HomeMy WebLinkAbout2121 N Lewis St & Unit# 2 - Plan33
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19'-9"
9'-2"
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35'-4"
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48'-1"
4'
(E) ELECTRIC
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5'-11"
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17'-1"
90'
(E) FENCE
(E) GAS METER
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(E) PLANTER AREA
(E) SIDEW
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(E) GATE
26'-3"
19'-6"
W
(E) WATER
METER
(E) CONCRETE
PAVEMENT
A/C
COND. UNIT
(E) A/C
CONDENSER
DRYERWASHER
(E) WASHER
AND DRYER
(E) WATER
HEATER
(N
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4
"
S
(N
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1
"
W
(N) 4" SEWER LINE.
CONNECT TO EXISTING SEWER
LATERAL AT PROPERTY LINE.
CONSTRUCT PER CITY
STANDARDS.
CONSTRUCT (N) 1" WATER SERVICE
ON THE PRIVATE SIDE TO CONNECT
TO THE EXISTING WATER METER.
CONSTRUCT PER CITY STANDARDS.
FIRE SPRINKLERS NOT REQUIRED.
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DRAINFLOW
DRAINFLOW
DRAINFLOW
DRAINFLOW
DRAINFLOW
DRAINFLOW
DRAINFLOW
DRAIN
FLOW
FLOW
10
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PU
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47'-3"16'-2"
SCE EASEME
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DRAINFLOW
DRAINFLOW
10'
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OPEN AREA
#2121
EXISTING
MAIN HOUSE
(NOT IN CONTRACT)
EXISTING
2-CAR GARAGE
(NIC)
5'-11"
10'-4"
6'
(E) CONCRETE
PAVEMENT
LINE OF (E) PATIO STRUCTURE
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(E)
PAVED AREA
(N) PAVED
AREA
(N)
CONCRETE
WALK
(E) CONCRETE
PAVEMENT
(E) CONCRETE
DRIVEWAY
(E) LANDSCAPE
(E) PLANTER AREA
(E) GATE
(E) SIDEWALK
(E) PLANTER AREA
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PROPERTY LINEPR
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LINE
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UNPERMITTED
EXCESS DRIVEWAY
TO BE ADDRESSED
AT A LATER TIME
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PROPERTY L
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19
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(E) LANDSCAPE
MAIN
ENTRANCE
#2121 - #2
PROPOSED ADU
(750 SF)
13'-8"
5'
-
5
"
22'-3"
47'-3"
11'-4"
6'
1'-11"
A/C COND.
UNIT
(N) A/C
CONDENSER
DRAINFLOW
DRAINFLOW
DRAINFLOW
E
G(N) GAS METER
(N) ELECTRIC METER
AND PANELBOARD 200 AMP
(NOTE : LOCATION TO BE
VERIFIED BY SOCAL EDISON)
NOTE:
SOUTHERN CALIFORNIA
EDISON (SCE) EASEMENT
AND/OR OVERHEAD POWER
LINE IS ADJACENT TO THE
PROPOSED CONSTRUCTION,
SCE REVIEW AND APPROVAL
IS REQUIRED PRIOR TO FINAL
PERMIT.
(N) WATER HEATER,
NEEA HEAT PUMP
65 GAL TANK
RHEEM BRAND
WH
PROPOSED ACCESSORY DWELLING UNIT
SCOPE OF WORK:
OWNER'S INFORMATION:
NAME :LINH LE AND DAVID FREUDENBERGER
ADDRESS :2121 N. LEWIS ST., SANTA ANA, CA 92706-2236
CONTACT NO.:916.952.0890
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VICINITY MAP
NOT TO SCALE
N
NOTE:
PROJECT SITE IS
WITHIN 0.4 MILE FROM
PUBLIC TRANSPORT
PROJECT SITE
ASSESSOR'S MAP N
PROJECT SITE
2121 N. LEWIS ST. AND
2121 N. LEWIS ST. #2
SANTA ANA, CA 92706-2236
PROPOSED SITE AND DRAINAGE PLAN
SCALE : 1/8" = 1'-0"
N
EXISTING BUILDING INFORMATION:
NO. OF UNITS :1
NO. OF STORY :1
BEDROOM :3
BATH :2
GARAGE :2-CAR CAPACITY
SPRINKLER : NO
SITE INFORMATION:
ASSESSOR'S ID NO.: 101-561-19
LOT NO :52
DOC NO.:MM 133/13-15
MAP NO.:TR 3834
LEGAL DESCRIPTION :N TR 3834 BLK LOT 52
LOT AREA (SQ FT):8,278
PERIM (FT): 382
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SHEET TITLE
SHEET NUMBER
21
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LINH LE AND DAVID FREUDENBERGER
2121 N. LEWIS ST. AND 2121 N. LEWIS ST. #2, SANTA ANA, CA 92706-2236
PROPOSED BUILDING INFORMATION (ADU):
ADU (SF):750
BEDROOM :2
BATH :2
STORY :1
CONSTRUCTION TYPE : V-B
OCCUPANCY GROUP :R-3
BUILDING CODE:
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA GREEN BUILDING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA ENERGY CODE
2023 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
SANTA ANA MUNICIPAL CODE
EXISTING SFD
EXISTING 2-CAR GARAGE
PROPOSED A.D.U.
TOTAL
AREA
2,428 SF
LOT COVERAGE :
1,278 SF
400 SF
750 SF
MECHANICAL : HVAC DESIGN-BUILD ITEM. CONTRACTOR
SHALL BE RESPONSIBLE IN HIRING MANUFACTURER WHO
CAN DO DESIGN-BUILD OF HVAC. CONTRACTOR TO FOLLOW
TITLE 24 RECOMMENDATION.
ELECTRICAL : ELECTRICAL IS A DESIGN-BUILD ITEM/.
CONTRACTOR IS RESPONSIBLE FOR HIRING LICENSED
ELECTRICAL TO WORK ON ELECTRICAL LIGHTING,
CONVENIENCE OUTLET, AND POWER PLAN; INCLUDING
POWER/ELECTRICAL WIRING/LINE.
PLUMBING : PLUMBING IS A DESIGN-BUILD ITEM.
CONTRACTOR IS RESPONSIBLE FOR HIRING LICENSED
PLUMBER TO WORK ON WATER, SEWER AND GAS;
INCLUDING STORM-DRAIN PIPES AND FIRE SPRINKLER (IF
APPLICABLE). CONTRACTOR SHALL COORDINATE WITH
UTILITY PURVEYOR OR CITY INSPECTOR FOR THESE ITEMS.
SHEET INDEX
NO.NAME
00-G-000 TITLE SHEET
01-A-301 BUILDING ELEVATIONS
02-S0.1 STRUCTURAL NOTES
FLOOR AND ROOF FRAMING PLAN
EXISTING FLOOR PLAN AND ROOF PLAN
01-A-201
01-A-230 PROPOSED ROOF PLAN
STRUCTURAL DETAILS
STRUCTURAL DETAILS
01-A-302 BUILDING ELEVATIONS AND SECTIONS
STRUCTURAL DETAILS
04-C-200 EXISTING SITE PLAN
1. PR0POSED ADU (750 SF)
2 BEDROOMS
2 BATHROOMS
LIVING AREA
DINING AREA
KITCHEN
TRELLIS (25.86 SF)
PROPOSED FLOOR PLAN
00-G-000
2121 N. LEWIS ST. AND
2121 N. LEWIS ST. #2
SANTA ANA, CA 92706-2236
02-S1.1
02-S3.1
02-S3.2
02-S3.3
03-G-008
03-G-009
T24
T24
01-A-231
03-G-010 T24
CONSULTANT/DRAFTER:
NAME : KM ASSOCIATES, INC.
ENGINEER :MICHAEL SANTOS
C-77657
ADDRESS :16202 ORION AVE., CHINO, CA 91708
CONTACT NO.:323-470-0181
LOT AREA = 8,278 SF
2,428 SFLOT COVERAGE = --------------- 8,278 SF
LOT COVERAGE = 0.2933 OR 29.33%
03-G-005
03-G-006
CALGREEN CHECKLIST
CALGREEN CHECKLIST
DEFERRED SUBMITTAL:
ELECTRICAL
MECHANICAL
PLUMBING
RESIDENCE SQUARE FOOTAGE %
NEW ADU 750 SF
= --------------------
EXISTING SFD 1,278 SF
= 0.5868 OR 58.68%
05-E-102 ELECTRICAL PLAN
NOTE:
THE ADU SF/SFD SF RATIO IS FOR PARK AND REC FEE PURPOSE
ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "SFR SF" OF
THE EXISTING PRIMARY RESIDENCE; BUILDIING SAFETY STAFF ARE
NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "SFR SF" OF
THE EXISTINGRESIDENCE.
AREA
2.DEMOLITION OF PATIO TO BE CONVERTED TO OPEN AREA 26'-3" X 21'-8" (568.75 SF).
3.LEGALIZE A/C CONDENSER UNIT AT PRIMARY DWELLING.
4.CONNECT NEW SEWER AND WATER LINE TO EXISTING SEWER AND WATER LATERALS INSIDE
PROPERTY.
DEFERRED SUBMITTAL:
NEW PHOTOVOLTAIC SYSTEM TO BE INSTALLED PER REQUIREMENTS
OF PROVIDED ENERGY COMPLIANCE FORMS. APPROVED SOLAR
PLANS AND ISSUED SOLAR PERMIT MUST BE PRESENTED TO
BUILDING INSPECTOR PRIOR TO ROUGH FRAMING INSPECTIONS.
BUILIDING SECURITY REGULATIONS NOTES :
FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND REPAIRS
WITH ANY TWELVE-MONTH PERIOD EXCEED FIFTY (50%) PERCENT
OF THE VALUE OF ANY EXISTING BUILDING OR STRUCTURE, EACH
BUILDING OR STRUCTURE SHALL BE MADE TO CONFORM TO THE
REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES AND
COMPLY WITH THE BUILDING SECURITY REGULATIONS, SANTA ANA
MUNICIPAL CODE CHAPTER 8, DIVISION 3.
A COPY OF THE CONSTRUCTION
DOCUMENTS OR A COMPARABLE
DOCUMENT INDICATING THE
INFORMATION FROM ENERGY CODE
SECTIONS 110.10(B) THROUGH
110.10(C) SHALL BE PROVIDED TO
THE OCCUPANT.
IT
aBBtM-•=
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15
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15
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19
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12'-10"
MASTER'S
BEDROOMBEDROOM
#1
5'
36
"
CL
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24''W X 24''H
SD WINDOW
W3
REFD/W
5'
-
5
"
11'
33'-7"
47'-3"
LIVING
13'-8"
10
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-
1
0
"
E
(E) ELECTRIC
METER
(N) A/C
CONDENSER
(E) A/C
CONDENSER
WH
A/C COND.
UNIT
#2121
EXISTING
MAIN HOUSE
(NOT IN CONTRACT)
SD
CM
SD
SD
50CFM
EXHAUST
FAN.
DUCTED
OUTSIDE
THE BLDG.
5'
CLOSET
D4
D4
38
15
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15
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30"
30
"
30
"
CL
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11'-4"
D3
W1
W3
W1
48''W X 48''H
SD WINDOW
W1
WASHER
/DRYER
STORAGE
30"
24''W
X 24''H
SLIDING
WDW
KITCHEN
/DINING
W2
36"
CLEAR
36"
CLEAR
BATH
#1
BATH
#2
48''W X 48''H
SLIDING
WINDOW30
"
9'
-
6
"
MAIN
ENTRANCE
D1
48''W X 48''H
SD WINDOW
48''W X 48''H
SLIDING
WINDOW
W1W1
60"
48
"
CLOSET
6'
5'W X 80''H
FRENCH-TYPE
SWING DOOR
D2
8'
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50CFM EXHAUST
FAN. DUCTED
OUTSIDE THE BLDG.
A/C
COND. UNIT
30''W X 36''H
SD WINDOW
16
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3
"
B
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1'
1'
EXISTING SFD
(EAVES PROJECTION)
7.75"
(THRESHOLD)
PROVIDE 130 CFM (MIN)
EXHAUST RATE
KITCHEN HOOD OVER
E-RANGE.
LOCAL EXHAUST
SYSTEM VENTED TO
OUTDOORS
1-HR
FIRE-RATED
WALL
2
01-A-230
RANGE
SD
CM
SD
CM
E
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2
01-A-230
NOTE:
ELECTRIC RANGE,
NO GAS HOOK ON
STOVE.
(N) WATER HEATER,
NEEA HEAT PUMP
65 GAL TANK
RHEEM BRAND
(E) FENCE
10
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PROPERTY L
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10'
PUE
5'-11"
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PROVIDE IAQ
EXHAUST FAN TYPE
0.35 FAN EFFICIENCY
45 CFM AIRFLOW
PER T24
30'' WIDE X
22'' DEPTH
ATTIC
ACCESS
IPL
PROPOSED ADU
(EAVES PROJECTION)2'
2'
1-HR FIRE-RATED
WALL PER CRC
TABLE R302.1(1)
15
02-S3.1
1-HR FIRE-RATED
EAVES PER CRC
TABLE R302.1(1)
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NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SHEET TITLE
SHEET NUMBER
21
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SCALE 1/4" = 1'-0"
PROPOSED FLOOR PLAN (ADU)1
NOTES:
1.FINISH MATERIAL INCLUDING SEALANTS, CAULK,
PAINTS AND COATINGS, ADHESIVES, CARPET
SYSTEMS, ETC.SHALL MEET THE (VOC) EMISSION
LIMITS PER LAC GBSC CHAPTER 4.
2.OPENING SHALL HAVE CORROSION-RESISTANT
WIRE MESH OR OTHER APPROVED MATERIAL WITH
1/16'' MINIMUM AND 1/4'' MAXIMUM OPENING.
3.A MINIMUM OF 1'' AIRSPACE SHALL BE PROVIDED
BETWEEN INSULATION AND ROOF SHEATHING.
4.CLOTHES DRYER MOISTURE EXHAUST DUCT MUST
BE 4" IN DIAMETER AND LENGTH SHALL BE
REDUCED BY 2' FOR EVERY ELBOW IN EXCESS OF
TWO.
ADDITIONAL NOTES ON ALARMS:
1.THE ALARM SHALL PROVIDE AN AUDIBLE
WARNING WHEN THE DOOR OR ITS SCREEN,
IF PRESENT, ARE OPENED.
2.THE ALARM(S) SHALL BE LISTED AND
LABELED IN ACCORDANCE WITH UL 2017 AND
INDEPENDENTLY CERTIFIED TO THE ASTM
STANDARD F2208.
3.THE ALARMS SHALL BE EQUIPPED WIT H A
DEACTIVATION SWITCH LOCATED IN
ACCORDANCE 54" ABOVE THE FLOOR FOR
UNITS NOT REQUIRED TO BE ACCESSIBLE,
AND BETWEEN 48 AND 54 INCHES FOR UNITS
REQUIRED TO BE ACCESSIBLE.
01-A-201
1.SHOWER FLOORS AND WALLS ABOVE
BATHTUBS WITH INSTALLED SHOWER HEAD
SHALL BE FINISHED WITH NON-ABSORBENT
SURFACE TO HEIGHT NOT LESS THAN 6' ABOVE
FLOOR.
2.REINFORCEMENT FOR GRAB BARS MUST BE
INSTALLED IN ONE BATHROOM ON THE ENTRY
LEVEL IN ACCORDANCE WITH SECTION
R327.1.1.
3. REINFORCEMENT SHALL BE LOCATED
BETWEEN 32-INCHES AND 39 1/4-INCHES
ABOVE THE FINISHED FLOOR FLUSH WITH THE
WALL.
4. WATER CLOSET REINFORCEMENT SHALL BE
INSTALLED ON BOTH SIDE WALLS OF THE
FIXTURE, OR ON ONE SIDE WALL AND THE
BACK WALL.
5.ELECTRICAL RECEPTACLE OUTLETS,
SWITCHES AND CONTROLS (INCLUDING
CONTROLS FOR HEATING, VENTILATION AND
AIR CONDITIONING) INTENDED TO BE USED BY
OCCUPANTS SHALL BE LOCATED NO MORE
THAN 48-INCHES MEASURED FROM THE TOP OF
THE OUTLET BOX AND NOT LESS THAN
15-INCHES MEASURED FROM THE BOTTOM OF
THE OUTLET BOX ABOVE THE FINISH FLOOR.
(CRC R327.1.2).
6.DOORBELL BUTTONS OR CONTROLS, WHEN
INSTALLED, SHALL NOT EXCEED 48-INCHES
ABOVE EXTERIOR FLOOR OR LANDING,
MEASURED FROM THE TOP OF THE DOORBELL
BUTTON ASSEMBLY. (CRC R327.1.4).
CMSD
LEGEND:
PROPOSED SHEAR WALL
PROPOSED WALL.
"SMOKE ALARM" SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP AND SHALL BE
INSTALLED IN ACCORDANCE WITH NFPA 72.
"CARBON MONOXIDE ALARM" SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP.
50CFM ENERGY STAR COMPLIANT AND BE DUCTED TO TERMINATE TO THE OUTSIDE OF THE BUILDING.
FANS, NOT FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, MUST BE
CONTROLLED BY A HUMIDITY CONTROLLER.
SUPPLY
DIFFUSER (SA)
RETURN
AIR GRILLE (RA)
BATHROOM NOTES:
ADDITIONAL NOTES:
1 "ALL DUCT AND OTHER RELATED AIR DISTRIBUTION
COMPONENT OPENINGS SHALL BE COVERED WITH
TAPE, PLASTIC, OR SHEET METAL UNTIL THE FINAL
STARTUP OF THE HEATING, COOLING AND
VENTILATING EQUIPMENT."
(4.504.1)
2."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."
4.504.2.1-4.504.2.3
3.LACRC SECTION T327 AGING-IN PLACE DESIGN AND
FALL PREVENTION INCORPORATED IN THE DESIGN
REQUIREMENTS.
ANNULAR SPACED AROUND PIPES, ELECTRIC CABLES,
CONDUITS OR OTHER OPENINGS IN SOLE/BOTTOM
PLATES AT EXTERIOR WALLS SHALL BE PROTECTED
AGAINST THE PASSAGE OF RODENTS BY CLOSING
SUCH OPENINGS WITH CEMENT MORTAR, CONCRETE
MASONRY OR SIMILAR METHODS (4.406.1)
MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY NOTES :
49'-3"
1'
1'
16
'
-
3
"
13'-8"1'
1'
11
'
-
3
1 2"
47'-3"1'1'
1'1'
DRAIN AND
SCUPPERS.
SEE DETAIL.DRAIN AND
SCUPPERS.
SEE DETAIL.
ROOF DRAIN FLOW
15/32'' OSB
W/ RADIANT BARRIER
W/ 8D SPACED @ 6''-6''-12''.
ROOF DRAIN FLOW
8'
-
1
1 2"
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15/32'' OSB
W/ RADIANT
BARRIER
W/ 8D SPACED
@ 6''-6''-12''.
15/32'' OSB W/ RADIANT BARRIER
W/ 8D SPACED @ 6''-6''-12''.
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SLOPE
SLOPE
4:12
#2121
EXISTING
MAIN HOUSE
(NOT IN CONTRACT)
4:
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2
4:12
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DRAIN AND
SCUPPERS.
SEE DETAIL.
ROOF DRAIN FLOW
DRAIN AND
SCUPPERS.
SEE DETAIL.
DRAIN AND
SCUPPERS.
SEE DETAIL.
4:12
15'-8"
18
'
-
3
"
6'
AD
U
W
A
L
L
TO
S
F
D
W
A
L
L
4'
IP
L
A
D
U
TO
I
P
L
S
F
D
IPL (EAVES PROJECTION)
OF EXISTING SFD
IP
L
(
E
A
V
E
S
P
R
O
J
E
C
T
I
O
N
)
OF
E
X
I
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D
IP
L
(
E
A
V
E
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P
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O
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E
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N
)
OF
E
X
I
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F
D
IPL (EAVES PROJECTION)
OF NEW ADU
COOL ROOF SHINGLES TRUDEFINITION
DURATION COOL PLUS PER CRRC
PRODUCT ID 0890-0034a. SEE OWENS
CORNING, REFER TO MANUFACTURER'S
STANDARD AND SPECIFICATIONS FOR
INSTALLATION. VERIFY EXISTING
ROOFING OF MAIN HOUSE.
COOL ROOF SHINGLES PER CRRC
0890-0010. SEE OWENS CORNING,
REFER TO MANUFACTURER'S STANDARD
AND SPECIFICATION FOR INSTALLATION.
COOL ROOF SHINGLES
TRUDEFINITION DURATION
COOL PLUS PER CRRC
PRODUCT ID 0890-0034a.
SEE OWENS CORNING,
REFER TO MANUFACTURER'S
STANDARD AND
SPECIFICATIONS FOR
INSTALLATION. VERIFY
EXISTING ROOFING OF MAIN
HOUSE.
4:
1
2
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CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
2
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92
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-
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2
3
6
SCALE 1/4" = 1'-0"1.2
POPOSED OOF PLA1
NOT TO SCALE
ROOF DRAIN DETAIL3
01-A-230
ATTIC VENTILATION
TYPE OF VENT : 92.4 SQ IN O'HAGIN 14" X 24" TAPERED LOW PROFILE VENT
NOT TO SCALE
1-HR FIRE-RATED WALL2
1 HOUR RATE LATH AND
PLASTER (7/8") OR ONE
LAYER OF (5/8") TYPE "X"
GYPSUM BOARD EACH SIDE
MINERAL FIBER
INSULATION (NOTE 2)
RESILIENT CLIP AT EACH STUD OR
RESILIENT CHANNELS-ONE SIDE
2"X4" STUDS AT 16" O.C.
5/8" TYPE X DRY WALL
1.THE TYPE AND SPACING OF RESILIENT CHANNELS AND CLIPS AND THE ATTACHMENT OF
GYPSUM BOARD OR LATH SHALL BE AS REQUIRED FOR FIRE RATINGS.
2.THE MINERAL FIBER INSULATION SHALL HAVE A THERMAL RESISTANCE R VALUE OF 15 OR
GREATER AS DETERMINED BY FEDERAL SPECIFICATION RR-I-521B.
3.NO TEST IS ON FILE TO JUSTIFY AN STC 50 WITH ONE 5/8" TYPE "X" GYPSUM BOARD ON
EACH SIDE.
GENERAL NOTES:
*ATTIC VENTILATION SHALL NOT LESS THAN 1/150 OF THE ATTIC AREA.
A. ATTIC AREA = 43.35 SF
= 43.35 X 144
= 6,242.40 SI
B. NO. OF VENT = 6,242.40 / 150
= 41.62 SF OF VENT
= 41.62 / 92.4 SQ.IN.
REQ'D VENTS = 1 VENT
A. ATTIC AREA = 706.65 SF
= 706.65 X 144
= 101,757.60 SI
B. NO. OF VENT = 101,757.60 / 150
= 678.38 SF OF VENT
= 678.38 / 92.4 SQ.IN.
REQ'D VENTS = 8 VENTS
1. @ CALIFORNIA FRAMING AREA 2. @MAIN ROOF AREA
3'-7"
19'-4"
19'-9"
19
'
-
3
"
(E)
2-CAR
GARAGE
(E)
RECEPTION
AREA
21
'
-
8
"
20'-7"10'-1"10'-6"
10
'
-
2
"
3'
14
'
-
1
"
13'8'
(E)
BEDROOM
#3
(E)
BEDROOM
#1
(E)
KITCHEN
(E)
BEDROOM
#2
15
"
15
"
15"15"
3'-9"
20
'
CL
O
S
E
T
CLOSET
CLOSET
(E)
BATH
#1
(E)
BATH
#2
G
E
27
'
-
3
"
24'-9"
48'-1"
4'
16
'
GA
R
A
G
E
D
O
O
R
19
'
-
7
"
14
'
-
1
"
14'-9"9'-2"
33
'
-
8
"
(E)
DINING
AREA
7'
-
0
1 2"
6'
-
2
1 2"
SD SD
SD
REFD/W
DRYERWASHER
PA
N
T
R
Y
CA
B
I
N
E
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OVEN
G
E
(E) ELECTRIC
METER
(E) GAS
METER
A/C
COND. UNIT
(E) A/C
CONDENSER
(E) WASHER
AND DRYER
(E) WATER
HEATER
SD
CM
SD
CM 4:12
19'-4"
19
'
-
3
"
21
'
-
8
"
20
'
27
'
-
3
"
±48'-1"
14
'
-
1
"
±34'-11"12'-9"
±6
0
'
-
1
1
"
4:12
4:12
4:
1
2
4:
1
2
4:
1
2
4:
1
2
4:
1
2
(E) MAIN HOUSE
ROOFING TO REMAIN,
PROTECT IN PLACE
(E) MAIN HOUSE
ROOFING TO REMAIN,
PROTECT IN PLACE
EX
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SCALE 1/4" = 1'-0"
EISTING LOOR PLAN1
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET NUMBER
21
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7
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-
2
2
3
6
1/4" = 1'-0"
EISTING ROO PLAN
01-A-231
SCALE2
ADDITIONAL NOTE :
SMOKE DETECTORS AND CARBON MONOXIDE
DETECTORS IN EXISTING BUILDING SHALL BE
FIELD VERIFIED AND NEW DETECTORS
INSTALLED WHERE REQUIRED/MISSING IN
COMPLIANCE WITH CRC R314 & CRC R315.
TOP PLATE
TOP OF ROOF
4'
9'
FLOOR LINE
GRADE
13
'
1'-6"
ED
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
1'-6"
1'
-
2
"
1'
-
4
"
1'-6"
8"
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
1'
35
"
44
"
M
A
X
W1
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
W1
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
15/32'' OSB
W/ RADIANT BARRIER
W/ 8D SPACED @ 6''-6''-12''.
NOTE: WINDOW TRIM AND GRILLE INSERTS
TO MATCH EXISTING MAIN HOUSE
1'
8"
3'
-
7
"
9'
3'
-
7
"
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
8"
13
'
-
3
"
13
'
-
3
"
COOL ROOF SHINGLES TRUDEFINITION DURATION COOL
PLUS PER CRRC PRODUCT ID 0890-0034a. SEE OWENS
CORNING, REFER TO MANUFACTURER'S STANDARD AND
SPECIFICATIONS FOR INSTALLATION. VERIFY EXISTING
ROOFING OF MAIN HOUSE.
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
1'
35
"
44
"
M
A
X
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
EAVES WITH
1-HR FIRE-
RESISTANT RATING
15/32'' OSB
W/ RADIANT BARRIER
W/ 8D SPACED @ 6''-6''-12''.
NOTE: WINDOW TRIM AND GRILLE INSERTS
TO MATCH EXISTING MAIN HOUSE
1'
8"
3'
-
7
"
9'
3'
-
7
"
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
8"
13
'
-
3
"
13
'
-
3
"
W1
W3
W2
(N) TANKLESS
WATER HEATER,
IN A RECESSED
ENCLOSURE.
(N) A/C
COND.
UNIT
3'
-
2
"
COOL ROOF SHINGLES TRUDEFINITION DURATION COOL
PLUS PER CRRC PRODUCT ID 0890-0034a. SEE OWENS
CORNING, REFER TO MANUFACTURER'S STANDARD AND
SPECIFICATIONS FOR INSTALLATION. VERIFY EXISTING
ROOFING OF MAIN HOUSE.
DOOR SCHEDULE
TAG
1
SIZE THICK MATERIALWIDE(") X HEIGHT(")TYPE GLAZING SELF-LATCH SELF-CLOSING
WINDOW SCHEDULE
TAG
1
SIZE MATERIAL
GLASS, TEMPERED
WIDE(") X HEIGHT(")
48 48
GLAZING
DOUBLE 0.30
U-FACTOR
0.20
SHGC TYPE
SLIDING
1 3/4''WOOD3680 NO NO NO
2 1 3/4''GLASS6080 YES NO NO
3
2 GLASS, TEMPERED3036 DOUBLE 0.30 0.20
3 GLASS, TEMPERED DOUBLE 0.30 0.20
HINGE
HINGE
4 1 3/4''WOOD34-36 80 NO NO NOHINGE
SLIDING
24 24 SLIDING
1 3/4''WOOD3280 NO NO NOHINGE
BU
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SCALE 1/4" = 1'-0"
FRONT ELEATION (EXISTING MAIN HOUSE)1
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
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6
1/4" = 1'-0"
FRONT ELEATION (ADU)
SCALE 1/4" = 1'-0"
REAR ELEATION (ADU)3
01-A-301
SCALE3
NOTE :
DESIGN CRITERIA :
ROOF DEAD LOAD = 10 PSF
ROOF LIVE LOAD = 20 PSF
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
1'
8"
(N) A/C
COND.
UNIT
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
1'
3'
-
2
"
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
9'
8"
NOTE: WINDOW TRIM AND GRILLE INSERTS
TO MATCH EXISTING MAIN HOUSE
3'
-
7
"
80
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
13
'
-
3
"
12
'
-
1
0
"
COOL ROOF SHINGLES TRUDEFINITION
DURATION COOL PLUS PER CRRC PRODUCT
ID 0890-0034a. SEE OWENS CORNING, REFER
TO MANUFACTURER'S STANDARD AND
SPECIFICATIONS FOR INSTALLATION. VERIFY
EXISTING ROOFING OF MAIN HOUSE.
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
1'
8"
(N) A/C
COND.
UNIT
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
1'
3'
-
7
"
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
9'
8"
NOTE: WINDOW TRIM AND GRILLE INSERTS
TO MATCH EXISTING MAIN HOUSE
3'
-
2
"
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
35
"
44
"
M
A
X
W1
W3
(N)
TANKLESS
WATER
HEATER, IN A
RECESSED
ENCLOSURE.
13
'
-
3
"
12
'
-
1
0
"
COOL ROOF SHINGLES TRUDEFINITION
DURATION COOL PLUS PER CRRC PRODUCT
ID 0890-0034a. SEE OWENS CORNING, REFER
TO MANUFACTURER'S STANDARD AND
SPECIFICATIONS FOR INSTALLATION. VERIFY
EXISTING ROOFING OF MAIN HOUSE.
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
1'
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
1'
8"
3'
-
7
"
9'
3'
-
7
"
EAVES WITH
1-HR FIRE-
RESISTANT
RATING
8"
13
'
-
3
"
13
'
-
3
"
2"X8" CEILING
JOIST @16'' O.C.
2X6 @ 16'' O.C.
WALL STUD WITH
R-19 INSULATION
PER T24, WITH 2X6
BOTTOM PLATE
BATH #2BEDROOM #1BATH #1 MASTER'S
BEDROOM
KITCHEN/DINING
/LIVING AREA
(N) 4'' THK. CONCRETE SLAB W/ #4 REBARS
@ 16'' O.C.E.W.; OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE OVER 90%
RELATIVE COMPACTION.
2"X8" ROOF RAFTER @ 16'' O.C.
W/ R-38 INSULATION PER T24
COOL ROOF SHINGLES TRUDEFINITION DURATION COOL
PLUS PER CRRC PRODUCT ID 0890-0034a. SEE OWENS
CORNING, REFER TO MANUFACTURER'S STANDARD AND
SPECIFICATIONS FOR INSTALLATION. VERIFY EXISTING
ROOFING OF MAIN HOUSE.
2X4 @ 16'' O.C.
WALL STUD
2X4 @ 16'' O.C.
WALL STUD 2X4 @ 16'' O.C.
WALL STUD
2X4 @ 16'' O.C.
WALL STUD
2X6 @ 16'' O.C.
WALL STUD WITH
R-19 INSULATION
PER T24, WITH 2X6
BOTTOM PLATESHEAR
WALL
TOP PLATE
TOP OF ROOF
9'
1'
FLOOR LINE
GRADE
3'
-
2
"
2X6 @ 16'' O.C.
WALL STUD W/ R-19
INSULATION PER
T24, WITH 2X6
BOTTOM PLATE
2"X8" CEILING
JOIST @16'' O.C.
2"X8" ROOF RAFTER
@ 16'' O.C. W/ R-38
INSULATION PER T24
8"
12
'
-
1
0
"
KITCHEN / DINING
(N) 4'' THK. CONCRETE SLAB W/ #4 REBARS
@ 16'' O.C.E.W.; OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE OVER 90%
RELATIVE COMPACTION.
2X6 @ 16'' O.C.
WALL STUD W/ R-19
INSULATION PER
T24, WITH 2X6
BOTTOM PLATE
TOP PLATE
TOP OF ROOF
9'
1'
FLOOR LINE
GRADE
3'
-
7
"
2X6 @ 16'' O.C.
WALL STUD
WITH R-19
INSULATION
PER T24; WITH
2X6 BOTTOM
PLATE
2"X8" CEILING
JOIST @16'' O.C.
2"X8" ROOF RAFTER
@ 16'' O.C. W/ R-38
INSULATION PER T24
13
'
-
3
"
8"
BEDROOM #1
HALL
WAY
2X6 @ 16'' O.C.
WALL STUD WITH
R-19 INSULATION
PER T24; WITH 2X6
BOTTOM PLATE
2X4 @ 16'' O.C.
WALL STUD
(N) 4'' THK. CONCRETE SLAB W/ #4 REBARS
@ 16'' O.C.E.W.; OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE OVER 90%
RELATIVE COMPACTION.
BU
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CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
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92
7
0
6
-
2
2
3
6
SCALE 1/4" = 1'-0"
LET -SE ELEATN A1
SCALE 1/4" = 1'-0"
T SE ELEATN A
SCALE NTS
LASN ETAL 1
SCALE
LASN ETAL 2
NTS
SCALE 1/4" = 1'-0"
SECTN A LNTNAL
VIEW FROM LEWIS ST. 1 VIEW FROM LEWIS ST. 2
01-A-302
SCALE 1/4" = 1'-0"
SECTN ALN EM 1
SCALE
SECTN C TCEN/NN
1/4" = 1'-0"
2 3
4 5
7
NOTE :
DESIGN CRITERIA :
ROOF DEAD LOAD = 10 PSF
ROOF LIVE LOAD = 20 PSF
NON-SHRINK GROUT #23616FIVE STAR GROUT
HOLD-DOWNS SIMPSON HOLD-DOWNS #24818
#24947, #25076SIMPSON JOIST HANGERSJOIST HANGERS
#22086SIMPSON FTA5 STRAPSTRAPS
SET "XP" EPOXY #25279SIMPSON EPOXY ANCHOR
LARR NUMBERS
SEISMIC DESIGN CRITERIA
A) Importance Factor, i = 1
B)EXPOSURE = C
C)WIND VELOCITY = 110 MPH
WIND DESIGN CRITERIA
C.REINFORCING STEEL
1.ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, CONFORMING TO A.S.T.M.(A-615-40),
U.N.O.
2.USE LOW HYDROGEN ELECTRODES, GRADE (E-70), FOR WELDING REINFORCING BARS.
3.REINFORCING BARS MARKED CONT. SHALL BE SPLICED WITH A MINIMUM LAP OF (40) BAR DIAMETERS IN
MASONRY AND (36) DIAMETERS IN CONCRETE.
4.ALL REINFORCING SHALL BE SECURELY TIED AND BRACED IN PLACE PRIOR TO POURING CONCRETE
OR PLACING MASONRY.
5.PROVIDE THE FOLLOWING MINIMUM PROTECTIVE COVERING OF CONCRETE OVER REINFORCING
STEEL.
BELOW GRADE (UNFORMED)----------------3" CLR.
BELOW GRADE (FORMED)--------------------2" CLR.
H.NAILING SCHEDULE
COMMON WIRE NAILS
1.JOIST TO SILL OR GIRDER TOE NAIL---------------------------------------------------------------------------------------------3-8d
2.BRIDGING TO JOIST TOE NAIL EACH END--------------------------------------------------------------------------------------2-8d
3.1" BY 6" SUBFLOOR OR LESS TO EACH JOIST FACE NAIL----------------------------------------------------------------2-8d
4.WIDER THAN 1" BY 6" SUBFLOOR TO EACH JOIST FACE NAIL----------------------------------------------------------3-8d
5.2" SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE NAIL-----------------------------------------------------------2-16d
6.SOLE PLATE TO JOIST OR BLOCKING FACE NAIL--------------------------------------------------------------16d @16" O/C
7.TOP PLATE TO STUD END NAIL---------------------------------------------------------------------------------------------------2-16d
8.STUD TO SOLE PLATE TOE NAIL---------------------------------------------------------------------------------------------------4-8d
9.DOUBLED STUDS FACE NAIL------------------------------------------------------------------------------------------16d @24" O/C
10.DOUBLED TOP PLATES FACE NAIL----------------------------------------------------------------------------------16d @16" O/C
11.TOP PLEATES, LAPS & INTERSECTIONS FACE NAIL----------------------------------------------------------------------2-16d
12.CONTINUOUS HEADER, TWO PIECES ALONG EACH SIDE--------------------------------------------------16d @16" O/C
13.CEILING JOISTS TO PLATE FACE NAIL-------------------------------------------------------------------------------------------3-8d
14.CONTINUOUS HEADER TO STUD TOE NAIL------------------------------------------------------------------------------------4-8d
15.CEILING JOISTS, LAPS OVER PARTITIONS FACE NAIL-------------------------------------------------------------------3-16d
16.CEILING JOISTS TO PARALLEL RAFTERS FACE NAILS-------------------------------------------------------------------3-16d
17.RAFTER TO PLATE TOE NAIL--------------------------------------------------------------------------------------------------------3-8d
18.1 BY BRACE TO EACH STUD AND PLATE FACE NAIL-----------------------------------------------------------------------2-8d
19.1 BY 8 SHEATING OR LESS TO EACH BEARING FACE NAIL--------------------------------------------------------------2-8d
20.WIDER THAN 1 BY 8 SHEATHING TO EACH BEARING FACE NAIL------------------------------------------------------3-8d
21.BUILT-UP CORNER STUDS----------------------------------------------------------------------------------------------16d @24" O/C
22.BUILT-UP GIRDER AND BEAMS:
AT TOP & BOTTOM & STAGGERED--------------------------------------------------------------------------------20d @32" O/C
AT ENDS & AT EACH SPLICE-----------------------------------------------------------------------------------------------------2-20d
23.2 BY PLANKS AT EACH BEARING-------------------------------------------------------------------------------------------------2-16d
GENERAL NAILING NOTES
1.NAILS SHALL BE DRIVEN PERPENDICULAR WHERE POSSIBLE INSTEAD OF TOE NAILS.
2.PRE-DRILL FOR ALL NAILS 30d OR LARGER.
3.ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS OTHERWISE NOTED.
A.GENERAL NOTES
D.SHEAR WALL
(T2306.4.1)
NDS)
E.LUMBER / FRAMING
11.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING GRADES UNLESS
NOTED OTHERWISE:
PLYWOOD PANELS--------------------------STRUCTURAL I OR II, CDX EXT. GLUE CONFORMING TO PS-1-83
PLATES, BLOCKING-------------------------------------------------------------------------------------------------CONST. -875fb
BEAMS, STRINGERS (4x)-------------------------------------------------------------------------------------------------#1-1000fb
POST & BEAMS (>4x)-------------------------------------------------------------------------------------SEL. STRUCT. -1600fb
ROOF PLANKING & DECKING-------------------------------------------------------------------------------COM. DEX. -875fb
JOISTS & PLANKING--------------------------------------------------------------------------------------------------------#2 -875fb
RAFTERS ----------------------------------------------------------------------------------------------------------------------#2 -875fb
BOARDS, SHEATHING & STRIPPING------------------------------------------------------------------------CONST. GRADE
SILLS, PLATES, SLEEPERS, POSTS OR WOOD EMBEDDED
IN CONCRETE SLAB WHICH IS IN CONTACT WITH EARTH--------CONST. GRADE, PRESSURE TREATED
MISC. NAILING STRIPS & BLOCK EMBEDDED IN CONCRETE
OR MASONRY------------------------------GRADE SPECIFIED ABOVE, TANK DIPPED IN SALT PERSERVATIVE
12.ALL BREAKS FOR VENTS, DUCTS, PLUMBING SHALL BE STRAPPED WITH 1 1/2 x 1/8 STEEL STRAPS
WITH 4-16d NAILS EACH SIDE.
13.HEADER SIZE NOT SHOWN SHALL BE PER UBC STANDARDS AND 4x4 MIN.
14.PROVIDE HOLDDOWNS (FTA, HD, PA, VERT. MST, ETC.) W/ DBL OR 4x STUD WITH E.N.
15.HANGER FOR 2x JST SHALL BE SIMPSON "U", FOR 4x OR 6x PURLIN SHALL BE SIMPSON "HUTF", U.N.O.
16.DBL. JOIST SHALL BE NAILED TOGETHER WITH 16d @ 9" O.C., STAGGER, U.N.O.
17.TIE ROOF RAFTERS AT RIDGE W/ ST 2115 @ 4'-0" 0/C.
18.NOTCHING OF EXTERIOR AND BEARING / NONBEARING WALLS SHALL NOT EXCEED 25% / 40%
RESPECTIVELY. BORED HOLES IN BEARING / NONBEARING WALLS SHALL NOT EXCEED 40% / 60%
RESPECTIVELY.
19.PLYWOOD ROOF PANELS SHALL BE BONDED WITH INTERMEDIATE OR EXTERIOR GLUE AND BE OF
EXTERIOR TYPE WHERE EXPOSED TO THE WEATHER.
20.DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS. U.N.O.
21.THE REQUIRED CLEARANCE FOR WOOD MEMBERS ABOVE GRADE, IS 6" FOR MUDSILLS, 12" FOR
GIRDERS, AND 18" FOR JOISTS.
22.ROOF DIAPHRAGM SHALL BE 1/2" PLYWOOD, PANEL INDEX 24/0, NAIL 8d @ 6", 12". FLOOR DIAPHRAGM
SHALL BE 5/8" PLYWOOD, PANEL INDEX 32/16, T&G, NAIL 10d @ 6", 10", U.N.O.
23.LAY PLYWOOD PANEL STAGGERED W/ FACE GRAIN PERPENDICULAR TO SUPPORTS.
24.ALL DOUBLE TOP PLATES ARE TO BE CONTINUOUS BY NAILING OR STRAPS. SPLICE @4'-0"MIN.
W/12-6d NAILS EACH SIDE OF SPLICE WHERE INTERRUPTED, TIE TOP PLT'S W/ SIMPSON MST 37,
U.N.O.
25.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION.
26.EACH SHEET OF PLYWOOD SHALL CONTAIN A MINIMUM OF (8) SQ. FT. AND SHALL EXTEND TO (3)
BEARINGS MINIMUM WITH FACE-GRAIN PERPENDICULAR TO JOISTS.
27.PROVIDE EDGE NAILING OVER ALL WALLS, LAMINATED BEAMS, STRUTS AND ALL AROUND OPENINGS.
28.PROVIDE BOUNDARY NAILING AT PERIMETER OF BUILDING AND AT ALL CONTINUOUS PLYWOOD
EDGES.
29.PROVIDE FULL BEARING ON ALL BEAMS AND JOISTS HANGERS; IF EXCESSIVE SHRINKAGE OCCURS,
PROVIDE HANDWARE SHIMS, WHICH SHALL BE SECURED TO JOISTS.
B.CONCRETE
1.ALL CONCRETE SHALL CONFORM TO THE 2022 CALIFORNIA RESIDENTIAL CODE AND CBC.
2.CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS.
3.ALL CEMENT SHALL CONFORM TO A.S.T.M. (C-150), TYPE I OR II
4.FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. (C-33) FOR STANDARD WEIGHT
CONCRETE AND A.S.T.M. (C-330) FOR LIGHT WEIGHT CONCRETE.
5.ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE
SHALL BE PER A.S.T.M. (C-157) WITH THE AVERAGE DRYING SHRINKAGE AT (28 DAYS) OF DRYING NOT
EXCEEDING (0.04%)
6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE
PARTS SAND.
7.ANCHOR BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING
CEMENT.
8.LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE APPROVED BY THE STRUCTURAL
ENGINEER PRIOR TO POURING CONCRETE.
9.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR (10 DAYS) OR BY AN APPROVED
CURING COMPOUND.
10.REFER TO ARCHITECTUAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR
MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, ETC.
11.SEE ARCHITECTUAL DRAWINGS FOR LOCATION OF EXPANSION JOINTS, SCORING, ETC. FOR
CONCRETE WALKS AND SLABS.
12.FOOTING AND GRADE BEAM SHALL BE F'c=2,500 PSI AT 28 DAYS. 12.ALL CONCRETE STRUCTURES
SHALL HAVE A MINIMUM COMPRESSION STRENGTH OF F'c = 3,000 PSI AT 28 DAYS, UNLESS NOTED
OTHERWISE.
13.PROVIDE INTERIOR SLAB CONTROL JOINTS AT MAXIMUM 20FT. O.C. EACH WAY.
14.NO WOOD OR STEEL STAKES SHALL BE PERMITTED TO BE LEFT IN FOOTINGS.
15.BOT. OF FTG. SHALL BE 18" MIN. FOR 1-STORY BLDG., 24" MIN. FOR 2-STORY BLDG., 24" MIN. FOR
3-STORY BLDG. OR EXPANSIVE SOIL BELOW NATURAL GRADE, U.N.O.
16.ALL PADS SHALL BE 14" THICK MIN. W/ #4 @ 12" E.W. AR BOT., U.N.O.
F. STATEMENT OF SPECIAL INSPECTION
1. GENERAL: REFER TO CHAPTER 17 OF THE 2022 CBC FOR AMPLIFICATION OF, AND/OR EXCEPTIONS TO,
THE FOLLOWING REQUIREMENTS (E.G., WELDING, ETC.). ALL SPECIAL INSPECTORS MUST
SUBMIT FINAL REPORTS.
2. INSPECTORS: ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT INSPECTION
AGENCY. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE, AND ARE NOT A
SUBSTITUTE FOR, INSPECTIONS BY AN INDEPENDENT INSPECTION AGENCY. ALL TESTING AND I
INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. THE FINAL REPORT BY
THE TESTING AND INSPECTION AGENCIES MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM
COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. SUBMIT ALL TEST & INSPECTION
REPORTS TO ENGINEER OF RECORD.
3.NOTE: IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE TEST AND INSPECTION
ARE PERFORMED.
A. WOOD NAILED 4" O.C. OR CLOSER
B. EPOXY ANCHORS / ADHESIVE ANCHORS
G.FOUNDATION DESIGN CRITERIA
1. THERE IS NO SOIL'S REPORT PREPARED FOR THIS PROJECT. USE THE WORST CONDITION
AS PRESCRIBED ON CBC 2022 - TABLE R401.4.1
LOAD BEARING PRESSURE = 1,500 PSF
a) Importance Factor, i = 1
b) Fa = 1.3; Fv =1.70
c) Ss = 2.4421 g, 0.2 sec response; S1 =0.9933 g, 1.0 sec response
d) Site Class = D
e) Sds = Sms *2_
3 = 2.116; Sd1 = Sm1 *2_
3 =1.126
f) Seismic Design Category = D
g) Basic Seismic Force Resisting System= Wood Shear Wall;
h) Cd = 4.0
i) R = 6.5
j) Omega = 3.0
k) hn = 11' (Mean Roof Height)
Ta=0.112
n) Redundancy Factor = 1.3
o) Cs = 0.2505
p) Analysis Procedure Used = Per2020 LARC CBC;2019 LARC CBC;
ASCE 7-16.
A) ROOF DEAD LOAD = 10 PSF
B)ROOF LIVE LOAD =20 PSF
ROOF LOAD
1. 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 CITY INSPECTORS AND THE OWNER PRIOR TO
THE COMMANCEMENT OF WORK ON SUCH SYSTEM OR SOMPONENT PER SEC. 1706.1
2. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
WELDING, CONCRETE STRENGTH F'C>2500PSI, ENGINEERED MASONRY, HIGH-LIFT GROUTING.
3. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
(2304.11.2.4)
4. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CITY FOR (STRUCTURAL STEEL)
(REINFORCING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BE A DEPUTY INSPECTOR IS
REQUIRED.
5. SHOP WELDS MUST BE PERFORMED IN A LICENCED FABRICATOR'S SHOP.
6. LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
7.GLULAM BEAMS MUST BE FABRICATED IN A LICENSED SHOP. IDENTIFY GRADE SYMBOL AND
LAMINATION SPECIES PER T 5-A, 2005 NDS SUPP.
8.PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SHANK PORTION.
9.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND
10.A COPY OF THE RESAERCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
AVAILABLE AT THE JOB SITE.
1.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND
HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO CONVERING THE WALL FRAMING. CONNECTOR
BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE
2306.5 OF THE CITY/COUNTY BUILDING CODE. (2306.5)
2.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR
BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
3.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
4.ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED. (11.1.2.2, '05
5.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
6.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
SHALL BE PERPENDICULAR TO THE SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE
BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
7.ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 8.
ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
1. ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE "GRADING AND DRESSING
RULES(#16) OF THE WEST COAST LUMBERMAN'S ASSOCIATION".
2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR OR
CONSTRUCTION GRADE REDWOOD.
3. HOLES FOR BOLTS SHALL BE BORED WITH A BIT(1/32" TO 1/16") LARGER THAN THE NORMAL BOLT
DIAMETER. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, PLASTER,
ETC.
4. STRUCTURAL MEMBERS SHALL NOT BE CUT FIR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR
DETAILED.
5. 2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS.
6. CROSS-BRIDGING SHALL BE PROVIDED AT (8'-0" 0/C) MAX. FOR ALL FLOOR JOISTS OVER (4") IN DEPTH
AND ALL ROOF JOISTS OVER (6") IN DEPTH. USE 2x3 OR SOLID BLOCKING OR AN APPROVED TYPE
METAL BRIDGING.
7. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL I OR II (C-D) GRADE WITH EXTERIOR GLUE AND
CONFORM TO (PS-1-83). EACH SHEET SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF
THE "TECO, D.F.P.A. OR PITTSBURGH TESTING LABORATORY".
8. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT,
UNLESS NOTED OTHERWISE.
9. PROVIDE 1x6 DIAGONAL LET-IN BRACE AT APPROXIMATELY 45" EVERY (25'-0") IN ALL STUD WALLS NOT
PLYWOOD SHEATHED. BRACING SHALL CONTINUE FROM TOP PLATES TO SILL PLATE OR USE
SIMPSON CWB METAL WALL BRACES.
10. ALL JOIST HANGERS SHALL BE "SIMPSON" OR AN APPROVED EQUAL.
6
FIELD NAILING
OVER 15" WIDE
WALL OPENING
SEE NOTE #4
STUD FULL HT.
EDGE NAIL THRU
(2) 2X TOP PLATE
.
LESS THAN OR
EQUAL TO 7"
.4'
(N) FOOTING
3X6 BOT. PLATE
E.N. ALL POST
W/N WALL TYPICAL
E.N. PERIMETER OF EACH
PLYWOOD SHEET SEE PLAN
AND SCHED. FOR PLYWD
SIZE AND NAIL SPACING
STAGGER
PYWOOD PANELS
E.N. AT ALL OPENINGS
SEE NOTE #4 FOR
OPENING LARGER
THAN 15"
MAX. OPN'G. SIZE 16" SQ
ONE OPN'G. PER 8" OF
WALL WITHOUT SPECIAL
APPROVAL FROM
BLDG INSPECTOR
EDGE STUDS
& BLK'G
SEE NOTE #2
16"
MINIMUM
E.N. ALL POST
W/N WALL,TYPICAL
NOTES:
1.NAILS SHALL BE 1/2" MIN. EDGE DISTANCE FROM EDGE OF PLYWOOD AND EDGE OF
STUD. USE COMMON NAILS ONLY.
2.USE 2X EDGE STUDS & BLK'G. WHERE NAIL SPACING IS LESS THAN 6" O.C. FOR 10d NAILS
AND WHERE CALLED OUT IN PLANS AND DETAILS.USE 2X SILL PLATE AT SHEAR WALLS
B,C,D AND E ONLY WHERE SILL PLATE RESTS ON CONCRETE.
3.PROVIDE 3/4" NAIL EDGE DISTANCE AT 3X STUDS AND BLK'G.
4.AT OPENING IN SHEAR PANEL OVER 15" WIDE,PROVIDE SOLID BLK'G AT HEAD AND SILL
LEVEL, EACH SIDE OF OPENING STRAP WITH 1"X16 GA X 3 TIMES OPENING WIDTH GALV.
METAL STRAP NAIL 8d @ 2" O.C.
5.NAILING WITH MACHINE NAILS SHALL CONFORM TO THE WOOD GENERAL NOTES.
6.ALL DEFECTIVE NAILS SHALL BE REMOVED AND REPLACED WITH SOUND NAILING
7.PLYWOOD SHEATHING SHALL BE PER SHEARWALL SCHEDULE BELOW U.N.O. PROVIDE
FRAMING MEMEBER OR BLOCKING AT ALL EDGES PER SCHEDULE. PROVIDE EDGE
NAILING TO END STUD OR POST WHERE HOLDOWN OCCURS AND TO ALL OTHER POSTS
IN SHEARWALLS.
8.SILL PLATES SHALL BE PRESSURE TREATED D.F. AND CONFORM TO SILL PLATES
DETAILS. PROVIDE MINIMUM OF 3 ANCHOR BOLTS IN ALL SHEAR WALLS.
9.WHERE PLYWOOD IS ON TWO SIDES OF WALL,THE SPACINGS OF ANCHOR BOLT AND
AS35 SHOULD BE REDUCED TO HALF THE SPACING SHOWN ON THE TABLE. STAGGER
NAILING AND JOINTS.
10.ALL SHEARWALLS NAILING,ANCHOR BOLT INSTALLATION,HOLDOWN INSTALLATION AND
OTHER ELEMENTS OF SHEARWALL ASSEMBLY SHALL BE INSPECTED BY THE ENGINEER
OF RECORD, A CERTIFICATE OF INSPECTION MUST BE SUBMITTED TO THE ENGINEER
OF RECORD AND TO THE BUILDING DEPARTMENT.THE BUILDING OWNER SHALL BE
RESPONSIBLE FOR THE THE INSPECTOR FOR PERFORMING THE STRUCTURAL
OBSERVATION.
11.PLYWOOD SHEARWALLS SHALL BE COVERED WIHT 2 LAYERS OF 15# FELT
UNDERLAYMENT PRIOR TO PLACING FINISH MATERIALS.
12.STAGGER NAILS IF NAIL SPACING IS LESS THAN 3" O/C
13.ANCHOR BOLTS - DESIGN INCLUDES REDUCED EDGE DISTANCE. DEPUTY INSPECTOR IS
REQUIRED.
SHEAR WALL SCHEDULE
PANEL SHEATINGSIDES
15/32" STRUCT 1 PLYWOOD W/
10d COMMON NAIL BLOCKED.
SIDES
1
PANEL EDGE
NAIL SPACING
6"-6"
BLOCKING TO TOP
PLATE/SILL
A35/LTP @24" O.C.
SILL/SOLE PLATES TO
BLOCKING
3/8"Ø LAG-SCREW @ 11" O.C.;
5" MIN. EMBED.
MUD SILL TO FOUNDATION
5/8" DIA. A.B. @ 36" O.C.;
ALLOWABLE
LOAD
340 plf
5/8" BOLT W/ WASHER
3" X 3" X 3/8"
SPACED @ 36" O.C.
W/ SIMP. STRONG-TIE SET
ADHESIVE, SET PAC
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DATE:
1ST REV:
DRAWN:
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SANTA ANA, CA 92706 - 2236
LINH LE AND
DAVID FREUDENBERGER
02-S0.1
NOTE: THIS PLAN AND DETAILS
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02-S1.1
10
02-S3.1
10
02-S3.1 10
02-S3.1
9
02-S3.1
4X4POS
T
15
02-S3.1
6
02-S3.1
15
02-S3.1
6
02-S3.1
15
02-S3.1
6
02-S3.1
6
02-S3.1
6
02-S3.1
6
02-S3.1
6
02-S3.1
6
02-S3.1
15
02-S3.1
3
02-S1.1
3
02-S1.1
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2X8 @ 16''
O.C. R.R.
2X8 @ 16'' O.C. C.J.2X8 @ 16'' O.C. C.J.
2X12
RIDGE BOARD
4X4
POS
T
4X4POS
T
4X4
POS
T
CALIFORIA
FRAMING 30''W X 36''H
SD WINDOW
4X6 HDR4X6 HDR
6X
1
2
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6X6 HDR
ABOVE
4X
6
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L=7'
6
L=5'
6
L=6'
6
L=9'
6
L=
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6
L=
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6 6
L=5'
6
L=6'
L=
1
2
'
6
4X6 HDR
ABOVE
6X6 HDR
ABOVE
6X6 HDR
ABOVE
6X6 HDR
ABOVE
6X6 HDR
ABOVE
6X6 HDR
ABOVE
6X6 HDR
ABOVE
6X
6
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4X
6
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6X
6
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6X6 HDR
ABOVE
4X6 HDR
ABOVE
12''WIDE X
24''DEEP WALL
FOOTING
12'' WIDE
X 24'' DEEP
WALL FOOTING
PROVIDE HDU5 HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12'' WIDE X 24'' DEEP
WALL FOOTING
PROVIDE HDU5 HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12'' WIDE X 24'' DEEP
WALL FOOTING
12'' WIDE
X 24'' DEEP
WALL FOOTING
PROVIDE HDU5 HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
NON-LOAD BEARING,
NON-STRUCTURAL WALL
NON-LOAD
BEARING,
NON-STRUCTURAL
WALL
NON-LOAD BEARING,
NON-STRUCTURAL WALL
PROVIDE HDU5
HOLDDOWN @
B.S. FOR EVERY
SHEARWALL 6'
OR LESS, YPICAL.
18'' WIDE X 24'' DEEP
WALL FOOTING
(N) 4'' THK. CONCRETE
SLAB W/ # 4 REBARS @ 16''
O.C.E.W.; OVER 6-MIL
MOISTURE BARRIER OVER
4" OF 1/2" CLEAN
AGGREGATE OVER 90%
RELATIVE COMPACTION.
(N) 4'' THK.
CONCRETE SLAB
W/ # 4 REBARS @
16'' O.C.E.W.; OVER
6-MIL MOISTURE
BARRIER OVER 4"
OF 1/2" CLEAN
AGGREGATE OVER
90% RELATIVE
COMPACTION.
(N) 4'' THK. CONCRETE SLAB
W/ # 4 REBARS @ 16'' O.C.E.W.;
OVER 6-MIL MOISTURE
BARRIER OVER 4" OF
1/2" CLEAN AGGREGATE
OVER 90% RELATIVE
COMPACTION.
4X4
POS
T
24''X24''X24''
PAD FOOTING
14
02-S3.1
4
02-S3.1
2
02-S3.1
1
02-S3.1
1
02-S3.1
4
02-S3.1
1
02-S3.1
4
02-S3.1
8
02-S3.1
8
02-S3.1
12
02-S3.1
12
02-S3.1
12
02-S3.1
12
02-S3.1
1
02-S3.1
4
02-S3.1
8
02-S3.1
L=4'
L=
2
'
END BOLT: 2-1/2" FROM EDGE
CENTER BOLT: 18-1/4" SPACING
EXTERIOR FACE OFFSET 1-1/8"
12'' WIDE X 24''
DEEP WALL
FOOTING
WH
S
H
WHSH SIMPSON STRONG WALL
4' WIDE X 6' LENGTH X 2' THK.
SEE DETAILS ON SHEETS
02-S3.2 AND 02-S3.3
WH
S
H
L=
2
'
L=4'
WHSH SIMPSON
STRONG WALL 4' WIDE
X 6' LENGTH X 2' THK.
SEE DETAILS ON SHEETS
02-S3.2 AND 02-S3.3
END BOLT: 2-1/2" FROM EDGE
CENTER BOLT: 18-1/4" SPACING
EXTERIOR FACE OFFSET 1-1/8"
1
02-S3.1
4
02-S3.1
1
02-S3.1
4
02-S3.1
6
6
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X6 HDR
ABOVE
2X ROOF RAFTER
2X FLAT W/3-16d
@EA. RAFTER
15/32" STRUCT 1 PLYWOOD
CALIFORNIA
FRAMING
A35
16D @ 6" O.C.
2X DBL. BLOCKING
W/ A35 @ EA. SIDE
SIMPSON A35 @EA.
ROOF RAFTER
B.N TO BLK'G
BELOW
CONTINUOUS
PLYWD
18"
3" CLEAR
NAT. GRADE
15/32" OSB OR PLYWOOD
STRUCT 1 W/ 8d SPACED
@ 6"-6"-12"
EACH BLOCK 2"x4"
DOUBLE TOP PLATE
1/2" GYP. BOARD
SHEAR WALL,
WHERE OCCURS.
FOR SHEAR SCHED.
REFER TO SHEET
02-S0.1.
2"x4" P.T. SILL
5/8" DIA. x 9" LONG (MIN.)
ANCHOR BOLT W/ 3x3x3/8" SQ.
WASHER SPACED @ 36" O.C.
5/8" SQ. X 9"
EMBED AB
@ 36" O.C. MAX
2-#4 REINF.
TOP AND BOTTOM
#4 @16 O.C REINF.
ALT BENDS 1'-6"
BN/EN PER
SCHEDULE
FLAT A-35 OR LTP4's
4X BLOCKING
BN/EN 2X8 RR
4'' THK. CONCRETE SLAB WITH #4 REBARS
@16" O.C.E.W.; OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE OVER
90% RELATIVE COMPACTION.
BN/EN
2X8 CJ
SEE PLAN
EACH BLOCK 2"x4"
DOUBLE TOP PLATE
FLAT A-35 OR LTP4'S
BLOCKING
BN/EN
BN/EN
9'
-
0
"
4"
24
"
3'
-
7
"
SHEAR WALL
BLOCKING
10d @16" O.C.
2" x 4" STUD AT 16" O.C.
4"
FL
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SCALE
ROOF FRAMING PLAN
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SHEET TITLE
SHEET NUMBER
21
2
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2
3
6
1/4" = 1'-0"
SCALE
FOUNDATION PLAN
1/4" = 1'-0"
S
LEGEND:
PROPOSED WALL FOOTING
PROPOSED NON-BEARING WALL
PROPOSED SHEARWALL PER SHEAR
WALL SCHEDULE ON SHEET 3.0
PROPOSED SIMPSON WSWH PER
SHEAR WALL SCHEDULE ON SHEETS
3.3 AND 3.4SS 02-S1.1
SPECIFICATIONS :
HEADER, JOISTS, AND RAFTER DF#1
STUDS DF#2
CONCRETE 2,500 PSI
STEEL 60,000 PSI
SILL PLATE PRESSURE TREATED
SCALE 3/4" = 1'-0"
CALIFORNIA ROOF3
NOT TO SCALE
SHEAR TRANSFER (INTERIOR WALL)4
NON-SHRINK GROUT #23616FIVE STAR GROUT
HOLD-DOWNS SIMPSON HOLD-DOWNS #24818
#24947, #25076SIMPSON JOIST HANGERSJOIST HANGERS
#22086SIMPSON FTA5 STRAPSTRAPS
SET "XP" EPOXY #25279SIMPSON EPOXY ANCHOR
LARR NUMBERS
SEISMIC DESIGN CRITERIA
a) Importance Factor, i = 1
b) Exposure = C
c) Wind Velocity = 110 MPH
WIND DESIGN CRITERIA
C.REINFORCING STEEL
1.ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, CONFORMING TO A.S.T.M.(A-615-40),
U.N.O.
2.USE LOW HYDROGEN ELECTRODES, GRADE (E-70), FOR WELDING REINFORCING BARS.
3.REINFORCING BARS MARKED CONT. SHALL BE SPLICED WITH A MINIMUM LAP OF (40) BAR DIAMETERS IN
MASONRY AND (36) DIAMETERS IN CONCRETE.
4.ALL REINFORCING SHALL BE SECURELY TIED AND BRACED IN PLACE PRIOR TO POURING CONCRETE
OR PLACING MASONRY.
5.PROVIDE THE FOLLOWING MINIMUM PROTECTIVE COVERING OF CONCRETE OVER REINFORCING
STEEL.
BELOW GRADE (UNFORMED)----------------3" CLR.
BELOW GRADE (FORMED)--------------------2" CLR.
H.NAILING SCHEDULE
COMMON WIRE NAILS
1.JOIST TO SILL OR GIRDER TOE NAIL---------------------------------------------------------------------------------------------3-8d
2.BRIDGING TO JOIST TOE NAIL EACH END--------------------------------------------------------------------------------------2-8d
3.1" BY 6" SUBFLOOR OR LESS TO EACH JOIST FACE NAIL----------------------------------------------------------------2-8d
4.WIDER THAN 1" BY 6" SUBFLOOR TO EACH JOIST FACE NAIL----------------------------------------------------------3-8d
5.2" SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE NAIL-----------------------------------------------------------2-16d
6.SOLE PLATE TO JOIST OR BLOCKING FACE NAIL--------------------------------------------------------------16d @16" O/C
7.TOP PLATE TO STUD END NAIL---------------------------------------------------------------------------------------------------2-16d
8.STUD TO SOLE PLATE TOE NAIL---------------------------------------------------------------------------------------------------4-8d
9.DOUBLED STUDS FACE NAIL------------------------------------------------------------------------------------------16d @24" O/C
10.DOUBLED TOP PLATES FACE NAIL----------------------------------------------------------------------------------16d @16" O/C
11.TOP PLEATES, LAPS & INTERSECTIONS FACE NAIL----------------------------------------------------------------------2-16d
12.CONTINUOUS HEADER, TWO PIECES ALONG EACH SIDE--------------------------------------------------16d @16" O/C
13.CEILING JOISTS TO PLATE FACE NAIL-------------------------------------------------------------------------------------------3-8d
14.CONTINUOUS HEADER TO STUD TOE NAIL------------------------------------------------------------------------------------4-8d
15.CEILING JOISTS, LAPS OVER PARTITIONS FACE NAIL-------------------------------------------------------------------3-16d
16.CEILING JOISTS TO PARALLEL RAFTERS FACE NAILS-------------------------------------------------------------------3-16d
17.RAFTER TO PLATE TOE NAIL--------------------------------------------------------------------------------------------------------3-8d
18.1 BY BRACE TO EACH STUD AND PLATE FACE NAIL-----------------------------------------------------------------------2-8d
19.1 BY 8 SHEATING OR LESS TO EACH BEARING FACE NAIL--------------------------------------------------------------2-8d
20.WIDER THAN 1 BY 8 SHEATHING TO EACH BEARING FACE NAIL------------------------------------------------------3-8d
21.BUILT-UP CORNER STUDS----------------------------------------------------------------------------------------------16d @24" O/C
22.BUILT-UP GIRDER AND BEAMS:
AT TOP & BOTTOM & STAGGERED--------------------------------------------------------------------------------20d @32" O/C
AT ENDS & AT EACH SPLICE-----------------------------------------------------------------------------------------------------2-20d
23.2 BY PLANKS AT EACH BEARING-------------------------------------------------------------------------------------------------2-16d
GENERAL NAILING NOTES
1.NAILS SHALL BE DRIVEN PERPENDICULAR WHERE POSSIBLE INSTEAD OF TOE NAILS.
2.PRE-DRILL FOR ALL NAILS 30d OR LARGER.
3.ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS OTHERWISE NOTED.
A.GENERAL NOTES
1.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 CITY INSPECTORS AND THE OWNER PRIOR TO
THE COMMANCEMENT OF WORK ON SUCH SYSTEM OR SOMPONENT PER SEC. 1706.1
2.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
WELDING, CONCRETE STRENGTH F'C>2500PSI, ENGINEERED MASONRY, HIGH-LIFT GROUTING.
3.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
(2304.11.2.4)
4.FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CITY FOR (STRUCTURAL
STTEL)(REINFORDING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BE A DEPUTY
INSPECTOR IS REQUIRED.
5.SHOP WELDS MUST BE PERFORMED IN A LICENCED FABRICATOR'S SHOP.
6.LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
7. GLULAM BEAMS MUST BE FABRICATED IN A LICENSED SHOP. IDENTIFY GRADE SYMBOL AND
LAMINATION SPECIES PER T 5-A, 2005 NDS SUPP.
8. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SHANK PORTION
9. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND
10. A COPY OF THE RESERCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
AVAILABLE AT THE JOB SITE.
D.SHEAR WALL
(T2306.4.1)
NDS)
E.LUMBER / FRAMING
1.ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE "GRADING AND DRESSING
RULES(#16) OF THE WEST COAST LUMBERMAN'S ASSOCIATION".
2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR OR
CONSTRUCTION GRADE REDWOOD.
3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT(1/32" TO 1/16") LARGER THAN THE NORMAL BOLT
DIAMETER. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, PLASTER,
ETC.
4.STRUCTURAL MEMBERS SHALL NOT BE CUT FIR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR
DETAILED.
5.2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS.
6.CROSS-BRIDGING SHALL BE PROVIDED AT (8'-0" 0/C) MAX. FOR ALL FLOOR JOISTS OVER (4") IN DEPTH
AND ALL ROOF JOISTS OVER (6") IN DEPTH. USE 2x3 OR SOLID BLOCKING OR AN APPROVED TYPE
METAL BRIDGING.
7.ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL I OR II (C-D) GRADE WITH EXTERIOR GLUE AND
CONFORM TO (PS-1-83). EACH SHEET SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF
THE "TECO, D.F.P.A. OR PITTSBURGH TESTING LABORATORY".
8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT,
UNLESS NOTED OTHERWISE.
9.PROVIDE 1x6 DIAGONAL LET-IN BRACE AT APPROXIMATELY 45" EVERY (25'-0") IN ALL STUD WALLS
NOT PLYWOOD SHEATHED. BRACING SHALL CONTINUE FROM TOP PLATES TO SILL PLATE OR USE
SIMPSON CWB METAL WALL BRACES.
10.ALL JOIST HANGERS SHALL BE "SIMPSON" OR AN APPROVED EQUAL.
11.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING GRADES UNLESS
NOTED OTHERWISE:
PLYWOOD PANELS--------------------------STRUCTURAL I OR II, CDX EXT. GLUE CONFORMING TO PS-1-83
PLATES, BLOCKING-------------------------------------------------------------------------------------------------CONST. -875fb
BEAMS, STRINGERS (4x)-------------------------------------------------------------------------------------------------#1-1000fb
POST & BEAMS (>4x)-------------------------------------------------------------------------------------SEL. STRUCT. -1600fb
ROOF PLANKING & DECKING-------------------------------------------------------------------------------COM. DEX. -875fb
JOISTS & PLANKING--------------------------------------------------------------------------------------------------------#2 -875fb
RAFTERS ----------------------------------------------------------------------------------------------------------------------#2 -875fb
BOARDS, SHEATHING & STRIPPING------------------------------------------------------------------------CONST. GRADE
SILLS, PLATES, SLEEPERS, POSTS OR WOOD EMBEDDED
IN CONCRETE SLAB WHICH IS IN CONTACT WITH EARTH--------CONST. GRADE, PRESSURE TREATED
MISC. NAILING STRIPS & BLOCK EMBEDDED IN CONCRETE
OR MASONRY------------------------------GRADE SPECIFIED ABOVE, TANK DIPPED IN SALT PERSERVATIVE
12.ALL BREAKS FOR VENTS, DUCTS, PLUMBING SHALL BE STRAPPED WITH 1 1/2 x 1/8 STEEL STRAPS
WITH 4-16d NAILS EACH SIDE.
13.HEADER SIZE NOT SHOWN SHALL BE PER UBC STANDARDS AND 4x4 MIN.
14.PROVIDE HOLDDOWNS (FTA, HD, PA, VERT. MST, ETC.) W/ DBL OR 4x STUD WITH E.N.
15.HANGER FOR 2x JST SHALL BE SIMPSON "U", FOR 4x OR 6x PURLIN SHALL BE SIMPSON "HUTF", U.N.O.
16.DBL. JOIST SHALL BE NAILED TOGETHER WITH 16d @ 9" O.C., STAGGER, U.N.O.
17.TIE ROOF RAFTERS AT RIDGE W/ ST 2115 @ 4'-0" 0/C.
18.NOTCHING OF EXTERIOR AND BEARING / NONBEARING WALLS SHALL NOT EXCEED 25% / 40%
RESPECTIVELY. BORED HOLES IN BEARING / NONBEARING WALLS SHALL NOT EXCEED 40% / 60%
RESPECTIVELY.
19.PLYWOOD ROOF PANELS SHALL BE BONDED WITH INTERMEDIATE OR EXTERIOR GLUE AND BE OF
EXTERIOR TYPE WHERE EXPOSED TO THE WEATHER.
20.DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS. U.N.O.
21.THE REQUIRED CLEARANCE FOR WOOD MEMBERS ABOVE GRADE, IS 6" FOR MUDSILLS, 12" FOR
GIRDERS, AND 18" FOR JOISTS.
22.ROOF DIAPHRAGM SHALL BE 1/2" PLYWOOD, PANEL INDEX 24/0, NAIL 8d @ 6", 12". FLOOR DIAPHRAGM
SHALL BE 5/8" PLYWOOD, PANEL INDEX 32/16, T&G, NAIL 10d @ 6", 10", U.N.O.
23.LAY PLYWOOD PANEL STAGGERED W/ FACE GRAIN PERPENDICULAR TO SUPPORTS.
24.ALL DOUBLE TOP PLATES ARE TO BE CONTINUOUS BY NAILING OR STRAPS. SPLICE @4'-0"MIN.
W/12-6d NAILS EACH SIDE OF SPLICE WHERE INTERRUPTED, TIE TOP PLT'S W/ SIMPSON MST 37,
U.N.O.
25.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION.
26.EACH SHEET OF PLYWOOD SHALL CONTAIN A MINIMUM OF (8) SQ. FT. AND SHALL EXTEND TO (3)
BEARINGS MINIMUM WITH FACE-GRAIN PERPENDICULAR TO JOISTS.
27.PROVIDE EDGE NAILING OVER ALL WALLS, LAMINATED BEAMS, STRUTS AND ALL AROUND OPENINGS.
28.PROVIDE BOUNDARY NAILING AT PERIMETER OF BUILDING AND AT ALL CONTINUOUS PLYWOOD
EDGES.
29.PROVIDE FULL BEARING ON ALL BEAMS AND JOISTS HANGERS; IF EXCESSIVE SHRINKAGE OCCURS,
PROVIDE HANDWARE SHIMS, WHICH SHALL BE SECURED TO JOISTS.
B.CONCRETE
1.ALL CONCRETE SHALL CONFORM TO THE 2022 CALIFORNIA RESIDENTIAL CODE AND CBC.
2.CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS.
3.ALL CEMENT SHALL CONFORM TO A.S.T.M. (C-150), TYPE I OR II
4.FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. (C-33) FOR STANDARD WEIGHT
CONCRETE AND A.S.T.M. (C-330) FOR LIGHT WEIGHT CONCRETE.
5.ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE
SHALL BE PER A.S.T.M. (C-157) WITH THE AVERAGE DRYING SHRINKAGE AT (28 DAYS) OF DRYING NOT
EXCEEDING (0.04%)
6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE
PARTS SAND.
7.ANCHOR BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING
CEMENT.
8.LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE APPROVED BY THE STRUCTURAL
ENGINEER PRIOR TO POURING CONCRETE.
9.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR (10 DAYS) OR BY AN APPROVED
CURING COMPOUND.
10.REFER TO ARCHITECTUAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR
MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, ETC.
11.SEE ARCHITECTUAL DRAWINGS FOR LOCATION OF EXPANSION JOINTS, SCORING, ETC. FOR
CONCRETE WALKS AND SLABS.
12.FOOTING AND GRADE BEAM SHALL BE F'c=2,500 PSI AT 28 DAYS. 12.ALL CONCRETE STRUCTURES
SHALL HAVE A MINIMUM COMPRESSION STRENGTH OF F'c = 3,000 PSI AT 28 DAYS, UNLESS NOTED
OTHERWISE.
13.PROVIDE INTERIOR SLAB CONTROL JOINTS AT MAXIMUM 20FT. O.C. EACH WAY.
14.NO WOOD OR STEEL STAKES SHALL BE PERMITTED TO BE LEFT IN FOOTINGS.
15.BOT. OF FTG. SHALL BE 18" MIN. FOR 1-STORY BLDG., 24" MIN. FOR 2-STORY BLDG., 24" MIN. FOR
3-STORY BLDG. OR EXPANSIVE SOIL BELOW NATURAL GRADE, U.N.O.
16.ALL PADS SHALL BE 14" THICK MIN. W/ #4 @ 12" E.W. AR BOT., U.N.O.
F. STATEMENT OF SPECIAL INSPECTION
1. GENERAL: REFER TO CHAPTER 17 OF THE 2022 CBC FOR AMPLIFICATION OF, AND/OR EXCEPTIONS TO,
THE FOLLOWING REQUIREMENTS (E.G., WELDING, ETC.). ALL SPECIAL INSPECTORS MUST
SUBMIT FINAL REPORTS.
2. INSPECTORS: ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT INSPECTION
AGENCY. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE, AND ARE NOT A
SUBSTITUTE FOR, INSPECTIONS BY AN INDEPENDENT INSPECTION AGENCY. ALL TESTING AND I
INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. THE FINAL REPORT BY
THE TESTING AND INSPECTION AGENCIES MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM
COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. SUBMIT ALL TEST & INSPECTION
REPORTS TO ENGINEER OF RECORD.
3.NOTE: IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE TEST AND INSPECTION
ARE PERFORMED.
A. WOOD NAILED 4" O.C. OR CLOSER
B. EPOXY ANCHORS / ADHESIVE ANCHORS
G.FOUNDATION DESIGN CRITERIA
1. THERE IS NO SOIL'S REPORT PREPARED FOR THIS PROJECT. USE THE WORST CONDITION
AS PRESCRIBED ON CBC 2022 - TABLE R401.4.1
LOAD BEARING PRESSURE = 1,500 PSF
a) Importance Factor, i = 1
b) Fa = 1.3; Fv =1.70
c) Ss = 2.4421 g, 0.2 sec response; S1 =0.9933 g, 1.0 sec response
d) Site Class = D
e) Sds = Sms *2_
3
= 2.116; Sd1 = Sm1 *2_
3
=1.126
f) Seismic Design Category = D
g) Basic Seismic Force Resisting System= Wood Shear Wall;
h) Cd = 4.0
i) R = 6.5
j) Omega = 3.0
k) hn = 11' (Mean Roof Height)
Ta=0.112
n) Redundancy Factor = 1.3
o) Cs = 0.2505
p) Analysis Procedure Used = Per2020 LARC CBC;2019 LARC CBC;
ASCE 7-16.
1. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE
WASHERS;AND
HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO CONVERING THE WALL FRAMING. CONNECTOR
BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE
2306.5 OF THE CITY/COUNTY BUILDING CODE. (2306.5)
2. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR
BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
3. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
4. ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED. (11.1.2.2, '05
5. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
6. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
SHALL BE PERPENDICULAR TO THE SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE
BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
7. ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
8. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
SHEAR WALL SCHEDULE
PANEL
NAILINGTYPE
DESCRIPTION
OF SHEAR WALL
MATERIAL
15/32" PLYWD.
STRUCTURAL 1
PERIMETER FIELD
10D @
4"O.C.
BLKG. TO PLATE
CONNECTION
REQUIREMENT
A35 @16" O.C. OR
LPT4 @16"O.C.
PLATE TO
BLKG.
CONNECT.
.
SDS 1/4"x6
@16" O.C.
ANCHOR BOLTS
SILL PLATE TO
FOUND CONN.
5/8"Ø @32"O.C.
ANCHOR
BOLTS
EMB.
ALLOWABLE
SHEAR LOAD
PLF
280 PLF (4''-12'')
185 PLF (6''-12'')
S 10D @
12"O.C.
FIELD NAILING
OVER 15" WIDE
WALL OPEING
SEE NOTE #4
STUD FULL HT.
EDGE NAIL THRU
(2) 2X TOP PLATE
.
LESS THAN OR
EQUAL TO 7"
.4'
(N) FOOTING
3X6 BOT. PLATE
NOTES:
1. NAILS SHALL BE 1/2" MIN. EDGE DISTANCE FROM EDGE OF PLYWOOD AND EDGE OF
STUD. USE COMMON NAILS ONLY.
2. USE 2X EDGE STUDS & BLK'G. WHERE NAIL SPACING IS LESS THAN 6" O.C. FOR 10d
NAILS AND WHERE CALLED OUT IN PLANS AND DETAILS.USE 2X SILL PLATE AT SHEAR
WALLS B,C,D AND E ONLY WHERE SILL PLATE RESTS ON CONCRETE.
3. PROVIDE 3/4" NAIL EDGE DISTANCE AT 3X STUDS AND BLK'G.
4. AT OPENING IN SHEAR PANEL OVER 15" WIDE,PROVIDE SOLID BLK'G AT HEAD AND SILL
LEVEL,EACH SIDE OF OPENING STRAP WITH 1"X16 GA X 3 TIMES OPENING WIDTH GALV.
METAL STRAP NAIL 8d @ 2" O.C.
5. NAILING WITH MACHINE NAILS SHALL CONFORM TO THE WOOD GENERAL NOTES.
6. ALL DEFECTIVE NAILS SHALL BE REMOVED AND REPLACED WITH SOUND NAILING
7. PLYWOOD SHEATHING SHALL BE PER SHEARWALL SCHEDULE BELOW U.N.O. PROVIDE
FRAMING MEMEBER OR BLOCKING AT ALL EDGES PER SCHEDULE. PROVIDE EDGE
NAILING TO END STUD OR POST WHERE HOLDOWN OCCURS AND TO ALL OTHER POSTS
IN SHEARWALLS.
8. SILL PLATES SHALL BE PRESSURE TREATED D.F. AND CONFORM TO SILL PLATES
DETAILS. PROVIDE MINIMUM OF 3 ANCHOR BOLTS IN ALL SHEAR WALLS.
9. WHERE PLYWOOD IS ON TWO SIDES OF WALL,THE SPACINGS OF ANCHOR BOLT AND
AS35 SHOULD BE REDUCED TO HALF THE SPACING SHOWN ON THE TABLE. STAGGER
NAILING AND JOINTS.
10. ALL SHEARWALLS NAILING,ANCHOR BOLT INSTALLATION,HOLDOWN INSTALLATION
AND OTHER ELEMENTS OF SHEARWALL ASSEMBLY SHALL BE INSPECTED BY THE
ENGINEER OF RECORD, A CERTIFICATE OF INSPECTION MUST BE SUBMITTED TO THE
ENGINEER OF RECORD AND TO THE BUILDING DEPARTMENT.THE BUILDING OWNER
SHALL BE RESPONSIBLE FOR THE THE INSPECTOR FOR PERFORMING THE
STRUCTURAL OBSERVATION.
11. PLYWOOD SHEARWALLS SHALL BE COVERED WIHT 2 LAYERS OF 15# FELT
UNDERLAYMENT PRIOR TO PLACING FINISH MATERIALS.
12. STAGGER NAILS IF NAIL SPACING IS LESS THAN 3" O/C
13. ANCHOR BOLTS - DESIGN INCLUDES REDUCED EDGE DISTANCE. DEPUTY INSPECTOR
IS REQUIRED.
E.N. ALL POST
W/N WALL TYPICAL
E.N. PERIMETER OF EACH
PLYWOOD SHEET SEE PLAN
AND SCHED. FOR PLYWD
SIZE AND NAIL SPACING
STAGGER
PYWOOD PANELS
E.N. AT ALL OPENINGS
SEE NOTE #4 FOR
OPENING LARGER
THAN 15"
MAX. OPN'G. SIZE 16" SQ
ONE OPN'G. PER 8" OF
WALL WITHOUT SPECIAL
APPROVAL FROM
BLDG INSPECTOR
EDGE STUDS
& BLK'G
SEE NOTE #2
5/8" BOLT W/ WASHER
3" X 3" X 3/8"
SPACED @ 32" O.C.
W/ SIMP. STRONG-TIE SET
ADHESIVE, SET PAC
16"
MINIMUM
E.N. ALL POST
W/N WALL,TYPICAL
9'' FOR CAST-IN-PLACE
CONCRETE. 6'' WITH SIMP'S
SET XP EPOXY POST
INSTALLED ANCHORS
ST
R
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U
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A
L
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PROPOSED ACCESSORY DWELLING UNIT
NOTE: THIS PLAN AND DETAILS
ARE APPLICABLE TO BOTH ADU
MIRROR IMAGE PER PLAN ALL
SHEETS.
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
2
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2121 N LEWIS ST. AND 2121 N LEWIS ST. #2
SANTA ANA, CA 92706 - 2236
LINH LE AND
DAVID FREUDENBERGER
02-S-3.0
21'-2"
51'-1"
10'-7"
26
26
13
'
-
1
"
10'-7"
24
'
-
4
"
28
4X
8
H
D
R
4X
8
H
D
R
4X
8
H
D
R
4X
8
H
D
R
4X
8
H
D
R
4X
8
H
D
R
4X8 HDR
4X
8
H
D
R
4X8 HDR
4X8 HDR
4X8 HDR 4X8 HDR
4X8 HDR4X8 HDR
4X10 HDR
4X8 HDR
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
KP 4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
POS
T 4X4POS
T
4X4POS
T
4X4POS
T
4X4POS
T
4X4POS
T
4X4
POS
T
15/32'' OSB
W/ 8D SPACED
@ 6''-6''-12''
4X10 HDR
15/32'' OSB
W/ 8D SPACED
@ 6''-6''-12''
2X
1
0
@
2
4
'
'
O.
C
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2X
1
0
@
2
4
'
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2X
1
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@
2
4
'
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1
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@
2
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1
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@
2
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1
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@
2
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1
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@
2
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1
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@
2
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1
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@
2
4
'
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1
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@
2
4
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2X
1
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@
2
4
'
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2X
1
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@
2
4
'
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4X4
POS
T
2X
1
0
@
2
4
'
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R
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R
.
2X
1
0
@
2
4
'
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2X
1
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@
2
4
'
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C
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R
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2X
1
0
@
2
4
'
'
O.
C
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C
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J
.
29'-11"
4X4POS
T
2X12 RB
2X12 RB
2X12 RB
2X12 RB
2X1
2
H
I
P
2X1
2
V
A
L
L
E
Y
2X1
2
H
I
P
3.5X11.875 PSL E2.0
4X
1
2
B
E
A
M
2X1
2
H
I
P
3.5X11.875 PSL E2.0
2X
1
0
@
2
4
'
'
O.
C
.
R
.
R
.
2X
1
0
@
2
4
'
'
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C
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J
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2X
1
0
@
2
4
'
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2X
1
0
@
2
4
'
'
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J
.
2X10 @ 24''
O.C. R.R.
2X10 @ 24''
O.C. R.R.
2X10 @ 24''
O.C. R.R.
2X10 @ 24''
O.C. C.J.
2X10 @ 24''
O.C. R.R.
15/32'' OSB
W/ 8D SPACED
@ 6''-6''-12''
15/32'' OSB
W/ 8D SPACED
@ 6''-6''-12''
2X
1
0
@
2
4
'
'
O.
C
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R
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.
7'-6"7'-6"7'-6"7'-5"
3.
5
X
1
1
.
8
7
5
P
S
L
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2
.
0
3.
5
X
1
1
.
8
7
5
P
S
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2
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3.
5
X
1
1
.
8
7
5
P
S
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2
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0
22
'
-
4
"
10
'
29'-9"
49'-1"
19'-2"
10
'
4X
8
H
D
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AB
O
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E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
AB
O
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E
4X
8
H
D
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AB
O
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E
4X
8
H
D
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AB
O
V
E
4X
8
H
D
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AB
O
V
E
4X8 HDR
ABOVE
4X
8
H
D
R
AB
O
V
E
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X10 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X10 HDR
ABOVE
4X8 HDR
ABOVE
L=4'
S
L=2'
S L=5'
S
S
L=
1
0
'
SS
L=4'
S
L=11'
S
L=5'
S
L=6'
S L=
1
0
'
L=10'
S
L=8'
S
SS
L=
2
'
L=6'
S
L=9'
S
SL=
5
'
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4
KP
4X4
POS
T
4X4
POS
T
4X4
POS
T
4X4POS
T
4X4
POS
T
4X4
POS
T
4X4POS
T
4X4POS
T
4X4POS
T
4X4POS
T
4'' THK. CONCRETE SLAB W/
#4 REBARS @ 16'' O.C.E.W.; OVER
4'' OF 1/2'' CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
4'' THK. CONCRETE
SLAB W/ #4 REBARS
@ 16'' O.C.E.W.; OVER
4'' OF 1/2'' CLEAN
AGGREGATE OVER
90% RELATIVE
COMPACTION.
4'' THK. CONCRETE SLAB W/
#4 REBARS @ 16'' O.C.E.W.; OVER
4'' OF 1/2'' CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
18'' WIDE
X 24''DEEP
WALL
FOOTING
18'' WIDE
X 24''DEEP
WALL
FOOTING
12''WIDE X 24''DEEP
WALL FOOTING
PROVIDE HD5B HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12''WIDE X 24''DEEP
WALL FOOTING
12''WIDE X 24''DEEP
WALL FOOTING
PROVIDE HD5B HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12''WIDE X 24''DEEP
WALL FOOTING
PROVIDE HD5B HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12''WIDE X
24''DEEP
WALL
FOOTING
12''WIDE X 24''DEEP
WALL FOOTING
12''WIDE X
24''DEEP
WALL
FOOTING
18'' WIDE
X 24''DEEP
WALL FOOTING
NON-LOAD
BEARING, NON-
STRUCTURAL WALL
PROVIDE HD5B HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
12''WIDE X
24''DEEP
WALL
FOOTING
NON-LOAD BEARING,
NON-STRUCTURAL WALL
PROVIDE HD5B HOLDDOWN
@ B.S. FOR EVERY SHEARWALL
6' OR LESS, TYPICAL.
19'-5"
4' X 3' X 2' FOOTING
AT SIMPSON
STRONG WALL
FL
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A LA
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
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3
6
SCALE 1/4" = 1'-0"
2
SCALE 1/4" = 1'-0"3.1
L A LA1
SCALE 1/4" = 1'-0"
S
LEGEND:
PROPOSED WALL FOOTING
PROPOSED NON-BEARING WALL
PROPOSED SHEARWALL PER SHEAR
WALL SCHEDULE ON SHEET 3.0
PROPOSED SIMPSON WSWH PER
SHEAR WALL SCHEDULE ON SHEETS
3.3 AND 3.4SS3.1 02-S-3.1
WOOD POST
SEE PLAN.
BEAM PER PLANSIMPSON "ECC"
COLUMN CAP,
(U.O.N.), SEE PLAN.
WALLS WITH OPENINGS
4'-0" AND ALL INTERIOR
OPENINGS WIDER THAN
EXTERIOR WALLS WITH
PROVIDE SIMPSON 'A-35'
2X CRIPPLES @ 16" O/C
(1) STUD @ INTERIOR WALLS, (2)
STUDS @ EXTERIOR WALLS
16d @ 12"O/C
FIRE BLK'G. AT CEILING
(8'-0" MAX.)
ANGLE CLIP TOP & BOTTOM
AT DOUBLE STUDS
4X HEADER PER PLAN
2-2X STUDS OR 4X
WIDER THAN 8'-0"
ANGLE CLIPS AT ALL
3-16d TO HEADER
SPLICE AS REQ'D.
2-2X PLATES
(N) BEAM
PER PLAN
(N) 4X4
KING POST
SIMO. "CC"
COLUMN CAP
INVERTED SIMP.
"CC" COLUMN CAP
DETAIL A (N) 4X4
KING POST FROM 1ST FLOOR.
SIMO. "CC"
COLUMN CAP
DETAIL B
BEAM PER PLAN
BEAM PER PLAN
D
2X BLKG
@ CEILING
12d TOENAIL
2X CONT.
(2)16d
D+2"
FLOOR OR ROOF
2X F.J. OR
R.R.
D STUD AT
SLOPING JOIST
(2)16d EA. STUD
2X BLKG
@ CEILING
10d TOENAILS
D+2"
FLOOR OR ROOF
#4 @ 16" O.C.E.W.
4" THK. SLAB
E.N.
TREATED SILL
(N) SLAB ON GRADE
#4 @ 16"O.C.1'
2'
24
'
'
M
I
N
.
TWO-LAYERS OF
GRADE D PAPER SHALL
BE APPLIED OVER ALL
WOOD BASE SHEATHING.
DIRECTION OF
SURFACE
WATER
DRAINAGE (TYP)
26 G.A.
WEEP SCREED
4'' FROM DIRT
AND 2''
TO PAVED.
2 - #4 CONTINUOUS
BARS AT TOP
AND BOTTOM
POLYETHYLENE VAPOR
BARRIER EXTENDED
UNDER GRADE BEAM
WHERE IT ALSO ACTS AS
A CAPILLARY BREAK
#5 CONT.
NOTE:
1.F'c= 2, 500 PSI
2.Fy= 60, 000 PSI AS PER PLAN
(N) 4'' THK. CONCRETE SLAB
W/ # 4 REBARS @ 16'' O.C.E.W.;
OVER 6-MIL MOISTURE
BARRIER OVER 4" OF 1/2"
CLEAN AGGREGATE OVER
90% RELATIVE COMPACTION.
4"
CO
V
E
R
,
TY
P
.
24
"
MI
N
I
M
U
M
8"
MI
N
.
FFL
BEAM OR JOIST
BLKNG.
TOP PLATE
2X4 WALL STUD @ 16''
O.C. FROM 1ST FLOOR
UP TO 2ND FLOOR TOP
PLACE.
16" O.C.
2-2X STUDS
SIMPSON A35 @
OPPOSITE CORNERS
MULTI STUDS
4X POST OR
2X STUD @
4-SIMPSON H2.5
ANCHORS AT POST
2-2X TOP
PLATES
TOP, TYP.
RIDGE BOARD
PER BEAM 2X RAFTER PER PLAN
2XBLOCKING
2XNAILER
2X SOLID BLOCKING
MSTA 36
(N) 4'' THK. CONCRETE SLAB
W/ # 4 REBARS @ 16'' O.C.E.W.;
OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
1/2" SEL. STRUCT PLYWOOD
AT SHEAR WALL, PER PLAN
8d @ 4" O.C.
EDGE NAILING
UNLESS OTHERWISE
STATED ON PLAN.
AS 35 @ 16" O.C.
2X C-JOIST D.F. GR. 1
2X6 STUD WALL
@ 16" O.C.
8d @ 4" O.C. UNLESS
OTHERWISE STATED ON
PLAN REFER TO UBC
NAILING SCH. FOR OTHER
NAILING NOT SHOW HERE
ON PLAN
15/32" STRUCT. 1 PLY
NAILING PER PLAN
2X RAFTER
D.F. GR. 1
PROVIDE A WEEP
SCREED FOR STUCCO
AT THE FOUNDATION
PLATE LINE A MINIMUM
OF 4" ABOVE GADE
24
"
MI
N
I
M
U
M
8d @ 6" O.C.
BOUNDARY NAILING
UNLESS OTHERWISE
STATED ON PLAN
4"
6"
MI
N
4"
"3/8" THK. CDX EXTERIOR PLYWOOD.
(MATCH EXISTING EXTERIOR FINISH)
"7/8" THK. EXTERIOR PLASTER OVER MIN.
15# BUILDNG PAPER OVER BUILDING PAPER
OVER METAL LATH
PROVIDE R-13 MINIMUM WALL
INSULATION, UNLESS NOTED ON TITLE
24 CALCULATIONS
GALVANIZED IRON SILL PLATE,
TYPICAL AT GROUND LEVEL
#4 @ 16" O.C. E.W.
4" THK. SLAB
AS PER PLAN
POLYETHYLENE VAPOR
BARRIER EXTENDED
UNDER GRADE BEAM
WHERE IT ALSO ACTS AS A
CAPILLARY BREAK
NOTE:
1.F'c= 2, 500 PSI
2.Fy= 60, 000 PSI
CONCRETE
GRADE BEAM WITH
2-#4 CONTINUOUS
BARS
(N) 4'' THK.
CONCRETE SLAB W/
# 4 REBARS @ 16'' O.C.E.W.;
OVER 6-MIL MOISTURE
BARRIER OVER 4" OF 1/2"
CLEAN AGGREGATE OVER
90% RELATIVE COMPACTION.
24
"
MI
N
I
M
U
M
C OF RIDGEL
SIMPSON MSTI 36
@ 4'-0" O.C.
RAFTER AS
SIMPSON "HUS"
JOIST HANGER
PLYWD. SHEATHINGPLYWD. SHEATHING
RAFTER AS
RIDGE BOARD
1'-0"
5-16d NAILS
2X SOLID BLOCKING.
BDRY NAILS
2X ROOF RAFTERS PER PLAN
PLYWOOD SHEATHING PER PLAN
SIMP. A35
@ 16" 0.C., TYP.
1/2" THK. GYP. BD.
ON 2X CEILING JOIST
WALL INSUL. R-19 PER T24
1/2" THK. GYPSUM ON 2X6
STUDS @ 24" O.C. TYP.
ROOF
INSULATION
R-38 PER T24
NOTE: HIGH
PERFORMANCE
ROOF PER 24
1-LAYER OF 5/8" THK. TYPE "X" GYPSUM BOARD
1-HR FIRE RATED, (AS NEEDED, PER PLAN)
PER CRC TABLE R302.1(1). SEE SHT 01-A-230.
2X K.D.
FASCIA BOARD
CONT. G.I. TRIM
2-2X TOP PLATE
16D TOE NAILS @6" O.C.
PLYWOOD SHEATHING
(SHEAR WALL) PER PLAN
STUCCO
(MOISTURE PROTECTION)NAT. GRADE
5/8" SQ. X 9" EMBED
AB @ 36" O.C. MAX
2-#4 BARS
TOP AND BOTTOM
#4 @16 O.C
REINF. ALT BENDS
4'' THK. CONCRETE SLAB WITH
#4 REBARS @16" O.C.E.W.; OVER
6-MIL MOISTURE BARRIER OVER
4" OF 1/2" CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
4"
4"
24
"
18"
3"
CL
E
A
R
4X STUD
CONC. FOOTING
(WALL FOOTING)
2- 3/4" Ø A.B.
2-1/2" EMBEDMENT IN WOOD
5 8 Ø BOLTS;
9" MIN. EMBEDMENT.
SIMPSON'S HDU5
2X PLATE
1" ABOVE SILL
(USE 4X4 MINIMUM
STUD/POST WHERE
HOLDDOWNS ARE)
NOTE:
1.REFER TO MANUFACTURER'S STANDARD FOR MATERIALS AND
INSTALLATIONS .
2.DEPUTY INSPECTION REQUIRED FOR EPOXY ANCHOR INSTALLATION.
4X4 POST
SIMP. BASE CAP
CONCRETE
FOOTING
4-#4 EACH WAY
TOP & BOTTOM
SOG
3"
0'
-
8
"
2'
-
0
"
MI
N
2'-0"
SEE PLAN
SCALE 3/4" = 1'-0"
HEADER6
SCALE 3/4" = 1'-0"
KING POST5
SCALE 3/4" = 1'-0"
INTERIOR FOOTING
ST
R
U
C
T
U
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A
L
D
E
T
A
I
L
S
EXTERIOR FOOTING
SCALE
1 1" = 1'-0"
SCALE 1" = 1'-0"
BALLOON FRAMING11
2
SCALE 3/4" = 1'-0"
KING POST
SCALE 1/4" = 1'-0"
LOAD PATH DETAIL13
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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E
C
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N
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:
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:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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O
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D
A
C
C
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S
S
O
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Y
D
W
E
L
L
I
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G
U
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I
T
LI
N
H
L
E
A
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SHEET TITLE
SHEET NUMBER
21
2
1
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L
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W
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T
.
A
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2
1
2
1
N
.
L
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W
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S
T
.
#
2
,
SA
N
T
A
A
N
A
,
C
A
92
7
0
6
-
2
2
3
6
SCALE 1 1/2" = 1'-0"
NO-BEARING WALL8
SLAB-ON-GRADE
SCALE
3 1" = 1'-0"
WEEP SCREED
SCALE
4 1" = 1'-0"
SCALE 1 1/2" = 1'-0"
TYPICAL ROOF EAVES15
HOLD DOWN
SCALE
12 3/4" = 1'-0"
SCALE 1 1/2" = 1'-0"
RIDGE10
SCALE 1" = 1'-0"
BEAM-POST
02-S3.1
3/4" = 1'-0"
PAD FOOTING14 SCALE
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
O
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O
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E
D
A
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C
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S
S
O
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Y
D
W
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SHEET TITLE
SHEET NUMBER
21
2
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L
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A
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2
1
2
1
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.
#
2
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SA
N
T
A
A
N
A
,
C
A
92
7
0
6
-
2
2
3
6
02-S3.2
WOOD POST
SEE PLAN.
BEAM PER PLANSIMPSON "ECC"
COLUMN CAP,
(U.O.N.), SEE PLAN.
WALLS WITH OPENINGS
4'-0" AND ALL INTERIOR
OPENINGS WIDER THAN
EXTERIOR WALLS WITH
PROVIDE SIMPSON 'A-35'
2X CRIPPLES @ 16" O/C
(1) STUD @ INTERIOR WALLS, (2)
STUDS @ EXTERIOR WALLS
16d @ 12"O/C
FIRE BLK'G. AT CEILING
(8'-0" MAX.)
ANGLE CLIP TOP & BOTTOM
AT DOUBLE STUDS
4X HEADER PER PLAN
2-2X STUDS OR 4X
WIDER THAN 8'-0"
ANGLE CLIPS AT ALL
3-16d TO HEADER
SPLICE AS REQ'D.
2-2X PLATES
(N) BEAM
PER PLAN
(N) 4X4
KING POST
SIMO. "CC"
COLUMN CAP
INVERTED SIMP.
"CC" COLUMN CAP
DETAIL A (N) 4X4
KING POST FROM 1ST FLOOR.
SIMO. "CC"
COLUMN CAP
DETAIL B
BEAM PER PLAN
BEAM PER PLAN
D
2X BLKG
@ CEILING
12d TOENAIL
2X CONT.
(2)16d
D+2"
FLOOR OR ROOF
2X F.J. OR
R.R.
D STUD AT
SLOPING JOIST
(2)16d EA. STUD
2X BLKG
@ CEILING
10d TOENAILS
D+2"
FLOOR OR ROOF
PER PLAN
4X4 POST
SIMP. BASE CAP
CONC. FOOTING8
24
'
'
M
I
N
.
4-#4 EA WAY T&B
SOG
AS PER
PLAN
#4 @ 16" O.C.E.W.
4" THK. SLAB
24
"
MI
N
I
M
U
M
4"
C
O
V
E
R
TY
P
.
E.N.
TREATED SILL
(N) SLAB ON GRADE
8"
MI
N
.
#4 @ 16"O.C.1'
2'
24
'
'
M
I
N
.
TWO-LAYERS OF
GRADE D PAPER SHALL
BE APPLIED OVER ALL
WOOD BASE SHEATHING.
DIRECTION OF
SURFACE
WATER
DRAINAGE (TYP)
26 G.A.
WEEP SCREED
4'' FROM DIRT
AND 2''
TO PAVED.
(N) 4'' THK. CONCRETE
SLAB W/ # 4 REBARS @
16'' O.C.E.W.; OVER 6-MIL
MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN
AGGREGATE OVER 90%
RELATIVE COMPACTION.
2-#4 CONTINUOUS
BARS AT TOP
AND BOTTOM
POLYETHYLENE VAPOR
BARRIER EXTENDED
UNDER GRADE BEAM
WHERE IT ALSO ACTS AS
A CAPILLARY BREAK
#5 CONT.
NOTE:
1.F'c= 2, 500 PSI
2.Fy= 60, 000 PSI
FFL
2X4 WALL STUD @ 16''
O.C. FROM 1ST FLOOR
UP TO 2ND FLOOR TOP
PLACE.
BEAM OR JOIST
BLKNG.
TOP PLATE
16" O.C.
2-2X STUDS
SIMPSON A35 @
OPPOSITE CORNERS
MULTI STUDS
4X POST OR
2X STUD @
4-SIMPSON H2.5
ANCHORS AT POST
2-2X TOP
PLATES
TOP, TYP.
RIDGE BOARD
PER BEAM 2X RAFTER PER PLAN
2XBLOCKING
2XNAILER
2X8 SOLID BLOCKING
MSTA 18 @ 32" O.C.
3-#4
(N) 4'' THK. CONCRETE SLAB
W/ # 4 REBARS @ 16'' O.C.E.W.;
OVER 6-MIL MOISTURE BARRIER
OVER 4" OF 1/2" CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
1/2" SEL. STRUCT PLYWOOD
AT SHEAR WALL
8d @ 4" O.C.
EDGE NAILING
UNLESS OTHERWISE
STATED ON PLAN.
2X4 @ 12" O.C.
D.F., GR. 1
AS 35 @ 16" O.C.
2xJOIST D.F. GR. 1
2X4 STUD WALL
@ 16" O.C.
8d @ 4" O.C. UNLESS
OTHERWISE STATED ON
PLAN REFER TO UBC
NAILING SCH. FOR OTHER
NAILING NOT SHOW HERE
ON PLAN
15/32" STRUCT. 1 PLY
NAILING PER PLAN
2XRAFTER
D.F. GR. 1
PROVIDE A WEEP
SCREED FOR STUCCO
AT THE FUNDATION
PLATE LINE A MINIMUM
OF 4" ABOVE GADE
24
"
MI
N
I
M
U
M
8d @ 6" O.C.
BOUNDARY NAILING
UNLESS OTHERWISE
STATED ON PLAN
6"
MI
N
4"
"3/8" THK. CDX EXTERIOR PLYWOOD.
(MATCH EXISTING EXTERIOR FINISH)
"7/8" THK. EXTERIOR PLASTER OVER
MIN. 15# BUILIDNG PAPER OVER
BUILDING PAPER OVER METAL LATH
PROVIDE R-13 MINIMUM WALL
INSULATION, UNLESS NOTED ON
TITLE 24 CALCULATIONS
GALVANIZED IRON SILL PLATE,
TYPICAL AT GROUND LEVEL
#4 @ 16" O.C. E.W.
4" THK. SLAB
NEW 4" THICK CONC. SLAB
W/ #4 REBARS AT 16" O.C.
E.W.; OVER 6-MIL MOISTURE
BARRIER OVER 4" OF 1/2"
CLEAN AGGREGATE OVER
90% RELATIVE
COMPACTION.
AS PER
PLAN
POLYETHYLENE VAPOR
BARRIER EXTENDED
UNDER GRADE BEAM
WHERE IT ALSO ACTS
AS A CAPILLARY BREAKNOTE:
1.F'c= 2, 500 PSI
2.Fy= 60, 000 PSI
CONCRETE
GRADE BEAM
2-#4 CONTINUOS
BARS
24
"
MI
N
I
M
U
M
18''
REINF PER PLAN
1'-6"24
'
'
5/8"Ø x 9" EMBED
AB @ 48" OC MAX
#4 @ 16"
OC ALT
BENDS
WALL
PER PLAN
SLAB ON GRADE
PER PLAN
C OF RIDGEL
SIMPSON MSTI 36
@ 4'-0" O.C.
RAFTER AS
SIMPSON "HUS"
JOIST HANGER
PLYWD. SHEATHING
RIDGE BEAM
PLYWD. SHEATHING
RAFTER AS
1'-0"
5-16d NAILS
CON'T G.I.TRIM
2X K.D.
FASCIA BD.
2X SOLID BLOCKING.
2-2X TOP
PLATE
16d TOE NAILS @ 6" O.C.
BDRY NAILS
2X ROOF RAFTERS PER PLAN
PLYWOOD SHEATHING PER PLAN
SIMP. A35
@ 16" 0.C., TYP.
1/2" THK. GYP. BD.
ON 2X CEIL. JOIST
WALL INSUL. PER T24
1/2" THK. GYPSUM
ON 2X6 STUDS
@ 24" O.C. TYP.
ROOF
INSUL. R-38
PER T24
NOTE: HIGH
PERFORMANCE
ROOF PER 24
PLYWOOD SHEATHING
(SHEAR WALL) PER
PLAN
SCALE 3/4" = 1'-0"
HEADER6
SCALE 3/4" = 1'-0"
KING POST5
SCALE 3/4" = 1'-0"
PAD FOOTING
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
EXTERIOR FOOTING
SCALE3.2
1
1" = 1'-0"
SCALE 1" = 1'-0"
BALLOON FRAMING11
2
SCALE 3/4" = 1'-0"
KING POST
3.2
3.2 3.2 3.2
3.2
SCALE 1/4" = 1'-0"
LOAD PATH DETAIL13
3.2
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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SHEET TITLE
SHEET NUMBER
21
2
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T
.
A
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2
1
2
1
N
.
L
E
W
I
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T
.
#
2
,
SA
N
T
A
A
N
A
,
C
A
92
7
0
6
-
2
2
3
6
SCALE 1 1/2" = 1'-0"
NO-BEARING WALL
3.2
8
SLAB-ON-GRADE
SCALE3.2
3
1" = 1'-0"
WEEP SCREED
SCALE3.2
4
1" = 1'-0"
SCALE 1 1/2" = 1'-0"
TYPICAL ROOF EAVES
3.2
14
INTERIOR FOOTING
SCALE3.2
12
1" = 1'-0"
SCALE 1 1/2" = 1'-0"
RIDGE
3.2
10
SCALE 1" = 1'-0"
BEAM-POST
3.2
02-S-3.2
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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D
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C
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O
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D
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SHEET TITLE
SHEET NUMBER
21
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2
1
2
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A
A
N
A
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A
92
7
0
6
-
2
2
3
6
02-S3.3
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
O
P
O
S
E
D
A
C
C
E
S
S
O
R
Y
D
W
E
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U
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SHEET TITLE
SHEET NUMBER
21
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2
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#
2
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SA
N
T
A
A
N
A
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A
92
7
0
6
-
2
2
3
6
02-S-3.3
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
O
P
O
S
E
D
A
C
C
E
S
S
O
R
Y
D
W
E
L
L
I
N
G
U
N
I
T
LI
N
H
L
E
A
N
D
D
A
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I
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SHEET TITLE
SHEET NUMBER
21
2
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2
1
2
1
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#
2
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SA
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A
A
N
A
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92
7
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-
2
2
3
6
02-S-3.4
20
2
2
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A
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O
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N
I
A
G
R
E
E
N
B
U
I
L
D
I
N
G
ST
A
N
D
A
R
D
S
C
O
D
E
RE
S
I
D
E
N
T
I
A
L
M
A
N
D
A
T
O
R
Y
M
E
A
S
U
R
E
S
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
O
J
E
C
T
:
OW
N
E
R
:
AD
D
R
E
S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
O
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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N. LEWIS ST.
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(E) WATER
HEATER
(E) ELECTRIC
METER
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(E) PAVED/
PLAYGROUND
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#2121
EXISTING
MAIN HOUSE
(NOT IN
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EXISTING
2-CAR
GARAGE
(NIC)
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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19
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12'-10"
MASTER'S
BEDROOM
BEDROOM
#1
5'
REFD/W
5'
-
5
"
11'
33'-7"
47'-3"
LIVING
13'-8"
10
'
-
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E
WH
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(NOT IN CONTRACT)
SD
CM
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11'-4"
WASHER /DRYER
STORAGE
KITCHEN
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COND. UNIT
16
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-
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4'
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RANGE
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SCALE 1/4" = 1'-0"
PROPOSED ELECTRICAL PLAN (ADU)1
05-E-102
ELECTRICAL GENERAL NOTES:
1.GENERAL CONTRACTOR SHALL VERIFY EXISTING CONDITION BEFORE AND DURING
CONSTRUCTION.
2.ALL WORKS SHALL COMPLY WITH LOCAL AND APPLICABLE CODES AND REGULATIONS.
3.CONTRACTOR SHALL OBTAIN NECESSARY BUILDING PERMIT PRIOR TO CONSTRUCTION. THIS
PLAN IS A SCOPING PLAN FOR PERMITTING PURPOSES. ELECTRICAL CONTRACTOR CAN
PROPOSE ALTERNATE DESIGN IN LIEU OF THIS PLAN; BASED ON ACTUAL CONDITION.
CONSIDER CONTINGENCIES ON BID. NO CHANGE ORDER IS ALLOWED WITHIN THE SCOPE OF
THIS PROJECT.
ADDITIONAL NOTES:
1.OUTLETS AREA AFCI AND GFCI.
2.ALL LIGHTS ARE TO BE HIGH EFFICACY W/ NO EXCEPTION.
3.ALL LIGHTS ARE CONTROLLED BY DAYLIGHT CONTROL DIMMER, TIMER, MOTION SENSOR,
OCCUPANCY DETECTION PER CODE.
EXHAUST FAN NOTES:
1.FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO TERMINATE TO THE OUTSIDE
OF THE BUILDING, MAX. OF 3 ZONES.
2.FANS NOT FUNCTIONING AS COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, MUST
BE CONTROLLED BY A HUMIDITY CONTROLLER.
ELECTRICAL NOTES:
1.ALL BRANCH CIRCUITS SUPPLYING 120V 15-AMPERE AND 20-AMPEREOUTLETS IN DWELLING
KITCHEN, FAMILY ROOMS, DINING ROOMS , LIVING ROOMS, PARLORS, LIBRARIES, DENS,
BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS AND SIMILAR ROOMS
OR AREAS, SHALL BE PROTECTED BY A LISTED ARC-FAULT CIRCUIT INTERRUPTER. SHOW ON
THE PLANS. (210.12(A) CEC).
2.ALL WALL SPACES 2' OR MORE IN WIDTH, SHALL HAVE RECEPTACLES INSTALLED SUCH THAT
NO POINT MEASURED HORIZONTALLY SIS MORE THAN 6' FROM A RECEPTACLE (12' MAXIMUM
SPACING). SHOW MINIMUM RECEPTACLES ON THE PLANS. (210.52 (A) (1) AND (2) CEC).
3.SERVICES SUPPLYING DWELLING UNITS SHALL HAVE TYPE 1 OR TYPE 2 SURGE PROTECTION
DEVICE, PER CEC SECTION 230.67. THIS ALSO INCLUDES ANY NEW SERVICE OR SERVICE
REPLACEMENTS/UPGRADES ON EXISTING PREMISES.
4.AT LEAST ONE RECEPTACLE AT GRADE LEVEL SHALL BE INSTALLED IN BOTH THE FRONT AND
BACK OF EACH DWELLING UNIT. SHOW GFCI WATERPROOFED RECEPTACLES ON THE PLANS.
(CEC 210.52 (E) (1)).
SD CM
GFCI
LEGEND:
SMOKE AN CARBON MONOXIDE DETECTOR
INTERCONNECTED HARDWIRED WITH
BATTERY BACKUP.
50CFM ENERGY STAR COMPLIANT AND BE
DUCTED TO TERMINATE TO THE OUTSIDE OF
THE BUILDING. FANS, NOT FUNCTIONING AS A
COMPONENT OF A WHOLE HOUSE
VENTILATION SYSTEM, MUST BE CONTROLLED
BY A HUMIDITY CONTROLLER.
LED DOWN LIGHT, RECESSED MOUNT.
DUPLEX RECEPTACLE, WALL MOUNTED.
GROUND FAULT CIRCUIT INTERRUPTED,
WALL MOUNTED.
WP, WATER-PROOFED.
IAQ EXHAUST FAN TYPE. 0.35 FAN
EFFICIENCY, 45 CFM AIRFLOW PER T24
SUPPLY
DIFFUSER (SA)
RETURN
AIR GRILLE (RA)
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
STRUCTURAL CALCULATIONS
PROPOSED ACCESSORY DWELLING UNIT 2121
LEWIS ST AND 2121 LEWIS ST #2
SANTA ANA, CA 97206-2236
&
SEPTEER 16, 202
P
SEPTEMBER 22, 2025
Project: Proposed ADU Sheet 2
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
TABLE OF CONTENTS
A. DESIGN CRITERIA SHEET NO.
A.1 Building Description 3
A.2 Reference Code 3
A.3 Materials 3
A.4 Soils Report Information 3
A.5 Dead and Live Loads 4
A.5.1 Key Plan 5
A.6 Building Weight 6
A.7 Seismic Load & Base Distribution 7-10
A.8 Wind Calcs 11
B. DESIGN OF DIAPHRAGM SHEATHING
B.1 Roof Diaphragm 12
C. DESIGN OF SHEAR WALLS
13
14
15
D. JOIST AND RAFTER DESIGN
D.1 Roof Rafter Design 16
D.2 Ceiling Joist 17
E. FOOTING DESIGN
E.1 Footing Design 18
F. BEAM
F.1 4x12 BEAM 19
F.2 3.5x11.875 PSL 2.0E 21
F.3 4X12 HDR 23
F.4 3' x 5' x 2' WSWH Footing 25
C.3 WSWH
C.2 SHEAR WALL (Load on East-West Direction)
KM Associates Inc Structural Calculation Sheet
7/25/2025
C.1 SHEAR WALL (Load on North-South Direction)
8/1us
↑
4 6
8/269/15/2025
HDR
4x12 BEAM
4x10 BEAM
3.5x11.875 PSL 2.0E
4'x6'x2' WSWH FOOTINGF.5 27
=
6x10
22
Project: Proposed ADU Sheet 3
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
A.5 DEAD LOAD / LIVE LOAD
I.Roof Dead Load
Comp Built-up Roof 6.50
Struct 1 Plywood or OSB 1.50
Roof Rafters 2.50
Ceiling Joist 2.50
Insulation 0.50
1/2" Gypboard 1.50
Misc Elec and Mech Items 1.00
Total 16.00 psf
Roof Live Load 20.00 psf
III.Exterior Wall 1" Cement Plaster 7.50 psf
Struct 1 Plywood or OSB 1.50
Stud 2.50
5/8" Gypboard 2.50
Total 14.00 psf
IV.Interior Wall 5.00 psf
Structural Calculation SheetKM Associates Inc
5/27/2025
Project: Proposed ADU Sheet 4
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
A. DESIGN CRITERIA
A.1 Building Description
This calculation is for the analysis and design of the proposed ADU.
This calculation will show the checking of Wind and Seismic Load Design.
Wood diaphragm and Wood Framing as LFRS is included in this calcs.
The analysis is limited to the new SW and Diaphram Calcs, but the whole bldg will be analyze for
Base Shear and Diapghram load
A.2 Codes
1. 2023 California Residential Code & CBC; and local agency ammendment
2. ACI, Building Code Requirements for Reinforced Concrete 318
3. ASCE 7 (For Seismic Design Criteria)
4. National Design Specifications, (For Lumbers)
A.3 Materials
1. Concrete fc’=2500 psi at 28 days
2. Steel Reinforcement Grade 60 ASTM A615
3. Structural Lumber: Douglas Fir, WCLIB Grading Rule #18, Grade 1
3.1 Beam: Douglas Fir, WCLIB Grading Rule #18, Grade 1 and better
3.2 Column/Post: Douglas Fir, WCLIB Grading Rule #18, Grade 1
3.3 Rafter: Douglas Fir, WCLIB Grading Rule #18, Grade 1
4. Steel Bolts ASTM A325
A.4 Soils Report :
No Soils Report Available.
Use Least Allowable Bearing Pressure = 1,500 psf (per CBC)
KM Associates Inc Structural Calculation Sheet
5/27/2025
Project: Proposed ADU Sheet 5
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
KM Associates Inc Structural Calculation Sheet
5/27/2025
·num
-
d
I
D
=>
m
·
8/1us
&
8/269/15/2025I
w G
Project: Proposed ADU Sheet 6
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
A.6. BUILDING WEIGHT WITHIN AND THE NEW ADDITION, AND ADJACENT AREA; 45.75' X 28'
A.6.1 NORTH-SOUTH DIRECTION
ROOF 1.Building Size
to GF 21.5 feet span by 49.25 feet wide (ave)
2.Tributary Building Height
Roof to Second Flr:10.25 feet (Mean Roof Height)
3.Building Weight
Wt (psf)Area (sf)Wt (lbs)
Roof 16.00 1058.9 16,942
1/2 Walls (2nd Level)14.00 220.4 3,085
W =20,027 lbs
A.6.2 EAST-WEST DIRECTION
ROOF 1.Building Size
to GF 49.25 feet span by 21.5 feet wide
2.Tributary Building Height
Roof to Second Flr:10.25 feet (Mean Roof Height)
3.Building Weight
Wt (psf)Area (sf)Wt (lbs)
Roof 16.00 1058.9 16,942
1/2 Walls (2nd Level)14.00 504.8 7,067
W =24,009 lbs
Since the load is almost the same, use the larger load in determining base
shear and diaphragm loads, and apply to both directions.
KM Associates Inc Structural Calculation Sheet
5/27/2025
ASCE 7-16 Seismic Base Shear
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Risk Category
ASCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2
Specific Description: Seismic Loads in the North-South Direction
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.331
Longitude =0.000 deg West
S
Latitude =0.000
g, 0.2 sec response
deg North
S 0.47301 g, 1.0 sec response=
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.20
Fv =1.83
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.597=MS
S = Fv * S1 =0.864M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.065DSMS
=0.576 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
1.Special reinforced concrete shear walls
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=5.00
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=5.00 Category "D" Limit:Limit = 160
Category "E" Limit:Limit = 160
Category "F" Limit:Limit = 100
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =10.250 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.115
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.115
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.065
" R " : Response Modification Factor 5.00
" I " : Seismic Importance Factor =1
0.213From Eq. 12.8-2, Preliminary Cs =
1.006From Eq. 12.8-3 & 12.8-4 , Cs need not exceed=
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.047
DS
=Cs : Seismic Response Coefficient =0.2130
=
=
ASCE 7-16 Seismic Base Shear
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =20.03 kCs =0.2130 from 12.8.1.1
Seismic Base Shear V = Cs * W =4.26 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
1 20.03 10.25 205.28 1.0000 4.26 4.26 0.00
Sum Wi =20.03 k Total Base Shear =4.26 k
Base Moment =
205.28 k-ftSum Wi * Hi =
43.7 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
1 20.03 4.26 4.26 20.03 4.26 4.26 8.53 4.26 4.26
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
ASCE 7-16 Seismic Base Shear
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Risk Category
ASCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2
Specific Description: Seismic Loads in the East-West Direction
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.331
Longitude =0.000 deg West
S
Latitude =0.000
g, 0.2 sec response
deg North
S 0.47301 g, 1.0 sec response=
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.20
Fv =1.83
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.597=MS
S = Fv * S1 =0.864M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.065DSMS
=0.576 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
1.Special reinforced concrete shear walls
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=5.00
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=5.00 Category "D" Limit:Limit = 160
Category "E" Limit:Limit = 160
Category "F" Limit:Limit = 100
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =10.250 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.115
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.115
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.065
" R " : Response Modification Factor 5.00
" I " : Seismic Importance Factor =1
0.213From Eq. 12.8-2, Preliminary Cs =
1.006From Eq. 12.8-3 & 12.8-4 , Cs need not exceed=
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.047
DS
=Cs : Seismic Response Coefficient =0.2130
=
=
ASCE 7-16 Seismic Base Shear
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =24.01 kCs =0.2130 from 12.8.1.1
Seismic Base Shear V = Cs * W =5.11 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
1 24.01 10.25 246.09 1.0000 5.11 5.11 0.00
Sum Wi =24.01 k Total Base Shear =5.11 k
Base Moment =
246.09 k-ftSum Wi * Hi =
52.4 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
1 24.01 5.11 5.11 24.01 5.11 5.11 10.23 5.11 5.11
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
Project: Proposed ADU Sheet 11
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
A.8 WIND CALCS
Wind Exposure Category = C
V = 110.00 mph
kz =0.85
kd =0.85
kzt =1.00
Wind Load :(Exposure "C")
Velocity Pressure, qz
qz = 0.00256 * kz * kzt * kd * V2
qz = 0.00256 * (0.85) * (1.0) * (0.85) * (110) 2
qz =22.38 PSF
Building: Enclosed / Partially Enclosed
P = q * G * cp
q = qz = 22.38 PSF
G =0.85
Cp =0.80
P = (22.38) * (0.85) * (0.80)
P=15.22 PSF (Design Wid Pressure)
Area on N-S Direction (to be compared to Seismic Loading)
Building Length =21.50 ft (larger surface area)
Tributary Height =12 ft (Ave. Height, Acting on Diaphragm Level)
At =258 SF
Wind Force = P * At
Wind Force =(15.22 PSF) * (1100 SF) / 2
Wind Force =1.96 kips (acting on diapragm level)
(East-West)
Since Wind Force < Seismic Diap. Force
Therefore, Seismic Force Governs
KM Associates Inc Structural Calculation Sheet
5/27/2025
Project: Proposed ADU Sheet 12
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
B DESIGN OF DIAPHRAGM SHEATHING
B.1 ROOF DIAPHRAGM
1.Diaphragm Load =5.110 kips w =231.79 plf
ASD Design =3.833 kips
With Redeundancy (1.3) =4.983 kips
2.Diaphragm Span (L) = 21.50 ft Ratio =0.44 :1 < 4:1 OK
Diaphragm Depth (D) = 49.25 ft
.
3.Diaphragm Shear Force = 0.5 x Diaphragm Load =2,491.7 lbs
4.Diaphragm Unit Shear Force =0.5*w*L/D =50.59 plf
5.Using nominal 15/32 Thk. Plywood with 8D nailing at 6"-6"-12"
Blocked Diapragm 175 plf >50.59 plf OK
Per CBC Table 2306.2
On Plan: Use 15/32" OSB (Rated Sheathing) with Radiant Barrier
CHORD DESIGN - (METAL STRAP DESIGN WHERE NEEDED)
Moment = 0.125 x w x L^2 =13,393.15 ft-lbs.
T = C = Moment / D 271.94 lbs.
Using MSTA36- Strap, Capacity =2,000.00 lbs.>271.94 OK
KM Associates Inc Structural Calculation Sheet
5/27/2025
Project: Proposed ADU Sheet 13
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
C. SHEAR WALL (Cont)
C.1 SHEAR WALL (Load on North-South Direction)w =148.98 plf
Horizontal Lateral Force Due to Roof Lateral Load= 4.26 Kips
TOTAL LATERAL LOAD (ASD) =3.20 Kips
Lateral Force Each End = 0.80 kips
Lateral Force in the Middle =1.60 kips
Span (Length) =21.50 ft
4.00 ft
8.00 ft (from floor to floor)
5.00 psf
2.0 >,=2 OK
Weight of Shear Wall=720.00 lbs
Total Width of Shear Wall (Each End) =18.00 ft.
Total Width of Shear Wall (Middle) =6.00 ft.
V = wL/2 =1,601.5 lbs.
Unit Shear = v = V/b =266.92 plf (middle)44.49 plf (sides)
Per CBC 15/32" MIN PLYWOOD (1/2" gross) with
Table 2306.3, using:10D at 6" panel edges & 12" field.
Allowable Shear (middle) =280 plf >266.92 plf OK
Allowable Shear (each end) =280 plf >44.49 plf OK
CHECK FOR OVERTURNING MOMENTS OF WALL
Fx*h =9 k-ft
shear wall weight= 0.16 k-ft
Weight of roof=1.72 k-ft
Solving for Tension (T) =4.78 k add HDU5 each shearwall with less
Wall Weight =
Aspect ratio(h/b) =
Least Shear Wall Width (b) =
KM Associates Inc Structural Calculation Sheet
5/27/2025
Net Wall Height (h) =
Project: Proposed ADU Sheet 14
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
C. SHEAR WALL (Cont)
C.2 SHEAR WALL (Load on East-West Direction)w =78.01 plf
Horizontal Lateral Force Due to Roof Lateral Load= 5.11 Kips
TOTAL LATERAL LOAD (ASD) =3.84 Kips
Lateral Force Each End = 0.96 kips
Lateral Force in the Middle =1.92 kips
Span (Length) =49.25 ft
4.00 ft
8.00 ft (from floor to floor)
5.00 psf
2.0 >,=2 OK
Weight of Shear Wall=160.00 lbs
Total Width of Shear Wall (Each End) =4.00 ft.
Total Width of Shear Wall (Middle) =12.00 ft.
V = wL/2 =1,921.1 lbs.
Unit Shear = v = V/b =160.09 plf (middle)240.13 plf (sides)
Per CBC 15/32" MIN PLYWOOD (1/2" gross) with
Table 2306.3, using:10D at 6" panel edges & 12" field.
Allowable Shear (middle) =340 plf >160.09 plf OK
Allowable Shear (each end) =340 plf >240.13 plf OK
CHECK FOR OVERTURNING MOMENTS OF WALL
Fx*h =5 k-ft
shear wall weight= 0.16 k-ft
Weight of roof=3.94 k-ft
Solving for Tension (T) =-3.08 k add HDU5 each shearwall with less
Aspect ratio(h/b) =
KM Associates Inc Structural Calculation Sheet
5/27/2025
Least Shear Wall Width (b) =
Net Wall Height (h) =
Wall Weight =
Project: Proposed ADU Sheet 15
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
C. SHEAR WALL (Cont)
C.3 WSWH (Load on East-West Direction)w =78.01 plf
Horizontal Lateral Force Due to Roof Lateral Load= 5.11 Kips
TOTAL LATERAL LOAD (ASD) =3.84 Kips
Lateral Force Each End = 0.96 kips
Lateral Force in the Middle =1.92 kips
Allowable Shear (Seismic) For Simpsons Strong Wall:5,950 lbs
5,950 lbs > 1,921.05 lbs
Therefore, OK
KM Associates Inc Structural Calculation Sheet
5/27/2025
Project: Proposed ADU Sheet 16
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
D.1 ROOF RAFTER, USE C.R.C. - Table R 802.5.1
Req'd Span = 10 ft (longest span per plan)
From CRC Table R 802.5.1; (Use DL=20 psf to be more conservative)
Span Allowed for 2x10 at 16 in. , on center
For: Douglas Fir, #1
Allowable Span Length =20'-7"(in-between)Therefore, OK.
KM Associates Inc Structural Calculation Sheet
5/27/2025
Project: Proposed ADU Sheet 17
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
D.2 CEILING JOIST
(a)New Building:
Req'd Span = 10 ft (longest span per plan)
(Note, Ceiling has NO Storrage and Uninhabitable)
From CRC, Table R 802.4
Span Allowed for 2x10 at 16 in. , on center
For: Douglas Fir, #1
Span Length =18'-1"
Therefore, OK.
KM Associates Inc Structural Calculation Sheet
5/27/2025
2x8
23'-10"
8/1USA
W
u us
Project: Proposed ADU Sheet 18
Address:2121 LEWIS ST AND 2121 LEWIS ST #2 Job No.2025-7
SANTA ANA, CA 97206-2236 Date:
E.1 FOOTING
From CRC TABLE R403.1
For 1-Story Conventional Light-Frame Construction; use:
12 inch wide footing at 1,500 PSF
(Note, Use 1,500 PSF per CBC as worst condition, if project has No Soil's Report)
Per Plan:
12" Wide Footing
KM Associates Inc Structural Calculation Sheet
5/27/2025
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:6x10 HDR
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2021
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
No. 1/No. 2
850.0
850.0
1,400.0
625.0
1,600.0
580.0
180.0
500.0 30.590
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 :IBC 2021
6x10
Span = 8.0 ft
1 2
D(0.112) Lr(0.14)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 7.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.275: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.000 ft
23.23 psi=
=
1,062.50 psi
6x10Section 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 6x10
Maximum Shear Stress Ratio 0.103 : 1
7.212 ft=
=
292.42 psi
Maximum Deflection
4650
<360
2583
Ratio =0 <180
Max Downward Transient Deflection 0.021 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.037 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 0.170 0.064 0.90 1.000 1.001.00 1.00 0.90 130.0 765.0 0.36 162.01.00 10.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.275 0.103 1.25 1.000 1.001.00 1.00 2.02 292.4 1,062.5 0.81 225.01.00 23.21.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.237 0.089 1.25 1.000 1.001.00 1.00 1.74 251.8 1,062.5 0.70 225.01.00 20.01.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.057 0.022 1.60 1.000 1.001.00 1.00 0.54 78.0 1,360.0 0.22 288.01.00 6.21.00
.
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:6x10 HDR
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0372 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 1.008 1.008
Max Upward from Load Combinations 1.008 1.008
Max Upward from Load Cases 0.560 0.560
D Only 0.448 0.448
+D+Lr 1.008 1.008
+D+0.750Lr 0.868 0.868
+0.60D 0.269 0.269
Lr Only 0.560 0.560
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x12 BEAM
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2018
Load Combination Set : ASCE 7-16
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
No. 1/No. 2
850.0
850.0
1,400.0
625.0
1,600.0
580.0
180.0
500.0 30.590
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
4x12
Span = 11.50 ft
1 2
D(0.08) Lr(0.1)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.414: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.750 ft
33.10 psi=
=
1,168.75 psi
4x12Section 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 4x12
Maximum Shear Stress Ratio 0.147 : 1
0.000 ft=
=
483.66 psi
Maximum Deflection
2316
<360
1286
Ratio =0 <180
Max Downward Transient Deflection 0.060 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.107 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 = 11.50 ft 1 0.255 0.091 0.90 1.100 1.001.00 1.00 1.32 215.0 841.5 0.39 162.01.00 14.71.00
1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.50 ft 1 0.414 0.147 1.25 1.100 1.001.00 1.00 2.98 483.7 1,168.8 0.87 225.01.00 33.11.00
1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.50 ft 1 0.356 0.127 1.25 1.100 1.001.00 1.00 2.56 416.5 1,168.8 0.75 225.01.00 28.51.00
1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.50 ft 1 0.086 0.031 1.60 1.100 1.001.00 1.00 0.79 129.0 1,496.0 0.23 288.01.00 8.81.00
.
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x12 BEAM
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.1072 5.792 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 1.035 1.035
Max Upward from Load Combinations 1.035 1.035
Max Upward from Load Cases 0.575 0.575
D Only 0.460 0.460
+D+Lr 1.035 1.035
+D+0.750Lr 0.891 0.891
+0.60D 0.276 0.276
Lr Only 0.575 0.575
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x10 BEAM
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2018
Load Combination Set : ASCE 7-16
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
No. 1/No. 2
850.0
850.0
1,400.0
625.0
1,600.0
580.0
180.0
500.0 30.590
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
4x10
Span = 5.50 ft
1 2
D(0.08) Lr(0.1)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.128: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.750 ft
16.57 psi=
=
1,275.00 psi
4x10Section 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 4x10
Maximum Shear Stress Ratio 0.074 : 1
4.737 ft=
=
163.64 psi
Maximum Deflection
11770
<360
6539
Ratio =0 <180
Max Downward Transient Deflection 0.006 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.010 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 = 5.50 ft 1 0.079 0.045 0.90 1.200 1.001.00 1.00 0.30 72.7 918.0 0.16 162.01.00 7.41.00
1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.128 0.074 1.25 1.200 1.001.00 1.00 0.68 163.6 1,275.0 0.36 225.01.00 16.61.00
1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.111 0.063 1.25 1.200 1.001.00 1.00 0.59 140.9 1,275.0 0.31 225.01.00 14.31.00
1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.027 0.015 1.60 1.200 1.001.00 1.00 0.18 43.6 1,632.0 0.10 288.01.00 4.41.00
.
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x10 BEAM
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.0101 2.770 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 0.495 0.495
Max Upward from Load Combinations 0.495 0.495
Max Upward from Load Cases 0.275 0.275
D Only 0.220 0.220
+D+Lr 0.495 0.495
+D+0.750Lr 0.426 0.426
+0.60D 0.132 0.132
Lr Only 0.275 0.275
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:3.5x11.875 PSL 2.0E
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2018
Load Combination Set : ASCE 7-16
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
3.5x11.875
Span = 13.750 ft
1 2
D(0.128) Lr(0.16)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 8.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.274: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 6.875 ft
61.55 psi=
=
3,629.22 psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+Lr
=
=
=
362.50 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.170 : 1
0.000 ft=
=
992.90 psi
Maximum Deflection
1245
<360
691
Ratio =0 <180
Max Downward Transient Deflection 0.133 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.239 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 = 13.750 ft 1 0.169 0.105 0.90 1.001 1.001.00 1.00 3.03 441.3 2,613.0 0.76 261.01.00 27.41.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.274 0.170 1.25 1.001 1.001.00 1.00 6.81 992.9 3,629.2 1.71 362.51.00 61.51.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.236 0.146 1.25 1.001 1.001.00 1.00 5.86 855.0 3,629.2 1.47 362.51.00 53.01.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.057 0.035 1.60 1.001 1.001.00 1.00 1.82 264.8 4,645.4 0.45 464.01.00 16.41.00
.
Wood Beam
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:3.5x11.875 PSL 2.0E
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.2385 6.925 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 1.980 1.980
Max Upward from Load Combinations 1.980 1.980
Max Upward from Load Cases 1.100 1.100
D Only 0.880 0.880
+D+Lr 1.980 1.980
+D+0.750Lr 1.705 1.705
+0.60D 0.528 0.528
Lr Only 1.100 1.100
General Footing
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x6x2 WSWH Footing
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.0
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0
=0.30Flexure=0.90
Shear =
Values
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksf
when max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 4 ft
Length parallel to Z-Z Axis
=
6.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.0
Bottom Reinforcing
#
Bars parallel to X-X Axis (resisting Z Flexure)
Reinforcing Bar Size
=
5
Number of Bars
=
11
Bars parallel to Z-Z Axis (resisting X Flexure)
Reinforcing Bar Size =5
Number of Bars =7
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer SeparationBars along X-X Axis
# Bars required within zone 80.0 %
# Bars required on each side of zone 20.0 %
General Footing
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x6x2 WSWH Footing
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Applied Loads
0.280 0.350
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.3163 Soil Bearing 0.3163 ksf 1.0 ksf +D+Lr about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.001428 Z Flexure (+X) Bot Tens 0.07467 k-ft/ft 52.282 k-ft/ft +1.20D+1.60Lr
PASS 0.001428 Z Flexure (-X) Bot Tens 0.07467 k-ft/ft 52.282 k-ft/ft +1.20D+1.60Lr
PASS 0.003362 X Flexure (+Z) Bot Tens 0.1680 k-ft/ft 49.968 k-ft/ft +1.20D+1.60Lr
PASS 0.003362 X Flexure (-Z) Bot Tens 0.1680 k-ft/ft 49.968 k-ft/ft +1.20D+1.60Lr
PASS 0.000433 1-way Shear (+X)0.03556 psi 82.158 psi +1.20D+1.60Lr
PASS 0.000433 1-way Shear (-X)0.03556 psi 82.158 psi +1.20D+1.60Lr
PASS 0.002272 1-way Shear (+Z)0.1867 psi 82.158 psi +1.20D+1.60Lr
PASS 0.002272 1-way Shear (-Z)0.1867 psi 82.158 psi +1.20D+1.60Lr
PASS 0.002683 2-way Punching 0.4409 psi 164.317 psi +1.20D+1.60Lr
0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
PASS
PASS
PASS
PASS
Min Steel Z Flexure Bottom in2/ft0.5180.956 0.543 in2/ft n/a
Min Steel X Flexure Bottom0.912 0.518 in2/ft 0.568 in2/ft n/a
Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
PASS
PASS
PASS
PASS
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.0 n/a0.3017 0.3017 n/a 0.3020.0n/a
X-X, +D+Lr 1.0 n/a0.3163 0.3163 n/a 0.3160.0n/a
X-X, +D+0.750Lr 1.0 n/a0.3126 0.3126 n/a 0.3130.0n/a
X-X, +0.60D 1.0 n/a0.1810 0.1810 n/a 0.1810.0n/a
Z-Z, D Only 1.0 0.3017n/a n/a 0.3017 0.302n/a0.0
Z-Z, +D+Lr 1.0 0.3163n/a n/a 0.3163 0.316n/a0.0
Z-Z, +D+0.750Lr 1.0 0.3126n/a n/a 0.3126 0.313n/a0.0
Z-Z, +0.60D 1.0 0.1810n/a n/a 0.1810 0.181n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Footing Has NO Sliding
General Footing
LIC# : KW-06011877, Build:20.25.07.09 Mike Santos (c) ENERCALC, LLC 1982-2025
DESCRIPTION:4x6x2 WSWH Footing
Project File: 2121 lewis.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Tension on Bottom
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.07350 +Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.40D 0.07350 -Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D+0.50Lr 0.09581 +Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D+0.50Lr 0.09581 -Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D 0.0630 +Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D 0.0630 -Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D+1.60Lr 0.1680 +Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +1.20D+1.60Lr 0.1680 -Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +0.90D 0.04725 +Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
X-X, +0.90D 0.04725 -Z Bottom 0.5184 ACI 7.6.1.1 0.5425 49.968 OK
Z-Z, +1.40D 0.03267 -X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.40D 0.03267 +X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D+0.50Lr 0.04258 -X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D+0.50Lr 0.04258 +X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D 0.0280 -X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D 0.0280 +X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D+1.60Lr 0.07467 -X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +1.20D+1.60Lr 0.07467 +X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +0.90D 0.0210 -X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
Z-Z, +0.90D 0.0210 +X Bottom 0.5184 ACI 7.6.1.1 0.5683 52.282 OK
One Way Shear X
Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 0.02 0.02 0.08 82.16 0.00psipsipsipsi OK
+1.20D+0.50Lr 0.02 0.02 0.11 82.16 0.00psipsipsipsi OK
+1.20D 0.01 0.01 0.07 82.16 0.00psipsipsipsi OK
+1.20D+1.60Lr 0.04 0.04 0.19 82.16 0.00psipsipsipsi OK
+0.90D 0.01 0.01 0.05 82.16 0.00psipsipsipsi OK
One Way Shear Z
Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 0.08 0.08 0.08 82.16 0.00psipsipsipsi OK
+1.20D+0.50Lr 0.11 0.11 0.11 82.16 0.00psipsipsipsi OK
+1.20D 0.07 0.07 0.07 82.16 0.00psipsipsipsi OK
+1.20D+1.60Lr 0.19 0.19 0.19 82.16 0.00psipsipsipsi OK
+0.90D 0.05 0.05 0.05 82.16 0.00psipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVuPhi*VnLoad Combination...
+1.40D 0.19 164.32 0.00 OKpsipsi
+1.20D+0.50Lr 0.25 164.32 0.00 OKpsipsi
+1.20D 0.17 164.32 0.00 OKpsipsi
+1.20D+1.60Lr 0.44 164.32 0.00 OKpsipsi
+0.90D 0.12 164.32 0.00 OKpsipsi
N nam
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
March 18, 2024
Also sent via email to: dave@goodwinconsultinggroup.net
Linh Le and David Freudenberger
2121 North Lewis Street
Santa Ana, CA 92706
Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 2121
North Lewis Street (APN: 101-561-19) in Santa Ana, CA
Dear Linh and David,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a 800-square-foot ADU located at 2121 North Lewis Street (APN: 101-561-19). Notice is
hereby given that the following assigned address shall be posted onsite per the approved address
plan, attached hereto as Exhibit A.
Address to be Activated/Posted
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 664-2753 or by email at PRaj@santa-ana.org.
Sincerely,
Punkaj Raj
Planning Technician
Exhibit A – Address Plan
Address Letter for 2121 North Lewis Street
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
2121 N LEWIS ST.
(E) PRIMARY
DWELLING
(E) GARAGE
2121 N LEWIS ST.
UNIT 2
(N) ADU
2121 N LEWIS ST.
(E) PRIMARY
DWELLING
(E) GARAGE
2121 N LEWIS ST.
UNIT 2
(N) ADU
EXHIBIT A : ADDRESS PLAN
N
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
SOILS REPORT EXEMPTIONS
PCC-06
A. REFERENCES
2022 California Building Code (CBC), Section 1803 for Geotechnical Investigations
B. SOILS REPORT REQUIRED
Soils reports prepared by a California registered geotechnical engineer shall be provided in
accordance with code requirements in Chapter 18 of the current CBC. Two copies of the soils
report that are stamped and signed by the geotechnical engineer shall be provided at the time
of plan submittal.
Exemptions: A soils report will not be required for the following:
1. Accessory structures to an existing single family dwelling such as patio covers and
carports
2. Light standards where the height is 25 feet or less
3. Fences and blockwalls where the height is 10 feet or less
4. Retaining walls retaining 6 feet or less of level grade, not supporting surcharge
5. The following types of buildings complying with the “Minimum Foundation Construction
Requirements” in Section C below are met:
a. Detached one-story garage serving a single family dwelling
b. One-story and two-story attached additions to an existing single family dwelling
c. New detached one-story accessory dwelling units (ADU) with a maximum building
area of 750 sq. ft.
The building official reserves the right to require a soils report for any project where
questionable soil or slope instability conditions at the site warrant a foundation and soils
investigation.
C. MINIMUM FOUNDATION CONSTRUCTION REQUIREMENTS UNDER EXEMPTION #5 ABOVE
1. Depth of foundations below the natural grade shall not be less than 18 inches.
2. Continuous foundations shall be reinforced with at least four continuous #4 reinforcing
bars, two #4 bars at the top and two #4 bars at the bottom.
3. Slab construction shall be minimum 4” thick, reinforced with #4 bars at 18” on center
each way.
4. Doweling of the new foundations and slabs into the existing foundations and slabs shall
be required. Dowels shall be a minimum of 6” into the existing concrete and shall extend
a minimum of 24” into the new concrete. Dowels shall be minimum #3 bars at 18” on
center or #4 bars at 24” on center.