD LEVEL
4. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE
6. 80% OF THE TOTAL AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE OR MORE OF THE
FOLLOWING
1. VOC EMISSION LIMITS DEFINED IN THE CHPS HIGH PERFORMANCE PRODUCTS DATABASE
2. CERTIFIED UNDER UL GREENGUARD GOLD
3. CERTIFICATION UNDER THE RESILIENT FLOOR COVERING INSTITUTE
4. MEET THE CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
7. THE HEATING AND AIR CONDITIONING SYSTEMS SHALL BE SIZED AND DESIGNED USING ANSI/ACCA MANUAL
J-2004, ANSI/ACCA 29-D-2009 OR ASHRAE HANDBOOKS AND HAVE THEIR EQUIPMENT SELECTED IUN ACCORDANCE
WITH ANSI/ACCA 36-S MANUAL S-2004
8. WHEN A SHOWER IS SERVED BY MORE THAN ONE SHOWERHEAD, THE COMBINED FLOW RATE OF ALL THE
SHOWERHEADS CONTROLLED BY A SINGLE VALVE SHALL NOT EXCEED 2.0 GALLONS PER MINUTE AT 80psi, OR THE
SHALL BE DESIGNED TO ONLY ALLOW ONE SHOWERHEAD TO BE IN OPERATION AT A TIME
9. THE FLOW RATES FOR ALL PLUMBING FIXTURES SHALL COMPLY WITH THE MAXIMUM FLOW RATES IN SECTION
4.303.1
10.THE HOT WATER SYSTEM SHALL NOT ALLOW MORE THAN 0.6 GALLONS OF WATER TO BE DELIVERED TO ANY
FIXTURES BEFORE HOT WATER ARRIVES OR SHALL COMPLY WITH EITHER LOS ANGELES PLUMBING CODE
SECTION 610.4.1.2 OR 610.4.1.3
TEMPERED
1 HR FIRE RATED WALL PER DETAIL #1
KITCHEN EXHAUST FAN (MIN. 100 CFM) (DUCTED TO OUTSIDE OF
BUILDING)(ENERGY STAR W/ HUMIDISTAT)
ENTRY
DOOR
5 8'-0" x 6'-8"FRENCH DOOR 0.30 0.23
6 4'-0" x 6'-8"DBL. DOOR
ALTERNATE PROPOSED FLOOR PLAN "A"
SHOWING AREA OF WORK SCALE: 1/4"=1'-0"
8'
-
8
"
2'
-
0
"
11
'
-
1
0
"
8'
-
8
"
2'
-
0
"
11
'
-
1
0
"
8'
-
8
"
2'
-
0
"
11
'
-
6
"
(N) R-13 BATT.
INSULATION
(N) R-30 BATT.
INSULATION
(E) 2X4 WALL
TO REMAIN
(E) ROOF RAFTER
TO REMAIN
(N)
JADU
(N) R-13 BATT.
INSULATION
(E) 2X4 WALL
TO REMAIN 8'
-
8
"
(E) SLAB ON GRADE WITH MIN. 3 COATS OF
CONCRETE FLOOR MOISTURE RETARDANT
BARRIER (SEE FOUNDATION PLAN)
PL
PL
8'
-
8
"
2'
-
0
"
11
'
-
1
0
"
⅊
7'
-
8
"
7'
-
0
"
7'
-
7
"
7'
-
8
"
(E) PVC MEMBRANE
ROOFING TO REMAIN
8'
-
0
"
F.F.F.G.
F.F.F.G.
F.F.F.G.
F.F.F.G.
4"
4"
4"
4"
DR
A
W
I
N
G
D
A
T
E
:
A
u
g
1
8
,
2
0
2
5
(
1
:
2
8
P
M
)
SHEET #:
JO
B
A
D
D
R
E
S
S
:
20
1
7
G
R
E
E
N
L
E
A
F
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
NO
.
RE
V
I
S
I
O
N
:
DA
T
E
:
B
Y
:
EN
G
I
N
E
E
R
:
DE
S
I
G
N
E
D
B
Y
:
DR
A
W
N
B
Y
:
RE
V
I
E
W
E
D
B
Y
:
PE
R
M
I
T
N
O
.
--
C.
S
.
C.
S
.
DE
S
I
G
N
G
R
O
U
P
:
ENGINEER OF RECORD:
PR
O
J
E
C
T
D
E
S
C
R
I
P
T
I
O
N
AT
T
A
C
H
E
D
G
A
R
A
G
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CO
N
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S
I
O
N
I
N
T
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AD
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SSDSTA
N
D
L
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Y
S
T
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U
C
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U
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A
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D
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S
I
G
N
CIVI
L
-
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
A.
G
.
A.
G
.
A-4
EL
E
V
A
T
I
O
N
S
/
S
E
C
T
I
O
N
SOUTH ELEVATION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
CertaFlash flex Flashing beyond
Installed window
CertainTeed Restoration Millwork trim board
"Z" flashing, extending 1" each side.
2" vertical leg recommended.
Weather resistance barrier
Shim as required
TYPICAL WINDOW FLASHING1
ARCH KEY NOTES:
1 CTS RAPID SET ONE COAT STUCCO SYSTEM
(LARR# 25358, ESR-2671) OR EQUIV. TO MATCH
EXISTING
NORTH ELEVATION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
EAST ELEVATION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
SECTION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"A
WEEP SCREED DETAIL2
STUD WALL
PER PLAN
MIN. 2" ABOVE PAVED
MIN. 4" ABOVE GRADE
WALL SHEATHING
2 LAYERS OF
GRADE D PAPER
STUCCO
WEEP SCREEN
FOOTING
METAL LATH
NOTE: EXTERIOR MATERIALS TO
MATCH THE PRIMARY RESIDENCE.
STUCCO COLOR AND STYLE TO MATCH
& WINDOW COLOR, MATERIAL, AND
STYLE TO MATCH
WEST ELEVATION VIEW
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
DR
A
W
I
N
G
D
A
T
E
:
Ju
l
1
6
,
2
0
2
5
(
4
:
5
4
P
M
)
SHEET #:
JO
B
A
D
D
R
E
S
S
:
20
1
7
G
R
E
E
N
L
E
A
F
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
NO
.
RE
V
I
S
I
O
N
:
DA
T
E
:
B
Y
:
EN
G
I
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E
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:
DE
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I
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N
E
D
B
Y
:
DR
A
W
N
B
Y
:
RE
V
I
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W
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D
B
Y
:
PE
R
M
I
T
N
O
.
--
C.
S
.
C.
S
.
DE
S
I
G
N
G
R
O
U
P
:
ENGINEER OF RECORD:
PR
O
J
E
C
T
D
E
S
C
R
I
P
T
I
O
N
AT
T
A
C
H
E
D
G
A
R
A
G
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CO
N
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S
I
O
N
I
N
T
O
AD
U
SSDSTA
N
D
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Y
S
T
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U
C
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U
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A
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D
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S
I
G
N
CIVI
L
-
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
A.
G
.
A.
G
.
ST
R
U
C
.
N
O
T
E
S
S-1
Footing, Stem Walls, Piers
Stepftg/Retain'g Foundation
Caisson, Piles, Grade Beams
Firm or individual to be responsilbe for the Structural Observation:
STRUCTURAL OBSERVATION PROGRAM
to be the Structural Observer.
DECLARATION BY OWNER
Signature Date
Observer is different from the Architect of Engineer of Record)
I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the
DECLARATION BY ARCHITECT OR ENGINEER OF RECORD
I, the Architect or Engineer of record, declare that the above listed firm or individual is designated by me to
Hillside Special Anchors
Structural Observer.
Name:
conc beam
FOUNDATION
Mat Foundation
Owner:
PROJECT ADDRESS:
Description of Work:
(required if the Structural
FRAME
Masonry Wall Frame
Steel Braced Frame
Steel Moment Frame
STRUCTURAL OBSERVATION(only checked items are required)
Concrete Moment Frame
Phone:(916) 333-9225
WALL
Others:
Masonry
Concrete
Wood
Others:
Architect:
Calif. Registration:
Steel Deck
Others:
Wood
Concrete
DIAPHRAGM
PERMIT APPL. NO.:
Engineer:
AND DESIGNATION OF THESTRUCTURAL OBSERVER
Standley
Standley C87675
1. MATERIAL DELIVERED TO THE CONSTRUCTION SITE SHALL BE PROTECTED FROM RAIN OR
OTHER SOURCES OF MOISTURE. (9.407.4)
2. ALL STUDS, JOISTS, RAFTERS, AND BLOCKING'S SHALL BE DF-L NO. 2 AS GRADED BY
WWPGR, ALL POSTS AND BEAMS SHALL DF-L N0. 1 OR BETTER AS GRADED BY WWPGR.
UNO.
3. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE DF-LARCH PRESSURE TREATED.
4. ALL NEW SHEATHING USE FOR BRACING SHALL BE 15/32" CDX, 5-PLY PANEL
CONSTRUCTION WITH SPAN RATING OF 32/16 OR BETTER AS RATED BY AMERICAN
PLYWOOD ASSOC.
5. ANY NAIL IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE HOT-DIPPED
GALVANIZED OR STAINLESS STEEL.
6. BUILDING MATERIAL WITH VISIBLE SIGNS OF WATER DAMAGE SHALL NOT BE INSTALLED.
WALL AND FLOORING FRAMING SHALL NOT BE ENCLOSED UNTIL IT IS INSPECTED AND
FOUND TO BE SATISFACTORY BY BUILDING INSPECTOR. (9.505.3)
1. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO STARTING OF WORK.
2. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED
ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES,
PILL-BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES,
ETC.) OR TO THE LOCATION OF HOOK-UP.
3. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER
OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE
CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES.
4. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED
FOR SPRAYED-ON FIREPROOFING AND HIGH LOAD DIAPHRAGMS
5. CONSTRUCTION WASTE WILL BE HANDLED BY CITY OF LOS ANGELES CERTIFIED HAULER
AND SHALL BE REDUCED BY 50% OF ITS OVERALL WASTE.
CALIFORNIA WASTE SERVICES, PERMIT# PER-09-058
621 W. 152ND ST., GARDENA, CA 90247
1. ALL NON-EPOXY GROUT SHALL BE RAPID SET BRAND OR EQUIV. INSTALLED PER THE
MANUFACTURERS SPEC'S, LARR24654.
2. ALL EPOXY TYPE GROUT SHALL BE SIMPSON SET BRAND STRUCTURAL EPOXY OR
EQUIV. INSTALLED PER THE MANUFACTURERS SPECIFICATIONS, LA RR#25279.
3. CLEAN OUT ALL DRILLED BORINGS AND CRACKS PRIOR TO APPLICATION OF GROUT.
DEPUTY INSPECTION REQUIRED AT ALL TIME OF PROCEDURE.
4. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED
FOR HIGH-LIFT GROUTING.
1. ALL STEEL REINFORCEMENT BARS SHALL BE 60,000 PSI YIELD STRENGTH CONFORMING TO ASTM STD
A615, UNLESS NOTED OTHERWISE.
2. ALL STEEL REINFORCEMENT TIES AND STIRRUPS SHALL BE 40,000 PSI YIELD STRENGTH CONFORMING
TO ASTM STD A615, UNLESS NOTED OTHERWISE.
3. ALL STEEL REINFORCEMENT HOOKS SHALL BE PER ACI318 STANDARD HOOKS SCHEDULE.
4. ALL BENDS IN REINFORCEMENT BARS SHALL BE MADE COLD.
5. STEEL REINFORCEMENT SHALL BE FREE OF LOOSE FLAKY RUST, MUD, OIL, AND OTHER COATINGS
WHICH MAY REDUCE BOND STRENGTH.
6. STEEL REINFORCING SHALL BE ACCURATELY PLACED IN CONCRETE FORMS WITH THE APPROPRIATE
CLEAR COVER MAINTAINED.
7. SPLICES IN STEEL REINFORCEMENT FOR SLABS AND RETAINING WALL SHALL BE A MINIMUM OF 40 BAR
DIAMETER OR 24 INCHES WHICH EVER IS LARGER.
8. SHOP WELDING FOR STEEL REINFORCEMENT SHALL BE PERFORMED IN A LADBS LICENSED FABRICATION
SHOP OR CALIFORNIA LICENSED FABRICATION SHOP.
9. FIELD WELDING FOR STEEL REINFORCEMENT SHALL BE PERFORMED BY A LADBS CERTIFIED WELDERS
OR CALIFORNIA LICENSED WELDER. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY
INSPECTOR IS REQUIRED FOR FIELD WELDING.
1. ALL EXISTING FOUNDATIONS & FOOTINGS SHALL BE CLEANED OFF PRIOR TO POURING OF NEW
CONCRETE FOR PROPER BONDING.
2. CEMENT SHALL CONFORM TO THE SPECIFICATION FOR PORTLAND CEMENT ASTM C150.
3. WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS,
ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR OTHER SUBSTANCES THAT MAY BE DELETERIOUS TO
CONCRETE OR REINFORCEMENT BARS.
4. ALL CONCRETE WORK SHALL BE DONE WITH MINIMUM OF 3000PSI CONCRETE, UNLESS NOTED
OTHERWISE.
5. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR CONCRETE
STRENGTH GREATER THAN 2500 PSI, DRIVEN DEEP FOUNDATION, CAST-IN PLACE DEEP FOUNDATIONS,
ENGINEERING MASONRY, PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL
MOMENT-RESISTING CONCRETE FRAMES.
6. ALL CONCRETE SHALL BE 3,000 PSI IN 28 DAYS & DEPUTY INSPECTION IS REQUIRED, UNLESS NOTED
OTHERWISE.
7. PLACEMENT OF STEEL REINFORCEMENT IN CONCRETE SHALL BE AS FOLLOWED:
A. 3 INCHES FROM FACE OF CONCRETE CAST IF IT IS AGAINST AND/OR PERMANENTLY EXPOSED TO
EARTH
B. 2 INCHES FROM FACE OF CONCRETE CAST IF IT IS EXPOSED TO EARTH AND/OR WEATHER.
C. 1-1/2" INCHES FROM FACE OF CONCRETE CAST IF IT IS NOT EXPOSED TO WEATHER AND/OR IN
CONTACT WITH EARTH.
1. PRE-MOISTEN EXCAVATIONS FOR FOOTING & SLAB PRIOR TO POURING CONCRETE. THE CONSULTING
SOILS ENGINEER SHALL CHECK MOISTURE CONDITIONS.
2. ALL RECOMMENDATIONS OF THE CONSULTING GEOLOGIST MUST BE INCORPORATED INTO THE DESIGN
OR SHOWN AS NOTES ON THE PLANS IF APPLICABLE.
3. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED.
(1802.2.1)
1. THE OWNER SHALL EMPLOY A STATE OF CALIFORNIA REGISTERED CIVIL OR STRUCTURAL ENGINEER OR
LICENSED ARCHITECT TO PERFORM THE STRUCTURAL OBSERVATION. THE DEPARTMENT OF BUILDING AND
SAFETY (LADBS) RECOMMENDS THE USE OF THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE
STRUCTURAL DESIGNS THAT ARE INDEPENDENT OF THE CONTRACTOR.
2. THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER OR THE
OWNER'S REPRESENTATIVE. A LETTER FROM THE OWNER, THE OWNER'S REPRESENTATIVE OR A COPY OF
THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE BUILDING INSPECTOR BEFORE THE FIRST SITE
VISIT.
3. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN THE
ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER,
CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF THE MEETING
SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE
VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE
REQUIRED OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN THE FIRST OBSERVATION
REPORT SUBMITTED TO THE BUILDING INSPECTOR.
4. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE
WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING
OF THE WORK INVOLVED. AT A MINIMUM, THE LISTED SIGNIFICANT CONSTRUCTION STAGES ON THE
FOLLOWING STRUCTURAL OBSERVATION AND/OR SIGNIFICANT CONSTRUCTION STAGES TABLE REQUIRE A
SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER.
6. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE STRUCTURAL OBSERVATION REPORT
FORM IN/FORM.08 (PART 1) FOR EACH SIGNIFICANT STAGE OF CONSTRUCTION OBSERVED. THE ORIGINAL
OF THE STRUCTURAL OBSERVATION REPORT SHALL BE SENT TO THE BUILDING INSPECTOR'S OFFICE AND
SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY
OF THE OBSERVATION REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO
THE PLANS SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER
OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE OWNER, CONTRACTOR, AND
DEPUTY INSPECTOR. ANY DEFICIENCY NOTED ON THE OBSERVATION REPORT WILL BECOME THE
RESPONSIBILITY OF THE STRUCTURAL ENGINEER OF RECORD TO VERIFY ITS COMPLETION BY HIM (HER),
OR BY A REGISTERED DEPUTY INSPECTOR AT THE DISCRETION OF THE STRUCTURAL OBSERVER.
7. A FINAL OBSERVATION REPORT AND THAT OF THE REGISTERED DEPUTY INSPECTOR MUST BE SUBMITTED
WHICH SHOWS THAT ALL OBSERVED DEFICIENCIES WERE RESOLVED AND STRUCTURAL SYSTEM
GENERALLY CONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING
AND SAFETY (LADBS) WILL NOT ACCEPT THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION
REPORT AND THAT OF THE REGISTERED DEPUTY INSPECTOR (WHEN PROVIDED) AND THE CORRECTION OF
SPECIFIC DEFICIENCIES NOTED DURING NORMAL BUILDING INSPECTION.
8. THE STRUCTURAL OBSERVER SHALL PROVIDE THE ORIGINAL STAMPED AND SIGNED STRUCTURAL
OBSERVATION REPORT TO THE CITY'S DEPARTMENT OF BUILDING AND SAFETY INSPECTION OFFICE.
9. WHEN THE OWNER ELECTS TO CHANGE THE STRUCTURAL OBSERVER OF RECORD, THE OWNER SHALL:
A. NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION BY SUBMITTING
COMPLETED "STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF THE STRUCTURAL
OBSERVER" FORM IN/FORM.08 (PART 2)
B. CALL AN ADDITIONAL PRE-CONSTRUCTION MEETING, AND
C. FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS OBSERVATION
REPORTS. THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE
ORIGINAL OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK SUPERVISION.
THE POLICY OF THE DEPARTMENT SHALL BE TO CORRECT ANY PROPERTY NOTED DEFICIENCIES
WITHOUT CONSIDERATION OF THEIR SOURCE.
10.THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE STRUCTURAL
SYSTEMS. THE BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED
PLANS AND SPECIFICATIONS.
STRUCTURAL OBSERVATION
CONSTRUCTION STAGE ELEMENTS TO BE OBSERVED
CONCRETE
LUMBER
GROUT
STEEL REINFORCEMENT
EARTHWORK
1. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
WELDING, HIGH STRENGTH BOLTING AND SPRAYED-ON FIREPROOFING.
2. LADBS LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
3. ALL WELDING SHALL BE SHOP WELDED BY A CERTIFIED WELDING SHOP, UNLESS NOTED OTHERWISE.
4. SHOP WELDING FOR STRUCTURAL STEEL & LIGHT GAUGE STEEL SHALL BE PERFORMED IN A CERTIFIED
FABRICATOR SHOP OR CALIFORNIA LICENSED FABRICATOR SHOP.
5. FIELD WELDING FOR STRUCTURAL STEEL & LIGHT GAUGE STEEL SHALL BE PERFORMED BY A CERTIFIED
WELDERS OR CALIFORNIA LICENSED WELDER. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED
DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING.
STEEL
CONSTRUCTION
DEAD LOAD:
HORIZONTAL SYSTEMS:
·ROOF CONSTRUCTION 15 PSF.
·CEILING CONSTRUCTION 10 PSF.
·FLOOR CONSTRUCTION 15 PSF.
VERTICAL SYSTEMS:
·LIGHT-FRAME WALL CONSTRUCTION 20 PSF.
·MASONRY WALL CONSTRUCTION 120 PCF.
·CONCRETE WALL CONSTRUCTION 160 PCF.
LIVE LOAD:
ROOF SYSTEMS:
·SLOPE < 4:12 20 PSF.
·SLOPE =/> 4:12 16 PSF.
·ROOF SOLAR 5 PSF
ATTIC SYSTEMS:
·W/O STORAGE SPACE 20 PSF.
·W/ STORAGE SPACE 30 PSF.
FLOOR SYSTEMS:
·BEDROOM AREAS 30 PSF.
·OTHER AREAS 40 PSF
WALLS:
·EXTERIOR WALLS 15 PSF.
·INTERIOR WALLS 10 PSF
DESIGN LOAD DATA
NO CONCRETE TOPPING ASSUMED IN DEAD LOAD
CALCULATIONS. CONTRACTOR TO VERIFY IN FIELD
GREEN NOTES
1. ANNULAR SPACES AROUND PIPES, ELECTRIC CABLES,, CONDUITS, OR OTHER OPENINGS IN THE
BUILDINGS ENVELOPE AT EXTERIOR WALLS SHALL BE PROTECTED AGAINST THE PASSAGE OF
RODENTS BY CLOSING SUCH OPENINGS WITH CEMENT MORTAR, CONCRETE MASONRY, OR METAL
PLATES.
2. FOR ALL NEW EQUIPMENT, AN OPERATION AND MAINTENANCE MANUAL INCLUDING, AT A MINIMUM
THE ITEMS LISTED IN SECTION 4.410.1, SHALL BE COMPLETED AND PLACED IN THE BUILDING AT THE
TIME OF FINAL INSPECTION
3. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED
WITH TAPE, PLASTIC, OR SHEET METAL UNTIL THE FINAL SARTUP OF THE HEATING, COOLING AND
VENT. EQUIPMENT
4. THE VOC CONTENT VERIFICATION CHECKLIST SHALL BE COMPLETED AND VERIFIED PRIOR TO FINAL
INSPECTION APPROVAL. THE MANUFACTURERS SPECIFICATIONS SHOWING VOC CONTENT FOR ALL
APPLICABLE PRODUCTS SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE
FIELD INSPECTOR FOR VERIFICATION
5. ALL NEW CARPET AND CARPET CUSHIONS INSTALLE DIN THE BUILDING INTERIOR SHALL MEET THE
TESTING PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING
1. CARPET AND RUG INSTITUTES GREEN LABEL PLUS PROGRAM
2. CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
3. NSF/ANSI 140 AT THE GOLD LEVEL
4. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE
6. 80% OF THE TOTAL AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE OR MORE OF
THE FOLLOWING
1. VOC EMISSION LIMITS DEFINED IN THE CHPS HIGH PERFORMANCE PRODUCTS
DATABASE
2. CERTIFIED UNDER UL GREENGUARD GOLD
3. CERTIFICATION UNDER THE RESILIENT FLOOR COVERING INSTITUTE
4. MEET THE CALIFORNIA DEPT. OF PUBLIC HEALTH'S SPECIFICATIONS
7. THE HEATING AND AIR CONDITIONING SYSTEMS SHALL BE SIZED AND DESIGNED USING ANSI/ACCA
MANUAL J-2004, ANSI/ACCA 29-D-2009 OR ASHRAE HANDBOOKS AND HAVE THEIR EQUIPMENT
SELECTED IUN ACCORDANCE WITH ANSI/ACCA 36-S MANUAL S-2004
8. WHEN A SHOWER IS SERVED BY MORE THAN ONE SHOWERHEAD, THE COMBINED FLOW RATE OF ALL
THE SHOWERHEADS CONTROLLED BY A SINGLE VALVE SHALL NOT EXCEED 2.0 GALLONS PER
MINUTE AT 80psi, OR THE SHALL BE DESIGNED TO ONLY ALLOW ONE SHOWERHEAD TO BE IN
OPERATION AT A TIME
9. THE FLOW RATES FOR ALL PLUMBING FIXTURES SHALL COMPLY WITH THE MAXIMUM FLOW RATES IN
SECTION 4.303.1
DESCRIPTION
NAILINGSCHEDULE
BLOCKING BETWEEN CEILING JOISTS OR
RAFTERS TO TOP PL.
# AND TYPE SPACING & LOCATION
ROOF
4-8D BOX (21/2″ × 0.113″) OR TOE NAIL
3-8D COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
3-3" × 0.131″ NAILS
TOE NAIL
CEILING JOIST TO TOP PL.
4-8D BOX (21/2″ × 0.113″); ORPER
JOIST, 3-8D COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
3-3″ × 0.131″ NAILS
PER JOIST, TOE NAIL
CEILING JOIST NOT ATTACHED TO
PARALLEL RAFTER, LAPS OVER
PARTITIONS
4-10D BOX (3″ × 0.128″); OR 3-16D
COMMON (31/2″ × 0.162″); OR
4-3″ × 0.131″ NAILS
FACE NAIL
CEILING JOIST ATTACHED TO PARALLEL
RAFTER (HEEL JOINT)TABLE 1, S-1 FACE NAIL
COLLAR TIE TO RAFTER, FACE NAIL OR
11/4″ × 20 GA. RIDGE STRAP TO
RAFTER
4-10D BOX (3″ × 0.128″); OR
3-10D COMMON (3″ × 0.148″); OR
4-3″ × 0.131″ NAILS
FACE NAIL EACH RAFTER
RAFTER OR ROOF TRUSS TO PLATE
3-16D BOX NAILS (31/2″ × 0.135″); OR
3-10D COMMON NAILS (3" × 0.148″); OR
4-10D BOX (3″ × 0.128″); OR
4-3″ × 0.131″ NAILS
2 TOE NAILS ON ONE SIDE AND 1 TOE
NAIL
ON OPPOSITE SIDE OF EACH RAFTER OR
TRUSS
ROOF RAFTERS TO RIDGE,
VALLEY OR HIP RAFTERS OR ROOF
RAFTER
TO MINIMUM 2″ RIDGE BEAM
4-16D (31/2″ × 0.135″); OR 3-10D
COMMON (31/2″ × 0.148″); OR
4-10D BOX (3″ × 0.128″); OR
4-3″ × 0.131″ NAILS
TOE NAIL
3-16D BOX 31/2″ × 0.135″); OR 2-16D
COMMON (31/2″ × 0.162″); OR
3-10D BOX (3″ × 0.128″); OR
3-3″ × 0.131″ NAILS
END NAIL
WALL
DESCRIPTION # AND TYPE SPACING & LOCATION
STUD TO STUD (NOT AT BRACED WALL
PANELS)
16D COMMON (31/2″ × 0.162″)24″ O.C. FACE NAIL
10D BOX (3″ × 0.128″); OR
3″ × 0.131″ NAILS 16″ O.C. FACE NAIL
STUD TO STUD AND ABUTTING STUDS
AT INTERSECTING WALL CORNERS
(AT BRACED WALL PANELS)
16D BOX (31/2″ × 0.135″); OR
3" × 0.131" NAILS 12″ O.C. FACE NAIL
16D COMMON (31/2″ × 0.162″)16″ O.C. FACE NAIL
BUILT-UP HEADER (2″ TO 2″ HEADER
WITH 1/2″ SPACER)
16D COMMON (31/2″ × 0.162″)16″ O.C. EACH EDGE FACE NAIL
16D BOX (31/2″ × 0.135″)12″ O.C. EACH EDGE FACE NAIL
CONTINUOUS HEADER TO STUD
5-8D BOX (21/2″ × 0.113″); OR4-8D
COMMON (21/2″ × 0.131″); OR
4-10D BOX (3″ × 0.128″)TOE NAIL
TOP PLATE TO TOP PLATE
16D COMMON (31/2″ × 0.162″)16″ O.C. FACE NAIL
10D BOX (3″ × 0.128″); OR
3″ × 0.131″ NAILS 12″ O.C. FACE NAIL
DOUBLE TOP PLATE SPLICE FOR SDCS
A-D2 WITH SEISMIC BRACED
WALL LINE SPACING < 25'
8-16D COMMON (31/2″ × 0.162″); OR
12-16D BOX (31/2″ × 0.135″); OR
12-10D BOX (3″ × 0.128″); OR
12-3″ × 0.131″ NAILS FACE NAIL ON EACH SIDE OF END JOINT
(MINIMUM 24″ LAP SPLICE LENGTH EACH
SIDE OF END JOINT)DOUBLE TOP PLATE SPLICE SDCS D0, D1,
OR D2; AND BRACED WALL
LINE SPACING ≥25'
12-16D (31/2″ × 0.135″)
BOTTOM PLATE TO JOIST, RIM JOIST,
BAND JOIST OR
BLOCKING (NOT AT BRACED WALL
PANELS)
16D COMMON (31/2″ × 0.162″)16″ O.C. FACE NAIL
16D BOX (31/2″ × 0.135″); OR 12″ O.C. 3″ ×
0.131″ NAILS 12″ O.C. FACE NAIL
BOTTOM PLATE TO JOIST, RIM JOIST,
BAND JOIST OR
BLOCKING (AT BRACED WALL PANEL)
3-16D BOX (31/2″ × 0.135″); OR 2-16D
COMMON (31/2″ × 0.162″); OR4-3″ × 0.131″
NAILS
3 EACH 16″ O.C. FACE NAIL
2 EACH 16″ O.C. FACE NAIL
4 EACH 16″ O.C. FACE NAIL
TOP OR BOTTOM PLATE TO STUD
4-8D BOX (21/2″ × 0.113″); OR3-16D BOX
(31/2″ × 0.135″); OR
4-8D COMMON (21/2″ × 0.131″); OR
4-10D BOX (3″ × 0.128″); OR
4-3″ × 0.131″ NAILS
TOE NAIL
3-16D BOX (31/2″ × 0.135″); OR 2-16D
COMMON (31/2″ × 0.162″); OR
3-10D BOX (3″ × 0.128″); OR
3-3″ × 0.131″ NAILS
END NAIL
TOP PLATES, LAPS AT CORNERS
AND INTERSECTIONS
3-10D BOX (3″ × 0.128″); OR 2-16D
COMMON (31/2″ × 0.162″); OR
3-3″ × 0.131″ NAILS
FACE NAIL
1″ × 6″ SHEATHING TO EACH BEARING
3-8D BOX (21/2″ × 0.113″); OR 2-8D
COMMON (21/2″ × 0.131″); OR
2-10D BOX (3″ × 0.128″); OR
2 STAPLES, 1″ CROWN, 16 GA., 13/4″
LONG
FACE NAIL
1″ × 8″ AND WIDER SHEATHING TO EACH
BEARING
3-8D BOX (21/2″ × 0.113″); OR3-8D
COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
3 STAPLES, 1″ CROWN, 16 GA., 13/4″
LONG FACE NAILWIDER THAN 1″ × 8″
4-8D BOX (21/2″ × 0.113″); OR
3-8D COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
4 STAPLES, 1″ CROWN, 16 GA., 13/4″
LONG
JOIST TO SILL, TOP PLATE OR GIRDER
4-8D BOX (21/2″ × 0.113″); OR 3-8D
COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
3-3″ × 0.131″ NAILS
TOE NAIL
RIM JOIST, BAND JOIST OR BLOCKING TO
SILL OR TOP
PLATE (ROOF APPLICATIONS ALSO)
8D BOX (21/2″ × 0.113″)4" O.C. TOE NAIL
8D COMMON (21/2″ × 0.131″); OR 10D BOX
(3″ × 0.128″); OR
3″ × 0.131″ NAILS)6″ O.C. TOE NAIL
RIM JOIST, BAND JOIST OR BLOCKING TO
SILL OR TOP
PLATE (ROOF APPLICATIONS ALSO)
3-8D BOX (21/2″ × 0.113″); OR 2-8D
COMMON (21/2″ × 0.131″); OR
3-10D BOX (3″ × 0.128″); OR
2 STAPLES, 1″ CROWN, 16 GA., 13/4″
LONG
FACE NAIL
2″ SUBFLOOR TO JOIST OR GIRDER 3-16D BOX (31/2″ × 0.135″); OR 2-16D
COMMON (31/2″ × 0.162″)BLIND AND FACE NAIL
2″ PLANKS (PLANK & BEAM‒FLOOR &
ROOF)
3-16D BOX (31/2″ × 0.135″); OR 2-16D
COMMON (31/2″ × 0.162″)AT EACH BEARING, FACE NAIL
WALL
BAND OR RIM JOIST TO JOIST
3-16DCOMMON (31/2″ × 0.162″)
4-10 BOX
(3″ × 0.128″), OR
4-3″ × 0.131″ NAILS; OR
4-3″ × 14 GA. STAPLES, 7/16″ CROWN
END NAIL
BUILT-UP GIRDERS AND BEAMS,
2-INCH LUMBER LAYERS
20D COMMON (4″ × 0.192″); OR NAIL EACH LAYER AS FOLLOWS: 32″ O.C.
AT TOP AND BOTTOM AND STAGGERED.
10D BOX (3″ × 0.128″); OR
3″ × 0.131″ NAILS
24″ O.C. FACE NAIL AT TOP AND BOTTOM
STAGGERED ON OPPOSITE SIDES
AND:
2-20D COMMON (4″ × 0.192″); OR 3-10D
BOX (3″ × 0.128″); OR
3-3″ × 0.131″ NAILS
FACE NAIL AT ENDS AND AT EACH
SPLICE
LEDGER STRIP SUPPORTING JOISTS OR
RAFTERS
4-16D BOX (31/2″ × 0.135″); OR 3-16D
COMMON (31/2″ × 0.162″); OR
4-10D BOX (3″ × 0.128″); OR
4-3″ × 0.131″ NAILS
AT EACH JOIST OR RAFTER, FACE NAIL
BRIDGING TO JOIST 2-10D (3″ × 0.128″)EACH END, TOE NAIL
RAFTER SLOPE
3:12
TABLE 1
4:12
5:12
7:12
9:12
12:12
RAFTER SPACING
121624
121624
121624
121624
121624121624
457345
334333
ROOF SPAN (ft)
(inches)12 20 28 36
REQUIRED # OF 16d COMMON NAILS
333
333
6811568
457
445
344334
810156812
569
457
446
344
10131981015
6812569
567345
2017 GREENLEAF STREET
GARAGE CONVERSION INTO ADU
SHEAR WALL
(E) GARAGE SLAB TO REMAIN
(PROVIDE MIN. 3 COATS OF CONCRETE
FLOOR MOISTURE RETARDANT BARRIER.
USE REGARD WATERPROOFING
MEMBRANE ESR-1413 OR EQUIV.)
(N
)
H
D
U
2
(N
)
4
"
X
6
"
2
--
1
--
3
--
4
--
4
--
4
--
4
--
4
--
4
--
(N) H
D
U
2(N) 4"
X
6
"
(N) HD
U
2
(N) 4"X
6
"
(N) HDU
2
(N) 4"X6
"
(N)
H
D
U
2
(N)
4
"
X
6
"
(N) H
D
U
2
(N) 4
"
X
6
"
(N) HD
U
2(N) 4"X
6
"
4
--
2
SSW1
1
SSW1
2
SSW1
1
SSW1
(N) SIMPSON STRONG WALL FOOTING:
F'c: 2,500 PSI
3/4"Ø STANDARD A.B.
de: 8" MIN.
12
SD1
(N
)
H
D
U
2
(N
)
4
"
X
6
"
4
--
(N) HD
U
2
(N) 4"X
6
"4
--
SFD
(N) HD
U
2
(N) 4"X
6
"
(N) HDU2(N) 4"X6"
L = 5'-5"
1
7
--(E
)
2
"
X
1
0
"
R
.
R
.
@
1
6
"
O
.
C
.
,
T
Y
P
.
L = 1'-0"
2
L = 1'-0"
2
(N
)
4
"
X
6
"
(N
)
H
D
U
2
(N
)
4
"
X
6
"
(N
)
H
D
U
2
(N
)
4
"
X
6
"
(N) HD
U
2
(N) 4"X
6
"
(N) HDU
2
(N) 4"X6
"
L = 6'-0"
1
(N)
H
D
U
2
(N)
4
"
X
6
"
(N) H
D
U
2
(N) 4
"
X
6
"
L = 6'-0"
1
15
SD1
6
--
6
--
L = 4'-0"
1
A B C
2
(N)
H
D
U
2
(N)
4
"
X
6
"
(N
)
H
D
U
2
(N
)
4
"
X
6
"
6
--
L = 4'-0"
1 (N) 4"X8" HDR #1
2
SSW2
2
SSW2
(N) 4"X6"
(N) 4"X8"
(E
)
H
D
R
(N) HD
U
2
(N) 4"X
6
"
(N
)
4
"
X
6
"
(N) 2"X6" R.R.
@ 16" O.C.
17
SD1
17
SD1
(N) 4" SLAB ON GRADE
W/ #4 BARS @ 16" O.C.
1
--
5
--14
SD1
16
SD1
(E
)
2
"
X
1
0
"
R
.
R
.
@
1
6
"
O
.
C
.
,
T
Y
P
.
2'-0"
2'
-
6
"
2'-0"
2'
-
6
"
18
SD1 TYP.
4
--
4
--(N)
H
D
U
2
(N)
4
"
X
6
"
(N) H
D
U
2
(N) 4
"
X
6
"
18
SD1 TYP.
(N)
H
D
U
2
(N)
4
"
X
6
"
(N) H
D
U
2
(N) 4
"
X
6
"
L = 4'-0"
1
6
--
(E) FOOTING WIDTH: 12" MIN.V.I.F.
(E) FOOTING DEPTH: 24" MIN. V.I.F.
4
3
1
2
DOWEL DETAIL
(N) FTG.(E) FTG.
P.T. MUDSILL W/ ANCHOR BOLTS
PER PLAN
S.S.T. "LSTA36" @ (N) AND (E)
SILL PL. CONNECTION
(WHERE OCCURS)
REBAR PER PLANS,
TYP.
24"8"
#4 DOWELS, T&B
EPOXY SET WITH
SIMPSON SET-XP
EPOXY (RR25744),
SPECIAL DEPUTY
INSP. REQ'D.
(E) SLAB
12" MIN.
24
"
MI
N
.
#5 DOWELS @ 16" O.C., W/ 6" MIN
EMB. EPOXY SET WITH SIMPSON
SET-3G EPOXY (ESR-4057), SPECIAL
DEPUTY INSP. REQ'D.
(N) CONC. FTG PER PLANS
NOTE: SEE SCHEARWALL SCHEDULE
FOR A.B. SPACING IN SHEARWALL
P.T. MUDSILL W/ (N) 1/2"Ø ANCHOR
BOLTS AND 3"x3"x5/16" WASHERS @
6'-0" O.C. W/ 7" MIN. EMB.
STUD WALL PER PLANS
SHEAR PANEL'G. PER
SCHEDULE (WHERE
OCCURS)
INTERIOR SLAB FOOTING
2- #4 HORIZ. BARS @ T&B., TYP.
(E) SLAB
134" MIN.
POST PER PLANS
58"Ø SIMPSON
"SSTB16"
12
58"
M
I
N
.
14
116
"
MA
X
.
178"
HOLD DOWN @ NEW SLAB
134" MIN.
POST PER PLANS
10
"
MI
N
.
HOLD DOWN @ EXISTING SLAB
SIMPSON HOLD
DOWN PER PLANS
SIMPSON HOLD
DOWN PER PLANS
#5 DOWELS @ 16" O.C., W/ 6" MIN
EMB. EPOXY SET WITH SIMPSON
SET-3G EPOXY (ESR-4057), SPECIAL
DEPUTY INSP. REQ'D.
TYPICAL HEADER FRAMING
HEADER SEE SCHEDULE
HEADER SCHEDULE
MIN. HEADER SIZEMAX
OPENING
WIDTH BEARING
WALL
NON-BRG.
WALL
4'-0"
6'-0"
8'-0"
10'-0"
12'-0" 4 X 14
4 X 12
4 X 10
4 X 6 4 X 4
4 X 6
4 X 8
4 X 10
4 X 12
4 X 8
SEE ARCHITECTURAL PLANS
TOP PLATE A35 UNDER HEADER 4 X 8 OR SMALLER
'EPC' UNDER 4 X 10 OR 4 X 12
'ECC" LARGER U.N.O.
DBL. STUD UNDER HEADER 4 X 8 OR SMALLER
4 X POST UNDER 4 X 10 OR LARGER U.N.O.
SIMPSON "A35" WHEN OPEN'G
WIDTH EXCEEDS 5'-0"
("A35'S" @2 X 6 STUDS)
2 - 16d (3 - 16d @
HDRS. DEEPER THAN 4")
USE 2 - 2 X KING
STUDS AT OPENINGS
WIDER THAN 6' - 0"
2 X BLK'G
16d @ 12" O.C.
STAGGERED TYP.
DBL. FULL HT.STUDS WHEN
OPENING WIDTH EXCEEDS 5' - 0"
SIMPSON "A35" WHEN OPEN'G
WIDTH EXCEEDS 5' - 0"
("A35'S" @ 2 X 6 STUDS)
75SHEAR TRANSFER DETAIL
SHEARWALL PER SCHED.
2-2X TOP PL.
E.N.
STUD WALL PER PLANS
SIMPSON "A35" @ EA. BAY.
(SEE SHEARWALL SCHEDULE
FIR SPACING @ SHEARWALL
LOCATIONS)
RAFTERS PER PLANS
SHEARWALL PER SCHED.
2-2X TOP PL.
E.N.
STUD WALL PER PLANS
SIMPSON "A35" @ EA. BAY.
(SEE SHEARWALL SCHEDULE
FIR SPACING @ SHEARWALL
LOCATIONS)
RAFTERS PER PLANS
(E) ROOF SHEATHING TO
REMAIN, TYP.
1 - 14" x 6" LAG SCREW
(E) ROOF SHEATHING TO
REMAIN, TYP.
SHEAR TRANSFER DETAIL6 8
JOIST PER PLAN
"A35" EA. BAY
(SEE SHEARWALL
SCHEDULE FOR SPACING
IN SHEARWALL LOCATIONS
2-2X TOP PL.
RAFTERS PER PLAN
STUD WALL PER PLANS
E.N.
SHEATHING PER SCHEDULE
FRAMING DETAIL
(E) ROOF SHEATHING TO
REMAIN, TYP.
SHEAR TRANSFER DETAIL
2X BLOCKING TO BE SAME DEPTH AS JOIST
OR RAFTER
SPACED @ 4'-0" MAX. BETWEEN SUPPORTS.
(SEE DETAIL #3/ SHEET SD1)
2X BLOCKING TO BE SAME DEPTH AS JOIST
OR RAFTER
SPACED @ 4'-0" MAX. BETWEEN SUPPORTS.
(SEE DETAIL #3/ SHEET SD1)
DR
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2
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SHEET #:
JO
B
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D
D
R
E
S
S
:
20
1
7
G
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L
E
A
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.
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A
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N
A
,
C
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2
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0
6
NO
.
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:
DA
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:
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:
DE
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:
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:
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:
PE
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N
O
.
--
C.
S
.
C.
S
.
DE
S
I
G
N
G
R
O
U
P
:
ENGINEER OF RECORD:
PR
O
J
E
C
T
D
E
S
C
R
I
P
T
I
O
N
AT
T
A
C
H
E
D
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-
S
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U
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E
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G
I
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E
E
R
S
Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
A.
G
.
A.
G
.
FO
U
N
D
A
T
I
O
N
P
L
A
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/
RO
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A
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S-2FOUNDATION PLAN (PROPOSED)
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
HOLD DOWN CONNECTOR BOLTS INTO WOOD
FRAMING REQUIRE APPROVED PLATE
WASHERS;AND HOLD DOWNS SHALL BE FINGER
TIGHT AND WRENCH TURNED JUST PRIOR TO
COVERING THE WALL FRAMING. CONNECTOR
BOLTS INTO WOOD FRAMINMG REQUIRE STEEL
PLATE WASHERS ON THE POST ON THE
OPPOSITE SIDE OF THE ANCHORAGE DEVICE.
PLATE SIZE SHALL BE A MINIMUM OF 0.299 INCH
BY 3 INCHES BY 3 INCHES
ROOF FRAMING PLAN (PROPOSED)
SHOWING AREA OF WORK SCALE: 3/8"=1'-0"
PLYWOOD SHEAR ANC.
SHEARWALL SCHEDULE
EDGE NAILINGTAG CAPACITY
NOTES:
1) NAILING IS IN ADDITION TO THE MINIMUM REQUIREMENTS OF C.B.C. - TABLE 2304.9.1
2) HDU2 HOLD DOWN AT EACH END
3) SOLID BLOCK AND NAIL ALL PLYWOOD EDGES
4) PROVIDE 12" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
1
FIELD NAILING ANC. BOLT
15/32" STRUCT. 1 LTP4 @ 16" O.C.10d COM. @ 6" O.C.
2
340 plf10d COM. @ 12" O.C.58" @ 32" O.C.*
PER MFR.N/A
3
7755 lbsN/A PER MFR.SSW 12X8
ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX
ALL BOLT HOLES SHALL BE DRILLED 132" TO 116" OVERSIZED
HOLD DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION
INSPECTION
NOTCHES WITHIN 13SPAN EA. END
1 BOUNDARY NAILING (B.N.)
2 EDGE NAILING (E.N.)
3 INTERMEDIATE NAILING:
10" O.C. @ FLOORS
12" O.C. @ ROOF, SAME SIZE
AS EDGE NAILING
4 3X4 FLAT BLOCKING (U.N.O.)
5 SEE PLANS FOR PLYWOOD
THICKNESS AND NAILING
6 2'-0" X 4'-0" MIN. SIZE OF
PLYWOOD SHEET.
7 LONG DIMENSION (FACE
GRAIN) PLYWOOD SHALL RUN
ACROSS JOISTS OR RAFTERS
8 NAILS SHALL HAVE A MIN, 38"
EDGE DISTANCE AND SHALL
NOT BE OVERDRIVEN
THROUGH PLYWOOD
9 CONTINUOUS PANEL EDGES
SHALL RECEIVE BOUNDARY
NAILING
1
34
2
"D
"
D
14 M
A
X
@
E
N
D
S
D
16 M
A
X
.
D
13 M
A
X
.
(2
"
M
I
N
.
)
2"
M
A
X
.
D
13 M
A
X
.
(2
"
M
I
N
.
)
2"
M
A
X
.
NOTCHES NOT PERMITTED
WITHIN MIDDLE THIRD OF
SPAN, BUT BORED HOLES
ARE PERMITTED
BORED HOLES
ALSO PERMITTED
ELEVATION
PROVIDE STUDS BELOW SPLICES
2 - 2X4 TOP PLATES
12 - 16d EA. SIDE OF SPLICE
OR SIMSON ST22 ONE SIDE
ONLY
16d @ 16" O.C.
SPLICE @
UPPER PLATE
4' - 0"MIN.
SPLICE @
LOWER PLATE
2 X 3 CROSS BRIDGING @ 4' - 0" O.C. MAX. BETWEEN SUPPORTS
NOTE: STEEL CROSS BRIDING MAY BE USED @ SAME SPACING
NAIL W/2 - 16d EA. END OF 2 X 3 NAIL @ BOTTOM OF JOIST OR RAFTER
TO BE DRIVEN AFTER SHEATHING 15 PLACES & NAIL DOWN
CROSS BLOCKING
IN LIEU OF WOOD BLOCKING SIMPSON TB20 BRIDGING STRAP
MAY BE USDED
SOLID BLOCKING
NOTE:
2 x BLOCKING TO BE SAME DEPTH AS JOIST OR RAFTER
SPACED @ 4'-0" MAX. BETWEEN SUPPORTS.
2 - 16d @ END NAILS EACH BLOCK AS SHOWN
5/8"MIN
*40% MAX. STUD
WIDTH NOTCH
25% MAX. STUD
WIDTH NOTCH
60% MAX. STUD
WIDTH BORE
40% MAX. STUD
WIDTH BORE
5/8"MIN
*
NON-BEARING STUDS BEARING STUDSNOTE:
1. NOTCH AND BORING NOT TO OCCUR IN SAME
STUD SECTION.
2. NO MORE THAN 2 SUCCESSIVE DOUBLE STUDS
MAY HAVE 60% BORED HOLES.* PORTION OF STUD REMAINING AT NOTCHES
OR HOLES SHALL BE SOUND WOOD WITHOUT
EXCESSIVE STRENGTH REDUCING PROPERTIES
SUCH AS KNOTS, BREAKS, SPLITS, EXCESSIVE
SLOPE GRAIN, ETC.
NOTCH / BORE
% OF STUD 2 X 4 2 X 6
7/8"
1 3/8"
2 1/8"
25%
40%
60%
1 3/8"
2 3/16"
3 5/16"
DBL. STUDS (BRG. OR NON-BRG.)
60
%
M
A
X
.
ST
U
D
W
I
D
T
H
1 1/2"1 1/2"
1 NOTCHING AND BORING OF FLOOR JOISTS 2 NON-BEARING PARTITION WALL TOP CONN.3 TYPICAL BLOCKING DETAIL 4 5ROOF AND FLOOR DIAPHRAGM
6 NOTCHING AND BORING OF STUDS 7 TOP PLATE SPLICE DETAIL 8 9
2-10d TOE NAILS
EA. JOIST EA. SIDE
2-10d FACE NAILS
2X FLAT BLKG'
FINISH PER PLANS
JOISTS PER
PLANS
JOIST
2X STUDS @ 16" O.C.
2X STUDS @ 16" O.C.
INTERSECTION
WOOD FRAMING WALL INTERSECTION
CORNER
DBL. JOIST
JOIST
DBL. JOIST
SIMPSON "U"
HANGER
OPEN AREA
TYP. FLR. AND ROOF OPENING
11 12
10
14 15
NEW FRAMINGEXISTING FRAMING
NEW FRAMINGEXISTING FRAMING
FIT SNUG
SIMPSON LSTA36
@ BOTH SIDES OF
PLATES
NOTE: UPON CONSTRUCTING THE NEW EXTERIOR WALLS PROVIDE LSTA36
STRAPS AT BOTH SIDE OF TOP & BOT. PLATES OF THE STUD WALL TO
CREATE THE CONTINUITY OF THE STUD WALL WITH THE REST OF THE
EXISTING WALL.
LINTEL SIZE SCHEDULE
SPANH
UP TO 6'-0"5 1/2"
6'-0" TO 8'-0"7 1/4"
8'-0" TO 10'-0"9 1/4"
LINTEL SIZES GIVEN ARE MINIMUMS LARGER SIZES
SHALL BE USED WHERE CALLED FOR BY PLANS OR
BY SPECIFIC DETAILS
MATCH
STUD
WIDTH
H SE
E
SC
H
E
D
U
L
E
SOLID BUILT-UP
BLOCK @ 24"
O.C. MAXIMUM
WITH 2-16d NAILS
FROM EACH SIDE
A34 TOP AND BOTTOM OF
JAMB AT OPENINGS MORE
THAN 3'-0" IN EXTERIOR
WALLS ONLY
2 X BLOCKING
AT MIDHEIGHT
OR 8'0" MAX.
2 X SILL PLATE W/ " A.B. PER PLANS
HOLD DOWN
AS OCCURS
MIN 3/4" DRYPACK AS
LEVELING BASE UNLESS
BASE IS LEVEL WITHIN
1/8" IN 10'-0"
NOTE: WALL FRAMING OVER FRAMED FLOOR SIMILAR
5' MIN.
9' MAX.DOUBLE STUD JAMB AT
OPENINGS MORE THAN 4'-0"
JACK STUD AT LINTEL
USE DOUBLE JACK STUD
AT OPENINGS MORE THAN
6'-0" U.N.O.
A35 CLIP AT OPENINGS
MORE THAN 3'-0"
AT EXT. WALLS ONLY
SOLID OR BUILT-UP
LINTEL OVER OPENING
DOUBLE TOP PLATE
FOR SPLICE SEE DET. 5
3-16d
MIN
TYPICAL WALL FRAMING DETAIL
17
TYPICAL FRAMING DETAIL
16
DBL. JOIST
ADDITIONAL
JOIST BELOW
WALL
PER PLANS
4" MAX FOR
PLUMBING
NO PARRALLEL
PLYWD.JOINTS
BTWN. JOISTS
ALTERNATE "A"
34" MIN.
BRG.
ALTERNATE "B"ALTERNATE "C"
WALL LENGTHS GREATER THAN 3'-0" IN LENGTH
NON-BEARING WALL 12THE LENGTH OR LESS
OF JOIST SPAN
DBL. 2X4 @ 24" O.C.
LAP W/ (2) 10d
2-16d
END NAILS
EA. END
1-1/2" MIN.
ALIGN JOIST
BELOW WALL
JOIST PER PLAN
ALTERNATE "B"
WALL LENGTHS LESS THAN THAN 3'-0" IN LENGTH
ALTERNATE "A"
TYP. NON-BEARING PARTITION WALL BTTM. CONN.
18 19 20
(E) SLAB
12" MIN.
24
"
MI
N
.
1- #4 HORIZ. BAR
#5 DOWELS @ 16" O.C., W/ 6" MIN
EMB. EPOXY SET WITH SIMPSON
SET-3G EPOXY (ESR-4057), SPECIAL
DEPUTY INSP. REQ'D.
(N) CONC. FTG PER PLANS
NOTE: SEE SCHEARWALL SCHEDULE
FOR A.B. SPACING IN SHEARWALL
P.T. MUDSILL W/ (N) 1/2"Ø ANCHOR
BOLTS AND 3"x3"x5/16" WASHERS @
6'-0" O.C. W/ 7" MIN. EMB.
STUD WALL PER PLANS
SHEAR PANEL'G. PER
SCHEDULE (WHERE
OCCURS)
8"
MI
N
.
EXTERIOR FINISH PER
PLANS
EXTERIOR SLAB FOOTING (1-STORY)
2- #4 HORIZ. BARS @ T&B., TYP.
6"
MIN.
B.N.
E.N.
2X SOLID BLKG'
UPLIFT FRAMING CLIP
"A35" FRAMING ANCHOR AT
EACH BAY
2-2X TOP PL.
STUD WALL PER PLANS
(N) PLYWOOD SHEAR
WALL PER PLAN
(WHERE OCCURS)
EAVE FRAMING DETAIL
PER PLAN
RAFTER PER PLANS (N) SEALANT
(N) R.R. PER
PLANS
(N) SIMPSON "HU" JOIST HANGER
OR EQUIVALENT. (L.A.R.R. #25807)
26 GALV. FLASHING STRIP
(N) 2X LEDGER W/ 12" X 5 " LAG
BOLT EA. STUD
(E) STUD WALL
12" COX. PLY.
SHEATHING (MIN.)
SLOPE (14"/FT.)
(N) 2X BLKG' @
4'-0" O.C.
FRAMING DETAIL
(N) 1532" WOOD STRUCTURAL
PANEL W/ 8d @ 6"/6"/12"
(N) PLYWOOD SHEAR
WALL PER PLAN
(WHERE OCCURS)
E.N.
STUD WALL PER PLANS
RAFTERS PER PLANS
(N) 2X BLOCKING
(N) BARGE
RAFTER
(N) 2X BLOCKING
VERGE RAFTER
FRAMING @ GABLE ENDS
(N) 1532" WOOD STRUCTURAL
PANEL W/ 8d @ 6"/6"/12"
A35 FRAMING ANCHOR PER
SHEARWALL SCHED.
24" LAP TYP.
TOP BARS
4" SLAB PER PLAN, TYP.
12" MIN.
24
"
M
I
N
.
P.T. MUDSILL W/ (N) 1/2"Ø ANCHOR
BOLTS AND 3"x3"x5/16" WASHERS @
4'-0" O.C. W/ 7" MIN. EMB.
SHEAR PANEL'G. PER
SCHEDULE (WHERE
OCCURS)
8"
MI
N
.
G.I. WEEP SCREED
EXTERIOR FINISH PER
PLANS
NOTE: SEE SCHEARWALL SCHEDULE
FOR A.B. SPACING IN SHEARWALL
#4 BAR @ 16" O.C.E.W, TYP.
10 MIL VISQUEEN, (PLASTIC VAPOR
BARRIER)
STUD WALL PER PLANS
EXTERIOR SLAB FOOTING
4" THICK BASE OF 12" CLEAN
AGGREGATE2 - #4 BARS T&B
#4 CONT. BAR , TYP.
6" MIN.
134" MIN.
SHEAR WALL
PER PLAN
58"Ø ANCHOR BOLTS @ 32" O.C.
U.N.O. SET WITH SIMPSON
SET-3G EPOXY (ESR-4057) OR
EQUIV., SPECIAL DEPUTY INSP.
REQ'D.
10
"
MI
N
.
ANCHOR BOLTS @ EXISTING SLAB
DR
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SHEET #:
JO
B
A
D
D
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E
S
S
:
20
1
7
G
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E
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A
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2
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NO
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DA
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:
DR
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:
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:
PE
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I
T
N
O
.
--
C.
S
.
C.
S
.
DE
S
I
G
N
G
R
O
U
P
:
ENGINEER OF RECORD:
PR
O
J
E
C
T
D
E
S
C
R
I
P
T
I
O
N
AT
T
A
C
H
E
D
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A
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A
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CO
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-
S
T
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U
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A
L
E
N
G
I
N
E
E
R
S
Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
A.
G
.
A.
G
.
ST
R
U
C
T
U
R
A
L
D
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A
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SD1
CITY OF SANTA ANA
THAN %", SEE DET. 5
-
ATTACH TOP OF WALL TO TOP PLATES
WITH SDS �"x3Y2" SCREWS (PROVIDED)
--- STEEL PANEL
FRAMING BY - OTHERS
RAKE WALL OTHERS CRIPPLE WALL
DESIGNER SHALL DESIGN FOR;
1. SHEAR TRANSFER
2. OUT of PLANE LOADING EFFECT
3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT
/ AT 2'-0' O.C. MAXIMUM. WHERE FRAMING
�S y4"x" SCREWS IS PARALLEL TO WALL, INSTALL BLOCKING
INCLUDED WITH WALL l WITHIN I" OF EACH END IDF STEEL
( )
STRONG -WALL. BLOCKING DEPTH SHALL
FIRST STORY 'DEL STRONG -WALL MATCH FLOOR FRAMING DEPTH.
ALLOWABLE LOADS. -
3• FOR TWO-STORY STACKED STEEL STRONG -WALLS WITH WOOD FIRST
7
FLOOR, USE ALTERNATE DETAIL. _
4. DESIGNER SHALL DESIGN FOR SHEAR TRANSFER FROM RIM JOIST TO SILL
PLATE AND SILL PLATE TO FOUNDATION..
'$
+-
DESIGNER IS PERMITTED TO MODIFY
DETAILS FOR SPECIFIC CONDITIONS.
TOP OF WALL HEIGHT ADJUSTMENTS
5
TWO-STORY STAC KED FLOOR SECTION
8
FIRST FLOOR AT WOOD FRAMING
10
oPT�oNAL PILOT HOLE
PREFABRICATED HOLES IN STEEL PANEL,
(VARY WITH EACH MODEL) ADDITIONAL
CUTTING OF STEEL WALL OR ENLARGING
PLACE SSW PANEL OVER THREADED
DRILL 2' DIAMETER x 1' DEEP RODS AND SECURE WITH HEAVY HEX
HOLE OR NOTCH 20x2"x1' DEEP NUTS (PROVIDED). USE 1%w
HEADER BY OTHERS.
2 PLY 2x12 MIN WITH Y2" 16d COMMON NAILING. SLL
SHEATHING BETWEEN PLYS -., SIDE VIEWS FOR SPACING.
OF EXISTING HOLES NOT PERMITTED.
f�
ELECTRICAL BUSHINGS AT ALL ? OR ALTQI�4TE
00- ROUND MECHANICAL HOLES.
4 7 ALTERNATE
DESIGNER IS PERMITTED TO MODIFY - H
DETAILS FOR SPECIFIC CONDITIONS. r
SINGLE -STORY SSW ON C ONC RETE 2 9
GARAGE HEADER 2 OR 5 SHEAR TRANSFER DESIGN
ALTERNATE
ROUGH OPENING HEIGHT ----------------- &DETAILS BY OTHERS -----
ROUGH_
MODEL NO.
H CURB
OPENING
HEIGHT
SSW12X7
,.
7,-1}�"
SSW15X7
SS*W18X7
SSWf21X7
5"
7'-2"
SSW24X
SSMII2X7
SSW15X7
512"
8'_2Yj4,.
SSM118X7
SSW121 X7
6•
�_
SSW24X7
W
W
II
II
'0 0
SM4
0 SS- 24 0
0 0'
53W2
Q 0
El SSW21 LJ
H 0 0
SSWiB
'•.0 0
0 0
SSW15 VA
0 0.
SSW12
WALL PROFILES
TABLE NOTES
1. SDS 1A'x3%m SCREWS PROVIDED WITH WALL.
?. SEE SHEET SM FOR ANCHORAGE SOLUTIONS.
MODEL SSW--IIKT. EXAMPLE; SSW21-lKT
SHEAR TRANSFER
PLATE (PROVIDED STEEL STRONG -WALL
WITH SSW_-1KT)
RIM JOIST �� BLOCKING BELOW SSW
SCREWS TO SHIM BLOCK STEEL STRONG -WALL DETAILS FOR SPECIFIC CONDITIONS. - JOIST HANGER
TO SHIM BLOCK � a . • ` . • ` ° . „ ; (IF REQUIRED)
° ` INSTEAD OF SDS Y"x3Y2" 0 ° ° SHEAR TRANSFER PLATE Qa
SCREWS PROVIDED.
0 0 0 0 �� ADJACENT � 0 0 0 AND #14 SELF --DRILLING ��
FRAMING -� SCREWS (PROVIDED NTH FLOOR SHEATHING �
FLAT SHIM BLOCK BY OTHERS SSW'- 2KT). 0
2X L 4X SHIM BLOCK ° 4: FLOOR FRAMING AT 2'-0" C
CRIPPLE SHEAR a SOLID BLOCKING BELOW' °° ° • `A SHEAR °° OC MAX. WHERE FRAMING °D o �?
4x SHAPED SHIM WALL, BLOCKING - 10d COMMONS .' • `• ' ° it d TRANSFER BY °ate. 1S PARALLEL TO WALL, . o "v
BLOCK (12" MAX. ANDS BY STEEL STRONG WALL ° 'rn
DEPTH AT TALL BETWEEN FLOOR FRAMING TO FRAMING 'w • OTHERS (LTP4 ` INSTALL BLOCKING WITHIN N �'
OTHERS 10d COMMON NAILS (NOT PROVIDED) +! �� SHOWN) 8' OF EACH END Of SSW, z a° a J,
STEEL STRONG -WALL MODELS END) (NOT PROVIDED) BLOCKING DEPTH SHALL N a
MATCH FLOOR FRAMING. J ;
LTP4 SPACING ATTACH SDS EXTERIOR ELEVATION SEC TION w o
BY OTHERS � � oo ,
RIM JOIST, BERM, OR - TOP PLATE SCREWS TO RIM JOIST FIRST FLOOR AT WOOD FRAMING NOTES
BLOCKING IF APPLICABLE ATTACH SDS BLOCKING
7/g' MAXIMUM WOOD SHIM c 1. USE WOOD FIRST -FLOOR ALLOWABLE LOAD TABLES FROM THE - � a �-
WITH SDS Ya"x3Y2" SCREWS. ° ° ° ° _ SCREWS
gip ° ° ° SHEAR TRANSFER BY STRONG -WALL CATALOG FOR THIS INSTALLATION. � • " '
FOR SHIMS GREATER 0 0 0 0 FTIP1.1.
0 ADJACENT OTHERS {SIMPSON LTP4 §
_ .. 1.1. .. , ADJACENT . FRAMING BY SHOWN FOR ILLUSTRATION 2. USE ALTERNATE DETAIL TO ACHIEVE MAXIMUM ON -CONCRETE
Y' HOLES TO ATTACH ) PERPENDICULAR FLOOR FRAMING SPACED
OPTIONAL BLOCKING OR
FRAMING
PRE -ATTACHED WOOD STUDS
ADDITIONAL 1X" DIAMETER HOLES MAY
BE DRILLED THRU WOOD STUDS AT ANY
HOLE LOCATION MATCHING AN OBROUND
HOLE IN STEEL PANEL FLANGE.
HOLES PREDRILLED IN STUDS FOR WIRING.
ADDITIONAL 1' HOLE MAY BE DRILLED
THROUGH WOOD STUD AT 1' HOLE WITH �--
GROMMET LOCATIONS.
STEEL STRONG -WALL MODELS
SM. WALL
MODEL NO.
-STK WALL
MODEL NO.
H(in)
Ton)
HOLDOWN
ANCHOR
BOLTS"
57.7
TOP OF
WALL
SCREWS
SSW12x7
--
80
3Y2
2-Y"
4
SSW15x7
--
80
3Y2
2-1'
6
SSW18x7
--
80
3Y2
2-1'
9
SSW21x7
--
80
3,V
2-1"
12
SSW24x7
--
80
3Y
2-1"
14
SSW12x7.4
--
85,Y2
3Y
2-Y4"
4
SSW15x7.4
--
85Y2
3Y2
2-1 "
6
SSW18x7.4
- -
85Y2
3Y
2-1 "
9
SSW21x7.4
--
85,Y2
3Y2
2-1"
12
SSW24x7.4
--
85Y
3Y2
2-1" 1
14
SSW12x8
--
93)/4
3Y
2-Ya
4
SSW15x8
SSW15X8-STK
93Ya
3Y2
2-1"
6
SSW18x8
SSW18x8-STK
93Ya
3Y
2-1"
9
_SSW21 x8
SSW21 x8-STK
93Ya
_3Y2
2-1"
12
SS"W24x8 .
SSW24x®_-STK
93Y4
_3�
2-1"
14
SSW1bg
--
105Y4
3Y2
-A
4
SSW15x9
SSW15x9-STK
105Y4
3Y2
2-1 _
6
SSW18x9
SSW18x9-STK
105Ya
3Y2
2-1
9
SSW21x9_
SSW21x9-STKLl
5Ya
3Y
ir
2-1
12
SSW24x9
SSW24x9-STK5Y4
__3Y2
2-1
14
SSW12x10
--
7Y
_3Y2-3�4..
4
SSW15x10
SSW15x1O-STK7Y
3Y
2-1"
6
SSW18x10
SSW18x14-STK
117Y4
3Y2
2-1"
9
SSW21x10
SSW21x10-STK
117Y4
3Y
2-1"
12
SSW24x10
SSW24x10-STK
117Y4
3Y2
2-1"
14
SSW15x11
SSW15x11•-STK
129Y4
5Y2
2-1w-
SSW18x11
SSW18x11-STK
129Y4
5Y
2-10
9
SSW21x11
SSW21x11-STK
129y4
5Y2
2-10
12
SSW24x11
SSWI24x11-STK
129)'4
5Y
2-10
14
SSW15x12
SSW1502-STK
141Y4
5Y2
2-1"
6
SSW18x12
SSW18x12-STK
141Y4
5Y
2-10
9
SSW21x12
SSW21 x12-STK
141Ya
I 5Y2
2-1"
12
SSW2402
SSW24x12-STK
141Ya
5Y2
2-1
14
SSW18x13
SSW18x13-STK
153Y4
5Y
2-1"
9
SSW21 x13
SSW21 x13-STK
153Y
5Y2
2-1"
12
SSW24x13
SSW24xl3-STK
153Y4
5Y2
2-1
14
lil
,II
•I
PLACE SSW PANEL OVER THE ANCHOR DRILL 2' DIAMETER x 1PLACE SSW PANEL OVER ROFkI a n d B i i g e ( I
O O o o BOLTS AND SECURE WITH HEAVY HEX STEEL DEEP HOLE OR NOTCH WITH HEAVY HEX THREADED NUTS (10 ). cn ,n cn v,
NUTS (PROVIDED). STRONG -WALL r x1 DEEP MAX. IN USE 1Y4" WRENCH/ SOCKET FOR %" NUT 0 0 0 c_
USE 1Y" WRENCH/ SOCKET FOR. -" NUT SHEATHING dt RIMI JOIST. 0 0 0 0 USE 1%" WRENCH/ SOC ET FOR 1" NUT > "-' > >
USE 15/8' WRENCH/ SOCKET FOR 1" NUT NAILING SET LOWER NUT FLUSH NUTS SHALL BE SNUG TI HT. z � � w D5
. .. BY OTHERS WITH TOP OF SHEATHING. o
NUTS SHALL BE SNAG TIGHT. FRAMING BY JOIST HANGER SSW BASE PLATE SHALL DO NOT USE AN IMPACT WRENCIri. � " m m
an .130
DO NOT USE AN IMPACT WRENCH. OTHERS TYPICAL Ap N N - No (IF REQUIRED) SIT FLUSH & LEVEL ON SIMPSON A34 EACH SID p N N
_ ..
1 4 0 0 0 oo NUTS. SOLID BLOCKING ELO It: O R PERMIT a NC
. ° SEE SSW1 TO SSW1 FOR STEEL STRONG- ALL. o 0 000 CO
�-
., ANCHORAGE SOLUTIONS M
WOOD FIRST -FLOG WALL CONNECTION KIT � o C>
, Y c3 0 o p c
DESIGNER IS PERMITTED TO MODIFY WALL
DETAILS FOR SPECIFIC CONDITIONS. ' �, ° '� I Q :: WIDTH MODEL NO. CONTENTS Q :.
*•' ° L •e G
d '•�, .4 + ' '•a c 12 Mastpr ID:_
SSW12-1KT KIT }CONT.AI�1S;
STRONG -WALL O N CONCRETE - COUPLER NUT s • ... ObamNSFFR r LATE
4 SEC TION AND THREADED • .` i a 15 SSW15-1KT
• • •, . � ( ith #14 SCREWS) -
RODS (INCLUDED ' • a ()"x18" or 1 "xi 8" THREAD
DESIGNER IS PERMITTED TO Mt1D1FY FOR 12' IXOCK PLACE SSW PANEL OVER THE ANCHOR 1 4 WITH SSW_-1KT) ` . ' � `� 18 SSW18-1KT
SIMPSON CSi6 STRAPS REQI11iED BOLTS MID SECURE WITH HEAVY HEX SEE TO FOR
DETAILS FOR SPECIFIC CONDITIONS. " 5SW1 SW1 J
WITH 1 NAILS 0.148 x1. NUTS PROMMOM 2) COUPLER NUTS
{ 5') ( �. 21 SSW21-11CT ( I
SHIM HEIGHTS GREATER USE 1W IlII NCHI SOCKET FOR �" NUT ANCHORAGE SOLUTIONS SEE SHEET SSW1 (2) HEAVY HEX NUTS
FOR ANCHORAGE INTERIOR ELEVATION 24 �SSW24-10 INSTALLATION INSTRUGTlONSTHAN 8" AID UP TO 10":E_.
USE 1 WRENCH/ SOCKET FOR 1 NUT DESIGNER IS PERMITTED TO MODIFY SOLUTIONS. L I .....
8 NAILS INTO BLOCK NUTS SHALL BE SNUG TIGHT.
8 INTO SSW NAILER STUD DO NOT USE AN IMPACT DETAILS FOR SPECIFIC CONDITIONS. ORDER FIRST FLOOR CONNECTOR KIT SEPARATELY
SHIM BLOCK HEIGHTS GREATER 14 SCREWS TO
2x FLAT SHIM BLOCK THAN 10 AND UP TO 12: #
10 NAILS INTO BLOCK FLOOR 0 R WOOD D FRAMING /� n ,� G 7 PANEL (PROVIDED
LTP4 SPACING f 10INTO SSWfJAIIER STUD ALTERNATE 1ST AMIN WITH SSW--1KT)
BY OTHERS 4x SHIM BLOCK
ATTACH WITH SOS Y"x4Y2" • • • 2"d STORY DESIGNER IS PERMITTED TO MODIFY
ATTACH SDS SCREWS
PLATES WITH SDS Y4"x3V LUMBER HEADER PLYS. 4 SCREWS TOTAL IY- -
SCREWS (PROVIDED WITH SSW) FOR SSW12, 6 SCREWS TOTAL FOR SSWI5, __j LL L9
SSW18, SSW21 AND SSW24. L Z
HEAVY HEX NUT'S TOP AND D__ 2. SDS 4"x3Y" SCREWS PROVIDED WITH WALL � W
BOTTOM (PROVIDED WITH lY2 3• FASTEN PLYS TOGETHER WITH 16d COMMON
NAILS "
SSMt -2KT). NUTS SHALL BE o 0 o I o BEAM. AT 16 O.C. ALONG EACH EDGE OF F
SNUG TIGHT. DO NOT USE AN
- - REQUIREMENTS = ROD LENGTH IS TOTAL OF IMPACT WRENCH'. 4 15/32" SHEATHING BETWEEN 2x HEADER
11 - FLOOR JOIST DEPTH PLUS TOP INTERIOR ELEVATION PLYS SHALL MATCH HEADER DEPTH AND
EXTEND FULL WIDTH OF SSW, MINIMUM.
SEE - O.O.O.O � PLATES PLUS SHIM THICKNESS. 1 2
I s • s
J
ORDER TWO-STORY SHEAR TRANSFER PLATE AND #14 SELF -DRILLING STEEL STRONG -WALL
0 0 • STACKED WALL CONNECTOR SCREWS (PROVIDED WITH SSW= 2KT) 0 0 0 0 (SSW18 SHOWN) � z
°
SEE SHEET S_s W4 KIT SEPARATELY. MODEL SIDE VIEW z
0 0 FOR GARAGE ___ __- _ _ SSW= 2KT, EX; SSW21-2KT SHEAR TRANSFER BY OTHERS - Ll
PORTAL SYSTEM RIM JOIST SSW WITH MULTI -PLY HEADER uj
uj
I. THE HEIGHT OF THE GARAGE CURB WHEN S S WP - K T (LTP4 SHOWN)
I ROUGH A L\
ABOVE THE GARAGE SLAB IS CR TIC& IS SPECIFIEDis
FOR THE ROUGH HEADER OPENING AT OPENING HEIGHT FIRST STORY' WALL: DESIGNER IS PERMITTED TID MODIFY MULTI -PLY HEADERS 11 y�
•'•"•'•
GARAGE RETURN WALLS. O . 0 ADD-STK TO MODEL O O O O DETAILS FOR SPECIFIC CONDITIONS. • 1. STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED 6Y "SIMPSON STRONG -TIE COMPANY,
2. SHIMS ARE NOT PROVIDED WITH STEEL POST & POST NAME.
STRONG -MALL " 4 EX: SSW21x9-STK - INC. HOME OFFICE: 5956 W. LAS POSITAS BLVD., PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX:
3. FURRING ON UNDERSIDE OF GARAGE BASE DETAIL 0 0 0 O (925) 847-1597. "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. AYE
HEADER MAY BE NECESSARY FOR - _ BY OTHERS - TWO-STORY STACKED 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. DATE
LESSER ROUGH OPENING HEIGHTS. ! WALL CONNECTION KIT 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE DESIGN OF 03-1�1
DESIGNER IS PERMITTED TO MODIFY a H .
CURB a ° 0 ,
DETAILS FOR SPECIFIC CONDITIONS. d `
4 '
- GARAGE WALL OPTION 1 GARAGE WALL OPTION 2
FOR GARAGE WALL OPTION 2 4.
NO DESIGNER SHALL DESIGN FOR: -"- - DESIGNER IS PERMITTED TO
7-FT. HIGH STEEL. STRONG -WALL MODELS 1. SHEAR TRANSFER e
7 �'
OR ALTERNATE a :' •• o MODIFY DETAILS FOR SPECIFIC
ARE 8W, r TALLER THAN 7-FT. HIGH 2. OUT OF PLANE LOADING EFFECT _ CONDITIONS.
WOOD STRONG -WALL SHEARWA�LS 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT
MAX. IN SHEATHING & RIM 0 0 0 0 WRENCH/ SOCKET FOR 1' NUT OR 2 PLY 94'x11 %" MIN. -j
JOIST. SET LOWER NUT FLUSH NUTS SHALL BE SNUG TIGHT. DO LVL (2 PLY LVL SHOWN) INSTALL SDS Y4"x3Y7" SCREWS. SEE
WITH TOP OF SHEATHING. SSW NOT USE AN IMPACT WRENCH. SIDE VIEWS FOR NUMBER & SPACING
EASE PLATE SHALL SIT FLUSH
& LEVEL ON NUTS. SIMPSON A34 EACH SIDE NIQ� : (SCREWS BY INSTALLER) MULTI -PLY HEADERS MAY I ccBE
Z
USED WITH STEEL 1Y2" DESIGNER IS PERMITTED TO MODIFY 0
10 DIAMETER .. SOLID BLOCKING BELOW STRONG -WALL FOR WIND DETAILS FOR SPECIFIC CONDITIONS. J
STANDARD STEEL STEEL STRONG -WALL DESIGNS OR IN SEISMIC cc
STRONG -WALL THREADED RODS DESIGN CATEGORIES A-C � W
AT 2"d FLOOR (PROVIDED WITH (IBC & IRC) ONLY SDS Y4"x3Y2" SCREWS Lu 0
SSW -am PROVIDED WITH WALL 0
93 13
FOR SHIMS GREATER 8 DRILL lY,s" MAX DIAMETER hIQLE _ SSW Z 00 Of
IN DOUBLE TOP PLATE FOR RODS SSW MULTI PLY HEADER CROSS SECTION - Lu
THAN � SEE 6 1' MIN. 1. INSTALL SDS Y"x3Y2" SCREWS �� W
O O ATTACH TOP OF SSW TO TOP 2„ TYP 2„ 3 HORIZONTALLY THROUGH LVL OR 2x v J Q Z
HEADER BY OTHERS. •
I FOR MULTI -PLY SSW-STK OPTION '
-HEADER (FACTORY INSTALLED) % .
38" MIN WIDTH
0000
0
0
0
0 °
0000
0•
0
0
•
e
MAXIMUM ROD
UPPER PANEL
LENGTH
SHEAR REDUC 71ON
FACTOR
IS INCHES
1.00
21INCHES
0.94
WALL
WIDTH
MODEL N0.
CONTENTS
(In)
15
1 SSW15-2KT
EACH 10T CONTAINS:
(1) SHEAR TRANSFER PLATE
18
SSW18-2KT
(01% #14 SCREWS)
(2)1'x48" TREADED RODS
21
SSW21-2KT
(ASTM A36)
(6) HEAVY HEX NUTS
INSTALLATION INSTRUCTIONS
24
SSW24-2KT
10d COMMON
U �y O NAILS (NOT
U INCLUDED)
THE BUILDINGS LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL
FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER.
4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS.
SlCALE
N.T.S.
CMEWCKED
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF
'
ANY COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL
SHEET
BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION.
6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF
`
MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE
SSW2
SPECIFIER.
7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANCE SPEcinCATIONS, DESIGNS, AND
EXTERIOR ELEVATION
MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES.
8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE.
OF SHEETS
LALTERNATE GARAGE WALL OPTIONS 3 TWO-STORY STACKED 161 TWO-STORY STACKED FLOOR FRAMING 9 NOTES 12 JOB NO.
CITY OF SANTA ANA
SSWAB SSWAB
SHEAR REINFORCEMENT PER MINIMUM CURB/STEMWALL
3" 4/SSW1 WHEN REQUIRED. '3� WIDTH PER 4/SSWI.
SHEAR REINFORCEMENT PER
�. 4/SSW1 WHEN REQUIRED.
,••
�• d d a
de A de
e
° Lid° •• J �. 4: ° °f .4 A� •.,
37 CLR. MIN. 16. .0 , ,3" CLR. MIN. - • `� " • .
11 - iu
YW Yw Yaw
W W
-qI AR nN GRAnF FnUNnATInm CURB OR STEMWALL FOUNDATION
STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 3500 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
STANDARD
SSWAS 3/4" ANCHOR BOLT
SSWAB 1' ANCHOR BOLT
ASD
ALLOWABLE
UPLIFT (Ibs)
W
(in)
d6
on)
AM
ALLIDWABLE
UPUFT (Ibs)
w
(in)
do
(in)
SEISMIC
CRACKED
9,0 0
20
0
9,600
21
7
17,1001
HIGH STRENGTH
18,200
32
11
00
1
19,900
34
12
35,300
1
UNCRACKED
STANDARD
8,800
17
6
15,700
25
9
9,600
19
7
17,100
27
1 9
HIGH SWNGTH
18,600
28
10
3Z600
40
1 14
19,900
30
10
35.300
4
14
WIND
CRACKED
STANDARD
6,000
14
6
7.300
16
6
7 300
6
5o0
24
9,600
7
17,100
29
HIGH STRta1GTH
11,800
8
22,700
34
13,500
8
10
27•400
32,300
38
42
T ,000
19,900
11
35,300
45
15
UNCRACKED
STANDARD
6,000
6
7,500
14
6
7,500
14
6
12,800
20
7
91600
17
6
17,100
25
9
HIGH STRENGTH
17800
20
7
21,300
28
10
14,80G
22
8
26,000
32
11
0
8
1 31,300
36
12
19,9uu
1 27
9
1 35,300
39
13
STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 4500 PSI CCNcFRffmng
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
SSWAB 3/4" ANCHOR BOLT
SSWAB
1" BOLT
ASD
ALLOWABLE
UPLIFT (Ibs)
�
O
in
( )
ALLOWABLE
UPLIFT (Ibs)
in
t }
8�
SEISMIC
CRACKED
STANDARD
8,700
1a
8
16,000023
9,600
20
7
,100
HIGH STRENGTH
17,80
29
10
,100
4
15
19,90
32
11
35,300
UNCRACKED
STANDARD
9,100
1
6
15,7008
9
9,600
17
6
17,100
HIGH STRENGTH
17,800
1 25 1
9
32,500
37
13
19,90 '
27 1
9
35,300
39
13
WIND
CRACKED
STANDARD
5,400
12 1
6
6,800
14
8,300
6
11,600
9,600
6
17,100
26
9
HIGH STRENGTH
11600
20
7
21,400
10
13,400
22
8
25,800
12
17,300
26
9
31,000
38
13
19,900
29
10
35,300
42
14
UNCRACKED
STANDARD
6,800
12
6
6, Do
12
v
8,500
14
6
12,400
18
9,600
16
6
17,100
23
HIGH STRENGTH
12, 0
18
6
2 0
26
14,500
20
7
0
30
10
16,800
1 22
1 8
1 34
19.900
1 25
1 9
1 36
1 12
no nuicong Ageny
o g
rn cn �
N
>
arc �
pr
mI
C
o
rs Ito
;CINN
I I
- -
NOTES
1.
ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED.
DESIGNER IS PERMITTED TO MODIFY
2.
ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449).
DETAILS FOR SPECIFIC CONDITIONS.
SSWAB
3.
SEISMIC INDICATES SOSMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWEWNGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TD ACI 318-�19 SECTION 17.10.5.3, ACI 318--14 SECTION 17.2.3i.4.3
U
AND ACI 318-11 SECTION D.3.3.4.
C
MINIMUM CURB/STEMWALL4.
WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC a
WIDTH PER 4/SSWT.
5.
FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE DESIGNER MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
U
3„ SSWAB
SHEAR REINFORCEMENT PER
S.
SEE 1/5SMVt AND 2/5SW1 FOR W AND de.
4/SSW1 WHEN REQUIRED.
.
•f...,
SSWAB TENSION ANCHORAGE SCHEDULE 3500/4500 PSI
3
H
e 4 +• ° a ya
r
:S
Ea
MIN
,d• ••�. •+ ..t....•,
:.c
4"MIN
0��
CTI�
A
•. d t•�. A4
- -- -_
4 ' • '
AIe
,. .� .
3
3
�•
- __
- -
3" CLR. MIN4
_- --
MITI _
#3 HAIRPIN, GRADE 60
#3 HAIRPIN, GRADE 60
3 CLR_. MIN.
REBAR (MIN.)
REBAR (MIN.)
YEW W
YW W
FIELD TIE AND SECURE DURING
SSWAB CONCRETE PLACEMENT. OVERLAP
FIELD TIE AND SECURE DURING
SSWAB
W
W
VARIES WITH BOLT SPACING.
� PLACOYIENT'
HAIRPIN SHEAR REINFORCEMENT
TIE SHEAR REINFORCEMENT
INTERIOR FOUNDATION
BRICK LEDGE FOUNDATION
#3 HAIRPIN (#3 TIE SIMILAR).
C SEE TABLE FOR REQUIRED QUANTITY.
NOTES
1. SEE 2/SSWI AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.
SSWAB A
SS'VAI1 SEE#3 TIRPI REQUIRED QUANTITY.
STEEL STRONG -WALL SHEAR ANCHORAGE
SEISMIC'
WIND4
MODEL
4 OR
Lh (h)
SHEAR
REINFORCEMENT
MIN_ CURE/
STEMWALL
WIDTH (in.)
SHEAR
REINFORCEMENT
MIN. CURB /
STEMWALL
WIDTH (in.)
AM ALLOWABLE SHEAR LOAD V (Ibs.)6
r MIN CURH/S7EMWALL
8" MIN CURB / STEMWALL
UNCRACKED CRACKED
UNCRACKED
CRACKED
SSW12
9
(1) #3 TIE
6
NONE REQUIRED
-
1230 880
1440
1030
SSW15
12
(2) 03 TIES
6
NONE REQUIRED
-
1590 1135
1 1810
1295
SSW18
14
(1) #3 HAIRPIN
85
(1) #3 HAIRPIN
6
HAIRPINOWABLE
ELOAD OF TFET STEP„ STRONG -WA ACHIM MAXIMUM AP NEL
SSW21
15
(2) #3 HAIRPIN
85
(1) #3 HAIRPIN
6
SSW24
17
(2) 03 HAIRPIN
85
(1) #3 HAIRPIN
6
O
w
<m
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3
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�
�
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J
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0
".
u„
.
o
z
of
-
w
2. SEE 4/5SW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. _
3. MAXIMUM H - le - de. SEE 5,/SSW1 AND 6/SSWT FOR le. IV SPACING
Y2" CLR " CLR NOTES
• +: �• a�° =' •y� 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318--14 AND ACI 318-11 AND ASSUME MINIMUM
STEEL STRONG -WALL ANCHORAGE - TYPICAL SECTIONS 1 : ° ° ° • •• ��2,5oU PSI CONCRETE. SEE DETAILS 1/SW1 TO 3/SSWI FOR TENSION ANCHORAGE.
° ` •° •° ' ` ' + DESIGNER IS PERMITTED TO MODIFY 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, INTERIOR FOUNDATION
` DETAILS FOR SPECIFIC CONDITIONS.
'• d ••� •° •• • °'' 4 APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCIt -n OR BRACED WALL PANEL APPLICATIONS.
SIMPSON STEEL SLAB OR CURB AND SURROUNDING ♦ �•� ' •• + ' ° 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C
STRON"ALL FOUNDATION NOT SHOWN FOR CLARITY a v 4Q�..1.a •� o ' '�.
° ' MAY USE WIND ANCHORAGE SOLUTIONS.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B.
SSWAB 5. MINIMUM CURB/STEMWALL WIDTH IS C WHEN STANDARD STRENGTH SSWAB IS USED.
8. USE (1) #3 TIE FOR SSW12 AND SSW15 WHEN THE STEEL. STRONG -WALL PANEL DESIGN SHEAR FORCE EXCEEDS <
Y2w-;7:--
aa.• ` • • !. d•• r • • CO COHAIRPIN INSTALLATION SECTION A THE TABULATED ANCHORAGE ALLOWABLE !SHEAR LOAD. • �� (GARAGE CURB SHOWN. OTHER 7. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-19 SECTION 17.9.Z ACI 318-14 SECTION � J Z
W
. 4 , FOOTING TYPES SIMILAR. 17.7.2 AND ACI 318-11 0.8.2. 1 <
° `` co
yzW 'f �' :. •� T STRONG -WALL ANC HOR B OLT SHEAR ANCHORAGE 4 w
S EEL
W B �2W DIAMETER SSWHSR_KT SSWHSR AND SSWT EXTERIOR SSWTPF PANEL o
0 a
SEE TABLES BELOW FOR DIMENSIONS LENGTH SSWAB ASSEMBLY INSTALLATION FORM INSTALLATION 0,00
Q 0L
FOUNDATION PLAN VIEW # W. LL.I
1 36 ? 24 TOP OF CONCRETE O W
„
STEEL STRONG -WALL ANC HORAGE SOLUTIONS FOR 2500
PSI C O N C BETE
DESIGN
CR17EFJA
CONCRETE
CONDITION
ANCHOR
STRENGTH
SSWAB ;Y4s ANCHOR
OLT
SSWAB 1" ANCHOR
BOLT
ASD
ALLABLE
UPLIFT (Ibs)
n
(in)
( )
ASD
ALLOWABLE
UPLIFT (Ibs)
n
O)
de
On)
SEISMIC
CRACKED
STANDARD
8,800
22
1 8
16,100
9,600
24
8
17,100
HIGH STRENGTH
18,500
36
12
33,000
19,900
38
13
35,300
54
18
UNCRACKED
STANDARD
8,800
19
7
15,700
28
1 1
9,600
21
7
17,100
1 1
HIGH STRENGTH
18,300
31
11
32,300
441
15
19,900
33
11
35,300
47
16
WIND
CRACKED
STANDARD
5,100
14
6
1 6,200
6
-48
6
7,400
18
E
11,400
91600
22
8
17100
32
11
HIGH STRENGTH
11.400
24
8
00
36
12
13,600
27
9
2T.300
42
14
15,900
30
10
3T1800
46
16
19,900
35
12
0
50
17
UNCRACKED
STANDARD
5,000
12
6
6.400
14
6
7,800
16
6
12,500
22
8
9,600
19
7
17,100
2.8
10
HIGH STRENGTH
12,500
22
5
1 21,900
32
11
14,300
24
8
26,400
36
12
17,000
27
9
31,500
1 40
14
19,900
10
35,300
1 4
2X4 PREATTACHED Hs _ 3 = Z
STUD FOR MODELS UP
TO 10 FEET TALL 3 - HS ON HIGH 3 HX ON ° '� 0
B STRENGTH MODELS = EXTENSION KIT TOP R 1 1 Q Z
CONCRETE 1 _ L..LI W
° (2 jr SSWAB for SSW12
3Y2" x 0 0 C TOP OF CONCRETE SSWHSR (2) 1' SSWAB for SSW15,
If 11 HEAVY HEX NUT FIXED aS11Y18, SSW21, SSW24 ^
LENGTH IN PLACE ON ALL QT] �2) ?4 SSWAB for SSW12SSWAB ANCHOR BOLTS CUT TO LENGTH - _ 21" SSWAB for SSM,%,
LDrG•IH HEAVY HEX NUT FIXED AS NECESSARY
2X8 PREATTACHED IN PLACE ON ALL I 3" SSW18, SSW21, SSW24
STUD FOR MODELS I SSWAB ANCHOR BOLTS
TALLER THAN 10 FEET Y4- OR 1" HIGH
STRENGTH ROD ASSEMBLY Ie = �I I
STEEL STRONG -WALL ANCHOR BOLT LAYOUT HEAVY HEX NUT SSWAB le p STRENGTH •
- + SSWHSR 1e+3Of
DISTANCE FROM
DISTANCE FROM
DISTANCE FROM
EXTERIOR FACE
WALL
END OF WALL TO
C ENTER TO
OF WALL TO
MODEL
CENTER OF
CENTER OF
CENTER OF ALL
SSWA138 (A) On.)
SSWAB (B) (in.)
SSWA13s (C) (M.)
SSW12
2%
6 %
2
SSw15
2%
9Y4
1
SSWAB
2%
12Y4
1%
SSW
2 %
15Ya
136
SSW24
23/
18y
13/
NOTES :
1. ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR
UNCRACKED CONCRETE AS NOTED.
2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449).
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS.
SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-19 SECTION 17.10.5.3, ACI 318-14 SECTION 17.2.14.3 AND ACI 318-11 SECTION D.3.3.4.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
& FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE DESIGNER MAY SPECIFY
ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
8. REFER TO f /SSWT FOR Co.
- � PLATE WASHER COUPLO2 NUT �
SSWAB SSWT INTERIOR INSTALLATION
0 0
HEAVY HEX NUT
o HIGH STRENGTH SSWT B IC K
STEEL STRONG-
WALL WIDTH
MODEL NO.
DIAMETER
LENGTH
I,.
12" MODEL
SSWAB3/4x24
_"
24"
19'
SSWAB3/4x24HS
3/"
24"
19"
SSWAB3/,4xxn3O
%a"
30"
25"
SSWAB3/4xXHS
3i4,.
30"
25"
SSWAB3/4x38HS
36"
310'
5", 18", 21" AND
24" MODELS
SSWA81 x24
1s
24"
19"
SSWAB1x24HS
1"
24"
19"
SSWAB1x30
1"
30"
25"
SSWAB1x30HS
1a
30"
25"
SSWAB1x38HS
1'
360'
31a
COUPIIx NUT L R
LEDGE INSTALLATION
NAME
(2) �Y SSWAB for SSW12 DATE
(2) 1" SSWAB for SSW15, 03-16-2021
o SCALE
SSW & SSW21, SSW24 (2) * SSWAB for SSW12 N.T.S.
2 1" SSWAB for SSW15, CHECKED
SSW18 SSW21 SSW24
SSW WIDTH
MODEL NO.
DIAMETER
TOTAL
LENGTH
6
SSWHSR3/4-2KT
Y4"
24"
21"
12" MODEL
SSWHSR3/4-3KT
Y4"
36"
33"
1'5", 18", 21"
SSWHSRI-2KT
1"
24"
21"
AND
24" MODELS
SSWHSRI-3A(T
1"
36"
33'
2x2 ,
SHEET
• •°♦ SSW1
A j+
OF SHEETS
SOB Na.
SSWAB TENSION ANCHORAGE SCHEDULE 2500 PSI 2 SSW ANCHOR BOLTS 5 SSW ANCHOR BOLT EXTENSION 1 6 SSW ANCHOR BOLT TEMPLATES �
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PR
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Located at:
18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
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18757 BURBANK BLVD. UNIT 109
TARZANA, CA 91356
Call:
(213) 373-4513
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A-6
APP-13 CBC 2016
NOTICE TO PROPERTY OWNER
Dear Property Owner:
An application for a building permit has been submitted in your name listing yourself as the builder of the property improvem ents
specified at ___________________________________________________________________________________________.
We are providing you with an Owner-Builder Acknowledgment and Information Verification Form to make you aware of your
responsibilities and possible risk you may incur by having this permit issued in your names as the Owner -Builder.
We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this
form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owne r,
obtain the prior approval of the permitting authority.
OWNER’S ACKNOWLEGMENT AND VERIFICATION OF INFORMATON
DIRECTIONS: Read and initial each statement below to signify you understand or verify this information.
_____1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an “Owner -Builder” build-
ing permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an
Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and
his or her employees while working on my property. My homeowner’s insurance may not provide coverage for those injuries. I
am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my prop-
erty.
_____2. I understand building permits are not required to be signed by property owners unless they are responsible for the
construction and are not hiring a licensed Contractor to assume this responsibility.
_____3. I understand as an “Owner-Builder” I am the responsible party of record on the permit. I understand that I may protect
myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead o f my
own.
_____4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbe rs
on permits and contracts.
_____5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total
value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an
“employer” under state and federal law.
_____6. I understand if I am considered an “employer” under state and Federal law, I must register with the state and federa l
government, withhold payroll taxes, provide workers’ compensation disability insurance, and contribute to unemployment com-
pensation of each “employee.” I also understand my failure to abide by these laws may subject me to serious financial risk.
_____7. I understand under California Contractors’ State License Law, an Owner -Builder who builds single-family residential
structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontrac-
tors and the number of structures does not exceed four within any calendar years, or all of the work is performed under contr act
with a licensed general building Contractor.
_____8. I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any f inan-
cial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workma n-
ship or materials.
Planning & Building Agency
Building Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
www.santa-ana.org
_____9. I understand I may obtain more information regarding my obligations as an “employer” from the Internal Revenue Ser-
vice, the United States Small Business Administration, the California Department of Benefit Payments, and the California Divi-
sion of Industrial Accidents. I also understand I may contact the California Contractors’ State License Board (CSLB) at 1 -800-
321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors.
_____10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
party legally and financially responsible for proposed construction activity at the following ad-
dress:_________________________________________________________________________________________.
_____11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all
applicable laws and requirements that govern Owner -Builders as well as employers.
____12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the informati on I
have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a
license, the Contractors’ State License Board may be unable to assist you with any financial loss you may sustain as a result of
a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to underst and
that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held
liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contactors, you will be responsible for verifying
whether or not those Contractors are properly licensed and the status of their workers’ compensation insurance coverage.
Before a building permit can be issued, this form must be completed and signed by the property owner and returned
to the agency responsible for issuing the permit. Note: A copy of the property owner’s driver’s license, form notariza-
tion, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the
property owner’s signature.
Signature of Property Owner _____________________________________________ Date: ______________________
Print name of Owner __________________________________________________
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER’S BEHALF
Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize
the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder
Permit for my project.
Scope of Construction Project (or Description of Work):_______________________________________________________
Project Location or Address: ____________________________________________________________________________
Name of Authorized Agent: _____________________________________________________________________________
Address of Authorized Agent:__________________________________________________________________________
Phone Number of Authorized Agent: ______________________________________________________________________
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy.
Property Owner’s Signature: __________________________________________________ Date:______________________
Print Name of Owner: ______________________________________________________________
Note: A copy of the owner’s driver’s license, form notarization, or other verification acceptable to the agency is re-
quired to be presented when the permit is issued to verify the property owner’s signature.
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
18757 Burbank Blvd.
Unit 109
Tarzana, CA 91356
213.373.4513
standleystructural.com
Structural Calculations for Garage Conversion into Adu at:
2017 Greenleaf St.
Santa Ana, CA 92706
Table of Contents:
1: Applicable Codes, General Design Parameters
2: U.S.G.S. Report
3: Design Parameters
4: Summary Of Loading
5: Equivalent Lateral Force Procedure
6: Shear Wall Design
Applicable Codes:
2022 California Building Code, 2022 California Electrical Code, 2022 California Mechanical Code,
American Society of Civil Engineers Standard ASCE-7-16 Minimum Design Loads for Buildings
and other Structures, 2018 American Forest & Paper Association National Design Specification
for Wood Construction, Local Municipal Code, and all other codes which are adapted by
reference or enacted by law.
Design Parameters:
Assumed Design Parameters:
All concrete foundations are f’c=2,500 psi or stronger
Soil Values: No soils report, minimum soils values
Timber Members: Douglas Fir #2 or better assumed
Seismic Analysis Procedure: Equivalent Lateral Force Procedure
Lateral Force Resisting System: Light framed wood shear wall, sheathed with structural wood
panels
Summary of Loading:
Roof Live Load: 20 PSF
Roof Dead Load: 15 PSF
Ceiling Live Load: 20 PSF
Ceiling Dead Load: 10 PSF
Exterior Walls: 15 PSF
Interior Walls: 10 PSF
Equivalent Lateral Force Procedure:
Ie = 1.0
R = 6.5 (Light Framed Timber Shear Wall)
Cs = SDS/(R/Ie)
Cs = 0.879 / (6.5/1) = 0.135
Seismic Forces – ADU (worst case – Line B shear wall):
Roof D.L.: 15PSF x 284 SF = 4,260 lbs
Ceiling D.L.: 10PSF x 0 SF = 0 lbs (N/A - flat roof)
Exterior Walls: .5 x 8’ x 97’ x 15PSF = 5,820 lbs
Interior Walls: .5 x 8’ x 13’ x 10PSF = 520 lbs
Total DL: W= 10,600 lbs
V= CsWρ = .135 x 10,600 lbs x 1.3 = 1,861 lbs
Shear Wall Design (Worst Case):
Shear Wall Length: 5’-6”
Required Shear Wall Capacity: .7(1,861 lbs) / 5.5’ = 237 PLF
SDPWS Nominal Shear Wall Values
15/32” Struc I Ply, Nailed W/10d Nails @ 6” O.C. Nominal Capacity: 950 PLF
Per SDPWS 4.1.4 divide by 2.8 per ASD
Design Capacity 950 PLF /2.8 = 340 PLF
340 PLF > 237 PLF OK
Use 15/32” Struc I Ply, Nailed W/10d Nails @ 6” O.C. For Addition Walls
Check Hold Downs
HDU2: Max Tension 3,075 LBS
Allowable Max Tension: 0.75 x 3,075 LBS = 2,306 LBS
Max Tension: .7(1,861 LBS) x 8’ / 5.5’ = 1,895 LBS
1,895 LBS < 2,306 LBS OK
USE HDU2 Hold Downs at each end of Shear Wall
Check Shear Wall to Floor Connection
LTP4 Capacity: 580 LBS, A35 Capacity: 595 LBS
.7(1,861 LBS) / 580 LBS = 2.2 LTP4’s necessary
Use minimum 3 LTP4’s
66” / 3 = 22”
Use LTP4 or A35’s Every 16” Along Addition Shear Wall
Simpson Steel Strong Wall Design (Line A):
V = (113SF / 284 SF) x 1,861 lbs = 741 lbs
.7(741 lbs) = 519 lbs / 2 = 260 lbs
775 lbs > 260 lbs OK – Use two SSW12X8 Simpson Steel Strong Wall
Check Overturning about point o:
V x h = HD x w
260 lbs x 8’ = HD x 0.573’
HD Required: 3,631 lbs
8,800 lbs > 3,631 lbs OK
USE STANDARD SSWAB 3/4” ANCHOR BOLT CONCRETE CONDITION CRACKED WITH A WIDTH OF 22” AND de OF
8” & f’c:2,500psi
Check Overturning:
OTM: VxH = 260 lbs x 8’ = 2,080 ft-lbs
Soil Bearing Strength Per 1806.2: 1,500 PSF
Seismic Soils Bearing Strength: (4/3) x 1,500 PSF = 2,000 PSF
2,000 PSF X 2’ X 2.5’/2 = 5,000 lbs
Bearing Resistance, Resisting Moment:
5,000 lbs x 2/3(2.5’) = 8,333 ft-lbs
8,333 ft-lbs > 2,080 ft-lbs OK
Resistance to Sliding:
V= 260 lbs
Per Table 1806.2 Cohesion = 130 psf
Resistance from footing:
Surface Area of bottom of footing = (2x2.5) = 5 SF
Resistance to sliding = 5 SF x 130 psf = 650 lbs
650 lbs > 260 lbs OK
Wood Beam
LIC# : KW-06011781, Build:20.25.05.07 Standley Structural Design (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Roof Rafters (water heater enclosure)
Project File: 2017 Greenleaf St.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021
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
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
2x6
Span = 3.0 ft
1 2
D(0.01995) Lr(0.0266)
.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 0.051: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.500ft
9.24 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 0.041 : 1
0.000 ft=
=
86.29psi
Maximum Deflection
24566
<360
13518
Ratio =0 <180
Max Downward Transient Deflection 0.001 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.003 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.0 ft 1 0.032 0.026 0.90 1.300 1.151.00 1.00 0.02 38.8 1,211.0 0.02 162.01.00 4.21.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.051 0.041 1.25 1.300 1.151.00 1.00 0.05 86.3 1,681.9 0.05 225.01.00 9.21.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.044 0.035 1.25 1.300 1.151.00 1.00 0.05 74.4 1,681.9 0.04 225.01.00 8.01.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.0 ft 1 0.011 0.009 1.60 1.300 1.151.00 1.00 0.01 23.3 2,152.8 0.01 288.01.00 2.51.00
.
Wood Beam
LIC# : KW-06011781, Build:20.25.05.07 Standley Structural Design (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Roof Rafters (water heater enclosure)
Project File: 2017 Greenleaf St.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0027 1.511 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 0.073 0.073
Max Upward from Load Combinations 0.073 0.073
Max Upward from Load Cases 0.040 0.040
D Only 0.033 0.033
+D+Lr 0.073 0.073
+D+0.750Lr 0.063 0.063
+0.60D 0.020 0.020
Lr Only 0.040 0.040
Wood Beam
LIC# : KW-06011781, Build:20.24.08.01 Standley Structural Design (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR #1
Project File: 2017 Greenleaf St.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
llowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
nalysis 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 SCE 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 = 6.830 ft, (Roof)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.524: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.000ft
49.38 psi=
=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
225.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.219 : 1
7.416 ft=
=
765.68psi
Maximum Deflection
1348
<360
753
Ratio =0 <180
Max Downward Transient Deflection 0.071 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.127 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 = 8.0 ft 1 0.321 0.135 0.90 1.300 1.001.00 1.00 0.86 338.0 1,053.0 0.37 162.01.00 21.81.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.524 0.219 1.25 1.300 1.001.00 1.00 1.96 765.7 1,462.5 0.84 225.01.00 49.41.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.450 0.189 1.25 1.300 1.001.00 1.00 1.68 658.8 1,462.5 0.72 225.01.00 42.51.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.108 0.045 1.60 1.300 1.001.00 1.00 0.52 202.8 1,872.0 0.22 288.01.00 13.11.00
Wood Beam
LIC# : KW-06011781, Build:20.24.08.01 Standley Structural Design (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR #1
Project File: 2017 Greenleaf St.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1275 4.029 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 0.978 0.978
Max Upward from Load Combinations 0.978 0.978
Max Upward from Load Cases 0.546 0.546
D Only 0.432 0.432
+D+Lr 0.978 0.978
+D+0.750Lr 0.842 0.842
+0.60D 0.259 0.259
Lr Only 0.546 0.546
CITY OF SANTA ANA
a o
SCHoo��
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
Name (First, M1, Last)
ryce' mordo'f � Case
Project Address
City, State, Zip Code
Name (First, MI, Last)
2UI'l
I )anfiD'
Thom
N Green eaf S+.
Aoxt.,, CA 92JO(o
Use of Building (check)
Residential[A CommercialEl Senior HousingE]
Description of Project
Number of Square Feet of
Residential Space
Abu
5iD4
Planning and Building Agency
5241�-
Approved
FOR PERMIT ISSUANCE
Master ID:
Telephone Date:
Son 94LI.- AL4 - I 1'-18
Tract/Parcel Number
i0112y083
Telephone
Type of Project (check)
New [ Addition ❑ Alteration ❑
e Con\qersicn
Sq. Ft x S 5 -Ff
(Dev. Fee)
Number of Square Feet of
Commercial Space Sq. Ft x S
(Dev. Fee)
Total s 2. q 15. 68
Total $
The above representations as to square footage are true. Applicant agrees that if it is later
representations are not true, then this certificate shall automatically terminate, and the appropriate
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition
Government Code Section 53080 must do so within 90 days from the payment of the fee.
1Z11�
Applican 'ame (Please Print)
Sikna4ure
determined that such
City/Count. shall be
of fees pursuant to
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicably
sections of the Government Code and Education Code.
San
DISTRIBUTION
White - City/County
Canary -Applicant
Pink - Facilities
ized Representative
trace
245