HomeMy WebLinkAbout2122 N Lewis St & #2 101118132-33 - PlanPR
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LEWIS ST.
CL
(E) FENCE
(E
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F
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(E) FEN
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53
'
-
0
1 2"
G
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(E)
ELECTRIC
METER
(E) GAS
METER
PROPERTY LINE
PROPERTY LINE
(E)
CONCRETE
PAVEMENT
(E)
LANDSCAPE
(E)
LANDSCAPE
(E) PLAN
TER
AREA
(R) WOOD GATE
46'-10"
MAIN
ENTRANCE
40'
37'-8
"
65'
1
0
5
'
11'-1"
79'-5"
23'
46'-10"
20'
23'-10"
(E)
F
E
N
CE
24'
±3
2
'
10
'
23'
-6"
(E) DRIVEWAY
4'
7'-8
"
±12'-7"
(E) PLANTER AREA
(E) PLAN
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R
AREA
(E) CONCRETE WALK
(E) CON
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WALK
11'
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"
30'
-
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"
(E) FENCE
32
'
-1"
14'
5'
8'
-5
"
20
'
-6
"6'-2"
MA
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LINE OF PATIO CO
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EXISTING PATIO
TO REMAIN,PROTECT IN PLACE
EXISTING
GAZEBO (120SF)
TO REMAIN,
PROTECT IN PLACE
(E)
CONCRETE
PAVEMENT
(E) CONCRETE
DRIVEWAY
(E) CONCRETE
PAVEMENT
23
'
-8
"32'-4"
UNPERMITTED
EXCESS DRIVEWAY
TO BE ADDRESSED
AT A LATER TIME.
(N) A/C
CONDENSER
(E) L
A
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5'
PU
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(N) TANKLESS
WATER HEATER,
IN A RECESSED
ENCLOSURE.
WH
(E) WATER
METER
W
(N
)
4"
S
(N) 1"
W
(N) 4" SEWER
LATERAL. CONSTRUCT
PER CITY STANDARDS
(N) 1" WATER SERVICE.
CONSTRUCT PER CITY
STANDARDS AND CONNECT
TO (N) 1" COMBINATION
WATER/FIRE METER
(E)
PL
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AR
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A
(E) PLANTER AR
E
A
DRAIN
FLOW
DRAIN
FLOW
DR
A
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FLO
W
DRAI
NFLOW
DRAI
NFLOW
DRA
I
N
FLO
W
DR
A
I
N
FLO
W
DRA
I
N
FLO
W
DR
A
I
N
FL
O
W
DR
A
I
N
FL
O
W
DR
A
I
N
FL
OW
DR
A
I
N
FL
O
W
(E)
PLANTER
AREA
(E) WOOD
FENCE/GATE
6'
PU
E
6'PUE
6'PU
E
2'
1'
(16 SF)
#2122
EXISTING MAINHOUSE(NOT IN CONTRA
C
T
)
(UNIT 1)
#2122 - #2
PROPOSED ADU
(784 SF)
(UNIT 2)
COND.
UNIT
CONDENSER OF HEAT PUMP SPLIT TYPE UNIT
PROPOSED GARAGE CONVERSION TO ADU
SCOPE OF WORK:
OWNER'S INFORMATION:
NAME : LINH LE AND DAVID FREUDENBERGER
ADDRESS : 2122 N. LEWIS ST., SANTA ANA, CA 92706-2236
CONTACT NO. : 916.952.0890
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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
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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
2122 N. LEWIS ST.
SANTA ANA,
CA 92706-2236
PROJECT SITE
2122 N. LEWIS ST.
SANTA ANA,
CA 92706-2236
SITE PLAN
SCALE: 1/8" = 1'-0"
N
EXISTING MAIN HOUSE INFORMATION:
SITE INFORMATION:
LINH LE AND DAVID FREUDENBERGER
2122 N. LEWIS ST. AND 2122 N. LEWIS ST. #2, SANTA ANA, CA 92706-2236
0.1
PROPOSED ACCESSORY DWELLING UNIT :
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.
BUILDING CODE:
LOT COVERAGE :
SHEET INDEX
NO. NAME
0.1 TITLE SHEET AND SITE PLAN
2.0 BUILDING ELEVATIONS
3.0 STRUCTURAL NOTES
3.1 FLOOR AND ROOF FRAMING PLAN
1.0 EXISTING FLOOR PLAN
1.2 PROPOSED FLOOR PLAN
1.3 PROPOSED ROOF PLAN
3.2 STRUCTURAL DETAILS
1.1 EXISTING ROOF PLAN
4.0 T-24
4.1 T-24
NOTE:
THE APPLICANT/PROPERTY OWNER SHALL BE
RESPONSIBLE FOR CONFIRMING ALL EXISTING
UTILITY EASEMENT AND/OR CLEARANCES ON-SITE
THAT MAY AFFECT THE PROJECT.
Bldg# 101118132-33
APPROVALS:
PLNG - PRaj
BLDG - GHuang
POLICE - BMartin
2122 N Lewis St & #2
101118132-338/13/2024
46'-10"
11'
10
'
5'
4'
14
'
19
'
22
'
12'
20'
(E)
2-CAR
GARAGE
(E)
BEDROOM
#1
(E)
BEDROOM
#2
(E)
BEDROOM
#3
22
"
22
"
18"30"
CL
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10
'
33
'
CL
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(E)
KITCHEN
RA
N
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IS
L
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(E)
LIVING AREA
(E)
DINING
AREA
23'-10"
(E)
BATH#1
(E)
BATH#2
11'-5"35'-10"
LINE OF EXTENSION
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5'15'
20
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15
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8'
LINE OF PATIO COVER
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EXISTING PATIO
TO REMAIN,
PROTECT IN PLACE
REF
DW
W/D
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SCALE 1/4" = 1'-0"10
EXISTING FLOOR LAN1
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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OW
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AD
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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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1.0
2122 N Lewis St & #2
101118132-338/13/2024
46'-10"
19
'
20'
10
'
33
'
23'
47'-3"
LINE OF EXTENSION
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5'15'
20
'
15
'
8'
SLOPE
SLOPE
SL
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4:
1
2
SL
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4:
1
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SL
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4:12
SLOPE
SLOPE
SL
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SLOPE
LINE OF PATIO COVER
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EXISTING PATIO
TO REMAIN,
PROTECT IN PLACE
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
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SCALE 1/4" = 1'-0"11
EXISTIN OOF LAN1
NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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OW
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AD
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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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1.1
WATER HEATING SYSTEM (WATER HEATER) - (SECTION 150.0(n)) SYSTEMS USING GAS OR
PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A
SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE
INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY MEETING EITHER A OR B LISTED
UNDER SECTION 150.0(n).
A)IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER:
i. A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED
TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR, 10 AWG COPPER
BRANCH UNIT CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER.
ii. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR.
iii. A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE
ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER.
iv. A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE WATER
HEATER.
B.) IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER
HEATER: SEE ADDITIONAL CODE REQUIREMENTS.
i. A DEDICATED 240 VOLT BRANCH CIRCUIT SHALL BE INSTALLED WITHIN 3 FEET
FROM THE DESIGNATED SPACE. THE BRANCH CIRCUIT SHALL BE RATED AT 30
AMPS MINIMUM.
ii. THE MAIN ELECTRICAL PANEL DEDICATED SHALL HAVE A RESERVED SPACE TO
ALLOW FOR THE INSTALLATION A DOUBLE POLE CIRCUIT BREAKER FOR A
FUTURE HPWH INSTALLATION.
iii. EITHER A DEDICATED COLD WATER SUPPLY, OR THE COLD WATER SUPPLY
SHALL PASS THROUGH THE DESIGNATED HPWH LOCATION JUST BEFORE
REACHING THE GAS OR PROPANE WATER HEATER.
iv. THE HOT WATER SUPPLY PIPE COMING OUT OF THE GAS OR PROPANE WATER
HEATER SHALL BE ROUTED FIRST THROUGH THE DESIGNATED HPWH LOCATION
BEFORE SERVING ANY FIXTURES.
v. THE HOT AND COLD WATER PIPING AT THE DESIGNATED HPWH LOCATION SHALL
BE EXPOSED AND READILY ACCESSIBLE FOR FUTURE INSTALLATION OF AN
HPWH.
vi. A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE BASE
OF THE INSTALLED WATER HEATER AND ALLOW NATURAL DRAINING WITHOUT
PUMP ASSISTANCE.
WATER HEATER REQUIREMEN NOTES:
2122 N Lewis St & #2
101118132-338/13/2024
46'-10"
11'12'
(E)
BEDROOM
#1
(E)
BEDROOM
#2
(E)
BEDROOM
#3
CL
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10
'
(E)
KITCHEN
G
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23'-10"
20'
5'
4'
14
'
33
'
4'
-
3
"
19'-2"
10
'
BEDROOM
#1
BATH
#1
REF
5'-6"13'-3"
15 15
3'-6"
DW
RANGE
15
"
15
"
BATH
#2
36
"
W/D
4'
-
4
"
3'
-
1
0
"
1'
-
8
"
5'
-
6
"
8'
-
9
"
52
"
KITCHEN
/DINING
BEDROOM #2
LAUNDRY
#2
LIVING
LAUNDRY
#1
W/D
8'- 4"
36
STORAGE 2
5'
CL
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CLOSET
3'
W1
W1
W1
W2
W1
W2
24
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48''W X 48''H
SLIDING WINDOW
EGRESS
24''W X 24''H
SLIDING WINDOW
D1
D1
D3
D3
D3
D4
D4
D4
D4
48
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48
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8
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30'' WIDE
X 22'' DEPTH
ATTIC ACCESS
50CFM
EXHAUST
FAN. DUCTED
OUTSIDE
THE BUILDING.
50CFM EXHAUST
FAN. DUCTED
OUTSIDE THE
BUILDING.
EXISTING
MAIN HOUSE
SD
SD
SD SD
SD
SD
CM
MA
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EXISTING PATIO
TO REMAIN, PROTECT
IN PLACE
REF
DW
W/D
CL
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WH
SD
CM
WH
SUPPLY
RETURN
3'
5'
LANDING
3'
-
6
"
8'
LANDING
D2
8'-8"
LANDING
3'
1'
4'-7"
2'-6"8'3'-6"
5'
14'-2"
20'46'-10"
EXISTING MAIN HOUSE15'
96''W X 80''H
SLIDING DOOR
EN
T
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C
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3'-6"
6'
LA
N
D
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8'
-
4
"
22
'
-
6
"
10
'
32
'
-
1
"
8'
-
5
"
2'
INDOOR FAN.
TYPICAL
LEGEND.
SPLIT TYPE.
CONDENSER
OF THE
HEAT PUMP
SPLIT TYPE
UNIT.
INDOOR FAN.
TYPICAL
LEGEND.
SPLIT TYPE.
(E)
LIVING
AREA
(E) DINING
AREA
PROVIDE AIRBORNE
SOUND INSULATION.
50STC RATING. SEE
DETAIL IN THIS SHEET.
PROVIDE 1-HR FIRE RATED
WALL ASSEMBLY. SEE
DETAIL IN THIS SHEET
SEE WATER HEATER
NOTE SHEET 1.1
(E)
BATH#1
(E)
BATH#2
INDOOR FAN.
TYPICAL
LEGEND.
SPLIT TYPE.
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 0.32
U-FACTOR
0.25
SHGC TYPE
SLIDING
1 3/4''WOOD3680
SLIDING
NO NO NO
2
1 3/4''
WOOD
36
80 YES NO NO
3 GLASS
96
80 YES NO NO
2 GLASS, TEMPERED2436 DOUBLE 0.32 0.25
3 GLASS, TEMPERED DOUBLE 0.32 0.25
HINGE
HINGE
4 1 3/4''WOOD2880 NO NO NOHINGE
1 3/4''
SLIDING
24 24 SLIDING
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NO.REVISIONS DATE
CONSULTANT
JOB NO:
DATE:
1ST REV:
DRAWN:
PLOTTED:
SCALE:AS SHOWN
PR
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OW
N
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:
AD
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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 NUMBER
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SCALE 1/4" = 1'-0"1.2
PROPOSED FLOOR PLAN1
LEGEND:
CMSD
1-HR FIRE-RATED WALL
50CFM ENERGY STAR COMPLIANT
AND BE DUCTED 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.
SMOKE AND CARBON MONOXIDE
DETECTOR INTERCONNECTED
HARDWIRED WITH BATTERY BACKUP.
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.
BATHROOM NOTES:
* 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.
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
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.
1.2
2122 N Lewis St & #2
101118132-338/13/2024
23'23'-10"20'
33
'
SLOPE
SLOPE
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4:
1
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COOL ROOF SHINGLES PER
CRRC 0890-0010. SEE OWENS
CORNING AT SHEET 1.3
REFER TO MANUFACTURER'S
STANDARD AND SPECIFICATION
FOR INSTALLATION.
PROVIDE CLASS A
(ESR #2867) FIRE
RETARDANT COVERING.
PROVIDE CLASS A
(ESR #2867) FIRE
RETARDANT COVERING, TYP.
COOL ROOF SHINGLES PER
CRRC 0890-0010. SEE OWENS
CORNING AT SHEET 1.3. REFER
TO MANUFACTURER'S
STANDARD AND SPECIFICATION
FOR INSTALLATION, TYP.
LINE OF EXISTING ROOF
AT GARAGE VIF IN PLACE
WA
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WA
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DRAIN AND
SCUPPERS.
SEE DETAIL
DRAIN AND
SCUPPERS.
SEE DETAIL
DRAIN AND
SCUPPERS.
SEE DETAIL
15'1'1'
1'
9'
-
5
"
WATER FLOW WATER FLOW
WA
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19
'
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6
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1'
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
LINE OF PATIO COVER
LI
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EXISTING PATIO
TO REMAIN,
PROTECT IN PLACE
2" X 6'' WOOD TRELLIS
EXISTING ROOFING
TO REMAIN,
PROTECT IN PLACE
ROOF VENT. TYPICAL LEGEND.
SEE CALCS IN THIS SHEET.
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KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
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SHEET TITLE
SHEET NUMBER
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SCALE 1/4" = 1'-0"1.3
PROPOSED ROOF PLAN1
NOT TO SCALE
1HR FIRE=RATED WALL/EAVES2
NOT TO SCALE
ROOF DRAIN DETAIL3 1.3
MINERAL FIBER
INSULATION (NOTE 2)
2"X4" STUDS AT 16" O.C.
RESILIENT CLIP AT EACH STUD OR
RESILIENT CHANNELS-ONE SIDE
5/8" TYPE X DRY WALL
1 HOUR RATE LATH AND
PLASTER (7/8") OR ONE
LAYER OF (5/8") TYPE "X"
GYPSUM BOARD EACH SIDE
GENERAL NOTES
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.
NOTES:
Water Heating system (water heater) - (Section 150.0(n)) Systems using gas or propane water heaters to serve individual dwelling units shall
designate a space at least 2.5 feet by 2.5 feet wide and 7 feet tall suitable for the future installation of a heat pump water heater (HPWH) by
meeting either A or B listed under Section 150.0(n).
A)If the designated space is within 3 feet from the water heater:
i.A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper
branch circuit, within 3 feet from the water heater.
ii.Isolate both ends of the unused conductor.
iii.A reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker
iv.A condensate drain that allows natural draining of the water heater.
B). If the designated space is more than 3 feet from the water heater: see additional Code requirements.
i.A dedicated 240 volt branch circuit shall be installed within 3 feet from the designated space. The branch circuit shall be rated at 30
amps minimum.
ii.The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future
HPWH installation.
iii.Either a dedicated cold water supply, or the cold water supply shall pass through the designated HPWH location just before reaching the
gas or propane water heater
iv.The hot water supply pipe coming out of the gas or propane water heater shall be routed first through the designated HPWH location
before serving any fixtures
v.The hot and cold water piping at the designated HPWH location shall be exposed and readily accessible for future installation of an
HPWH
vi. A condensate drain that is no more than 2 inches higher than the base of the installed water heater and allow natural draining without
pump assistance
2122 N Lewis St & #2
101118132-338/13/2024
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
±4
'
-
5
"
9'
±4
'
-
7
"
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
9'
34
"
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING FINISH
OF MAIN HOUSE
EXISTING FINISH
OF MAIN HOUSE
EW EW EW
(E)(E)
(E)
14
'
-
1
"
8"
14
'
-
3
"
8"
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
±4
'
-
5
"
9'
±4
'
-
7
"
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
9'
34
"
34
"
W1
W3
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING FINISH
OF MAIN HOUSE
EXISTING FINISH
OF MAIN HOUSE
NEW WINDOWS
AND TRIM TO MATCH
EXISTING MAIN HOUSE,
TYPICAL
EW EW EW
(E)(E)
(E)
STUCCO FINISH,
COLOR TO MATCH
EXISTING MAIN HOUSE
1'1'
8"
14
'
-
1
"
14
'
-
3
"
8"
TOP PLATE
TOP OF ROOF
9'
1'
FLOOR LINE
GRADE
9'
3'
-
3
1 2"
2"X8" ROOF RAFTER
@ 16'' O.C. W/ R-38
INSULATION PER T24
2"X8" CEILING JOIST
@ 16'' O.C.
2X6 @ 24'' O.C. WALL
STUD WITH R-15
INSULATION PER T24
4'' THK. CONCRETE SLAB W/
#4 REBARS @ 16'' O.C.E.W.;
OVER 4'' OF 1/2'' CLEAN AGGREGATE
OVER 90% RELATIVE COMPACTION.
TOP PLATE
TOP OF ROOF
9'
FLOOR LINE
GRADE
9'
3'
-
1
1
"
9'
3'
-
3
"
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
34
"
34
"
D1W2
W1 W1 W1
EAVES WITH 1-HR
FIRE-RESISTANT
RATING
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
NEW ROOF FINISH TO MATCH
EXISTING MAIN HOUSE,
VIF ON SITE.
NEW ROOF FINISH TO MATCH
EXISTING MAIN HOUSE,
VIF ON SITE.
STUCCO FINISH,
COLOR TO MATCH
EXISTING MAIN HOUSE
STUCCO FINISH,
COLOR TO MATCH
EXISTING MAIN HOUSE
EAVES WITH 1-HR
FIRE-RESISTANT
RATING
NEW WINDOWS
AND TRIM TO MATCH
EXISTING MAIN HOUSE,
TYPICAL
NEW WINDOWS
AND TRIM TO MATCH
EXISTING MAIN HOUSE,
TYPICAL
(N) A/C
1'1'
8"
12
'
-
1
1
"
13
'
-
7
"
8"
INDOOR FAN
40''WI X 14'' H
TYP LEGEND
SPLIT TYPE
(N) A/C
COND. UNIT
9'
W2
3'
-
3
"
±4
'
-
7
"
W3
NEW ROOF FINISH TO
MATCH EXISTING
MAIN HOUSE, VIF ON SITE.
9'
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
EXISTING
ROOF TO REMAIN, PROTECT
IN PLACE, VIF
EAVES WITH 1-HR
FIRE-RESISTANT
RATING
EXISTING FINISH
OF MAIN HOUSE
EW
EWEW
EW
(E)
8"
12
'
-
1
1
"
14
'
-
3
"
8"
9'
1'
9'
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
80
"
±4
'
-
7
"
9'
TOP PLATE
TOP OF ROOF
FLOOR LINE
GRADE
ED
1'
EAVES WITH 1-HR
FIRE-RESISTANT
RATING
NEW ROOF FINISH TO
MATCH EXISTING
MAIN HOUSE, VIF ON SITE.
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIFEXISTING
ROOF TO REMAIN,
PROTECT IN PLACE, VIF
EXISTING FINISH
OF MAIN HOUSE
EXISTING FINISH
OF MAIN HOUSE
EW EW EW EW
STUCCO FINISH, COLOR
TO MATCH EXISTING, VIF
8'-0"3'-6"2'-6"
(E)(E)
1'
8"
14
'
-
3
"
13
'
-
9
"
8"
3'
-
3
"
12
'
-
1
1
"
4'
-
1
"
(N) A/C
COND. UNIT
BU
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ESTN NT ELEATN AN SE1
20
SCALE 1/4" = 1'-0"
SE NT ELEATN2
20
SCALE 1/4" = 1'-0"
LET SE ELEATN3
20
SCALE 1/4" = 1'-0"
SECTN6
20
SCALE 1/4" = 1'-0"
T SE ELEATN4
20
SCALE NTS
LASN ETAL 17
20 SCALE NTS
LASN ETAL 28
20
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
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SHEET TITLE
SHEET NUMBER
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SCALE 1/4" = 1'-0"
EA ELEATN5
20 2.0
2122 N Lewis St & #2
101118132-338/13/2024
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
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
A. GENERAL NOTES
D. SHEAR WALL
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
F.STATEMENT OF SPECIAL INSPECTION
NOTE:
G.FOUNDATION DESIGN CRITERIA
a) Importance Factor, i = 1
b)Fa = 1.2 ; Fv = 1.83
c)Ss=1.331, .02 sec response S1=0.473, 1.0 sec response
d) Site Class = D
e)Sds = 1.065 Sd1 = 0.576
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' = 10.5'
Ta = 0.117 sec
n) Redundancy Factor = 1.3
o)Cs = 0.1638
p) Analysis Procedure Used = Per 2022 CBC, 2022 CRC
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 NDS)
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.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 COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT 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 LICENSED 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 RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
AVAILABLE AT THE JOB SITE.
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 ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR
MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, ETC.
11. SEE ARCHITECTURAL 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.
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.
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.
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. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE TEST AND INSPECTION
ARE PERFORMED. (T2306.4.1)
A. WOOD NAILED 4" O.C. OR CLOSER
B. EPOXY ANCHORS / ADHESIVE ANCHORS
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
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.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
U
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T
U
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A
L
N
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E
S
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
PR
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:
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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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2
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SHEET TITLE
SHEET NUMBER
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3.0
PROPOSED GARAGE CONVERSION TO ADU
2122 N. LEWIS ST. AND 2122 N. LEWIS ST. #2,
SANTA ANA, CA 92706 - 2236
LINH LE AND
DAVID FREUDENBERGER
2122 N Lewis St & #2
101118132-338/13/2024
19'-2"
32
'
-
1
"
SLOPE
SLOPE
4X4KP
4X4POS
T
AB
O
V
E
4X
8
H
D
R
2X8 @ 16''
O.C. C.J.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. C.J.
2X8 @ 16''
O.C. C.J.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. RR
2X
8
@
1
6
'
'
O.
C
.
R
.
R
.
2X8 @ 16''
O.C. R.R.
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
3.5X11.875 PSL E2.0
2-2X
1
2
H
I
P
2-2X
1
2
H
I
P
2X
1
0
R
I
D
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B
O
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D
4X4
KP
4X4
KP
2X
1
0
R
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2X
8
@
1
6
'
'
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.
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4X4
KP
2X8 @ 16''
O.C. R.R.
2X
1
0
R
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B
O
A
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D
2X8 @ 16''
O.C. C.J.
2X8 @ 16''
O.C. R.R.
2X8 @ 16''
O.C. R.R.
4X4
POS
T
2X8 @ 16''
O.C. R.R.
15/32'' OSB W/ 8D
SPACED @ 6''-6''-12''
15/32'' OSB
W/ 8D SPACED
@ 6''-6''-12''
15/32'' OSB W/ 8D
SPACED @ 6''-6''-12''
5.25x11.875 PSL E2.0
2-2X
1
2
H
I
P
4X4KP
LINE OF EXISTING ROOF
AT GARAGE VIF IN PLACE
2X1
2
H
I
P
2-2X
1
2
H
I
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(E
)
R
.
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(E
)
R
.
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.
TO
R
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M
A
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EXISTING
MAIN HOUSE
(NOT IN CONTRACT)
3
3.2
4
3.2
16
3.2
7
3.2
2X8 @ 16''
O.C. C.J.
5.25x11.25 PSL E2.0
5.25x11.875 PSL E2.0
(E
)
C
.
J
.
TO
R
E
M
A
I
N
16A
3.2
TYP
TYP
3
3.1
9
3.2
8
3.2
4X4
KP
3.
5
x
7
P
S
L
E
2
.
0
2X
8
C
J
@
1
6
'
'
O
.
C
.
2X
8
C
J
@
1
6
'
'
O
.
C
.
2X
8
C
J
@
1
6
'
'
O
.
C
.
TYP
5A
3.2
NOTE:
ADD 2X4 COLLAR TIES AT EVERY OTHER RAFTER WHEN
2X4 COLLAR TIE
@ 32'' O.C.
5A
3.2
A 4X6 KP ABOVE HEADER
5A
3.2
ROOF RAFTERS PERPENDICULAR TOCEILING JOISTS.
4X4 POST FROM
FOOTING TO HIP W/ AC4.
4
3.14X6POS
T
4X6POS
T
4X6POS
T
4X6POS
T
4X6POS
T
4X6POS
T
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
ABOVE
4X10 HDR
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
AB
O
V
E
4X
8
H
D
R
ABOVE
4X8 HDR
ABOVE
4X8 HDR
#4 @24" O.C. SIMPSONS
EPOXY ANCHORED
DOWEL, 4" EMBEDMENT
TO EXISTING, TYP.
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
ABOVE
4X8 HDR
4'' THK. CONCRETE SLAB
W/ #4 REBARS @ 16''
O.C.E.W.; OVER 4'' OF 1/2''
CLEAN AGGREGATE OVER
90% RELATIVE COMPACTION.
L=4'
S
L=8'
S
L=4'
S
S
L=
1
2
'
SL=
4
'
SL=
4
'
SL=
4
'
SL=
4
'
SL=
4
'
NON-LOAD BEARING,
NON-STRUCTURAL
WALL
4'' THK. CONCRETE SLAB
W/ #4 REBARS @ 16''
O.C.E.W.; OVER 4'' OF 1/2''
CLEAN AGGREGATE OVER
90% RELATIVE COMPACTION.
(E) SOG TO REMAIN (PROTECT IN
PLACE). APPLY REDGARD (ESR
1413) FOR MOISTURE BARRIER
PROVIDE HDU5 HOLDDOWN
@ B.S. FOR EVERY
SHEARWALL 6' OR LESS,
TYPICAL.
PROVIDE HD5B
HOLDDOWN
@ B.S. FOR EVERY
SHEARWALL 6' OR
LESS, TYPICAL.
(E) WALL
FOOTING
12''WIDE
X 24''DEEP
WALL FOOTING
12''WIDE X 24''DEEP
WALL FOOTING
(E) WALL
FOOTING
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
4X6POS
T
4X4POS
T
4X4POS
T
4X4KP
18
"
18
"
L=8'
S
L=4'
S
4X6POS
T
PROVIDE HD5B
HOLDDOWN
@ B.S. FOR EVERY
SHEARWALL 6' OR
LESS, TYPICAL.
12''WIDE X 4''DEEP
WALL FOOTING
18''WIDE X 24''DEEP
WALL FOOTING
4X6POS
T
4X8 DS
S
L=
1
2
'
NON-LOAD
BEARING,
NON-STRUCTURAL WALL
NON-LOAD
BEARING,
NON-STRUCTURAL WALL
4X4KP
NON-LOAD
BEARING,
NON-STRUCTURAL WALL
LINE OF EXISTING
PAVEMENT AT GARAGE
VIF IN PLACE
(E) SOG TO REMAIN
(PROTECT IN PLACE).
APPLY REDGARD (ESR 1413)
FOR MOISTURE BARRIER
12''WIDE X 24''DEEP
WALL FOOTING
#4 @24" O.C.
SIMPSONS EPOXY
ANCHORED DOWEL,
4" EMBEDMENT
TO EXISTING, TYP.
(E) WALL FOOTING
(E) WALL FOOTING
(E) WALL
FOOTING
(E) WALL
FOOTING
EXISTING
MAIN HOUSE
(NOT IN CONTRACT)
1
3.2
10
3.2
15
3.2
S
L=4'
4X4POS
T
10
3.2
17
3.2
18
3.2
19
3.2 typ
13
3.2
S
L=4'
4X6POS
T
4X6POS
T
24X24X24 PAD FOOTING
4X4 POST TO HIP W/ AC4 1A
3.2
4
3.1
FL
O
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P
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SCALE3.1
ROOF FRAMING PLAN
SCALE 1/4" = 1'-0"
2
SCALE 1/4" = 1'-0"3.1
FLOOR FRAMING PLAN1
SCALE 1/4" = 1'-0"
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
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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
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LEGEND:
PROPOSED WALL FOOTING
PROPOSED NON-BEARING
WALL PROPOSED SHEARWALL
3.1
BELOW
EXISTING ROOF
A35 @ EA. SIDE
2X DBL. BLOCKING W/
2X FLAT W/3-16d
@EA. RAFTER
SIMPSON A35 @EA.
ROOF RAFTER
B.N TO BLK'G
15/32" STRUCT 1 PLYWOOD
(N)CALIFORNIA
FRAMING
A35
16D @ 6" O.C.
SCALE3.1
ROOF FRAMING PLAN
SCALE 1/4" = 1'-0"
3
3"
WOOD POST
SEE PLAN.
HIP PER PLAN
SIMPSON "AC4" ,
SAEE PLAN.
SCALE3.1
POST-HIP
SCALE 1/4" = 1'-0"
4
2122 N Lewis St & #2
101118132-338/13/2024
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
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
(N) BEAM
PER PLAN
OR HEADER
(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
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.
WALL INSUL. PER T24 PLYWOOD SHEATHING
(SHEAR WALL) PER PLAN
1/2" THK. GYPSUM
BD. ON 2X6 STUDS
@ 24" 0.C., TYP.
SIMP. A35 @ 16"
0.C., TYP.
2X SOLID BLOCKING.
2-2X TOP
PLATE
16d TOE NAILS @ 6" O.C.
BDRY NAILS
1/2" THK. GYP. BD.
ON 2X CEIL. JOIST
2X ROOF RAFTERS PER PLAN
PLYWOOD SHEATHING PER PLAN
ROOF
INSUL.
PER T24
NOTE: HIGH
PERFORMANCE
ROOF PER 24
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
(TYPICAL)
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
NEW FOUNDATION
EXISTING FOUNDATION
12 8
3"
C
L
E
A
R
CUT, CLEAN AND FILL IT
WITH SIMPS. SET XP EPOXY
2#4 T&B
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
SLAB ON GRADE WITH
#4 AT 24" O.C. EACH WAYGRADE
(E) SLAB ON
#4 @ 24" O.C.
EA. WAY
6"1'-9 5/8"
5'
'
#4 @ 24'' O.C. W/ SIMPS.
SET XP EPOXY, 4''
EMBEDMENT (DEPUTY
INSPECTOR REQUIRED)
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.
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
8d @ 6" O.C.
BOUNDARY NAILING
UNLESS OTHERWISE
STATED ON PLAN
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
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 HD5B
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.
AS PER
PLAN
MI
N
I
M
U
M
#4 @ 16" O.C. E.W.
4.5" THK. SLAB
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 2-#4
CONTINUOS 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.
(E) FLR.
PANEL EDGE NAILING
PER SCHEDULE, STAGGERED
STEEL PLATE WASHER:
AT 5/8" BOLT (A325),
USE 1/4" x 2 1/2" x 2 1/2"
NEW 5/8" X 10" LONG ANCHOR BOLT,
(GRADE A325) AT 24" O.C.,
MINIMUM OF 2 PER PANEL
ROOF BLKNG.
SHEATHING PER PLAN
MSTA 18 @ 32'' O.C.
2 X 4 STUD WALL @ 16" O.C.
2 X 4 @ 16" O.C. D.F. STRUCT. 1
EN PER SHEAR WALL
SCHEDULE ON SHEET 3.0
STRUCT.
SHEATHING PER
PLAN
10D @ 4'' O.C. EDGE NAILING
UNLESS OTHERWISE STATED ON
PLAN SEE 1/95 AND 2/3 FOR OTHER
NAILING SCH. REFER TO 9/96 FOR
NAILING SCH. NOT SHOWN HERE.
A35
STRUCT.
SHEATHING PER
PLAN
ROOF RAFTER PER PLAN
CJ PER PLAN
BLKNG.
SEE (N) INTERIOR
FOOTINGDETAIL
SOG
A35@ 16" o.c.
WOOD POST
SEE PLAN.
BEAM PER PLANSIMPSON "ECC"
COLUMN CAP,
(U.O.N.), SEE PLAN.
PER PLAN
4X4 POST
SIMP. BASE CAP
CONC. FOOTING8
24
'
'
M
I
N
.
4-#4 EA WAY T&B
SOG
SCALE 3/4" = 1'-0"
HEADER6
SCALE 1" = 1'-0"
KING POST7
SCALE 3/4" = 1'-0"
TYPICAL KING POST5
SCALE 1 1/2" = 1'-0"
NON-BEARING WALL
SCALE 3/4" = 1'-0"
RIDGE3
SCALE 1" = 1'-0"
TYPICAL ROOF EAVES4
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"
(N)-(E)FOOTING12
SCALE 3/4" = 1'-0"
(N)-(E)SLAB13
SCALE 3/4" = 1'-0"
WEEP SCREED15
3.2
3.2
3.2
3.2 3.2
3.2
3.2
3.2
3.2
8
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
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S
S
:
T: 323.470.0181 E: kmassociatesince@outlook.com
KM ASSOCIATES INC.
16202 ORION AVE CHINO CA 91708
PR
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P
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S
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D
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A
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3
6
SHEET TITLE
SHEET NUMBER
LI
N
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D
A
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F
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SCALE 1/4" = 1'-0"
LOAD PATH DETAIL16
3.2
SCALE 1" = 1'-0"3.2
10 INTERIOR FOOTING
3.2
SCALE 3/4" = 1'-0"
HOLD DOWN17
3.2
SCALE 3/4" = 1'-0"
SLAB ON GRADE18
3.2
SCALE 3/4" = 1'-0"
SILL PLATE19
3.2
SCALE 1/4" = 1'-0"
SHEAR TRANSFER16A
3.2
SCALE 1" = 1'-0"
BEAM-POST
3.2
9
SCALE 1" = 1'-0"
PAD FOOTING
3.2
1A
EN PER SHEAR WALL
SCHEDULE ON SHEET 3.0
2122 N Lewis St & #2
101118132-338/13/2024
T2
4
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
G
A
R
A
G
E
C
O
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V
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21
2
2
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2
7
0
6
-
2
2
3
6
SHEET TITLE
SHEET NUMBER
LI
N
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A
N
D
D
A
V
I
D
F
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E
U
D
E
N
B
E
R
G
E
R
4.0
2122 N Lewis St & #2
101118132-338/13/2024
T2
4
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
G
A
R
A
G
E
C
O
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V
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R
S
I
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21
2
2
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A
A
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A
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C
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9
2
7
0
6
-
2
2
3
6
SHEET TITLE
SHEET NUMBER
LI
N
H
L
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A
N
D
D
A
V
I
D
F
R
E
U
D
E
N
B
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E
R
4.1
2122 N Lewis St & #2
101118132-338/13/2024
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
2122 N Lewis St & #2
101118132-338/13/2024
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
2122 N Lewis St & #2
101118132-338/13/2024
2122 N Lewis St & #2
101118132-338/13/2024
2122 N Lewis St & #2
101118132-338/13/2024
STRUCTURAL CALCULATIONS
PROPOSED GARAGE CONVERSION TO
ACCESSORY DWELLING UNIT
2122 N. LEWIS ST AND 2122 N.
LEWIS ST. #2 SANTA ANA,
CA 92706-2236
May 12, 2024
Prepared By:
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 2
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 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
D. JOIST AND RAFTER DESIGN
D.1 Roof Rafter Design 15
D.2 Ceiling Joist 16
E. FOOTING DESIGN
E.1 Footing Design 17
F. BEAM
F.1 Beam # 1 - 5.25x 11.875 PSL E2.0 18
F.2 Beam # 2 - 5.25x 11.25 PSL E2.0 20
F.3 Beam # 3 - 5.25x 11.875 PSL E2.0 22
F.4 Beam # 4 - 3.5x 11.875 PSL E2.0 24
F.5 Hip # 1 (2 -2x12)26
F.6 Hip # 2 (2 -2x12)28
F.7 Hip # 3 (2x10)30
F.8 Hip # 4 (2 -2x12)32
C.2 SHEAR WALL (Load on North-South Direction)
KM Associates Inc Structural Calculation Sheet
5/12/2024
C.1 SHEAR WALL (Loads in East-West Direction)
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 3
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
A.5 DEAD LOAD / LIVE LOAD
I.Roof Dead Load
Comp Built-up Roof 6.50 3
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
Beam # 1 - 5.25x 11.875 PSL E2.0 Total 14.00 psf
IV.Interior WallBeam # 3 - 5.25x 11.875 PSL E2.0 5.00 psf
Structural Calculation SheetKM Associates Inc
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 4
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
A. DESIGN CRITERIA
A.1 Building Description
This calculation is for the analysis and design of the proposed Garage conversion to 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. 2016 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 psfBeam # 1 - 5.25x 11.875 PSL E2.0 (per CBC)
Beam # 3 - 5.25x 11.875 PSL E2.0
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 5
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
Beam # 1 - 5.25x 11.875 PSL E2.0
FLOOR FRAMING PLANBeam # 3 - 5.25x 11.875 PSL E2.0
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 6
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
A.6. BUILDING WEIGHT
A.6.1 EAST-WEST DIRECTION
ROOF 1.Building Size
to GF 20 feet span by 41.00 feet wide (ave)
2.Tributary Building Height
Roof to Second Flr:10.5 feet (Mean Roof Height)
3.Building Weight
Wt (psf)Area (sf)Wt (lbs)
Roof 17.00 820.0 13,940
1/2 Walls (2nd Level)14.00 210.0 2,940
W =16,880 lbs
A.6.2 NORTH-SOUTH DIRECTION
ROOF 1.Building Size
to GF 41.00 feet span by 20.0 feet wide
2.Tributary Building Height
Roof to Second Flr:10.5 feet (Mean Roof Height)
3.Building Weight
Wt (psf)Area (sf)Wt (lbs)
Roof 20.00 820.0 16,400
1/2 Walls (2nd Level)14.00 430.5 6,027
W =22,427 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
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
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: lewis_011877.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 Load in 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
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65
Category "E" Limit:Limit = 65
Category "F" Limit:Limit = 65
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 =10.50 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) =0.117
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.117
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.065
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.164From Eq. 12.8-2, Preliminary Cs =
0.760From 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 =0.1638
=
=
2122 N Lewis St & #2
101118132-338/13/2024
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: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =16.88 kCs =0.1638 from 12.8.1.1
Seismic Base Shear V = Cs * W =2.77 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 16.88 10.50 177.24 1.0000 2.77 2.77 0.00
Sum Wi =16.88 k Total Base Shear =2.77 k
Base Moment =
177.24 k-ftSum Wi * Hi =
29.0 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 16.88 2.77 2.77 16.88 2.77 3.59 7.19 3.59 3.59
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
2122 N Lewis St & #2
101118132-338/13/2024
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: lewis_011877.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 Load in 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
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65
Category "E" Limit:Limit = 65
Category "F" Limit:Limit = 65
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 =10.50 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) =0.117
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.117
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.065
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.164From Eq. 12.8-2, Preliminary Cs =
0.760From 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 =0.1638
=
=
2122 N Lewis St & #2
101118132-338/13/2024
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: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =22.43 kCs =0.1638 from 12.8.1.1
Seismic Base Shear V = Cs * W =3.67 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 22.43 10.50 235.48 1.0000 3.67 3.67 0.00
Sum Wi =22.43 k Total Base Shear =3.67 k
Base Moment =
235.48 k-ftSum Wi * Hi =
38.6 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 22.43 3.67 3.67 22.43 3.67 4.78 9.55 4.78 4.78
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
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 11
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 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 =20.00 ft (larger surface area)
Tributary Height =12 ft (Ave. Height, Acting on Diaphragm Level)
At =240 SF
Wind Force = P * At
Wind Force =(15.22 PSF) * (1100 SF) / 2
Wind Force =1.83 kips (acting on diapragm level)
(East-West)
Since Wind Force < Seismic Diap. Force
Therefore, Seismic Force Governs
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 12
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
B DESIGN OF DIAPHRAGM SHEATHING
B.1 ROOF DIAPHRAGM
1.Diaphragm Load =4.780 kips w =113.70 plf
ASD Design =3.586 kips
With Redeundancy (1.3) =4.662 kips
2.Diaphragm Span (L) = 41.00 ft Ratio =2.05 :1 < 4:1 OK
Diaphragm Depth (D) = 20.00 ft
.
3.Diaphragm Shear Force = 0.5 x Diaphragm Load =2,330.8 lbs
4.Diaphragm Unit Shear Force =0.5*w*L/D =116.54 plf
5.Using nominal 15/32 Thk. Plywood with 8D nailing at 6"-6"-12"
Blocked Diapragm 175 plf >116.54 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 =23,891.04 ft-lbs.
T = C = Moment / D 1,194.55 lbs.
Using MSTA36- Strap, Capacity =2,000.00 lbs.>1,194.55 OK
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 13
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
C. SHEAR WALL (Cont)
C.1 SHEAR WALL (Loads in East-West Direction)
Horizontal Lateral Force Due to Roof Lateral Load= 3.67 Kips
TOTAL LATERAL LOAD (ASD) =2.76 Kips
With Redundacy Factor (rho=1.3) =3.59 kips
Lateral Force Distributed on 3 segments = 1.20 kips
w =179.36 plf
Span (Length) =20.00 ft
4.00 ft
8.00 ft (from floor to floor)
3.50 psf
2.0 >,=2 OK
Weight of Shear Wall=448.00 lbs
Total Width of Shear Wall =16.00 Length (ft.)(least shear wall)
V=1,195.7 lbs.
Unit Shear = v = V/b =74.73 plf
Per CBC 15/32" MIN Struct 1 Ply or OSB with
Table 2306.3, using:10D at 4" panel edges & 12" field.
Allowable Shear =280 plf >74.73 plf OK
CHECK FOR OVERTURNING MOMENTS OF WALL
Fx*h =6 k-ft
shear wall weight= 0.64 k-ft
Weight of roof=0.00 k-ft
Solving for Tension (T) =-0.42 k (HD Not Required)
Aspect ratio(h/b) =
KM Associates Inc Structural Calculation Sheet
5/12/2024
Least Shear Wall Width (b) =
Net Wall Height (h) =
Wall Weight =
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 14
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
C. SHEAR WALL (Cont)
C.2 SHEAR WALL (Load on North-South Direction)w =69.87 plf
Horizontal Lateral Force Due to Roof Lateral Load= 3.81 Kips
TOTAL LATERAL LOAD (ASD) =2.86 Kips
Lateral Force Each End = 0.72 kips
Lateral Force in the Middle =1.43 kips
Span (Length) =41.00 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) =4.00 ft.
V = wL/2 =1,432.3 lbs.
Unit Shear = v = V/b =358.08 plf (middle)179.04 plf (sides)
Per CBC 15/32" MIN PLYWOOD (1/2" gross) with
Table 2306.3, using:10D at 4" panel edges & 12" field.
Allowable Shear (middle) =560 plf >358.08 plf OK
Allowable Shear (each end) =280 plf >179.04 plf OK
CHECK FOR OVERTURNING MOMENTS OF WALL
Fx*h =11 k-ft
shear wall weight= 0.16 k-ft
Weight of roof=3.28 k-ft
Solving for Tension (T) =4.58 k add HDU5 each shearwall with less
Wall Weight =
Aspect ratio(h/b) =
Least Shear Wall Width (b) =
KM Associates Inc Structural Calculation Sheet
5/12/2024
Net Wall Height (h) =
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 15
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 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 2x8 at 16 in. , on center
For: Douglas Fir, #1
Allowable Span Length =16'-10"(in-between)Therefore, OK.
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Proposed Garage Conversion to ADU Sheet 16
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 Date:
D.2 CEILING JOIST
(a)New Building:
Req'd Span = 20
(Note, Ceiling has NO Storrage and Uninhabitable)
From CRC, Table R 802.4
Span Allowed for 2x8 at 16 in. , on center
For: Douglas Fir, #1
Span Length =23'-10"
Therefore, OK.
KM Associates Inc Structural Calculation Sheet
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Project: Room Extension and Interior Improvement Sheet 17
Address:2122 N. LEWIS ST AND 2122 N. LEWIS ST. #2 Job No.2024-22
SANTA ANA, CA 92706-2236 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
5/12/2024
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.875 PSL (Beam#1)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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 :IBC 2021
.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 = 11.0 ft
Point Load : D = 0.480, Lr = 0.60 k @ 10.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.675: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
99.23 psi=
=
3,629.22 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.274 : 1
0.000 ft=
=
2,450.79 psi
Maximum Deflection
0
<360
201
Ratio =0 <180
Max Downward Transient Deflection 0.662 in
362
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.192 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 = 20.0 ft 1 0.417 0.169 0.90 1.001 1.001.00 1.00 11.20 1,089.2 2,613.0 1.83 261.01.00 44.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.675 0.274 1.25 1.001 1.001.00 1.00 25.20 2,450.8 3,629.2 4.12 362.51.00 99.21.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.582 0.236 1.25 1.001 1.001.00 1.00 21.70 2,110.4 3,629.2 3.55 362.51.00 85.41.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.141 0.057 1.60 1.001 1.001.00 1.00 6.72 653.5 4,645.4 1.10 464.01.00 26.51.00
.
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.875 PSL (Beam#1)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 1.1921 10.073 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.500 4.500
Max Upward from Load Combinations 4.500 4.500
Max Upward from Load Cases 2.500 2.500
D Only 2.000 2.000
+D+Lr 4.500 4.500
+D+0.750Lr 3.875 3.875
+0.60D 1.200 1.200
Lr Only 2.500 2.500
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.25 PSL (Beam#2)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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 :IBC 2021
.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
Point Load : D = 0.2560, Lr = 0.320 k @ 10.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.459: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
65.71 psi=
=
3,651.06 psi
5.25x11.25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.25
Maximum Shear Stress Ratio 0.181 : 1
0.000 ft=
=
1,677.41 psi
Maximum Deflection
0
<360
277
Ratio =0 <180
Max Downward Transient Deflection 0.481 in
498
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.866 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 = 20.0 ft 1 0.284 0.112 0.90 1.007 1.001.00 1.00 6.88 745.5 2,628.8 1.15 261.01.00 29.21.00
1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.459 0.181 1.25 1.007 1.001.00 1.00 15.48 1,677.4 3,651.1 2.59 362.51.00 65.71.00
1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.396 0.156 1.25 1.007 1.001.00 1.00 13.33 1,444.4 3,651.1 2.23 362.51.00 56.61.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.096 0.038 1.60 1.007 1.001.00 1.00 4.13 447.3 4,673.4 0.69 464.01.00 17.51.00
.
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.25 PSL (Beam#2)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8663 10.073 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 2.808 2.808
Max Upward from Load Combinations 2.808 2.808
Max Upward from Load Cases 1.560 1.560
D Only 1.248 1.248
+D+Lr 2.808 2.808
+D+0.750Lr 2.418 2.418
+0.60D 0.749 0.749
Lr Only 1.560 1.560
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.875 PSL (Beam#3)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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 :IBC 2021
.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
Point Load : D = 0.8110, Lr = 1.013 k @ 7.30 ft
Point Load : D = 0.520, Lr = 0.650 k @ 12.30 ft
Point Load : D = 0.2560, Lr = 0.320 k @ 12.30 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.600: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
83.24 psi=
=
3,629.22 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.230 : 1
0.000 ft=
=
2,176.51 psi
Maximum Deflection
0
<360
220
Ratio =0 <180
Max Downward Transient Deflection 0.605 in
396
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.089 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 = 20.0 ft 1 0.370 0.142 0.90 1.001 1.001.00 1.00 9.95 967.5 2,613.0 1.54 261.01.00 37.01.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.600 0.230 1.25 1.001 1.001.00 1.00 22.38 2,176.5 3,629.2 3.46 362.51.00 83.21.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.516 0.198 1.25 1.001 1.001.00 1.00 19.27 1,874.2 3,629.2 2.98 362.51.00 71.71.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:5.25 x 11.875 PSL (Beam#3)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 20.0 ft 1 0.125 0.048 1.60 1.001 1.001.00 1.00 5.97 580.5 4,645.4 0.92 464.01.00 22.21.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 1.0894 10.000 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.630 3.540
Max Upward from Load Combinations 3.630 3.540
Max Upward from Load Cases 2.017 1.966
D Only 1.614 1.573
+D+Lr 3.630 3.540
+D+0.750Lr 3.126 3.048
+0.60D 0.968 0.944
Lr Only 2.017 1.966
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:3.5 x 11.875 (Beam#4)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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 :IBC 2021
.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 = 9.0 ft
Point Load : D = 0.520, Lr = 0.650 k @ 0.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.180: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.000 ft
50.45 psi=
=
3,651.06 psi
3.5x11.25Section 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 3.5x11.25
Maximum Shear Stress Ratio 0.139 : 1
0.000 ft=
=
658.29 psi
Maximum Deflection
0
<360
1359
Ratio =0 <180
Max Downward Transient Deflection 0.049 in
2446
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.088 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 = 10.0 ft 1 0.111 0.086 0.90 1.007 1.001.00 1.00 1.80 292.6 2,628.8 0.59 261.01.00 22.41.00
1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.0 ft 1 0.180 0.139 1.25 1.007 1.001.00 1.00 4.05 658.3 3,651.1 1.32 362.51.00 50.51.00
1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.0 ft 1 0.155 0.120 1.25 1.007 1.001.00 1.00 3.49 566.9 3,651.1 1.14 362.51.00 43.41.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.0 ft 1 0.038 0.029 1.60 1.007 1.001.00 1.00 1.08 175.5 4,673.4 0.35 464.01.00 13.51.00
.
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:3.5 x 11.875 (Beam#4)
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0883 5.036 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 2.790 1.620
Max Upward from Load Combinations 2.790 1.620
Max Upward from Load Cases 1.550 0.900
D Only 1.240 0.720
+D+Lr 2.790 1.620
+D+0.750Lr 2.403 1.395
+0.60D 0.744 0.432
Lr Only 1.550 0.900
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 - 2x12 HIP#1
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft
Load for Span Number 2
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.360: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 12.000 ft
40.29 psi=
=
1,062.50 psi
2-2x12Section 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 2-2x12
Maximum Shear Stress Ratio 0.179 : 1
11.128 ft=
=
382.29 psi
Maximum Deflection
17436
>=360
2231
Ratio =9687 >=180
Max Downward Transient Deflection 0.036 in
4017
Ratio =>=360
Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.065 in Ratio =>=180
Max Upward Total Deflection -0.005 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 2 : Lr Only
Span: 1 : +D+Lr
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 12.0 ft 1 0.222 0.111 0.90 1.000 1.001.00 1.00 0.90 169.9 765.0 0.40 162.01.00 17.91.00
1.00Length = 4.0 ft 2 0.222 0.111 0.90 1.000 1.001.00 1.00 0.90 169.9 765.0 0.29 162.01.00 17.91.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.360 0.179 1.25 1.000 1.001.00 1.00 2.02 382.3 1,062.5 0.91 225.01.00 40.31.00
1.00Length = 4.0 ft 2 0.360 0.179 1.25 1.000 1.001.00 1.00 2.02 382.3 1,062.5 0.66 225.01.00 40.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 - 2x12 HIP#1
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 12.0 ft 1 0.310 0.154 1.25 1.000 1.001.00 1.00 1.74 329.2 1,062.5 0.78 225.01.00 34.71.00
1.00Length = 4.0 ft 2 0.310 0.154 1.25 1.000 1.001.00 1.00 1.74 329.2 1,062.5 0.57 225.01.00 34.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.075 0.037 1.60 1.000 1.001.00 1.00 0.54 101.9 1,360.0 0.24 288.01.00 10.71.00
1.00Length = 4.0 ft 2 0.075 0.037 1.60 1.000 1.001.00 1.00 0.54 101.9 1,360.0 0.18 288.01.00 10.71.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0645 5.430 0.0000 0.000
+D+Lr20.0000 5.430 -0.0050 1.609
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.696 1.824
Max Upward from Load Combinations 0.696 1.824
Max Upward from Load Cases 0.387 1.013
Max Downward from all Load Conditio -0.216
Max Downward from Load Combinations -0.216
Max Downward from Load Cases (Resis -0.120
D Only 0.309 0.811 -0.096
+D+Lr 0.696 1.824 -0.216
+D+0.750Lr 0.599 1.571 -0.186
+0.60D 0.186 0.486 -0.058
Lr Only 0.387 1.013 -0.120
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 - 2x12 hip#2
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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
.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 0.679: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 6.500 ft
44.79 psi=
=
1,062.50 psi
2-2x12Section 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 2-2x12
Maximum Shear Stress Ratio 0.199 : 1
12.099 ft=
=
721.07 psi
Maximum Deflection
0
<360
763
Ratio =0 <180
Max Downward Transient Deflection 0.113 in
1374
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.204 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 = 13.0 ft 1 0.419 0.123 0.90 1.000 1.001.00 1.00 1.69 320.5 765.0 0.45 162.01.00 19.91.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.679 0.199 1.25 1.000 1.001.00 1.00 3.80 721.1 1,062.5 1.01 225.01.00 44.81.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.584 0.171 1.25 1.000 1.001.00 1.00 3.27 620.9 1,062.5 0.87 225.01.00 38.61.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.141 0.041 1.60 1.000 1.001.00 1.00 1.01 192.3 1,360.0 0.27 288.01.00 11.91.00
.
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 - 2x12 hip#2
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2043 6.547 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 1.170 1.170
Max Upward from Load Combinations 1.170 1.170
Max Upward from Load Cases 0.650 0.650
D Only 0.520 0.520
+D+Lr 1.170 1.170
+D+0.750Lr 1.008 1.008
+0.60D 0.312 0.312
Lr Only 0.650 0.650
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 x 10 hip
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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
.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 0.276: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.000 ft
38.63 psi=
=
1,168.75 psi
2x10Section 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 2x10
Maximum Shear Stress Ratio 0.172 : 1
3.241 ft=
=
323.13 psi
Maximum Deflection
0
<360
4553
Ratio =0 <180
Max Downward Transient Deflection 0.006 in
8196
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.011 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 = 4.0 ft 1 0.171 0.106 0.90 1.100 1.001.00 1.00 0.26 143.6 841.5 0.16 162.01.00 17.21.00
1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.276 0.172 1.25 1.100 1.001.00 1.00 0.58 323.1 1,168.8 0.36 225.01.00 38.61.00
1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.238 0.148 1.25 1.100 1.001.00 1.00 0.50 278.3 1,168.8 0.31 225.01.00 33.31.00
1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.0 ft 1 0.058 0.036 1.60 1.100 1.001.00 1.00 0.15 86.2 1,496.0 0.10 288.01.00 10.31.00
.
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2 x 10 hip
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0105 2.015 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 0.576 0.576
Max Upward from Load Combinations 0.576 0.576
Max Upward from Load Cases 0.320 0.320
D Only 0.256 0.256
+D+Lr 0.576 0.576
+D+0.750Lr 0.496 0.496
+0.60D 0.154 0.154
Lr Only 0.320 0.320
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2-2x12 hip#4
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
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
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft
Load for Span Number 2
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 5.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.257: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.000 ft
32.85 psi=
=
1,062.50 psi
2-2x12Section 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 2-2x12
Maximum Shear Stress Ratio 0.146 : 1
7.106 ft=
=
273.07 psi
Maximum Deflection
0
<360
7838
Ratio =0 <180
Max Downward Transient Deflection 0.007 in
14110
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.012 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 0.159 0.090 0.90 1.000 1.001.00 1.00 0.64 121.4 765.0 0.33 162.01.00 14.61.00
1.00Length = 8.0 ft 2 0.159 0.090 0.90 1.000 1.001.00 1.00 0.64 121.4 765.0 0.33 162.01.00 14.61.00
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 0.257 0.146 1.25 1.000 1.001.00 1.00 1.44 273.1 1,062.5 0.74 225.01.00 32.81.00
1.00Length = 8.0 ft 2 0.257 0.146 1.25 1.000 1.001.00 1.00 1.44 273.1 1,062.5 0.74 225.01.00 32.81.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
2122 N Lewis St & #2
101118132-338/13/2024
Wood Beam
LIC# : KW-06011877, Build:20.24.04.09 Mike Santos (c) ENERCALC INC 1983-2023
DESCRIPTION:2-2x12 hip#4
Project File: lewis_011877.EC6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 8.0 ft 1 0.221 0.126 1.25 1.000 1.001.00 1.00 1.24 235.1 1,062.5 0.64 225.01.00 28.31.00
1.00Length = 8.0 ft 2 0.221 0.126 1.25 1.000 1.001.00 1.00 1.24 235.1 1,062.5 0.64 225.01.00 28.31.00
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 0.054 0.030 1.60 1.000 1.001.00 1.00 0.38 72.8 1,360.0 0.20 288.01.00 8.81.00
1.00Length = 8.0 ft 2 0.054 0.030 1.60 1.000 1.001.00 1.00 0.38 72.8 1,360.0 0.20 288.01.00 8.81.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0122 3.397 0.0000 0.000
+D+Lr 2 0.0121 4.648 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.540 1.800 0.540
Max Upward from Load Combinations 0.540 1.800 0.540
Max Upward from Load Cases 0.300 1.000 0.300
D Only 0.240 0.800 0.240
+D+Lr 0.540 1.800 0.540
+D+0.750Lr 0.465 1.550 0.465
+0.60D 0.144 0.480 0.144
Lr Only 0.300 1.000 0.300
2122 N Lewis St & #2
101118132-338/13/2024