HomeMy WebLinkAbout1133 S Austin St & Unit# 2 - PlanLEGEND
(E) CONCRETE SLAB TO REMAIN
(N) CONCRETE SLAB
(N)2" CLEAN SAND
PROPERTY LINE 64.30'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
5
.
0
1
'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
4
.
2
6
'
PROPERTY LINE 64.30'
(E) DWELLING
950 SF
(E) GARAGE
748 SF
(E) GRASS
(N
)
C
O
N
C
R
E
T
E
SL
A
B
W
A
L
K
W
A
Y
(E) CONCRETE
DRIVE WAY
(E) CONCRETE
DRIVE WAY
AUSTIN ST.
6'
-
0
"
5'-0"24'-0"
31
'
-
3
"
18'-0"
5'-0"
22'-0"3'-0"
34
'
-
0
"
7'
-
8
"
9'-6"
20'-4"
26
'
-
2
"
9'-6"
3'
-
0
"
6'-0"
(N) PORCH21SF
(N) ADU
749 SF
4'-0"6'-4"22'-0"
3'-0"
(E) WATER
METER
(E) ELECTRICAL
METER TO BE CONVERT
TO 200A SUB PANEL
(E) GAS
METER
(N) 200 A/225ABUS ELECTRICAL METER
LOCATION APPROVED BY EDISON
(E) ELECTRICAL
POLE
10'-4"
9'
-
0
"
10
'
-
0
"
6'
-
3
"
8'
-
8
"
9'
-
0
"
11'-4"10'-1"
6'-10"
(N)
ADDITION
166 SF
1'
-
6
"
ADU
HOUSE
(N) 1 GALLON OF
SHRUB (TYP)
TOTAL : 6 MIN.
(N) 5 GALLON OF
SHRUB (TYP)
TOTAL : 10 MIN.
(N) CONCRETE
SLAB
(N) CONCRETE
SLAB
(N) 24" BOX
CANOPY TREE
4/12 4/12
4/12 4/12
4/
1
2
4/
1
2
4/
1
2
4/12 4/12
4/12 4/12
4/12
4/12
4/
1
2
4/
1
2
4/12
4/
1
2
4/
1
2
4/
1
2
4/
1
2
4/12 4/12
4/12
1'-0"4'-0"
1'
-
0
"
5'
-
0
"
1'-6"
8'-0"
6'
-
0
"
(E
)
3
F
T
-
B
L
O
C
K
W
A
L
L
F
E
N
C
E
(E
)
6
F
T
B
L
O
C
K
W
A
L
L
F
E
N
C
E
(E) 6FT BLOCK WALL FENCE
(E
)
6
F
T
W
O
O
D
E
N
F
E
N
C
E
(E
)
3
F
T
C
H
A
I
N
L
I
K
E
F
E
N
C
E
4'-0"
(E) GRASS
(E) PUBLIC
WALK-WAY
(N) 6' HIGH
WOODEN GATE
AND FENCE
4'-0"
(N
)
4
0
6
0
6' UTILITY EASEMENT
NOTE : REFER GRADING PLANS FOR MORE DETAIL
1 HOUR FIRE RATED EAVE REFER 5/A1
(N) 200 A ELECTRICAL METER
LOCATION APPROVED BY EDISON
(N) 1" WATER
METER
(N) 3" SEWER LINE
(2% SLOPE MIN.)
(N) GAS
METER (ADU)
(N) 1" PVC WATER LINE
G
G
G
G
G
G
G
G
G
(N) 1" UNDERGROUND
GAS LINE
NON-SPRINKLERED
NON-SPRINKLERED
AS
S
U
M
E
D
P
R
O
P
E
R
T
Y
L
I
N
E
ASSUMED PROPERTY LINE
5'
-
0
"
1'
-
6
"
3'
-
6
"
3'
-
0
"
1'
-
0
"
1'-4"5'-0"3'-0"1'-0"
10'-4"
14
'
-
8
"
7'
-
4
"
7'
-
4
"
CO
CO
CO
1HR FIRE WALL+EAVE 6/A1
18'-0"
4'
-
0
"
1
H
R
F
I
R
E
W
A
L
L
+
E
A
V
E
6
/
A
1
31
'
-
3
"
POINT OF
CONNECTION
(N) 3" SEWER LINE
(2% SLOPE MIN.)
2%
2%
2%
2%
2%
PROPERTY LINE 64.30'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
5
.
0
1
'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
4
.
2
6
'
PROPERTY LINE 64.30'
(E) DWELLING
950 SF
(E) PATIO
220 SF
(E) GARAGE
748 SF
(E) GRASS
(E) GRASS
(E) CONCRETE
DRIVE WAY
(E) CONCRETE
DRIVE WAY
AUSTIN ST.
(E
)
P
A
T
I
O
18
4
S
F
5'-3"22'-0"3'-0"
34
'
-
0
"
7'
-
8
"
16
'
-
3
"
11
'
-
0
"
20'-10"11'-8"
9'-6"
20'-4"
26
'
-
2
"
9'-6"
5'-3"
22'-0"
3'-0"
(E) WATER
METER
(E) ELECTRICAL
METER
(E) GAS
METER
(E) ELECTRICAL
POLE
TO BE DEMOLISHED
TO
B
E
D
E
M
O
L
I
S
H
E
D
(E) GRASS
D
22'-0"
34
'
-
0
"
(E) ROLLED-UP DOOR
16070
(E) 3068
20
'
-
0
"
13
'
-
2
"
(E) GARAGE
21'-2"
EXISTING GARAGE
SCALE: 1/4" = 1'-0"2
(E
)
S
L
D
W
I
N
.
40
4
0
D
WALL LOCATION WALL AREA (SF) WINDOW/DOOR AREA (SF) PERCENTAGE (%)
WEST (ADU) 18'x9' =162 5'x4' = 20 12.35 %
SOUTH (ADU) 31.25'x9' = 281 4'x3'+4'x4'=28 9.96%
OPENING ANALYSIS
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
A1
VICINITY MAP
EXISTING
GARAGE/
STORAGE
PLAN
PROPOSED
SITE PLAN
PROPERTY DESCRIPTION
APPLICABLE CODES: FOR ALL BELOW
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA ENERGY CODE
(TITLE 24, PART 6)
CITY OF SANTA ANA MUNICIPAL CODE
STRUCTURAL ENGINEERING:
HOANG DAN PHAM, P.E.
1402 N. PARSONS PL.
SANTA ANA, CA 92704
(714) 495-0056
SCOPE OF WORK
OWNER: TIM PHAM
PHONE : (714)653-8976
ZONE: R1 - SINGLE FAMILY RESIDENCE
TRACK LOT
APN #: 108-332-03
STORIES: 1
SPRINKLERS: NO
25.57%LOT COVERAGE :
LOT SITE 7,371SQ. FT.
NEW DETACHED ADU (749 SF) AND FRONT
PORCH (21SF)
DEMO EXISTING PATIOS CONSTRUCT NEW
ADDITION (166 SF)
(E) 2 CAR GARAGE + STORAGE :748 SQ. FT.
BUILDING INFORMATION
(E) LIVING AREA:950 SQ. FT.
1 3SITE/ ROOF/ LANDSCAPING PLAN
SCALE: 1/8" = 1'-0"4
749 SQ. FT.(N) ADU :
VICINITY
SCALE: NONE1
A1 - EXISTING GARAGE PLAN EXISTING/
PROPOSED SITE /ROOF/ LANDSCAPING PLAN/
VICINITY MAP
A2 - ADU FLOOR PLAN / ROOF PLAN
ELEVATIONS/ SECTION
A3 - ADDITION- EXISTING/ PROPOSED FLOOR
PLAN / ELEVATIONS/ SECTION
GB-1/ GB-2 -GREEN BUILDING STANDARD
S1 - FOUNDATION PLANS
STRUCTURAL NOTES
S2 - FRAMING PLANS
STRUCTURAL NOTES
SD1- STRUCTURAL DETAILS
T1, T2 - TITLE -24
SHEET INDEX
1,885 SQ. FT.LOT COVERAGE AREA :
(E) OPEN COVERED PATIO
(TO BE DEMOLISHED) :
404 SQ. FT.
CONSTRUCTION TYPE: V-B
OCCUPANCY GROUP: R-3/U
FIRE SPRINKLERS:NO
NUMBER OF STORY:1
21 SQ. FT.(N) PORCH :
DEFERRED SUBMITTAL :
ROOF SOLAR PV
NOTES:
1. STRUCTURE IS LOCATED IN A FEMA FLOODPLAIN : ZONE X
2. ALL NEW DOORS AND WINDOWS SHALL MEET BUILDING
SECURITY REGULATION OF SANTA MUNICIPAL CODE
CHAPTER 8 DIVISION 3
3.THE EXISTING STRUCTURE IS EQUIPPED WITH A FIRE
SPRINKLER : NO
4. THE SOLAR PV PLANS AND CALCULATIONS SHALL BE
SUBMITTED AND PERMITTED PRIOR TO THE ROUGH
ELECTRICAL INSPECTION
5. THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE
PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE
GIVEN “SFR SF” OF THE EXISTING PRIMARY RESIDENCE;
BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE
ACCURACY OF THE GIVEN “SFR SF” OF THE EXISTING
RESIDENCE.
NEAREST BUS STOP
DISTANCE : 0.3 MILES
EXISTING SITE PLAN
SCALE: 1/8" = 1'-0"3
166 SQ. FT.(N) ADDITION :
1 HOUR FIRE EAVE
SCALE: NONE5
ADU/SFD = 749/1116 = 0.67 1 HOUR FIRE WALL+EAVE
SCALE: NONE6
FRONT ELEVATION (ADU)
SCALE: 1/4" = 1'-0"3
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
6
"
9'
-
0
"
8"
14
'
-
2
"
T.O. F.GRADE
1
2
3
2
1 1
3
RIGHT ELEVATION (ADU)
SCALE: 1/4" = 1'-0"4
5
4
12 4
12
ELEVATION & ROOF NOTE :
1
2
3
NOTE:
ALL EXTERIOR FINISHES INCLUDING WINDOWS, TRIMS,
MULLIONS , DOORS, COLORS, SIDING SHALL MATCH
BETWEEN ADU AND (E) DWELLING
NEW 7/8" STUCCO (MATCH WITH EXISTING HOUSE
COLOR AND TEXTURE )
NEW SHINGLE ROOF (ESR-1475) TO MATCH WITH (E) MAIN
HOUSE (MATERIAL , COLOR AND STYLE)
NEW FASCIA BOARD TO MATCH WITH (E) MAIN HOUSE
FASCIA (DIMENSION AND COLOR)
4 NEW WINDOW TO MATCH WITH (E) MAIN HOUSE
WINDOW (GRID AND TRIM)
5 NEW WATER HEATER ENCLOSURE
(PAINTED MATCH W/ STUCCO COLOR)
6 NEW O'HAGIN LOW PROFILE VENT
4/12 4/12
4/12 4/12
4/
1
2
4/
1
2
4/
1
2
ADU ROOF PLAN
SCALE: 1/4" = 1'-0"1
1'-6"
TYP.
SOLAR
ZONE AREA
ADU ATTIC VENTILATION:
+ ATTIC AREA (749 + 18 = 767 SF):
REQUIRED :767SF / 150 x144 = 736.3SQ.IN VENT.
PROVIDED : (11)O'HAGIN LOW PROFILE VENT
=11 x72 =792SQ.IN.> REQUIRED => OK
O'HAGIN LOW
PROFILE VENT
(72SQ.IN) (TYP.)
NO.
W I N D O W S S C H E D U L E
4'-0"x1'-6"A VINYL DUAL
GLAZED
FRAME GLAZING
X
SLIDING FIXSINGLE
HUNG
B
NO.MATERIAL FACE HOLLOW
CORE
1
D O O R S S C H E D U L E
SOLID
WOODFINISH REMARK
2
SIZE
W X H
SIZE
W X H
3'-0"x4'-0"
3
C
D
4'-0"x3'-0"
X
X
VINYL/
GLASS5'-0"x6'-8"GLASS X CLOSET SLIDING DOOR
E 5'-0"x4'-0"
WOOD PAINTED X2'-6"x6'-8"WOOD ROOM DOOR
FIBERGLASS
WOOD PAINTED X3'-0"x6'-8"FIBERGLASS ENTRY DOOR
TEMPERED
GLASS
X
NE
W
EX
I
S
T
I
N
G
X
X
X
X
X
U-
F
A
C
T
O
R
SH
G
C
MARK
0.29 0.22
0.29 0.22
0.29 0.22
0.29 0.22
0.29 0.22
4'-0"x4'-0"
BATHROOM
OBSCURE
X
4 WOOD PAINTED X2'-4"x6'-8"WOOD
5 WOOD PAINTED X3'-0"x6'-8"WOOD
LEGEND
SINGLE SWITCH
DIMMER SWITCH
3-WAY SWITCH
OCCUPANCY SENSOR SWITCH
HUMIDITY SENSOR SWITCH
110V DUPLEX OUTLET (TAMPER-RESISTANT).MOUNTED 15'' TO CENTER
ABOVE FINISH FLOOR UNLESS NOTED OTHERWISE
110V DUPLEX OUTLET (TAMPER-RESISTANT).WITH ARC FAULT INTERRUPTER
SINGLE POLE SWITCH MOUNTED 42'' TO CENTER ABOVE FINISHED FLOOR
UNLESS NOTED OTHERWISE.
110V DUPLEX OUTLET (TAMPER-RESISTANT).WITH GROUND FAULT INTERRUPTER
SINGLE POLE SWITCH MOUNTED 15'' TO CENTER ABOVE FINISHED FLOOR
UNLESS NOTED OTHERWISE.
EXHAUST FAN (MIN. 80 CFM).
WALL MOUNTED LIGHT (LED)
WALL MOUNT DUSK TO DAWN W/ MOTION SENSOR (LED) LIGHT
3" SPOT LIGHT (LED)
6" RECESSED LIGHT (LED)
CEILING LIGHT (LED)
SMOKE DETECTOR
CARBON MONOXIDE / SMOKE DETECTOR
GFCI
3
SD
CD
AFCI
OCC
DIM
HUM
ADU FLOOR PLAN
SCALE: 1/4" = 1'-0"2
(N
)
3
0
6
8
(N
)
3
0
6
8
5 (N
)
3
0
6
8
5
(N) 2668
(N)
CLOSET
(N)
CLOSET
(N) Bath #2
(N) BED 2
(N) BED 1
(N) LIVING
(N) KITCHEN
(N) PORCH
(N
)
S
L
D
W
I
N
.
50
4
0
(N) SLD WIN.
4016 T/G
(N) SLD WIN.
4040
(N)
W/D
(N) SLD WIN.
4016 T/G
(N
)
S
L
D
.
W
I
N
.
40
3
0
(N
)
S
L
D
.
W
I
N
.
40
4
0
1
2
3
3
5'-5"
2'-10"10'-4"
5'-5"
24'-0"
10
'
-
0
"
10
'
-
1
"
11
'
-
3
"
31
'
-
3
"
9'
-
1
0
"
6'
-
1
1
"
14
'
-
7
"
1'-0"4'-0"1'-0"18'-0"
3'
-
0
"
(N
)
2
6
6
8
1
TV
TV
A A
C
D
D
E
(N
)
S
L
D
W
I
N
.
50
4
0
21
'
-
5
"
24'-0"
KITCHEN + LIVING AREA :
24'-0"*11'-3" + 10'-3"*10'-4" = 375.92 SQ >50% = 749/2 =374.5
(N) Bath #1
(N) SLD WIN.
5040
TV
(N) ELECTRICAL
METERS
(N) AC
(N) HP
WH
(N) WATER HEATER ENCLOSURE
PAINTED MATH W/ STUCCO COLOR
1'
-
0
"
2'
-
0
"
DW
REF.
A
7/A2
A
7/A2
AFCI AFCI
AFCI AFCI
AFCI AFCI
AFCI AFCI
AFCI AFCI
AFCI
AFCIAFCI
AFCI
AFCI AFCI
AFCIAFCI
AFCI
GFCI
3
DIM
3
DIM
3
DIM
3
DIM
DIM
DIMOCC
HUM
AFCI
GFCI
OCC
HUM
+42+42
AFCI
AFCI
GFCI
W/P
AFCI
AFCI
AFCI
AFCI
AFCI
AFCIAFCI
GFCI
W/P
AFCI
AFCI
AF/GFCI
+42
AF/GFCI
+42
AF/GFCI
+42
AF/GFCI
+42
AF/GFCIAF/GFCI AF/GFCI
AF/GFCI
AF/GFCI
(N)280 CFM
EXHAUST
FAN MIN.
22"x30"
ATTIC
ACCESS
1450 CFM
WHOLE
HOUSE FAN SD
SD
SD CD
24" Min.
30
"
M
i
n
.
24" Min.
30
"
M
i
n
.
30"Min.30"Min.
45 CFM
IAQ FAN
1.5 MAX.
(N) GRAB BAR
REINFORCEMENT
(SEE 8/A2)
CLOTHES DRYER MOISTURE
EXHAUST DUCT (MIN. 4 INCH
DIA.) THRU ROOF AND EQUIP
WITH A BACK-DRAFT
DAMPER. EXHAUST DUCT
LENGTH IS LIMITED TO 14 FT.
WITH 2 ELBOWS
(N) HEAT PUMP
WATER HEATER
(NEEA RATED
RHEEM- XE40T10H22U0)
2 2
1
1 1
3 3
REAR ELEVATION (ADU)
SCALE: 1/4" = 1'-0"5 LEFT ELEVATION (ADU)
SCALE: 1/4" = 1'-0"6
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
6
"
9'
-
0
"
8"
14
'
-
2
"
T.O. F.GRADE
5 5
4
12
4
12
NEW R 15 WALL INSULATION
ADU SECTION NOTE :
1
2
3
4
5
6
7
8
NEW R 38 CEILING INSULATION
NEW ROOF RAFTER SEE STRUCTURAL PLANS
NEW CEILING JOIST SEE STRUCTURAL PLANS
NEW FOOTING AND SLAB SEE STRUCTURAL PLANS
1/2" DRYWALL ( CEILING AND WALLS)
7/8" STUCCO FINISH
NEW 2x4 KICKERS @48" O.C
9
NEW R15 ROOF DECK INSULATION
A-A SECTION
SCALE: 1/4" = 1'-0"7
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
6
"
9'
-
0
"
8"
14
'
-
2
"
T.O. F.GRADE
2
4
12
1
1
2 4
5
6
8 8
9
10
1
1
10
3
7
NEW CEILING BEAM SEE STRUCTURAL PLANS
10
(N) BED 2(N) LIVING
FLOOR
FINISH
2x STUDS @
16"O.C
2x8 MIN.BLK'G
W/ (2) 16 D EA. END
32" TO 39-1/4 " FROM F.F
32
"
T
O
3
9
-
1
/
4
"
BOTTOM
PLATE
8- BATH REINFORCEMENT
48
"
M
A
X
TOP OF DOOR
BELL BUTTON
OUTLET BOX
15
"
M
I
N
.
BOTTOM OF
OUTLET BOX
7- OUTLET- SWITCH HEIGHT
FLOOR
/LANDING
FINISH
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Con
s
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
A2
ADU
FLOOR PLAN
ROOF PLAN
ELEVATIONS
SECTION
2 3
ELEVATION & ROOF NOTE :
1
2
3
NOTE:
ALL EXTERIOR FINISHES INCLUDING WINDOWS, TRIMS,
MULLIONS , DOORS, COLORS, SIDING SHALL MATCH
BETWEEN ADU AND (E) DWELLING
NEW 7/8" STUCCO (MATCH WITH EXISTING HOUSE
COLOR AND TEXTURE )
NEW SHINGLE ROOF (ESR-1475) TO MATCH WITH (E) MAIN
HOUSE (MATERIAL , COLOR AND STYLE)
NEW FASCIA BOARD TO MATCH WITH (E) MAIN HOUSE
FASCIA (DIMENSION AND COLOR)
4 NEW WINDOW TO MATCH WITH (E) MAIN HOUSE
WINDOW (GRID AND TRIM)
5 NEW WATER HEATER ENCLOSURE
(PAINTED MATCH W/ STUCCO COLOR)
6 NEW O'HAGIN LOW PROFILE VENT
NO.
W I N D O W S S C H E D U L E
4'-0"x1'-6"A VINYL DUAL
GLAZED
FRAME GLAZING
X
SLIDING FIXSINGLE
HUNG
B
NO.MATERIAL FACE HOLLOW
CORE
1
D O O R S S C H E D U L E
SOLID
WOODFINISH REMARK
2
SIZE
W X H
SIZE
W X H
3'-0"x4'-0"
3
C
D
4'-0"x3'-0"
X
X
VINYL/
GLASS5'-0"x6'-8"GLASS X CLOSET SLIDING DOOR
E 5'-0"x4'-0"
WOOD PAINTED X2'-6"x6'-8"WOOD ROOM DOOR
FIBERGLASS
WOOD PAINTED X3'-0"x6'-8"FIBERGLASS ENTRY DOOR
TEMPERED
GLASS
X
NE
W
EX
I
S
T
I
N
G
X
X
X
X
X
U-
F
A
C
T
O
R
SH
G
C
MARK
0.29 0.22
0.29 0.22
0.29 0.22
0.29 0.22
0.29 0.22
4'-0"x4'-0"
BATHROOM
OBSCURE
X
4 WOOD PAINTED X2'-4"x6'-8"WOOD
5 WOOD PAINTED X3'-0"x6'-8"WOOD
(E) SLD WIN.
5050
(E) SLD WIN.
5040
(E
)
2
6
6
8
(E
)
2
6
6
8
(E) 2268
(E) BED 1
(E) BED 2
(E)BATH1
(E) CLOSET
(E) CLOSET
(E) 3068
(E) 2268
(E
)
2
6
6
8
(E)BATH2
(E)
KITCHEN
(E) LIVING
(E) DINING
(E
)
S
L
D
W
I
N
.
40
4
0
(E
)
S
L
D
W
I
N
.
30
3
0
(E) SLD DOOR
6068
(E) WALL
HEATER
(E) PATIO
TO BE DEMOLISHED
(E) SLD WIN.
4040
(E
)
S
L
D
W
I
N
.
30
4
0
(E
)
S
L
D
W
I
N
.
30
3
0
(E
)
S
L
D
W
I
N
.
40
1
0
EXISTING DEMO/ FLOOR PLAN (HOUSE)
SCALE: 1/4" = 1'-0"1
(E) WALL
TO BE REMOVED
(E) SLD WIN.
5050
(E) SLD WIN.
5040
(E
)
2
6
6
8
(E
)
2
6
6
8
(E) 2268
(E) BED 1
(E) BED 2
(E) CLOSET
(E) CLOSET
(E) 3068
(E
)
2
6
6
8
(E)
KITCHEN
(E) LIVING
(E) DINING
(E
)
S
L
D
W
I
N
.
40
4
0
(E
)
S
L
D
W
I
N
.
30
3
0
(E) WALL
HEATER
(N) BED 3
(E
)
S
L
D
W
I
N
.
30
4
0
(E
)
S
L
D
W
I
N
.
30
3
0
(E
)
S
L
D
W
I
N
.
40
1
0
(N
)
2
6
6
8
(N) 2468
(N) SLD WIN.
4016
(N)
2
6
6
8
(N)BATH2
(N) W.I.C
5'-10"7'-11"9'-0"
8'
-
8
"
5'-7"
5'
-
5
"
6'
-
3
"
13'-1"
11
'
-
1
0
"
LEGENDS
EXISTING WALL TO REMAIN
EXISTING WALL TO BE REMOVED
NEW 2x STUD WALL
PROPOSED FLOOR PLAN (HOUSE)
SCALE: 1/4" = 1'-0"2
(N) SLD WIN.
4040
(N) SLD WIN.
4040
(N
)
S
L
D
.
W
I
N
.
40
4
0
D
D
D
A
(E)BATH1
1
4
1
B
7/
A
3
B
7/
A
3
2'
-
1
0
"
24" Min.
30
"
M
i
n
.
SD
SD
SD
SD
CD
AFCI
AFCIAFCI
AFCI
AFCI
AFCI
AFCI
GFCI OCC
+42
HUM
AFCI
AFCI
AFCI
AFCI
AFCI
30"Min.
ADDITION ATTIC VENTILATION:
+ ATTIC AREA (166 SF):
REQUIRED :166SF / 150 x144 = 160SQ.IN VENT.
PROVIDED : (3)O'HAGIN LOW PROFILE VENT
=3 x72 =216SQ.IN.> REQUIRED => OK
FRONT ELEVATION (HOUSE)
SCALE: 1/4" = 1'-0"6
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
9
"
8'
-
0
"
8"
13
'
-
5
"
T.O. F.GRADE
2
11'-8" ADDITION
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
9
"
8'
-
0
"
8"
13
'
-
5
"
T.O. F.GRADE
RIGHT ELEVATION (HOUSE)
SCALE: 1/4" = 1'-0"5
1
(E) STONE VENNER
4
12
4
12 6
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
9
"
8'
-
0
"
8"
13
'
-
5
"
T.O. F.GRADE
19'-4" ADDITION
REAR ELEVATION (HOUSE)
SCALE: 1/4" = 1'-0"3
1
2
3
4
12
6
8'-7" ADDITION
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
9
"
8'
-
0
"
8"
13
'
-
5
"
T.O. F.GRADE
LEFT ELEVATION (HOUSE)
SCALE: 1/4" = 1'-0"4
3
1
4
12
6
B-B SECTION
SCALE: 1/4" = 1'-0"7
T.O. ROOF
T.O. PLATE
T.O. F.F
4'
-
9
"
8'
-
0
"
8"
13
'
-
5
"
T.O. F.GRADE
NEW R 15 WALL INSULATION
ADDITION SECTION NOTE :
1
2
3
4
5
6
7
8
NEW R 38 CEILING INSULATION
NEW ROOF RAFTER SEE STRUCTURAL PLANS
NEW CEILING JOIST SEE STRUCTURAL PLANS
NEW FOOTING AND SLAB SEE STRUCTURAL PLANS
1/2" DRYWALL ( CEILING AND WALLS)
7/8" STUCCO FINISH
9
NEW R13 ROOF DECK INSULATION
NEW CEILING BEAM SEE STRUCTURAL PLANS
10
1
1
2
3
4
5
6
(E) RAISED FOUNDATION
7
8
9
10
11
(E)CEILING JOISTS TO REMAIN11
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Con
s
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
A3
ADDITION
EXISTING/
PROPOSED
FLOOR PLAN
ELEVATIONS
SECTION
3 3
FOUNDATION NOTES:
1. FOUNDATION HAS BEEN DESIGNED ASSUMING MIN. ALLOWABLE SOIL BEARING PRESSURE. (SEC. 1802.6) SHALL
BE AS FOLLOW:
A) CONTINUOUS FOOTING: 1500 PSF
B) ISOLATED FOOTING: 1500 PSF
2. CONCRETE SHALL HAVE A MIN. COMPRESSIVE STRENGTH (f'c) OF 4,500 PSI, WATER CEMENT RATIO OF 0.45 AND
TYPE V CEMENT .
3. ALL FOOTING SHALL BE POURED ON OR BELOW FIRM UNDISTURBED NATURAL SOIL OR APPROVED COMPACTED
FILL AND ADJACENT FINISH GRADE U.N.O.
4. ALL FOOTING SHALL BE CENTERED ON PILASTER AND OR WALL AND COLUMN U.N.O.
5. ALL EXISTING FILL SOIL AND DISTURBED NATURAL SOILS ARE TO BE EXCAVATED AND REPLACED WITH
PROPERLY COMPACTED FILL. ALL FILLING, BACKFILLING, RECOMPACTION, ETC. IS TO BE ACCOMPLISHED ONLY
UNDER THE SUPERVISION OF A SOIL ENGINEER. COMPACTED FILL SHALL BE 95% DENSITY.
6. PROVIDE MIN. 5/8" Ø X 12" ANCHOR BOLTS WITH 3"x3"x1/4" WASHERS, EMBEDDED 7" MIN. INTO CONCRETE OR
MASONRY AND SPACE MAX. 48" O.C. PROVIDE MIN. 2 BOLTS PER PLATE AND NOT MORE THAN 12" OR LESS THAN
4" OF PLATE END AND CORNER. (CHAPTER 4 CRC)
7. FASTENERS FOR PRESERVATIVE-TREATED SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE OR COPPER IN ACCORDANCE WITH ASTM A153 (R317.3)
8. FOUNDATION SILL PLATE SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT
ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE FIELD-TREATED PER AWPA
M4. (R317.1.1)
9. ALL REINFORCING STEEL SHALL COMFORM TO ASTM A615, GRADE 60.
10. ALL EXISTING UTILITIES THAT INTERFERE WITH THE STRUCTURAL FOUNDATIONS SHALL BE REMOVED AND
RELOCATED.
11. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING,
SHORING, AND PROTECTION OF ANY ACCORDANCE WITH ALL NATIONAL STATE AND LOCAL SAFETY ORDINANCE.
12. READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94.
13. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND OTHER INSERTS SHALL BE SECURED IN POSITION
AND INSPECTED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE PLACING OF ANY CONCRETE.
14. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENTS SHALL CONFORM TO THE SOILS ENGINEER'S
RECOMMENDATIONS UNLESS NOTED OTHERWISE.
15. PROVIDE A MIN. 26-GAGE WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM OF 6"
ABOVE EARTH OR 4" ABOVE PAVED AREA. (R703.6.2.1)
16. WOOD SILL PLATE SHALL BE MINIMUM 8" ABOVE ADJACENT GRADE. (R317.1)
CODE REQUIREMENTS:
2022 CALIFORNIA RESIDENTIAL CODE (C.R.C)
2022 CALIFORNIA PLUMBING CODE (C.P.C.)
2022 CALIFORNIA MECHANICAL CODE (C.M.C.)
2022 CALIFORNIA ELECTRICAL CODE (C.E.C.)
OR LATEST CODE ADOPTED BY CITY OF SANTA
ANA, STATE AND FEDERAL LAW.
STRUCTURAL DESIGN DATA:
VERTICAL LOADS: DEAD (DL) LIVE (LL)
ROOF LOAD: 11 PSF 20 PSF
CEILING LOAD: 6 PSF 20 PSF
EXT. WALL LOAD: 17 PSF
INT. WALL LOAD: 7 PSF
WIND DESIGN DATA:
BASIC WIND SPEED: 110 MPH
WIND EXPOSURE: B
EARTHQUAKE DESIGN DATA:
IMPORTANCE FACTOR, I = 1.0
MAPPED Ss = 1.329 AND Si = 0.475
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
BASIC SEISMIC-FORCE-RESISTING SYSTEM: BWS
RESPONSE MODIFICATION FACTOR, R = 6.5
SEISMIC RESPONSE COEFFICIENT, Cs = 0.164
ANALYSIS PROCEDURE USED: EQUIVALENT
SOIL DATA:
PER SOIL REPORT #SA-03-12-23
DATED 02-17-2024 PREPARED BY GEOTECHNICAL
INTERNATIONAL LAN & ASSOCIATES
LAN PHAM , P.E
FOUNDATION PLAN (ADU)
SCALE: 1/4" = 1'-0"1
1
L=
8
'
-
0
"
1
L=
8
'
-
0
"
L=4'-0"
1
1
L=6'-0"
1
L=8'-0"
4x4
HDU
2
4x4
HDU
2
4x4
HDU
2
4x4
HDU
2
4x4
HDU
2
4x4
HDU
2
4x4
HDU
2
4x4HDU
2
4x6HDU
2
4x6HDU
2
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
4x4
CBS
Q
4
4
1
SD-1
TYP.
1
SD-1
TYP.
1
SD-1
TYP.
1
SD-1
TYP.
2
SD-1
TYP.
3
SD-1
TYP.
4
SD-1
4x4
CBS
Q
4
4
4
SD-1
3
SD-1
TYP.
1 2
A
C
B
3
3
3
3
3
3
3
3
4
4
4
4
6
6
66
5
4x4
HDU
2
4x6
HDU
2
16A
SD-1
16A
SD-1
(E)BATH1
LEGENDS
X
X-X
DETAIL
SHEAR WALL NAMEX
L=X SHEAR WALL LENGTH
NEW FOOTING : 5/8" Ø X 12" LONG ANCHOR BOLTS
@ 48" (U.N.O)
ANCHOR BOLT SCHEDULES
NOTES:
IF MISSING ANCHOR BOLTS THEN DRILL 3/4" Ø X 6"
DEEP W/ 5/8" Ø (RFB#5X10) @ 32" O.C. @ 7" MIN.
EMBEDMENT WITH SET-XP EPOXY (SPECIAL
INSPECTION IS REQUIRED)
FOOTING SCHEDULES
1
NEW CONTINUOUS FOOTING 15" WIDTH X
24" DEEP W/ (2)#5 REBAR AT TOP AND
(2)#5 AT BOTTOM
2
NEW 5" CONCRETE SLAB WITH #4 REBAR
@12" O.C OVER 2" CLEAN SAND OVER
10MIL VISQUEEN OVER 2" CLEAN SAND
OVER COMPACTED SOIL
3
NEW 24"x24"x24" DEEP PAD FOOTING
W/#4 REBAR @6"O.C MAX. EA WAY AT
BOTTOM
4
NEW 4" CONCRETE SLAB WITH #3REBAR
@18" O.C OVER COMPACTED SOIL
FOUNDATION PLAN (ADDITION)
SCALE: 1/4" = 1'-0"2
EXISTING FOOTING
NEW FOOTING
EXISTING CONTINUOUS FOOTING TO REMAIN
1
1
1
1
1
1
3
3
3
34
EXISTING CONCRETE SLAB TO REMAIN
5
2
2
2
2
1
1
L=4'-0"
1
L=
4
'
-
0
"
1
L=10'-0"
1
L=
4
'
-
0
"
1
L=
6
'
-
0
"
4x4
HDU
2
4x4HDU
2
4x4HDU
2
4x4
HDU
2
4x4HDU
2
4x4HDU
2
4x4HDU
2
4x4HDU
2
4x4
HDU
2
1
1
1
1
1
1
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
5
8" A.B.
@32"O.C
2
1
SD-1
TYP.
1
SD-1
TYP.
3
SD-1
TYP.
5
SD-1
TYP.
5
SD-1
TYP.
6
SD-1
TYP.
7
SD-1
7
SD-1
21
SD-1
21
SD-1
1
2 4
5
A
B
6
C
3
6
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
S1
FOUNDATION
PLANS
/NOTES
1 3
NOTE:
THE BUILDING OFFICIAL RESERVES THE RIGHT
TO REQUIRE A SOILS REPORT FOR ANY
PROJECT WHERE QUESTONABLE SOIL OR SLOPE
INSTABILITY CONDITIONS AT THE SITE WARRANT
A FOUNDATION AND SOILS INVESTIGATION.
3-31-233-31-253/31/27
02/21/2025
TABLE R602.3(1)FASTENING SCHEDULE
Blocking between ceiling joists or rafters to top plate 4-8d box (21/2" × 0.113") or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
Toe nail
Ceiling joists to top plate 4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
Per joist, toe nail
Ceiling joist not attached to parallel rafter, laps over
partitions [see Sections R802.3.1, R802.3.2 and Table
R802.5.1(9)]
4-10d box (3" × 0.128"); or
3-16d common (31/2" × 0.162"); or
4-3" × 0.131" nails
Face nail
Ceiling joist attached to parallel rafter (heel joint)
[see Sections R802.3.1 and R802.3.2 and Table
R802.5.1(9)]
Table R802.5.1(9)Face nail
Collar tie to rafter, face nail or 11/4" × 20 ga. ridge
strap to rafter
4-10d box (3" × 0.128"); or
3-10d common (3" × 0.148"); or
4-3" × 0.131" nails
Face nail each rafter
Rafter or roof truss to plate 3-16d box nails (31/2" × 0.135"); or
3-10d common nails (3" × 0.148");or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
2 toe nails on one side and 1 toe nail
on opposite side of each rafter or
trussi
Roof rafters to ridge, valley or hip rafters or roof rafter
to minimum 2"
4-16d (31/2" × 0.135"); or
3-10d common (31/2" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
Toe nail
3-16d box 31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
End nail
Stud to stud (not at braced wall panels)16d common (31/2" × 0.162")24" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails
16" o.c. face nail
Stud to stud and abutting studs at intersecting wall
corners(at braced wall panels)
16d box (31/2" × 0.135"); or
3" × 0.131" nails
12" o.c. face nail
16d common (31/2" × 0.162")16" o.c. face nail
Built-up header (2" 16d common (31/2" × 0.162")16" o.c. each edge face nail
16d box (31/2" × 0.135")12" o.c. each edge face nail
Continuous header to stud 5-8d box (21/2" × 0.113"); or
4-8d common (21/2" × 0.131"); or
4-10d box (3" × 0.128")
Toe nail
Top plate to top plate 16d common (31/2" × 0.162")16" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails
12" o.c. face nail
Double top plate splice for SDCs A-D2 with seismic
braced wall line spacing < 25
8-16d common (31/2" × 0.162"); or
12-16d box (31/2" × 0.135"); or
12-10d box (3" × 0.128"); or
12-3" × 0.131" nails
Face nail on each side of end joint
(minimum 24" lap splice length
each side of end joint)
Double top plate splice SDCs D0, D1, or D2; and
braced wall line spacing ≥ 2512-16d (31/2" × 0.135")
Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)
16d common (31/2" × 0.162")16" o.c. face nail
16d box (31/2" × 0.135"); or
3" × 0.131" nails
12" o.c. face nail
Bottom plate to joist, rim joist, band joist or
blocking (at braced wall panel)
3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
4-3" × 0.131" nails
3 each 16" o.c. face nail
2 each 16" o.c. face nail
4 each 16" o.c. face nail
Top or bottom plate to stud 4-8d box (21/2" × 0.113"); or
3-16d box (31/2" × 0.135"); or
4-8d common (21/2" × 0.131"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
Toe nail
3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
End nail
Top plates, laps at corners and intersections 3-10d box (3" × 0.128"); or
2-16d common (31/2" × 0.162"); or
3-3" × 0.131" nails
Face nail
1" brace to each stud and plate 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples 13/4"
Face nail
1" × 6" sheathing to each bearing 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long
Face nail
1" × 8" and wider sheathing to each bearing 3-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3 staples, 1" crown, 16 ga., 13/4" long
Face nail
Wider than 1" × 8" Face nail
4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
4 staples, 1" crown, 16 ga., 13/4" long
Joist to sill, top plate or girder 4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
Toe nail
Rim joist, band joist or blocking to sill or top
plate (roof applications also)
8d common (21/2" × 0.131"); or
10d box (3" × 0.128"); or
3" × 0.131" nails
6" o.c. toe nail
1" × 6" subfloor or less to each joist 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long
Face nail
Foot notes:
a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections
shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for
shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
f. Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall
framing shall be spaced 6 inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof
sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end
walls; and 4 inches on center to gable end wall framing.
g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall
conform to ASTM C208.
h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and
at floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and
required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as
required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the
rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall
not be required.
FRAMING NOTES:
1. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS.
2. ALL INTERIOR SHEARWALL SHALL EXTEND TO THE ROOF OR FLOOR DIAPHRAGM LEVEL.
3. DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS.
4. PROVIDE CONTINUOUS BLOCKING BETWEEN FLOOR JOISTS UNDER ALL BEARING WALLS.
5. TOP PLATE BREAKS ARE SHALL OCCUR OVER A STUD OR POST. DOUBLE TOP PLATES SPLICE WITH MIN.
48" LAP AND PROVIDED WITH MIN. 8-16d NAILS PER TOP PLATE SPLICE.
6. WHERE BOTH TOP PLATES ARE BROKEN, SHALL BE STRAP BOTH SIDES WITH ST6224 U.N.O.
7. ALL POSTS SHALL HAVE CONNECTIONS AT TOP AND BOTTOM WHICH SHALL BE SIMPSON "CCQ", "CBSQ"
UNLESS SPECIFICALLY DETAILED OTHERWISE. FOR POSTS IN POCKETS AND IN FRAMED WALLS THE
COLUMN CAP AND BASE MAY BE ELIMINATED UNLESS DETAILED ON THE DRAWINGS. ALL FREE STANDING
POSTS SHALL USE SIMPSON "CCQ", "ECCQ", AND "CBSQ" CONNECTORS U.N.O. ON PLANS.
8. USE SIMPSON "HU"HANGERS ON ALL JOIST OR BEAM CONNECTIONS, UNLESS NOTED OTHERWISE ON
PLANS.
9. ALL HANGING JOISTS SHALL BE HUNG WITH SIMPSON "LUS" HANGERS U.N.O., AND SIMPSON "ITT"
HANGERS FOR TJI'S U.N.O.
10. ALL NON-BEARING BALLOON FRAMED WALLS EXCEEDING 14'-0" IN HEIGHT AND NOT SUPPORTED BY
CEILING JOIST AT EITHER SIDE SHALL BE FRAMED WITH 2x6 STUDS @ 16" O.C. (NOT TO EXCEED 20'-0"). PER
CHAPTER 6 CRC
11. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPPLE JOISTS; 16d @ 12" O.C. STAGGERED (BOTH
SIDES FOR TRIPPLES). FOUR OR MORE JOISTS SHALL BE BOLTED TOGETHER WITH 1/2" BOLTS AT 18" O.C.
STAGGERED. RE-TIGHTEN BOLTS PRIOR TO APPLYING FINISH MATERIAL.
TYPICAL ROOF SHEATHING:
1/2" SHEATHING, OTHER GRADES COVERED IN
DOC PS-1 OR PS-2, MIN PANEL INDEX NO. (24/0)
B.N.: 8d @ 6" O.C.
E.N.: 8d @ 6" O.C.
F.N.: 8d @ 12" O.C. NO BLOCKING, U.N.O.
USE COMMON NAILS, U.N.O.
WOOD
1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, MAX. MOISTURE
CONTENT SHALL NOT EXCEED 19%, OF THE FOLLOWING GRADES UNLESS
NOTED OTHERWISE:
REPETITIVE USE MEMBERS:
STUDS, JOISTS, AND RAFTERS
2x AND 4x NO. 2
SINGLE USE MEMBERS:
BEAMS
4x NO. 2
6x OR LARGER NO. 1
POSTS AND MULLIONS
4x AND SMALLER NO. 2
6x AND LARGER NO. 1
MISCELLANEOUS LUMBERS:
BLOCKING, FURRING, ETC. NO. 2
DECKING AND SHEATHING
2x, 3x, AND 4x COMM'L DEX.
2. ALL STRUCTURAL LUMBER SHALL BE GRADE IN ACCORDANCE WITH
GRADING AND DRESSING RULES #16 OF THE WEST COAST LUMBERMAN'S
ASSOCIATION.
3. ALL STRUCT'S PLYWOOD SHALL BE IN ACCORDANCE WITH P.S. 1-74.
MANUFACTURED PRODUCTS
1. GLUED-LAMINATED BEAMS DOUGLAS FIR-LARCH INDUSTRIAL APPEARANCE
WITHIN EXTERIOR GLUE U.N.O.
16F-V3 DF/DF (Fb=1600 psi, Fv=190 psi, E=1.5 E6 psi),
24F-V4 DF/DF (Fb=2400 psi, Fv=240 psi, E=1.8 E6 psi), ICC ESR-1940
2. DESIGN VALUES FOR MANUFACTURED PARALLAM PSL SHALL BE MIN.
Fb=2900 psi, Fv=290 psi, E=2.0 E6 psi, ICC ESR-1387
3. DESIGN VALUES FOR MANUFACTURED MICROLAM LVL SHALL BE MIN.
Fb=2600 psi, Fv=285 psi, E=1.9 E6 psi, ICC ESR-1387
NOTES:
1. ALL NAILING SHALL BE COMMON NAILS.
2. MAXIMUM STUD SPACING SHALL BE 16" O.C.
3. ALL PANEL EDGES SHALL BE BLOCKED.
4. FRAMING MEMBER SHALL INCLUDE SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS.
5. EDGE NAILING ON 3x MEMBERS SHALL BE STAGGERED.
6. PLYWOOD FOR HORIZONTAL DIAPHRAGMS SHALL BE MADE WITH EXTERIOR GLUE (CHAPTER 4 CRC)
7. USE 3"x3"x1/4" CUT PLATE WASHERS AT ALL ANCHOR BOLTS (CHAPTER 4 CRC).
8. FASTENERS FOR PRESERVATIVE-TREATED SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON
BRONZE OR COPPER (CHAPTER 3 CRC)).
9. AT EXISTING FOOTINGS, USE RFB#5x12 HDG-R SIMPSON RETROFIT BOLTS WITH SETXP-EPOXY ICC #ESR-2508. SPECIAL INSPECTION
REQUIRED.
10. SECOND FIGURE INDICATES WHERE SHEAR WALL SHEATHING IS TO BE APPLIED TO BOTH SIDES OF WALL.
11. AT EXISTING CONDITION, 2X SILL PLATE MAY BE USED WITH 3x SILL ADDED AND 5/8" Ø A.B. @ 16" O.C. FOR SHEARWALL #2 ONLY.
SHEAR WALL SCHEDULE
Edge
Nailing
8d @ 6"
No.Sheathing
15/32" OSB
Structural I
Sill Plate Nailing
To Wood Floor
16D @6"O.C
Capacity
(plf)
280
Field
Nailing
8d @ 12"
Connection
at Top Plate
A-35 @ 24"2x
Framing
Member
Foundation
Anchorage
5/8" Ø @ 32"1
Min.
Penetration
1-3/8"
8d @ 4"15/32" OSB
Structural I
16D @6"O.C 3408d @ 12"A-35 @ 16"2x 5/8" Ø @ 24"2 1-3/8"
FRAMING PLAN (ADU)
SCALE: 1/4" = 1'-0"1
(N) 2x6 R.R
@16"O.C (RJ-1)
(N) 2x6 R.R
@16"O.C (RJ-1)
(
N
)
2
x
6
R
.
R
@1
6
"
O
.
C
(
N
)
2
x
6
R
.
R
@1
6
"
O
.
C
(
N
)
4
X
1
0
H
I
P
(
H
B
-
1
)
(
N
)
2
x
8
H
I
P
(
N
)
2
x
6
R
.
R
@1
6
"
O
.
C
(
N
)
2
x
8
H
I
P
(N)4x6 HDR
(N
)
4
x
6
H
D
R
(N)4x4 HDR (N)4x4 HDR (N)4x4 HDR
(N)4x6 HDR (HD-1)
(N
)
4
x
4
H
D
R
(N
)
4
x
4
H
D
R
(N
)
4
x
6
H
D
R
(N
)
4
x
6
H
D
R
(N
)
4
x
6
H
D
R
(N)4x6 HDR (N)4x6 HDR
(N
)
4
x
4
H
D
R
-(N) 2x6 C.J
@16"O.C (CJ-1)
-(N) 2x6 C.J
@16"O.C (CJ-1)
-(N) 2x4 C.J
@16"O.C
1 2
A
C
B
1
L=
8
'
-
0
"
1
L=
8
'
-
0
"
L=4'-0"
1
1
L=6'-0"
1
L=8'-0"
8
SD-1
TYP.
8
SD-1
TYP.
8
SD-1
TYP.
8
SD-1
TYP.
9
SD-1
10
SD-1
4X4
CCS
Q
4
4
4X4CCS
Q
4
4
4x4
KP
14
SD-1
4x4
KP
14
SD-1
4x4KP
12
SD-1
18
SD-1
(N)CAL.
FRAMING
11
SD-1
(N)4x6 HDR
(N
)
2
x
8
R
I
D
G
E
(N
)
2
x
8
R
I
D
G
E
4x4
KP
14
SD-1
(N
)
S
T
6
2
2
4
(N
)
S
T
6
2
2
4
16
SD-1
4x4
KP
12
SD-1
16
SD-1
4x4PO
S
T
4x4PO
S
T
17
SD-1
17
SD-1
4x4
PO
S
T
17
SD-1
4x
4
PO
S
T
17
SD-1
13
SD-1
TYP.
(N)ST6224 12
12
(
N
)
4
X
1
0
H
I
P
(
H
B
-
1
)
(
N
)
4
X
1
0
H
I
P
(
H
B
-
1
)
(
N
)
4
X
1
0
H
I
P
(
H
B
-
1
)
18
SD-1
(N
)
4
x
6
(N
)
4
x
6
(N)4x6
(N
)
S
T
6
2
2
4
(N
)
4
x
1
0
D
F
F
L
U
S
H
B
E
A
M
(
B
-
1
)
(N
)
4
x
8
D
F
F
L
U
S
H
B
E
A
M
(
B
-
2
)
(N
)
3
-
1
/
2
"
x
1
1
-
1
/
4
"
2
.
0
E
P
S
L
FL
U
S
H
B
E
A
M
(
B
-
3
)
(E)BATH1
(N)4x6 HDR
(N)4x6 HDR
(N)4x6 HDR
(N)4x4 HDR
(E)4x HDR (E)4x HDR
(E)4x HDR
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(N
)
4
x
4
H
D
R
(N)4x4 HDR
(N
)
4
x
6
H
D
R
(N) 2x6 R.R
@16"O.C
(N) 2x6 R.R
@16"O.C
(
N
)
2
x
6
R
.
R
@1
6
"
O
.
C
(E) 2x R.R
(E
)
2
x
R
I
D
G
E
(N
)
2
x
8
R
I
D
G
E
(E)
H
I
P
(E)
H
I
P
(N)
H
I
P
4
x
8
(
H
B
-
2
)
(N
)
2
x
8
R
I
D
G
E
(N)
2
x
8
H
I
P
(
H
B
-
3
)
(N)
2
x
8
H
I
P
(
H
B
3
)
4x4KP 14
SD-1
(N) 2x6 R.R
@16"O.C
(E)
H
I
P
(
N
)
2
x
6
R
.
R
@1
6
'
O
.
C
4x4KP
4x4KP
4x4
KP
-(N) 2x6 C.J
@16"O.C
(N)4x4 HDR
-(E) 2x C.J -(E) 2x C.J-(E) 2x C.J
-(N) 2x6 C.J
@16"O.C
-(N) 2x6 C.J
@16"O.C
1
2 4
5
A
B
6
C
3
FRAMING PLAN (ADDITION)
SCALE: 1/4" = 1'-0"2
8
SD-1 TYP.
1
L=4'-0"
8
SD-1 TYP.
10
SD-1
20
SD-1
14
SD-1 TYP.
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
H
D
R
(E
)
4
x
B
E
A
M
(E)4x HDR
(E)4x HDR
(E)4x HDR(E)4x HDR
(N)
H
I
P
4
x
8
(
H
B
-
2
)
(N)3-1/2"x11-1/4" 2.0E PSL
FLUSH BEAM (B-4)
(N)CAL.
FRAMING
11
SD-1
TYP.
19
SD-1
4x4POS
T
4x4PO
S
T
15
SD-1
4x
B
L
K
'
G
O/
4
B
A
Y
S
(N)CS16
2'
-
0
"
4'
-
0
"
(N)ST6224
(N)ST6224
1
L=
4
'
-
0
"
1
L=10'-0"
1
L=
4
'
-
0
"
1
L=
6
'
-
0
"
(N)ST6224
13
SD-1
TYP.
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
S2
FRAMING
PLANS
/NOTES
2 3
NTS
SCALE:4SCALE:
NTS
NTS
SCALE:3
NTS
SCALE:1NEW EXTERIOR FOOTING
NTS
SCALE:6 NTS
SCALE:2
NTS
SCALE:59
10
NTS
SCALE:7
SCALE:8
NTS
SCALE:11
12
16
NTSNTSNTS
NTS
SCALE:
NTS
SCALE:
NTS
SCALE:
SCALE:
HOLDOWN @ (N)FOOTING
1
2
4
3
1
2
NEW FOOTING
3
4
SIMPSON SSTB (SEE SCHEDULE BELOW)
POST PER PLANS
HOLD-DOWN SIMPSON
SSTB SIZE
Le
(inch)
HDU2
HDU5, HDU4
SHEAR WALL WHERE OCCURS
SSTB 16
SSTB 20
TOP PLATE
1/2" OSB
ROOF SHEATHING
2x ROOF RAFTER
STUD WALL
A35 @16" OC
U.N.O
2x BLOCKING
E.N.
CEILING JOIST
PER PLAN
SCALE:
NTS 19
SCALE:
NTS 21
CEILING JOIST PARALLEL TO ROOF JOIST
RAFTER @ EXT. WALL
PE
R
SC
H
E
D
U
L
E
8"
MI
N
PER
SCHEDULE
FIN.
GRADE
3"
M
I
N
.
D
1
2
REBAR (SEE FOOTING SCHEDULE)
MIN. 5" THK. CONC. SLAB W/ #4 REBAR
@12" O.C OVER 2" CLEAN SAND OVER
10MIL. VISQUEEN OVER 2" CLEAN SAND
OVER COMPACTED SOIL
3 5/8" DIA. A.B @ 32" OC (U.N.O) EMBED MIN.
7" INTO SLAB W/ 3x3x0.229" PLATE
WASHER W/ 2x P.T. SILL U.N.O
2
1
3
4
5
6
4 SHEAR WALL WHERE OCCURS
5 WEEP SCREED
6 2x STUDS @16"O.C
MIN. 6" DOWEL
INTO FOOTING
2" CONCRETE/PAVE
4" SOIL
NTSNTS
SCALE:
INTERIOR FOOTING
PE
R
SC
H
E
D
U
L
E
PER
SCHEDULE
3"
M
I
N
.
2
1
3
4
5
1
2
REBAR (SEE FOOTING SCHEDULE)
3 5/8" DIA.A.B @ 48" OC (U.N.O) EMBED MIN.
7" INTO SLAB W/ 3x3x0.229" PLATE
WASHER W/ 2x P.T. SILL U.N.O
4 SHEAR WALL WHERE OCCURS
5 (N) 2x4 STUDS @16"O.C
SHIPLAP
2x FASCIA
MIN. 5" THK. CONC. SLAB W/ #4 REBAR
@12" O.C OVER 2" CLEAN SAND OVER
10MIL. VISQUEEN OVER 2" CLEAN SAND
OVER COMPACTED SOIL
5-16d NAILS (SPAN <=18')
8-16d NAILS (18'<SPAN <24')
C.J TO R.R
SHEAR TRANSFER
SHEAR WALL
ROOF RAFTER
PER PLAN
LTP4 OR A35
@16" O.C
U.N.O
2xDOUBLE
TOP PLATE
E.N
CEILING JOISTS
PER PLANS
2x4 STUDS
@16"O.C
ROOF RAFTER
PER PLAN
2x BLK'G
@ 32" O.C
BOTH SIDES
2x BLK'G
@ 32" O.C
BOTH SIDES
Le
12-5/8"
16-5/8"
E.N.
2X CALIFORNIA FRAMING
2X4 @ 16" O.C. (SPAN 8'-0" MAX.)
2X6 @ 16" O.C. (SPAN 14'-0" MAX.)
2X8 @ 16" O.C. (SPAN 18'-0" MAX.)
2X ROOF RAFTER
OR TRUSS PER
PLANS
2x BOARD NOTCH AS REQ.
W/ 3-16d PER RAFTER
FOLLOWINGS LINE OF
CALIFORNIA FRAMING
1/2" CDX PLYWOOD
OR OSB
CALIFORNIA FRAMING
(N) FOOTING TO (E) FOOTING
(N) SLAB TO (E) FOOTING
HCP 4
OR (2) A35
HIP BM.
PER PLANS
DOUBLE
TOP PLATES
HIP BEAM
PER PLANS
HRC44
2X TRIM
W/ (2) 16D FACE
NAIL @ 6" O.C.
STRAP ST18
BOTHSIDES
1X SPACER
BOTHSIDES
2X RIDGE
PER PLANS
4X KING POST
PER PLANS POST
PER PLAN
BEAM
OR (2)C.J
PER PLAN
SIMPSON
A35
BEAM
PER PLANS SIMPSON
A35
KING POST
PER PLAN
HEADER
PER PLAN
DOUBLE
TOP PLATE
SIMP.
A35
BEAM
PER PLANS
SIMP.
A35
BEAM TO KP TO HEADER
HEADER
PER PLAN
CONTINUOUS
TOP PLATE
SIMP. LSTA 24
ONE SIDE
POST
PER PLAN
(N) PORCH PAD FOOTING
PER FOOTING SCHEDULE
3"
C
L
R
PE
R
F
O
O
T
I
N
G
SC
H
E
D
U
L
E
FIN. SLAB
1
2
FIN. GRADE
1
2
REBAR (SEE FOOTING SCHEDULE)
SIMPSON COL. BASE /
HOLD-DOWN AND POST PER PLAN
3 (N) CONCRETE (SEE STRUCTURAL
NOTES)
3
8"
M
I
N
.
2"
M
I
N
.
4
4 (N) 2x4 STUDS
55(N) 2x4 TREATED PLATE
W/ 3" RAMSET SHOT PIN W/
WASHER EA . END
SLOPE CUT
WHERE OCCURS
POST - BEAM CONNECTION
SIMP. COLUMN
CAP PER PLANS
POST/ KP
PER PLAN
BEAM
PER PLANS
SIMP. STRAP
PER PLANS
JOIST
PER PLAN
SIMPSON
HANGER
FLUSH BEAM
PER PLAN
SIMP. STRAP
LSTA24 @ 48" OC
KING POST
PER PLAN
SIMP. A35
BOTH SIDES
KING POST TO (E) ROOF
(E) R.R
2x8 SLEEPER OVER 2 BAYS
(E) ROOF SHEATHING
(N) 4x BLK'G
A
B
BEAM
PER PLANS
DOUBLE
TOP PLATE
DOUBLE
TOP PLATE
POST/KP
PER PLANS
SIMPSON
A35
SIMPSON
A35
SLOPE CUT
WHERE OCCURS
SHEAR TRANFER
ROOF RAFTER
PER PLAN
SHEAR WALL 2xDOUBLE
TOP PLATE
2x4 STUDS
@16"O.C
A35 PER
@16"O.CE.N
2x BLK'G
C.J
PER PLANS
ANCHOR BOLT @ (E) FOOTING
SCALE:
NTS 17HEADER TO POST CONNECTION
SCALE:
NTS 18CEILING JOISTS CONN.
HOLD-DOWN @ (E) FOOTING
SCALE:
NTS 20
BEAM - C.J - RIDGE CONNECTION
C.J
PER PLAN
SIMPSON
HANGER
FLUSH BEAM
PER PLAN
EQ.EQ.
2x4 KICKER
@ 4' MAX. O.CSIMPSON
A35
SIMPSON LSTA24
STRAP @ 48" OC
SIMPSON LSTA24
STRAP @ 32" OC
2x6 PURLIN
(TYP.)
2x RIDGE
PER PLANS
R.R
PER PLANS
45
°
45
°
(2) SIMP. A35
OR HANGER EA. R.R
(3) 10D
NAILS
(TYP.)
SCALE:
NTS 13HIP @ CORNER
NTS
SCALE:14HIP @ RIDGE & KING POST
NTS
SCALE:15BEAM TO WALL TO POST
16A(N) INTERIOR PAD FOOTING
PER FOOTING SCHEDULE
3"
C
L
R
PE
R
F
O
O
T
I
N
G
SC
H
E
D
U
L
E
FIN. SLAB
1
2
1
2
REBAR (SEE FOOTING SCHEDULE)
SIMPSON COL. BASE /
HOLD-DOWN AND POST PER PLAN
3 (N) CONCRETE (SEE STRUCTURAL
NOTES)
3
2
1
D
4
5
1
2
EXISTING FOOTING
3
4
RFB RETROFIT BOLT (SEE SCHEDULE BELOW)
HOLE DEPTH (SEE SCHEDULE BELOW)
SIMPSON HOLD-DOWN PER PLANS
5 POST PER PLANS
HOLD-DOWN RETROFIT
BOLT SIZE HOLE SIZE
SET-3G
EPOXY ICC
ESR2508
SPECIAL
INSPECTION
REQUIRED
NOTE
HDU2, HDU4 5/8"16"3/4"10"
HDU5 5/8"18"3/4"12"
2
1
D
4
5
1
2
EXISTING FOOTING
3
4
RFB RETROFIT BOLT (SEE SCHEDULE BELOW)
HOLE (SEE SCHEDULE BELOW)
5 2x STUDS
6 SHEAR WALL WHERE OCCURS
6 SHEAR WALL WHERE OCCURS 6
6
Ø DØL
1-3/4"
1-3/4"
ANCHOR
BOLT
RETROFIT
BOLT SIZE HOLE SIZE
Ø D
SET-3G
EPOXY ICC
ESR2508
(SPECIAL
INSPECTION
REQUIRED)
NOTE
Ø L
48" O.C
OR SEE
SHEAR WALL
SCHEDULE
FOR SPACING
5/8"12"3/4"7"
3
3
3x3x0.229" PLATE WASHER AND NUT
7 (E) 2x SILL PLATE
8 (N) 2x BLK'G ADDED WHERE SHEAR
CAPACITY >350 PLF
8
7
EXISTINGNEW
6"MIN.24"MIN.
4
1
2
1 REBAR AT TOP AND BOTTOM (SEE
FOOTING SCHEDULE)
2 DRILL 1
4" DIA. BIGGER THAN DOWEL'S DIA.
6" EMBEDMENT MIN. W/ SET-3G EPOXY ICC
-ESR-2508 (SPECIAL INSPECTION REQUIRED)
3 DOWELS SAME SIZE FOOTING REBAR
4 EXISTING FOOTING
3
EXISTINGNEW
24"MIN.
6" MIN.6" MIN.
1
2
1
DRILL 1
4" DIA. BIGGER THAN DOWEL'S DIA.
6" EMBEDMENT MIN. W/ SET-XP EPOXY
ICC -ESR-2508 (SPECIAL INSPECTION
REQUIRED)
2
3 #4 DOWELS @ 18" O.C
4
4 EXISTING FOOTING
3
5
5 EXISTING STUD WALL WHERE OCCURS
MIN. 5" THK. CONC. SLAB W/ #4 REBAR
@12" O.C OVER 2" CLEAN SAND OVER
10MIL. VISQUEEN OVER 2" CLEAN SAND
OVER COMPACTED SOIL
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
SD1
STRUCTURAL
DETAILS
3 3
3-31-233-31-253/31/27
02/21/2025
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Con
s
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
GB-1
GREEN
BUILDING
STANDARDS
1 2
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Con
s
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
GB-2
GREEN
BUILDING
STANDARDS
2 2
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
T1
ADU
TITLE 24
1 2
NE
W
A
A
D
I
T
I
O
N
-
D
E
T
A
C
H
E
D
A
D
U
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design -
Cons
t
r
u
c
t
i
on
hd
p
11
3
3
S
A
U
S
T
I
N
S
T
.
&
1
1
3
3
S
A
U
S
T
I
N
U
N
I
T
2
T2
ADDITION
TITLE 24
2 2
3-31-233-31-25 3/31/233/31/25
02/15/2024
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 3
jessielopez@santa-ana.org
Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Jessie Lopez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
David Penaloza
Thai Viet Phan
Benjamin Vazquez CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
Also sent via email to: ttpham77@gmail.com
December 12, 2023
Tim Pham
1133 S. Austin Street
Santa Ana, CA. 92704
Subject: Address Assignment for a new Accessory Dwelling Unit located at 1133 South Austin
Street and (APN: 108-332-03) in Santa Ana, CA
Dear Tim,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address
assignment for a new Accessory Dwelling Unit located at 1133 South Austin Street and (APN:
108-332-03). Notice is hereby given that the following assigned address(es) shall be posted onsite
per the approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
1. 1133 S. Austin Street, Unit 2 (Address for new ADU)
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified
during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me by phone
at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Reviewed by: Jerry Guevara, Senior Planner
Exhibit A – Address Plan
Address Letter for 1133 S. Austin Street
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
PR
O
P
E
R
T
Y
L
I
N
E
1
1
5
.
0
1
'
(E) 1133 S AUSTIN ST
950 SF
(E)GARAGE
STORAGE
AUSTIN ST.
6'
-
0
"
5'-0"24'-0"
31
'
-
3
"
18'-0"
5'-0"
22'-0"3'-0"
9'-6"
15
'
-
8
"
20'-4"
26
'
-
2
"
9'-6"
3'
-
0
"
6'-0"
(N)1133 S AUSTIN ST
UNIT 2 749 SF
5'-1"5'-3"22'-0"3'-0"
9'
-
0
"
10
'
-
0
"
6'
-
3
"
8'
-
8
"
9'
-
0
"
11'-4"10'-1"
6'-10"
166 SF
1'
-
6
"
4/12 4/12
4/12 4/12
4/
1
2
4/
1
2
4/
1
4/12 4/12
4/12 4/12
4/12
4/12
4/
1
2
4/
1
2
4/12
4/
1
2
4/
1
2
4/
1
2
4/
1
2
4/12
4/12
1'-6"3'-6"
1'
-
6
"
4'
-
6
"
1'-6"
NOTE: THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMINGALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCES ON-SITE THAT MAY AFFECT THE PROJECT.
6'
-
0
"
4'-0"
4'-0"
(N
)
4
0
6
0
PROPERTY LINE 64.30'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
5
.
0
1
'
PR
O
P
E
R
T
Y
L
I
N
E
1
1
4
.
2
6
'
PROPERTY LINE 64.30'
(E) DWELLING
950 SF
(E) PATIO
220 SF
(E) GARAGE
+ STORAGE
770 SF
(E) GRASS
(E) GRASS
(E) CONCRETE
DRIVE WAY
(E) CONCRETE
DRIVE WAY
AUSTIN ST.
(E
)
P
A
T
I
O
18
4
S
F
5'-3"22'-0"3'-0"
35
'
-
0
"
6'
-
8
"
16
'
-
3
"
11
'
-
0
"
20'-10"11'-8"
9'-6"
20'-4"
26
'
-
2
"
9'-6"
5'-3"
22'-0"
3'-0"
(E) WATER
METER
(E) ELECTRICAL
METER
(E) GAS
METER
(E) ELECTRICAL
POLE
TO BE DEMOLISHED
TO
B
E
D
E
M
O
L
I
S
H
E
D
(E) GRASS
NE
W
D
E
T
A
C
H
E
D
A
D
U
11
3
3
S
A
U
S
T
I
N
S
T
.
S
A
N
T
A
A
N
A
,
C
A
9
2
7
0
4
TI
M
P
H
A
M
H
D
EN
G
I
N
E
E
R
I
N
G
C
O
N
S
T
R
U
C
T
I
O
N
,
I
N
C
.
De
s
i
g
n
-
C
o
n
s
t
r
u
c
t
i
o
n
Li
c
.
B
,
C
1
0
#
9
3
4
7
4
2
Co
m
m
e
r
c
i
a
l
-
R
e
s
i
d
e
n
t
i
a
l
14
0
2
N
P
a
r
s
o
n
s
P
l
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
Te
l
:
(
7
1
4
)
4
9
5
-
0
0
5
6
-
E
m
a
i
l
:
h
d
p
c
o
n
s
t
r
u
c
t
i
o
n
@
y
a
h
o
o
.
c
o
m
Design
-
Cons
t
r
u
c
t
i
on
hd
p
#
VICINITY MAP
EXISTING
PROPOSED
SITE PLAN
PROPERTY DESCRIPTION
APPLICABLE CODES: FOR ALL BELOW
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA ENERGY CODE
(TITLE 24, PART 6)
CITY OF SANTA ANA MUNICIPAL CODE
STRUCTURAL ENGINEERING:
HOANG DAN PHAM, P.E.
1402 N. PARSONS PL.
SANTA ANA, CA 92704
(714) 495-0056
SCOPE OF WORKOWNER: TIM PHAMPHONE : (714)653-8976ZONE: R1 - SINGLE FAMILY RESIDENCETRACK LOTAPN #: 108-332-03STORIES: 1SPRINKLERS: NO
25.87%LOT COVERAGE :
LOT SITE7,371SQ. FT.
NEW DETACHED ADU (749 SF)AND FRONT PORCH (21SF)NEW ADDITION (166 SF)(E) 2 CAR GARAGE + STORAGE :770 SQ. FT.BUILDING INFORMATION(E) LIVING AREA:950 SQ. FT.
1 3
749 SQ. FT.(N) ADU :
VICINITY
SCALE: NONE1
A1 - SITE / LANDSCAPING PLAN/ VICINITY MAP/
EXISTING HOUSE FLOOR PLAN
A2 - ADU FLOOR PLAN / ROOF PLAN
ELEVATIONS
SHEET INDEX
1,907 SQ. FT.LOT COVERAGE AREA :(E) OPEN COVERED PATIO(TO BE DEMOLISHED) :404 SQ. FT.
CONSTRUCTION TYPE: V-B
OCCUPANCY GROUP: R-3/U
FIRE SPRINKLERS:NO
NUMBER OF STORY: 1
21 SQ. FT.(N) PORCH :
DEFERRED SUBMITTAL :
ROOF SOLAR PV
NOTES:
1. STRUCTURE IS LOCATED IN A FEMA
FLOODPLAIN : ZONE X
2. ALL NEW DOORS AND WINDOWS SHALL
MEET BUILDING SECURITY REGULATION OF
SANTA MUNICIPAL CODE CHAPTER 8 DIVISION 3
3.THE EXISTING STRUCTURE IS EQUIPPED
WITH A FIRE SPRINKLER : NO
4. THE SOLAR PV PLANS AND CALCULATIONS
SHALL BE SUBMITTED AND PERMITTED PRIOR
TO THE ROUGH ELECTRICAL INSPECTION
NEAREST BUS STOP DISTANCE : 0.3 MILES
EXISTING SITE PLAN
SCALE: 1/8" = 1'-0"2
166 SQ. FT.(N) ADDITION :
EXHIBIT A - ADDRESS PLAN
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
CITY OF SANTA ANA
Planning and Building Agency
4� O�Y
DETACHED ADU - Approved
GRADING PERMIT EfEEMWW WIIT ISSUANCE
CHECKL ST
Master ID:
'-w-w --
Date.
PCC-16
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER.
Instructions: In order to qualify for the grading permit exemption for detached Accessory
Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall
complete all sections, check all boxes and sign the certification section below. A copy of this
checklist shall be attached to each of TWO sets of plans. If answering NO to any of the
questions, a grading permit shall be required.
Project Address: 1133 S AUSTIN STREET, UNIT #2, SANTA ANA, CA 92704
Yes
No
I have provided two sets of site drainage plans that is stamped, signed and
1
dated by a California professional civil engineer, to be submitted with the
building submittal package.
2
❑
I have calculated the total amount of soil being cut or filled on this project is less
than 50 cubic yards.
The site drainage plans include the following, but not limited to, location of all
existing and proposed structures, property lines, right-of-way lines, and
3.
easements, including dimensions and setbacks; drainage slopes and flow
patterns, drainage systems such as swales, french drains, water collection and
disposal systems, etc.
4.
❑
I have designed drainage such that surface water flows away from buildings and
adjoining property lines, in accordance with all applicable codes.
5.
❑
I have designed grading such that it will not adversely affect the adjoining
properties.
I have designed the grade to fall not fewer than 6 inches within the first 10 feet
from the foundation walls. Where lot lines, walls, slopes or other physical
6.
❑
barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swale to
ensure drainage away from the structure. I have designed any impervious
surfaces within 10 feet of the building foundation to be sloped not less than 2
percent away from the building.
I will provide a final certification letter stating that the grades were constructed
7•
El
per the approved site drainage plan, and will submit this certification letter to the
building inspector prior to final inspection.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name. LAN PHAM Signature:
Licensed Number: C29595
Phone Number: (714)-414-9215
Date: 02/15/2024
Email Address: Lanpham9@hotmail.com
REV: 09/03/2020 Page 1 of 1
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:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
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
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. 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
140-feet from the fire access roadway?
*(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
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(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
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. 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
set by local ordinance?
*(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
sf, and ADU’s).
*(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
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(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
4 4
2 SANTA ANA CA 927041133 S AUSTIN ST.
CONSTRUCT NEW DETACHED ADU (749 SF) AND FRONT PORCH (21SF)
DEMO EXISTING PATIO AND CONSTRUCT NEW ADDITION (166 SF)
950 915 1865 1 0
4
4
4
4
4
4
4
4
4
4
HOANG PHAM
7144950056 HDANPHAM@GMAIL.COM
6/11/2024
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
GEOTECHNICAL INTERNATIONAL
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com
Project No. SA-03-12-23
February 17, 2024
Tim Pham
714-653-8976
ttpham77@gmail.com
SUBJECT: Soil Report for Proposed Detached ADU and Room Addition to Existing
House, 1133 S. Austin Street, Santa Ana, CA 92704.
Dear Mr. Pham:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the near-by areas. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located on the easterly side of S. Austin Street, south of W. Kent
Ave (south of W. McFadden Avenue), north of W. Jason Lane (north of Edinger
Avenue), east of S. Corta Drive (east of Euclid Street), and west of S. Harmon Street
(west of S. Newhope Street), within a developed residential area.
A one-story house with a detached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed room
addition will be located in the rear of the existing house and the proposed ADU will be
located in the rear yard corner area.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
Page 2
The site is relatively flat; and we understand that additional raw cut/raw fill is not
proposed for the site.
Geotechnical Conditions
Based on the published Based on the published geologic map prepared by the California
Division of Mines and Geology (CDMG), the site is located within a broad flat alluvium
and colluvium area.
One 50 ft. deep test hole has been drilled for liquefaction study. The approximate location
of our test hole is depicted on the attached Site Plan/Geotechnical Map. The geotechnical
log of the test hole is included in Appendix B. The laboratory test results are included in
Appendix C.
Based on the data of our boring, the near-ground surface soils at the site generally
consisted of silty fine sand, damp, and have an expansion index of 14 and a sulfate
content of 130 ppm.
Groundwater
Free standing groundwater was encountered at 8 ft. deep in our test hole.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Seismicity
The subject site is located in Southern California, which is a major earthquake-prone
zone. Therefore, the owner(s) of this property should be aware of the seismic risks
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
Page 3
California] in conjunction with California’s Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
• Fa = 1.2
• Fv = null*
• Mapped Spectral Accelerations Values:
Ss = 1.329 (for the short period of 0.2 second)
S1 = 0.475 (for the 1-second period)
• Maximum Considered Earthquake Spectral Response Accelerations:
SMs = FaSs = 1.594 (for the short period of 0.2 second)
SM1 = FvS1 = null* (for the 1-second period)
• Design Spectral Response Accelerations:
SDs = 2/3 SMs = 1.063 (for the short period of 0.2 second)
SD1 = 2/3 SM1 = null* (for the 1-second period)
• PGA = 0.553
Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX D for additional seismic parameters, as needed.
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for structural seismic design.
Faults
No active faults are known to exist within or near the site. The probability of primary
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
Page 4
Based on the State of California SEISMIC HAZARD ZONES Map, Newport Beach
Quadrangle, the subject site is located within a potential liquefaction zone. Therefore, the
owner(s) of this property should be aware of the risks associated with the potential
liquefaction such as structural distress due to the potential differential settlement caused
by the potential liquefaction.
A detailed liquefaction study with a 50 ft deep test hole has been performed.
Liquefaction Analysis
The provisions of the Special Publication 117A [SP117A], “Guidelines For Evaluating
and Mitigating Seismic Hazards In California”, Published in 2008 by the State of
California, Department of Conservation, Division of Mines and Geology have been
followed.
A 50 ft. deep boring was drilled by using a hollow stem flight auger drill rig. The
approximate location of the boring is depicted on the attached Site Plan/Geotechnical
Map. The geotechnical log of the boring is included in Appendix B.
As the boring was advanced, relatively undisturbed soil samples were secured at selected
depth intervals using a steel tube sampler lined with I-inch-high, thin wall brass rings.
The sampler was driven into the undisturbed earth materials using a standard 140 pound
"automatic-trip" steel hammer freely dropped 30-inches. Standard Penetration Testing
(SPT) was also performed at selected depth intervals; a bulk sample of near ground
surface earth materials was secured from the drill cuttings. The approximate sample
depths are noted on the boring log. The samples were transported our laboratory for
testing. After completion of sampling, the boring was backfilled with the drill cuttings.
Moisture content and dry density testing was performed on the "undisturbed" ring
samples. Moisture content testing was performed on the SPT samples. Atterberg Limits
(i.e., liquid limit, plastic limit, and plasticity index) tests were performed on cohesive
soils. The test results are included in Appendix C. Note: To determine if fine-
grained/clayey soils are susceptible to liquefaction, the screening criteria of SP117A were
used: Clayey soils having Plasticity Index (PI) smaller than 12 and moisture content
greater than 85% of the Liquid Limit (LL) are susceptible to liquefaction. Therefore, the
percentage of soil finer than 0.075 mm by washing the soil through the N 200 sieve in
accordance with ASTM Test Method D 1140, Atterberg Limits (LL, PL, PI) and in-situ
moisture contents were determined on selected samples; and the test results are included
in our Laboratory Test Results and/or Boring Log.
A copy of the computer print-outs of the results of our liquefaction analysis using the
computer program prepared by CivilTech software is included in Appendix E.
Based on the results of our liquefaction analysis, the calculated total and differential
settlements due to liquefaction are 3.94 and 1.971 to 2.602 inches, respectively.
Page 5
Note: In accordance with the California Geological Survey (CGS), Special Publication
(SP) 117A, one of the methods to mitigate the potential adverse effects due to potential
liquefaction is using a strengthened foundation system; therefore, a strengthened
foundation system is recommended to be used for support of the purposed structures (see
“Building Foundation Design Guidelines” section of this report).
Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards
Potential consequences of liquefaction or secondary liquefaction included hazards
generally consist of differential settlement (vertical deformations), lateral
movement/lateral spreading (horizontal deformations), oscillation, and reduction in
foundation soil-bearing capacity (bearing failure).
A sloping condition or drainage or stream channel does not exist at the site; therefore,
lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not
anticipated to be credible hazards for the proposed new structure.
We believe if the area would be “liquefied” in the future due to a very strong earthquake,
the potential damage to the proposed new structures which will be properly structurally
designed in accordance with the new up-to-date codes would be much less severe than
the existing on-site structures and surrounding existing houses which have been
previously structurally designed based on old codes (which are much less stringent than
the current new codes). However, the owner(s) of this property should be aware of the
potential damage to the new structures due to liquefaction.
In summary, it should be recognized that structural mitigation may not reduce the
potential of the soils to liquefy during an earthquake; and there will remain some risk that
the new structures could still suffer damage if liquefaction occurs, during a very strong
earthquake.
For conservative purposes, a strengthened / stiffened foundation system as
recommended in this report should be used for support of the proposed structure.
Slope Stability
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Page 6
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
The following recommendations are considered minimum and may be superseded by
more restrictive requirements of the architect, civil/structural engineer, building codes, or
governing agencies.
Geotechnical Impact on Neighboring Properties
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Site Preparation/Grading
To create a relatively uniform new engineered compacted fill layer for a proposed new
structural slab-on-grade area, over-excavation and recompaction of about 3 ft. deep
(measured from the existing ground surface) of the existing on-site soils should be
performed. The lateral limits of the over-excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the
overexcavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the
new slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
Page 7
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
structural object, if any to ensure no damage is done to the existing object.
In general, based on our experience with many similar projects, temporary excavation
next to existing building footings does not affect the existing footings for this project.
However, if needed, excavations in sections, about 10 to 15 ft. long can be performed.
This will be determined by the geotechnical engineer of record based on the conditions to
be exposed during excavation.
The above temporary excavation recommendations can be changed by the geotechnical
consultant based on conditions to be exposed in the field during excavations.
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural Design
For conservative purposes, the following “lowest” code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New Building Footings
Page 8
In general, the foundation system for the proposed structure must be properly designed by
the civil/structural design engineer of record for this project and reviewed and approved
by the city prior to construction.
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18-
inches for two story portions, if any.
Minimum reinforcement for new continuous footings should be two #5 re-bars at top and
two #5 re-bars at bottom.
Settlement
Distress to the existing house due to settlement of the underlying soils was not observed.
Therefore, deep-seated settlement of the soils underlying the site is not considered to be a
concern for the proposed development.
In general, based on our experience, the conventional total settlement of ½ inch and a
differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage.
New (Interior) Building Slabs-on-Grade
New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced
with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab.
New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern
and be followed. The entire slab-on-grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs-on-Grade
To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the
Page 9
slab should be considered. The subgrade soils for the exterior slabs should be properly re-
compacted.
Slab Subgrade Pre-Saturation
The conventional pre-saturation of subgrade soils to minimum 140% of the optimum
moisture content to minimum 24 inches deep is not considered necessary for this project.
However, spraying with water should be performed prior to concrete pour.
Other Recommendations for Reducing Slab Cracking
While not a geotechnical issue, the potential for slab cracking may also be reduced by
careful control of water/cement ratio and slump of concrete. The contractor should take
appropriate curing precautions during the pouring of concrete in hot weather to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack-
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
Page 10
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Seismic Design
We recommend the proposed new structure be structurally designed to meet the
applicable building codes and requirements of the controlling governmental agencies.
The seismic parameters provided in the “Seismicity” section of this report can be used.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for the seismic design.
Cement Type For Concrete in Contact with On-Site Earth Materials
Our previous tests performed on the soils of many lots in the Santa Ana area which are
similar to the on-site soils show negligible water soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on-site house and other houses in the
surrounding areas. Our new test confirms that the on-site soils have negligible sulfate
content. Type V cement with a maximum water/cement ratio of 0.45 and a minimum
concrete strength, f’c of 4,500 psi is not considered required to be used for concrete in
contact with the on-site soils. The concrete strength designed by the civil design engineer,
such as 2,500 psi can be used for concrete in contact with the on-site soils. Additional
water-soluble sulfate content testing can be performed for the soils at the site, as needed.
The test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBC) and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on-site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City’s requirements, the project geotechnical consultant should review,
“approve” and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Page 11
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
construction phase of the project. This is to verify the compliance with the design,
specifications and/or recommendations, and to allow design changes in the event that
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
During ANY grading operations, including excavation, removal, filling and
backfilling, etc.
During and after excavation for footings to verify the adequacy of underlying
materials.
After pre-saturation of slab subgrade earth materials, if any, prior to pouring
concrete.
After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
CLOSURE
The conclusion and recommendations contained in this report are presented based on
geotechnical data as described herein which are believed representative of the total
project area. However, earth materials can vary in characteristics, both laterally and
vertically, and those variations could affect the conclusions and recommendations
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
Page 12
The following are attached and complete our report:
Appendix A – References
Appendix B – Geotechnical Log of Test Hole
Appendix C – Laboratory Test Results
Appendix D – Seismic Data
Appendix E – Liquefaction Analysis Calculations Sheets
Figure 1 – Vicinity Map
Figure 2 – Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/25
Page 13
APPENDIX A
REFERENCES
Page 14
REFERENCES
1. California Division of Mines and Geology (CDMG), the Resources Agency,
Dept. of Conservation, 1981, “Geology Map of Orange County Showing
Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1997, 1998, “Seismic Hazard Zones, Newport Beach
Quadrangle”, Scale 1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Liquefaction
Zone Released April 07, 1997, Landslide Released: April 15, 1998.
3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone
Report for The Orange 7.5 -Minute Quadrangle, Orange County, California”
Seismic Hazard Zone Report 011”, revised 2006.
Page 15
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
GEOTECHNICAL INTERNATIONAL
GEOTECHNICAL ENGINEERING
Site Name 1133 S. Austin Street Date 1/16/2024
Project Number 21-003.28 Site Address 1133 S. Austin Street, Santa Ana
Equipment Hollow Stem Flight Auger Drive Weight 140 lbs
Average Drop 30 inches Elevation (ft)100 (Assumed)
Hole Diameter 8 inches Eng/Geologist HW
De
p
t
h
,
f
t
El
e
v
,
f
t
Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
N
o
.
Dr
i
v
e
S
a
m
p
l
e
Bl
o
w
s
/
f
t
Dr
y
D
e
n
,
p
c
f
Mo
i
s
t
u
r
e
,
%
U.
S
.
C
.
S
.
GEOTECHNICAL DESCRIPTION
B-1
5 95
R-1 10 92.2 3.7 SM @ 5': Brown with black, white and orange inclusions fine silty sand to sand,
damp, loose
10 90
R-2 17 93.1 26.5 SM @ 10': same as before except wet
15 85
S-1 8 - 22.4 SM @ 15': same as before except loose
20 80
S-2 11 - 22.2 SM @ 20': same as before except medium dense
25 75
S-3 18 - 22.3 SM @ 25': same as before
30 70
BORING NO. B-1
Sheet 1 of 2
TORO INTERNATIONAL
GEOTECHNICAL ENGINEERING
Site Name 1133 S. Austin Street Date 1/16/2024
Project Number 21-003.28 Site Address 1133 S. Austin Street, Santa Ana
Equipment Hollow Stem Flight Auger Drive Weight 140 lbs
Average Drop 30 inches Elevation (ft)100 (Assumed)
Hole Diameter 8 inches Eng/Geologist HW
De
p
t
h
,
f
t
El
e
v
,
f
t
Gr
a
p
h
i
c
Lo
g
Sa
m
p
l
e
N
o
.
Dr
i
v
e
S
a
m
p
l
e
Bl
o
w
s
/
f
t
Dr
y
D
e
n
,
p
c
f
Mo
i
s
t
u
r
e
,
%
U.
S
.
C
.
S
.
GEOTECHNICAL DESCRIPTION
S-4 7 - 27.4 CL @ 30': Gray silty clay, very moist, medium stiff
35 65
S-5 6 - 29.9 CL @ 35': same as before
40 60
S-6 8 - 28.1 CL @ 40': same as before
45 55
S-7 5 - 30.3 CL @ 45': same as before
50 50
S-8 8 - 29.5 CL @ 50': same as before
Total Depth: 51.5 feet
Groundwater was Encountered at 8 feet
55 45
60 40
BORING NO. B-1
Sheet 2 of 2
APPENDIX C
LABORATORY TEST RESULTS
EXPANSION TEST DATA
Project Name: 1133 S. Austin
Street
BORING NUMBER
AND SAMPLE DEPTH:
SOIL TYPE:
CONFINING PRESSURE:
(lbs./sq. ft.)
COMPACTED MOISTURE CONTENT:
(% dry wt.)
FINAL MOISTURE CONTENT:
(% dry wt.)
DRY DENSITY:
(lbs/cu.ft.)
EXPANSION INDEX:
B1 at 0 to 5'
SILTY SAND to SAND
144
14.5
26.5
95.8
14
1133 S. Austin Street
Santa Ana, California
Client Name:
Project Name:
Location:
CORROSIONTESTRESULTS
Geotechnical International
Pr
1133 S. Austin Street
1133 S. Austin Street, Santa Ana, CA No.: 21003.28
Boring
No.
Sample
No.
Depth
(ft)Resistivity (ohm-cm)
Sulfate Content
(ppm)
Chloride Content
(ppm)
B-1 B1 0-5 SM NR NR 130 NR
NOTES: Resistivity Test and pH: California Test Methods 532 and 643
Sulfate Content : California Test Method 417
Chloride Content : California Test Method 422
ND = Not Detectable
NA = Not Sufficient Sample
NR = Not Requested
APPENDIX D
SEISMIC DATA
2/11/24, 7:06 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/3
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
1133 S Austin St, Santa Ana, CA 92704, USA
Latitude, Longitude: 33.7322407, -117.9321315
Date 2/11/2024, 5:56:40 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.329 MCER ground motion. (for 0.2 second period)
S1 0.475 MCER ground motion. (for 1.0s period)
SMS 1.594 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.063 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.569 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.683 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.329 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.444 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.821 Factored deterministic acceleration value. (0.2 second)
S1RT 0.475 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.516 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.632 Factored deterministic acceleration value. (1.0 second)
PGAd 0.75 Factored deterministic acceleration value. (Peak Ground Acceleration)
2/11/24, 7:06 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/3
Type Value Description
PGAUH 0.569 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.92 Mapped value of the risk coefficient at short periods
CR1 0.921 Mapped value of the risk coefficient at a period of 1 s
CV 1.366 Vertical coefficient
2/11/24, 7:06 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 3/3
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
APPENDIX E
LIQUEFACTION ANALYSIS
CALCULATIONS SHEETS
Li
q
u
e
f
y
P
r
o
C
i
v
i
l
T
e
c
h
S
o
f
t
w
ar
e
U
S
A
w
w
w
.
c
i
v
i
l
t
e
c
h
.
c
o
m
CivilTech Corporation
LIQUEFACTION ANALYSIS
1133 S. Austin Street
Liquefaction Plate A-1
Hole No.=B-1 Water Depth=8 ft Surface Elev.=100 Magnitude=6.77
Acceleration=0.68g
(ft)0
10
20
30
40
50
60
70
7 120 12
7 12
11 12
8 12
11 12
18 NoLq
7 NoLq
6 NoLq
8 NoLq
5 NoLq
8 120 NoLq
Silty Sand
Silty Clay
Silty Clay
Raw Unit FinesSPT Weight %Shear Stress Ratio
CRR CSR fs1
Shaded Zone has Liquefaction Potential
0 0.5
Soil Description Factor of Safety
0 51
Settlement
Saturated
Unsaturat.
S = 3.94 in.
0 (in.) 10
fs1=1
Liquefy.sum
************************************************************************************
*******************
LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltech.com
************************************************************************************
*******************
Title: 1133 S. Austin Street
Subtitle: Liquefaction
Surface Elev.=100
Hole No.=B-1
Depth of Hole= 50.00 ft
Water Table during Earthquake= 8.00 ft
Water Table during In-Situ Testing= 8.00 ft
Max. Acceleration= 0.68 g
Earthquake Magnitude= 6.77
Input Data:
Surface Elev.=100
Hole No.=B-1
Depth of Hole=50.00 ft
Water Table during Earthquake= 8.00 ft
Water Table during In-Situ Testing= 8.00 ft
Max. Acceleration=0.68 g
Earthquake Magnitude=6.77
No-Liquefiable Soils: Based on Analysis
1. SPT or BPT Calculation.
2. Settlement Analysis Method: Tokimatsu/Seed
3. Fines Correction for Liquefaction: Idriss/Seed
4. Fine Correction for Settlement: During Liquefaction*
5. Settlement Calculation in: Liq. zone only
6. Hammer Energy Ratio, Ce = 1.25
7. Borehole Diameter, Cb= 1.15
8. Sampling Method, Cs= 1
9. User request factor of safety (apply to CSR) , User= 1.5
Plot one CSR curve (fs1=1)
10. Use Curve Smoothing: No
* Recommended Options
In-Situ Test Data:
Depth SPT gamma Fines
ft pcf %
____________________________________
0.00 7.00 120.00 12.00
5.00 7.00 120.00 12.00
10.00 11.00 120.00 12.00
15.00 8.00 120.00 12.00
20.00 11.00 120.00 12.00
27.00 18.00 120.00 NoLiq
30.00 7.00 120.00 NoLiq
35.00 6.00 120.00 NoLiq
40.00 8.00 120.00 NoLiq
45.00 5.00 120.00 NoLiq
50.00 8.00 120.00 NoLiq
____________________________________
Output Results:
Page 1
Liquefy.sum
Settlement of Saturated Sands=3.94 in.
Settlement of Unsaturated Sands=0.00 in.
Total Settlement of Saturated and Unsaturated Sands=3.94 in.
Differential Settlement=1.971 to 2.602 in.
Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.
_______________________________________________________
0.00 0.21 0.44 5.00 3.94 0.00 3.94
0.05 0.21 0.44 5.00 3.94 0.00 3.94
0.10 0.21 0.44 5.00 3.94 0.00 3.94
0.15 0.21 0.44 5.00 3.94 0.00 3.94
0.20 0.21 0.44 5.00 3.94 0.00 3.94
0.25 0.21 0.44 5.00 3.94 0.00 3.94
0.30 0.21 0.44 5.00 3.94 0.00 3.94
0.35 0.21 0.44 5.00 3.94 0.00 3.94
0.40 0.21 0.44 5.00 3.94 0.00 3.94
0.45 0.21 0.44 5.00 3.94 0.00 3.94
0.50 0.21 0.44 5.00 3.94 0.00 3.94
0.55 0.21 0.44 5.00 3.94 0.00 3.94
0.60 0.21 0.44 5.00 3.94 0.00 3.94
0.65 0.21 0.44 5.00 3.94 0.00 3.94
0.70 0.21 0.44 5.00 3.94 0.00 3.94
0.75 0.21 0.44 5.00 3.94 0.00 3.94
0.80 0.21 0.44 5.00 3.94 0.00 3.94
0.85 0.21 0.44 5.00 3.94 0.00 3.94
0.90 0.21 0.44 5.00 3.94 0.00 3.94
0.95 0.21 0.44 5.00 3.94 0.00 3.94
1.00 0.21 0.44 5.00 3.94 0.00 3.94
1.05 0.21 0.44 5.00 3.94 0.00 3.94
1.10 0.21 0.44 5.00 3.94 0.00 3.94
1.15 0.21 0.44 5.00 3.94 0.00 3.94
1.20 0.21 0.44 5.00 3.94 0.00 3.94
1.25 0.21 0.44 5.00 3.94 0.00 3.94
1.30 0.21 0.44 5.00 3.94 0.00 3.94
1.35 0.21 0.44 5.00 3.94 0.00 3.94
1.40 0.21 0.44 5.00 3.94 0.00 3.94
1.45 0.21 0.44 5.00 3.94 0.00 3.94
1.50 0.21 0.44 5.00 3.94 0.00 3.94
1.55 0.21 0.44 5.00 3.94 0.00 3.94
1.60 0.21 0.44 5.00 3.94 0.00 3.94
1.65 0.21 0.44 5.00 3.94 0.00 3.94
1.70 0.21 0.44 5.00 3.94 0.00 3.94
1.75 0.21 0.44 5.00 3.94 0.00 3.94
1.80 0.21 0.44 5.00 3.94 0.00 3.94
1.85 0.21 0.44 5.00 3.94 0.00 3.94
1.90 0.21 0.44 5.00 3.94 0.00 3.94
1.95 0.21 0.44 5.00 3.94 0.00 3.94
2.00 0.21 0.44 5.00 3.94 0.00 3.94
2.05 0.21 0.44 5.00 3.94 0.00 3.94
2.10 0.21 0.44 5.00 3.94 0.00 3.94
2.15 0.21 0.44 5.00 3.94 0.00 3.94
2.20 0.21 0.44 5.00 3.94 0.00 3.94
2.25 0.21 0.44 5.00 3.94 0.00 3.94
2.30 0.21 0.44 5.00 3.94 0.00 3.94
2.35 0.21 0.44 5.00 3.94 0.00 3.94
2.40 0.21 0.44 5.00 3.94 0.00 3.94
2.45 0.21 0.44 5.00 3.94 0.00 3.94
2.50 0.21 0.44 5.00 3.94 0.00 3.94
2.55 0.21 0.44 5.00 3.94 0.00 3.94
2.60 0.21 0.44 5.00 3.94 0.00 3.94
2.65 0.21 0.44 5.00 3.94 0.00 3.94
2.70 0.21 0.44 5.00 3.94 0.00 3.94
Page 2
Liquefy.sum
2.75 0.21 0.44 5.00 3.94 0.00 3.94
2.80 0.21 0.44 5.00 3.94 0.00 3.94
2.85 0.21 0.44 5.00 3.94 0.00 3.94
2.90 0.21 0.44 5.00 3.94 0.00 3.94
2.95 0.21 0.44 5.00 3.94 0.00 3.94
3.00 0.21 0.44 5.00 3.94 0.00 3.94
3.05 0.21 0.44 5.00 3.94 0.00 3.94
3.10 0.21 0.44 5.00 3.94 0.00 3.94
3.15 0.21 0.44 5.00 3.94 0.00 3.94
3.20 0.21 0.44 5.00 3.94 0.00 3.94
3.25 0.21 0.44 5.00 3.94 0.00 3.94
3.30 0.21 0.44 5.00 3.94 0.00 3.94
3.35 0.21 0.44 5.00 3.94 0.00 3.94
3.40 0.21 0.44 5.00 3.94 0.00 3.94
3.45 0.21 0.44 5.00 3.94 0.00 3.94
3.50 0.21 0.44 5.00 3.94 0.00 3.94
3.55 0.21 0.44 5.00 3.94 0.00 3.94
3.60 0.21 0.44 5.00 3.94 0.00 3.94
3.65 0.21 0.44 5.00 3.94 0.00 3.94
3.70 0.21 0.44 5.00 3.94 0.00 3.94
3.75 0.21 0.44 5.00 3.94 0.00 3.94
3.80 0.21 0.44 5.00 3.94 0.00 3.94
3.85 0.21 0.44 5.00 3.94 0.00 3.94
3.90 0.21 0.44 5.00 3.94 0.00 3.94
3.95 0.21 0.44 5.00 3.94 0.00 3.94
4.00 0.21 0.44 5.00 3.94 0.00 3.94
4.05 0.21 0.44 5.00 3.94 0.00 3.94
4.10 0.21 0.44 5.00 3.94 0.00 3.94
4.15 0.21 0.44 5.00 3.94 0.00 3.94
4.20 0.21 0.44 5.00 3.94 0.00 3.94
4.25 0.21 0.44 5.00 3.94 0.00 3.94
4.30 0.21 0.44 5.00 3.94 0.00 3.94
4.35 0.21 0.44 5.00 3.94 0.00 3.94
4.40 0.21 0.44 5.00 3.94 0.00 3.94
4.45 0.21 0.44 5.00 3.94 0.00 3.94
4.50 0.21 0.44 5.00 3.94 0.00 3.94
4.55 0.21 0.44 5.00 3.94 0.00 3.94
4.60 0.21 0.44 5.00 3.94 0.00 3.94
4.65 0.21 0.44 5.00 3.94 0.00 3.94
4.70 0.21 0.44 5.00 3.94 0.00 3.94
4.75 0.21 0.44 5.00 3.94 0.00 3.94
4.80 0.21 0.44 5.00 3.94 0.00 3.94
4.85 0.21 0.44 5.00 3.94 0.00 3.94
4.90 0.21 0.44 5.00 3.94 0.00 3.94
4.95 0.21 0.44 5.00 3.94 0.00 3.94
5.00 0.21 0.44 5.00 3.94 0.00 3.94
5.05 0.21 0.44 5.00 3.94 0.00 3.94
5.10 0.21 0.44 5.00 3.94 0.00 3.94
5.15 0.21 0.44 5.00 3.94 0.00 3.94
5.20 0.21 0.44 5.00 3.94 0.00 3.94
5.25 0.21 0.44 5.00 3.94 0.00 3.94
5.30 0.21 0.44 5.00 3.94 0.00 3.94
5.35 0.21 0.44 5.00 3.94 0.00 3.94
5.40 0.21 0.44 5.00 3.94 0.00 3.94
5.45 0.21 0.44 5.00 3.94 0.00 3.94
5.50 0.21 0.44 5.00 3.94 0.00 3.94
5.55 0.21 0.44 5.00 3.94 0.00 3.94
5.60 0.21 0.44 5.00 3.94 0.00 3.94
5.65 0.21 0.44 5.00 3.94 0.00 3.94
5.70 0.21 0.44 5.00 3.94 0.00 3.94
5.75 0.21 0.44 5.00 3.94 0.00 3.94
5.80 0.21 0.44 5.00 3.94 0.00 3.94
5.85 0.21 0.44 5.00 3.94 0.00 3.94
Page 3
Liquefy.sum
5.90 0.21 0.44 5.00 3.94 0.00 3.94
5.95 0.21 0.44 5.00 3.94 0.00 3.94
6.00 0.21 0.44 5.00 3.94 0.00 3.94
6.05 0.21 0.44 5.00 3.94 0.00 3.94
6.10 0.21 0.44 5.00 3.94 0.00 3.94
6.15 0.21 0.44 5.00 3.94 0.00 3.94
6.20 0.21 0.44 5.00 3.94 0.00 3.94
6.25 0.21 0.44 5.00 3.94 0.00 3.94
6.30 0.20 0.44 5.00 3.94 0.00 3.94
6.35 0.20 0.44 5.00 3.94 0.00 3.94
6.40 0.20 0.44 5.00 3.94 0.00 3.94
6.45 0.20 0.44 5.00 3.94 0.00 3.94
6.50 0.20 0.44 5.00 3.94 0.00 3.94
6.55 0.20 0.44 5.00 3.94 0.00 3.94
6.60 0.20 0.44 5.00 3.94 0.00 3.94
6.65 0.20 0.44 5.00 3.94 0.00 3.94
6.70 0.20 0.44 5.00 3.94 0.00 3.94
6.75 0.20 0.44 5.00 3.94 0.00 3.94
6.80 0.20 0.43 5.00 3.94 0.00 3.94
6.85 0.20 0.43 5.00 3.94 0.00 3.94
6.90 0.20 0.43 5.00 3.94 0.00 3.94
6.95 0.20 0.43 5.00 3.94 0.00 3.94
7.00 0.20 0.43 5.00 3.94 0.00 3.94
7.05 0.19 0.43 5.00 3.94 0.00 3.94
7.10 0.19 0.43 5.00 3.94 0.00 3.94
7.15 0.19 0.43 5.00 3.94 0.00 3.94
7.20 0.19 0.43 5.00 3.94 0.00 3.94
7.25 0.19 0.43 5.00 3.94 0.00 3.94
7.30 0.19 0.43 5.00 3.94 0.00 3.94
7.35 0.19 0.43 5.00 3.94 0.00 3.94
7.40 0.19 0.43 5.00 3.94 0.00 3.94
7.45 0.19 0.43 5.00 3.94 0.00 3.94
7.50 0.19 0.43 5.00 3.94 0.00 3.94
7.55 0.19 0.43 5.00 3.94 0.00 3.94
7.60 0.19 0.43 5.00 3.94 0.00 3.94
7.65 0.19 0.43 5.00 3.94 0.00 3.94
7.70 0.19 0.43 5.00 3.94 0.00 3.94
7.75 0.19 0.43 5.00 3.94 0.00 3.94
7.80 0.19 0.43 5.00 3.94 0.00 3.94
7.85 0.19 0.43 5.00 3.94 0.00 3.94
7.90 0.19 0.43 5.00 3.94 0.00 3.94
7.95 0.18 0.43 5.00 3.94 0.00 3.94
8.00 0.18 0.43 0.43* 3.94 0.00 3.94
8.05 0.18 0.44 0.42* 3.93 0.00 3.93
8.10 0.18 0.44 0.42* 3.92 0.00 3.92
8.15 0.18 0.44 0.42* 3.90 0.00 3.90
8.20 0.18 0.44 0.42* 3.89 0.00 3.89
8.25 0.20 0.44 0.46* 3.88 0.00 3.88
8.30 0.20 0.44 0.46* 3.87 0.00 3.87
8.35 0.20 0.44 0.46* 3.86 0.00 3.86
8.40 0.20 0.44 0.46* 3.84 0.00 3.84
8.45 0.20 0.45 0.46* 3.83 0.00 3.83
8.50 0.20 0.45 0.45* 3.82 0.00 3.82
8.55 0.20 0.45 0.45* 3.81 0.00 3.81
8.60 0.20 0.45 0.45* 3.80 0.00 3.80
8.65 0.20 0.45 0.45* 3.79 0.00 3.79
8.70 0.20 0.45 0.45* 3.78 0.00 3.78
8.75 0.20 0.45 0.45* 3.76 0.00 3.76
8.80 0.20 0.45 0.44* 3.75 0.00 3.75
8.85 0.20 0.46 0.44* 3.74 0.00 3.74
8.90 0.20 0.46 0.44* 3.73 0.00 3.73
8.95 0.20 0.46 0.44* 3.72 0.00 3.72
9.00 0.20 0.46 0.44* 3.71 0.00 3.71
Page 4
Liquefy.sum
9.05 0.20 0.46 0.44* 3.69 0.00 3.69
9.10 0.20 0.46 0.43* 3.68 0.00 3.68
9.15 0.20 0.46 0.43* 3.67 0.00 3.67
9.20 0.20 0.46 0.43* 3.66 0.00 3.66
9.25 0.20 0.47 0.43* 3.65 0.00 3.65
9.30 0.20 0.47 0.43* 3.63 0.00 3.63
9.35 0.20 0.47 0.43* 3.62 0.00 3.62
9.40 0.20 0.47 0.42* 3.61 0.00 3.61
9.45 0.20 0.47 0.42* 3.60 0.00 3.60
9.50 0.20 0.47 0.42* 3.59 0.00 3.59
9.55 0.20 0.47 0.42* 3.58 0.00 3.58
9.60 0.20 0.47 0.42* 3.56 0.00 3.56
9.65 0.20 0.47 0.42* 3.55 0.00 3.55
9.70 0.20 0.48 0.42* 3.54 0.00 3.54
9.75 0.20 0.48 0.41* 3.53 0.00 3.53
9.80 0.20 0.48 0.41* 3.52 0.00 3.52
9.85 0.20 0.48 0.41* 3.50 0.00 3.50
9.90 0.20 0.48 0.41* 3.49 0.00 3.49
9.95 0.20 0.48 0.41* 3.48 0.00 3.48
10.00 0.30 0.48 0.61* 3.47 0.00 3.47
10.05 0.30 0.48 0.61* 3.46 0.00 3.46
10.10 0.30 0.48 0.61* 3.45 0.00 3.45
10.15 0.29 0.48 0.61* 3.44 0.00 3.44
10.20 0.29 0.49 0.61* 3.43 0.00 3.43
10.25 0.29 0.49 0.60* 3.43 0.00 3.43
10.30 0.29 0.49 0.60* 3.42 0.00 3.42
10.35 0.29 0.49 0.60* 3.41 0.00 3.41
10.40 0.29 0.49 0.60* 3.40 0.00 3.40
10.45 0.29 0.49 0.60* 3.39 0.00 3.39
10.50 0.29 0.49 0.59* 3.38 0.00 3.38
10.55 0.29 0.49 0.59* 3.37 0.00 3.37
10.60 0.29 0.49 0.59* 3.36 0.00 3.36
10.65 0.29 0.50 0.59* 3.36 0.00 3.36
10.70 0.29 0.50 0.59* 3.35 0.00 3.35
10.75 0.29 0.50 0.58* 3.34 0.00 3.34
10.80 0.29 0.50 0.58* 3.33 0.00 3.33
10.85 0.29 0.50 0.58* 3.32 0.00 3.32
10.90 0.29 0.50 0.58* 3.31 0.00 3.31
10.95 0.29 0.50 0.58* 3.30 0.00 3.30
11.00 0.29 0.50 0.57* 3.29 0.00 3.29
11.05 0.29 0.50 0.57* 3.29 0.00 3.29
11.10 0.29 0.50 0.57* 3.28 0.00 3.28
11.15 0.29 0.50 0.57* 3.27 0.00 3.27
11.20 0.29 0.51 0.57* 3.26 0.00 3.26
11.25 0.29 0.51 0.57* 3.25 0.00 3.25
11.30 0.29 0.51 0.56* 3.24 0.00 3.24
11.35 0.29 0.51 0.56* 3.23 0.00 3.23
11.40 0.29 0.51 0.56* 3.22 0.00 3.22
11.45 0.29 0.51 0.56* 3.21 0.00 3.21
11.50 0.28 0.51 0.56* 3.21 0.00 3.21
11.55 0.28 0.51 0.56* 3.20 0.00 3.20
11.60 0.28 0.51 0.55* 3.19 0.00 3.19
11.65 0.28 0.51 0.55* 3.18 0.00 3.18
11.70 0.28 0.51 0.55* 3.17 0.00 3.17
11.75 0.28 0.52 0.55* 3.16 0.00 3.16
11.80 0.28 0.52 0.55* 3.15 0.00 3.15
11.85 0.28 0.52 0.55* 3.14 0.00 3.14
11.90 0.28 0.52 0.54* 3.13 0.00 3.13
11.95 0.28 0.52 0.54* 3.13 0.00 3.13
12.00 0.28 0.52 0.54* 3.12 0.00 3.12
12.05 0.28 0.52 0.54* 3.11 0.00 3.11
12.10 0.28 0.52 0.54* 3.10 0.00 3.10
12.15 0.28 0.52 0.54* 3.09 0.00 3.09
Page 5
Liquefy.sum
12.20 0.28 0.52 0.54* 3.08 0.00 3.08
12.25 0.28 0.52 0.53* 3.07 0.00 3.07
12.30 0.28 0.52 0.53* 3.06 0.00 3.06
12.35 0.28 0.53 0.53* 3.05 0.00 3.05
12.40 0.28 0.53 0.53* 3.04 0.00 3.04
12.45 0.28 0.53 0.53* 3.03 0.00 3.03
12.50 0.28 0.53 0.53* 3.03 0.00 3.03
12.55 0.28 0.53 0.53* 3.02 0.00 3.02
12.60 0.28 0.53 0.52* 3.01 0.00 3.01
12.65 0.28 0.53 0.52* 3.00 0.00 3.00
12.70 0.28 0.53 0.52* 2.99 0.00 2.99
12.75 0.28 0.53 0.52* 2.98 0.00 2.98
12.80 0.28 0.53 0.52* 2.97 0.00 2.97
12.85 0.28 0.53 0.52* 2.96 0.00 2.96
12.90 0.28 0.53 0.52* 2.95 0.00 2.95
12.95 0.28 0.53 0.51* 2.94 0.00 2.94
13.00 0.28 0.54 0.51* 2.93 0.00 2.93
13.05 0.27 0.54 0.51* 2.93 0.00 2.93
13.10 0.27 0.54 0.51* 2.92 0.00 2.92
13.15 0.27 0.54 0.51* 2.91 0.00 2.91
13.20 0.27 0.54 0.51* 2.90 0.00 2.90
13.25 0.27 0.54 0.51* 2.89 0.00 2.89
13.30 0.27 0.54 0.51* 2.88 0.00 2.88
13.35 0.27 0.54 0.50* 2.87 0.00 2.87
13.40 0.27 0.54 0.50* 2.86 0.00 2.86
13.45 0.27 0.54 0.50* 2.85 0.00 2.85
13.50 0.27 0.54 0.50* 2.84 0.00 2.84
13.55 0.27 0.54 0.50* 2.83 0.00 2.83
13.60 0.27 0.54 0.50* 2.82 0.00 2.82
13.65 0.27 0.55 0.50* 2.81 0.00 2.81
13.70 0.27 0.55 0.50* 2.80 0.00 2.80
13.75 0.27 0.55 0.50* 2.79 0.00 2.79
13.80 0.27 0.55 0.49* 2.79 0.00 2.79
13.85 0.27 0.55 0.49* 2.78 0.00 2.78
13.90 0.27 0.55 0.49* 2.77 0.00 2.77
13.95 0.27 0.55 0.49* 2.76 0.00 2.76
14.00 0.27 0.55 0.49* 2.75 0.00 2.75
14.05 0.27 0.55 0.49* 2.74 0.00 2.74
14.10 0.27 0.55 0.49* 2.73 0.00 2.73
14.15 0.27 0.55 0.49* 2.72 0.00 2.72
14.20 0.27 0.55 0.49* 2.71 0.00 2.71
14.25 0.27 0.55 0.48* 2.70 0.00 2.70
14.30 0.27 0.55 0.48* 2.69 0.00 2.69
14.35 0.27 0.55 0.48* 2.68 0.00 2.68
14.40 0.27 0.56 0.48* 2.67 0.00 2.67
14.45 0.27 0.56 0.48* 2.66 0.00 2.66
14.50 0.27 0.56 0.48* 2.65 0.00 2.65
14.55 0.27 0.56 0.48* 2.64 0.00 2.64
14.60 0.27 0.56 0.48* 2.63 0.00 2.63
14.65 0.27 0.56 0.48* 2.62 0.00 2.62
14.70 0.27 0.56 0.47* 2.62 0.00 2.62
14.75 0.27 0.56 0.47* 2.61 0.00 2.61
14.80 0.30 0.56 0.53* 2.60 0.00 2.60
14.85 0.29 0.56 0.53* 2.59 0.00 2.59
14.90 0.29 0.56 0.52* 2.58 0.00 2.58
14.95 0.29 0.56 0.52* 2.57 0.00 2.57
15.00 0.22 0.56 0.39* 2.56 0.00 2.56
15.05 0.22 0.56 0.39* 2.55 0.00 2.55
15.10 0.22 0.56 0.39* 2.54 0.00 2.54
15.15 0.22 0.57 0.39* 2.53 0.00 2.53
15.20 0.22 0.57 0.39* 2.52 0.00 2.52
15.25 0.22 0.57 0.38* 2.51 0.00 2.51
15.30 0.22 0.57 0.38* 2.49 0.00 2.49
Page 6
Liquefy.sum
15.35 0.22 0.57 0.38* 2.48 0.00 2.48
15.40 0.22 0.57 0.38* 2.47 0.00 2.47
15.45 0.22 0.57 0.38* 2.46 0.00 2.46
15.50 0.22 0.57 0.38* 2.45 0.00 2.45
15.55 0.22 0.57 0.38* 2.44 0.00 2.44
15.60 0.22 0.57 0.38* 2.43 0.00 2.43
15.65 0.22 0.57 0.38* 2.42 0.00 2.42
15.70 0.22 0.57 0.38* 2.40 0.00 2.40
15.75 0.22 0.57 0.38* 2.39 0.00 2.39
15.80 0.22 0.57 0.38* 2.38 0.00 2.38
15.85 0.22 0.57 0.38* 2.37 0.00 2.37
15.90 0.22 0.57 0.38* 2.36 0.00 2.36
15.95 0.22 0.57 0.37* 2.35 0.00 2.35
16.00 0.22 0.58 0.37* 2.34 0.00 2.34
16.05 0.21 0.58 0.37* 2.32 0.00 2.32
16.10 0.21 0.58 0.37* 2.31 0.00 2.31
16.15 0.21 0.58 0.37* 2.30 0.00 2.30
16.20 0.21 0.58 0.37* 2.29 0.00 2.29
16.25 0.21 0.58 0.37* 2.28 0.00 2.28
16.30 0.21 0.58 0.37* 2.27 0.00 2.27
16.35 0.21 0.58 0.37* 2.26 0.00 2.26
16.40 0.21 0.58 0.37* 2.24 0.00 2.24
16.45 0.21 0.58 0.37* 2.23 0.00 2.23
16.50 0.21 0.58 0.37* 2.22 0.00 2.22
16.55 0.21 0.58 0.37* 2.21 0.00 2.21
16.60 0.21 0.58 0.37* 2.20 0.00 2.20
16.65 0.21 0.58 0.37* 2.19 0.00 2.19
16.70 0.21 0.58 0.36* 2.18 0.00 2.18
16.75 0.21 0.58 0.36* 2.16 0.00 2.16
16.80 0.21 0.58 0.36* 2.15 0.00 2.15
16.85 0.21 0.58 0.36* 2.14 0.00 2.14
16.90 0.21 0.58 0.36* 2.13 0.00 2.13
16.95 0.21 0.59 0.36* 2.12 0.00 2.12
17.00 0.21 0.59 0.36* 2.11 0.00 2.11
17.05 0.21 0.59 0.36* 2.10 0.00 2.10
17.10 0.21 0.59 0.36* 2.08 0.00 2.08
17.15 0.21 0.59 0.36* 2.07 0.00 2.07
17.20 0.21 0.59 0.36* 2.06 0.00 2.06
17.25 0.21 0.59 0.36* 2.05 0.00 2.05
17.30 0.21 0.59 0.36* 2.04 0.00 2.04
17.35 0.21 0.59 0.36* 2.03 0.00 2.03
17.40 0.21 0.59 0.36* 2.01 0.00 2.01
17.45 0.21 0.59 0.36* 2.00 0.00 2.00
17.50 0.21 0.59 0.35* 1.99 0.00 1.99
17.55 0.21 0.59 0.35* 1.98 0.00 1.98
17.60 0.21 0.59 0.35* 1.97 0.00 1.97
17.65 0.21 0.59 0.35* 1.96 0.00 1.96
17.70 0.21 0.59 0.35* 1.95 0.00 1.95
17.75 0.21 0.59 0.35* 1.93 0.00 1.93
17.80 0.21 0.59 0.35* 1.92 0.00 1.92
17.85 0.21 0.59 0.35* 1.91 0.00 1.91
17.90 0.21 0.59 0.35* 1.90 0.00 1.90
17.95 0.21 0.60 0.35* 1.89 0.00 1.89
18.00 0.21 0.60 0.35* 1.88 0.00 1.88
18.05 0.21 0.60 0.35* 1.86 0.00 1.86
18.10 0.21 0.60 0.35* 1.85 0.00 1.85
18.15 0.21 0.60 0.35* 1.84 0.00 1.84
18.20 0.21 0.60 0.35* 1.83 0.00 1.83
18.25 0.21 0.60 0.35* 1.82 0.00 1.82
18.30 0.21 0.60 0.35* 1.81 0.00 1.81
18.35 0.21 0.60 0.34* 1.79 0.00 1.79
18.40 0.21 0.60 0.34* 1.78 0.00 1.78
18.45 0.21 0.60 0.34* 1.77 0.00 1.77
Page 7
Liquefy.sum
18.50 0.21 0.60 0.34* 1.76 0.00 1.76
18.55 0.21 0.60 0.34* 1.75 0.00 1.75
18.60 0.21 0.60 0.34* 1.74 0.00 1.74
18.65 0.21 0.60 0.34* 1.72 0.00 1.72
18.70 0.21 0.60 0.34* 1.71 0.00 1.71
18.75 0.21 0.60 0.34* 1.70 0.00 1.70
18.80 0.21 0.60 0.34* 1.69 0.00 1.69
18.85 0.20 0.60 0.34* 1.68 0.00 1.68
18.90 0.20 0.60 0.34* 1.67 0.00 1.67
18.95 0.20 0.60 0.34* 1.65 0.00 1.65
19.00 0.20 0.60 0.34* 1.64 0.00 1.64
19.05 0.20 0.60 0.34* 1.63 0.00 1.63
19.10 0.20 0.61 0.34* 1.62 0.00 1.62
19.15 0.20 0.61 0.34* 1.61 0.00 1.61
19.20 0.20 0.61 0.34* 1.59 0.00 1.59
19.25 0.20 0.61 0.34* 1.58 0.00 1.58
19.30 0.20 0.61 0.34* 1.57 0.00 1.57
19.35 0.20 0.61 0.33* 1.56 0.00 1.56
19.40 0.20 0.61 0.33* 1.55 0.00 1.55
19.45 0.20 0.61 0.33* 1.54 0.00 1.54
19.50 0.20 0.61 0.33* 1.52 0.00 1.52
19.55 0.20 0.61 0.33* 1.51 0.00 1.51
19.60 0.20 0.61 0.33* 1.50 0.00 1.50
19.65 0.20 0.61 0.33* 1.49 0.00 1.49
19.70 0.20 0.61 0.33* 1.48 0.00 1.48
19.75 0.20 0.61 0.33* 1.46 0.00 1.46
19.80 0.20 0.61 0.33* 1.45 0.00 1.45
19.85 0.20 0.61 0.33* 1.44 0.00 1.44
19.90 0.20 0.61 0.33* 1.43 0.00 1.43
19.95 0.20 0.61 0.33* 1.42 0.00 1.42
20.00 0.20 0.61 0.33* 1.41 0.00 1.41
20.05 0.27 0.61 0.44* 1.39 0.00 1.39
20.10 0.27 0.61 0.44* 1.38 0.00 1.38
20.15 0.27 0.61 0.44* 1.37 0.00 1.37
20.20 0.27 0.61 0.43* 1.37 0.00 1.37
20.25 0.27 0.61 0.43* 1.36 0.00 1.36
20.30 0.27 0.61 0.43* 1.35 0.00 1.35
20.35 0.27 0.62 0.43* 1.34 0.00 1.34
20.40 0.27 0.62 0.43* 1.33 0.00 1.33
20.45 0.27 0.62 0.43* 1.32 0.00 1.32
20.50 0.27 0.62 0.43* 1.31 0.00 1.31
20.55 0.27 0.62 0.43* 1.30 0.00 1.30
20.60 0.27 0.62 0.43* 1.29 0.00 1.29
20.65 0.26 0.62 0.43* 1.28 0.00 1.28
20.70 0.26 0.62 0.43* 1.27 0.00 1.27
20.75 0.26 0.62 0.43* 1.26 0.00 1.26
20.80 0.26 0.62 0.43* 1.25 0.00 1.25
20.85 0.26 0.62 0.43* 1.24 0.00 1.24
20.90 0.26 0.62 0.43* 1.23 0.00 1.23
20.95 0.26 0.62 0.43* 1.22 0.00 1.22
21.00 0.26 0.62 0.43* 1.21 0.00 1.21
21.05 0.26 0.62 0.42* 1.20 0.00 1.20
21.10 0.26 0.62 0.42* 1.19 0.00 1.19
21.15 0.26 0.62 0.42* 1.18 0.00 1.18
21.20 0.26 0.62 0.42* 1.17 0.00 1.17
21.25 0.26 0.62 0.42* 1.16 0.00 1.16
21.30 0.26 0.62 0.42* 1.15 0.00 1.15
21.35 0.26 0.62 0.42* 1.14 0.00 1.14
21.40 0.26 0.62 0.42* 1.13 0.00 1.13
21.45 0.26 0.62 0.42* 1.13 0.00 1.13
21.50 0.26 0.62 0.42* 1.12 0.00 1.12
21.55 0.26 0.62 0.42* 1.11 0.00 1.11
21.60 0.26 0.62 0.42* 1.10 0.00 1.10
Page 8
Liquefy.sum
21.65 0.26 0.62 0.42* 1.09 0.00 1.09
21.70 0.26 0.62 0.42* 1.08 0.00 1.08
21.75 0.26 0.63 0.42* 1.07 0.00 1.07
21.80 0.26 0.63 0.42* 1.06 0.00 1.06
21.85 0.26 0.63 0.42* 1.05 0.00 1.05
21.90 0.26 0.63 0.42* 1.04 0.00 1.04
21.95 0.26 0.63 0.41* 1.03 0.00 1.03
22.00 0.26 0.63 0.41* 1.02 0.00 1.02
22.05 0.26 0.63 0.41* 1.01 0.00 1.01
22.10 0.26 0.63 0.41* 1.00 0.00 1.00
22.15 0.26 0.63 0.41* 0.99 0.00 0.99
22.20 0.26 0.63 0.41* 0.98 0.00 0.98
22.25 0.26 0.63 0.41* 0.97 0.00 0.97
22.30 0.26 0.63 0.41* 0.96 0.00 0.96
22.35 0.26 0.63 0.41* 0.95 0.00 0.95
22.40 0.26 0.63 0.41* 0.94 0.00 0.94
22.45 0.26 0.63 0.41* 0.93 0.00 0.93
22.50 0.26 0.63 0.41* 0.92 0.00 0.92
22.55 0.26 0.63 0.41* 0.91 0.00 0.91
22.60 0.26 0.63 0.41* 0.90 0.00 0.90
22.65 0.26 0.63 0.41* 0.89 0.00 0.89
22.70 0.26 0.63 0.41* 0.88 0.00 0.88
22.75 0.26 0.63 0.41* 0.87 0.00 0.87
22.80 0.26 0.63 0.41* 0.86 0.00 0.86
22.85 0.26 0.63 0.41* 0.85 0.00 0.85
22.90 0.26 0.63 0.40* 0.84 0.00 0.84
22.95 0.26 0.63 0.40* 0.83 0.00 0.83
23.00 0.26 0.63 0.40* 0.82 0.00 0.82
23.05 0.26 0.63 0.40* 0.81 0.00 0.81
23.10 0.26 0.63 0.40* 0.80 0.00 0.80
23.15 0.26 0.63 0.40* 0.79 0.00 0.79
23.20 0.25 0.63 0.40* 0.78 0.00 0.78
23.25 0.25 0.63 0.40* 0.77 0.00 0.77
23.30 0.25 0.63 0.40* 0.76 0.00 0.76
23.35 0.25 0.64 0.40* 0.75 0.00 0.75
23.40 0.25 0.64 0.40* 0.74 0.00 0.74
23.45 0.25 0.64 0.40* 0.73 0.00 0.73
23.50 0.25 0.64 0.40* 0.72 0.00 0.72
23.55 0.25 0.64 0.40* 0.71 0.00 0.71
23.60 0.25 0.64 0.40* 0.70 0.00 0.70
23.65 0.25 0.64 0.40* 0.69 0.00 0.69
23.70 0.25 0.64 0.40* 0.68 0.00 0.68
23.75 0.25 0.64 0.40* 0.67 0.00 0.67
23.80 0.25 0.64 0.40* 0.66 0.00 0.66
23.85 0.25 0.64 0.40* 0.65 0.00 0.65
23.90 0.25 0.64 0.40* 0.64 0.00 0.64
23.95 0.25 0.64 0.40* 0.63 0.00 0.63
24.00 0.25 0.64 0.39* 0.62 0.00 0.62
24.05 0.25 0.64 0.39* 0.61 0.00 0.61
24.10 0.25 0.64 0.39* 0.60 0.00 0.60
24.15 0.25 0.64 0.39* 0.59 0.00 0.59
24.20 0.25 0.64 0.39* 0.58 0.00 0.58
24.25 0.25 0.64 0.39* 0.57 0.00 0.57
24.30 0.25 0.64 0.39* 0.56 0.00 0.56
24.35 0.25 0.64 0.39* 0.55 0.00 0.55
24.40 0.25 0.64 0.39* 0.54 0.00 0.54
24.45 0.25 0.64 0.39* 0.53 0.00 0.53
24.50 0.25 0.64 0.39* 0.52 0.00 0.52
24.55 0.25 0.64 0.39* 0.51 0.00 0.51
24.60 0.25 0.64 0.39* 0.50 0.00 0.50
24.65 0.25 0.64 0.39* 0.49 0.00 0.49
24.70 0.25 0.64 0.39* 0.48 0.00 0.48
24.75 0.25 0.64 0.39* 0.47 0.00 0.47
Page 9
Liquefy.sum
24.80 0.25 0.64 0.39* 0.46 0.00 0.46
24.85 0.25 0.64 0.39* 0.45 0.00 0.45
24.90 0.25 0.64 0.39* 0.44 0.00 0.44
24.95 0.25 0.64 0.39* 0.43 0.00 0.43
25.00 0.25 0.64 0.39* 0.42 0.00 0.42
25.05 0.25 0.64 0.39* 0.41 0.00 0.41
25.10 0.25 0.64 0.39* 0.40 0.00 0.40
25.15 0.25 0.64 0.38* 0.39 0.00 0.39
25.20 0.25 0.64 0.38* 0.38 0.00 0.38
25.25 0.25 0.65 0.38* 0.37 0.00 0.37
25.30 0.25 0.65 0.38* 0.36 0.00 0.36
25.35 0.25 0.65 0.38* 0.35 0.00 0.35
25.40 0.25 0.65 0.38* 0.34 0.00 0.34
25.45 0.25 0.65 0.38* 0.33 0.00 0.33
25.50 0.25 0.65 0.38* 0.32 0.00 0.32
25.55 0.25 0.65 0.38* 0.31 0.00 0.31
25.60 0.25 0.65 0.38* 0.30 0.00 0.30
25.65 0.25 0.65 0.38* 0.29 0.00 0.29
25.70 0.25 0.65 0.38* 0.28 0.00 0.28
25.75 0.25 0.65 0.38* 0.27 0.00 0.27
25.80 0.25 0.65 0.38* 0.26 0.00 0.26
25.85 0.25 0.65 0.38* 0.25 0.00 0.25
25.90 0.25 0.65 0.38* 0.24 0.00 0.24
25.95 0.25 0.65 0.38* 0.23 0.00 0.23
26.00 0.25 0.65 0.38* 0.22 0.00 0.22
26.05 0.25 0.65 0.38* 0.21 0.00 0.21
26.10 0.25 0.65 0.38* 0.20 0.00 0.20
26.15 0.24 0.65 0.38* 0.19 0.00 0.19
26.20 0.24 0.65 0.38* 0.18 0.00 0.18
26.25 0.24 0.65 0.38* 0.17 0.00 0.17
26.30 0.24 0.65 0.38* 0.16 0.00 0.16
26.35 0.24 0.65 0.38* 0.14 0.00 0.14
26.40 0.24 0.65 0.38* 0.13 0.00 0.13
26.45 0.24 0.65 0.37* 0.12 0.00 0.12
26.50 0.24 0.65 0.37* 0.11 0.00 0.11
26.55 0.24 0.65 0.37* 0.10 0.00 0.10
26.60 0.24 0.65 0.37* 0.09 0.00 0.09
26.65 0.24 0.65 0.37* 0.08 0.00 0.08
26.70 0.24 0.65 0.37* 0.07 0.00 0.07
26.75 0.24 0.65 0.37* 0.06 0.00 0.06
26.80 0.24 0.65 0.37* 0.05 0.00 0.05
26.85 0.24 0.65 0.37* 0.04 0.00 0.04
26.90 0.24 0.65 0.37* 0.03 0.00 0.03
26.95 0.24 0.65 0.37* 0.02 0.00 0.02
27.00 0.24 0.65 0.37* 0.01 0.00 0.01
27.05 2.00 0.65 5.00 0.00 0.00 0.00
27.10 2.00 0.65 5.00 0.00 0.00 0.00
27.15 2.00 0.65 5.00 0.00 0.00 0.00
27.20 2.00 0.65 5.00 0.00 0.00 0.00
27.25 2.00 0.65 5.00 0.00 0.00 0.00
27.30 2.00 0.65 5.00 0.00 0.00 0.00
27.35 2.00 0.65 5.00 0.00 0.00 0.00
27.40 2.00 0.65 5.00 0.00 0.00 0.00
27.45 2.00 0.66 5.00 0.00 0.00 0.00
27.50 2.00 0.66 5.00 0.00 0.00 0.00
27.55 2.00 0.66 5.00 0.00 0.00 0.00
27.60 2.00 0.66 5.00 0.00 0.00 0.00
27.65 2.00 0.66 5.00 0.00 0.00 0.00
27.70 2.00 0.66 5.00 0.00 0.00 0.00
27.75 2.00 0.66 5.00 0.00 0.00 0.00
27.80 2.00 0.66 5.00 0.00 0.00 0.00
27.85 2.00 0.66 5.00 0.00 0.00 0.00
27.90 2.00 0.66 5.00 0.00 0.00 0.00
Page 10
Liquefy.sum
27.95 2.00 0.66 5.00 0.00 0.00 0.00
28.00 2.00 0.66 5.00 0.00 0.00 0.00
28.05 2.00 0.66 5.00 0.00 0.00 0.00
28.10 2.00 0.66 5.00 0.00 0.00 0.00
28.15 2.00 0.66 5.00 0.00 0.00 0.00
28.20 2.00 0.66 5.00 0.00 0.00 0.00
28.25 2.00 0.66 5.00 0.00 0.00 0.00
28.30 2.00 0.66 5.00 0.00 0.00 0.00
28.35 2.00 0.66 5.00 0.00 0.00 0.00
28.40 2.00 0.66 5.00 0.00 0.00 0.00
28.45 2.00 0.66 5.00 0.00 0.00 0.00
28.50 2.00 0.66 5.00 0.00 0.00 0.00
28.55 2.00 0.66 5.00 0.00 0.00 0.00
28.60 2.00 0.66 5.00 0.00 0.00 0.00
28.65 2.00 0.66 5.00 0.00 0.00 0.00
28.70 2.00 0.66 5.00 0.00 0.00 0.00
28.75 2.00 0.66 5.00 0.00 0.00 0.00
28.80 2.00 0.66 5.00 0.00 0.00 0.00
28.85 2.00 0.66 5.00 0.00 0.00 0.00
28.90 2.00 0.66 5.00 0.00 0.00 0.00
28.95 2.00 0.66 5.00 0.00 0.00 0.00
29.00 2.00 0.66 5.00 0.00 0.00 0.00
29.05 2.00 0.66 5.00 0.00 0.00 0.00
29.10 2.00 0.66 5.00 0.00 0.00 0.00
29.15 2.00 0.66 5.00 0.00 0.00 0.00
29.20 2.00 0.66 5.00 0.00 0.00 0.00
29.25 2.00 0.66 5.00 0.00 0.00 0.00
29.30 2.00 0.66 5.00 0.00 0.00 0.00
29.35 2.00 0.66 5.00 0.00 0.00 0.00
29.40 2.00 0.66 5.00 0.00 0.00 0.00
29.45 2.00 0.66 5.00 0.00 0.00 0.00
29.50 2.00 0.66 5.00 0.00 0.00 0.00
29.55 2.00 0.66 5.00 0.00 0.00 0.00
29.60 2.00 0.66 5.00 0.00 0.00 0.00
29.65 2.00 0.66 5.00 0.00 0.00 0.00
29.70 2.00 0.66 5.00 0.00 0.00 0.00
29.75 2.00 0.66 5.00 0.00 0.00 0.00
29.80 2.00 0.66 5.00 0.00 0.00 0.00
29.85 2.00 0.66 5.00 0.00 0.00 0.00
29.90 2.00 0.66 5.00 0.00 0.00 0.00
29.95 2.00 0.66 5.00 0.00 0.00 0.00
30.00 2.00 0.66 5.00 0.00 0.00 0.00
30.05 2.00 0.66 5.00 0.00 0.00 0.00
30.10 2.00 0.66 5.00 0.00 0.00 0.00
30.15 2.00 0.66 5.00 0.00 0.00 0.00
30.20 2.00 0.66 5.00 0.00 0.00 0.00
30.25 2.00 0.66 5.00 0.00 0.00 0.00
30.30 2.00 0.66 5.00 0.00 0.00 0.00
30.35 2.00 0.66 5.00 0.00 0.00 0.00
30.40 2.00 0.66 5.00 0.00 0.00 0.00
30.45 2.00 0.66 5.00 0.00 0.00 0.00
30.50 2.00 0.66 5.00 0.00 0.00 0.00
30.55 2.00 0.66 5.00 0.00 0.00 0.00
30.60 2.00 0.66 5.00 0.00 0.00 0.00
30.65 2.00 0.66 5.00 0.00 0.00 0.00
30.70 2.00 0.66 5.00 0.00 0.00 0.00
30.75 2.00 0.66 5.00 0.00 0.00 0.00
30.80 2.00 0.66 5.00 0.00 0.00 0.00
30.85 2.00 0.66 5.00 0.00 0.00 0.00
30.90 2.00 0.66 5.00 0.00 0.00 0.00
30.95 2.00 0.66 5.00 0.00 0.00 0.00
31.00 2.00 0.66 5.00 0.00 0.00 0.00
31.05 2.00 0.66 5.00 0.00 0.00 0.00
Page 11
Liquefy.sum
31.10 2.00 0.66 5.00 0.00 0.00 0.00
31.15 2.00 0.66 5.00 0.00 0.00 0.00
31.20 2.00 0.66 5.00 0.00 0.00 0.00
31.25 2.00 0.66 5.00 0.00 0.00 0.00
31.30 2.00 0.66 5.00 0.00 0.00 0.00
31.35 2.00 0.66 5.00 0.00 0.00 0.00
31.40 2.00 0.66 5.00 0.00 0.00 0.00
31.45 2.00 0.66 5.00 0.00 0.00 0.00
31.50 2.00 0.66 5.00 0.00 0.00 0.00
31.55 2.00 0.66 5.00 0.00 0.00 0.00
31.60 2.00 0.66 5.00 0.00 0.00 0.00
31.65 2.00 0.66 5.00 0.00 0.00 0.00
31.70 2.00 0.66 5.00 0.00 0.00 0.00
31.75 2.00 0.66 5.00 0.00 0.00 0.00
31.80 2.00 0.66 5.00 0.00 0.00 0.00
31.85 2.00 0.66 5.00 0.00 0.00 0.00
31.90 2.00 0.66 5.00 0.00 0.00 0.00
31.95 2.00 0.66 5.00 0.00 0.00 0.00
32.00 2.00 0.66 5.00 0.00 0.00 0.00
32.05 2.00 0.66 5.00 0.00 0.00 0.00
32.10 2.00 0.66 5.00 0.00 0.00 0.00
32.15 2.00 0.66 5.00 0.00 0.00 0.00
32.20 2.00 0.66 5.00 0.00 0.00 0.00
32.25 2.00 0.66 5.00 0.00 0.00 0.00
32.30 2.00 0.66 5.00 0.00 0.00 0.00
32.35 2.00 0.66 5.00 0.00 0.00 0.00
32.40 2.00 0.66 5.00 0.00 0.00 0.00
32.45 2.00 0.66 5.00 0.00 0.00 0.00
32.50 2.00 0.66 5.00 0.00 0.00 0.00
32.55 2.00 0.66 5.00 0.00 0.00 0.00
32.60 2.00 0.66 5.00 0.00 0.00 0.00
32.65 2.00 0.66 5.00 0.00 0.00 0.00
32.70 2.00 0.66 5.00 0.00 0.00 0.00
32.75 2.00 0.66 5.00 0.00 0.00 0.00
32.80 2.00 0.66 5.00 0.00 0.00 0.00
32.85 2.00 0.66 5.00 0.00 0.00 0.00
32.90 2.00 0.66 5.00 0.00 0.00 0.00
32.95 2.00 0.66 5.00 0.00 0.00 0.00
33.00 2.00 0.66 5.00 0.00 0.00 0.00
33.05 2.00 0.66 5.00 0.00 0.00 0.00
33.10 2.00 0.66 5.00 0.00 0.00 0.00
33.15 2.00 0.66 5.00 0.00 0.00 0.00
33.20 2.00 0.66 5.00 0.00 0.00 0.00
33.25 2.00 0.66 5.00 0.00 0.00 0.00
33.30 2.00 0.66 5.00 0.00 0.00 0.00
33.35 2.00 0.66 5.00 0.00 0.00 0.00
33.40 2.00 0.66 5.00 0.00 0.00 0.00
33.45 2.00 0.66 5.00 0.00 0.00 0.00
33.50 2.00 0.66 5.00 0.00 0.00 0.00
33.55 2.00 0.66 5.00 0.00 0.00 0.00
33.60 2.00 0.66 5.00 0.00 0.00 0.00
33.65 2.00 0.66 5.00 0.00 0.00 0.00
33.70 2.00 0.66 5.00 0.00 0.00 0.00
33.75 2.00 0.66 5.00 0.00 0.00 0.00
33.80 2.00 0.66 5.00 0.00 0.00 0.00
33.85 2.00 0.66 5.00 0.00 0.00 0.00
33.90 2.00 0.66 5.00 0.00 0.00 0.00
33.95 2.00 0.66 5.00 0.00 0.00 0.00
34.00 2.00 0.66 5.00 0.00 0.00 0.00
34.05 2.00 0.66 5.00 0.00 0.00 0.00
34.10 2.00 0.66 5.00 0.00 0.00 0.00
34.15 2.00 0.66 5.00 0.00 0.00 0.00
34.20 2.00 0.66 5.00 0.00 0.00 0.00
Page 12
Liquefy.sum
34.25 2.00 0.66 5.00 0.00 0.00 0.00
34.30 2.00 0.66 5.00 0.00 0.00 0.00
34.35 2.00 0.66 5.00 0.00 0.00 0.00
34.40 2.00 0.66 5.00 0.00 0.00 0.00
34.45 2.00 0.66 5.00 0.00 0.00 0.00
34.50 2.00 0.66 5.00 0.00 0.00 0.00
34.55 2.00 0.66 5.00 0.00 0.00 0.00
34.60 2.00 0.66 5.00 0.00 0.00 0.00
34.65 2.00 0.66 5.00 0.00 0.00 0.00
34.70 2.00 0.66 5.00 0.00 0.00 0.00
34.75 2.00 0.66 5.00 0.00 0.00 0.00
34.80 2.00 0.66 5.00 0.00 0.00 0.00
34.85 2.00 0.66 5.00 0.00 0.00 0.00
34.90 2.00 0.66 5.00 0.00 0.00 0.00
34.95 2.00 0.66 5.00 0.00 0.00 0.00
35.00 2.00 0.66 5.00 0.00 0.00 0.00
35.05 2.00 0.66 5.00 0.00 0.00 0.00
35.10 2.00 0.66 5.00 0.00 0.00 0.00
35.15 2.00 0.66 5.00 0.00 0.00 0.00
35.20 2.00 0.66 5.00 0.00 0.00 0.00
35.25 2.00 0.66 5.00 0.00 0.00 0.00
35.30 2.00 0.66 5.00 0.00 0.00 0.00
35.35 2.00 0.66 5.00 0.00 0.00 0.00
35.40 2.00 0.66 5.00 0.00 0.00 0.00
35.45 2.00 0.66 5.00 0.00 0.00 0.00
35.50 2.00 0.66 5.00 0.00 0.00 0.00
35.55 2.00 0.65 5.00 0.00 0.00 0.00
35.60 2.00 0.65 5.00 0.00 0.00 0.00
35.65 2.00 0.65 5.00 0.00 0.00 0.00
35.70 2.00 0.65 5.00 0.00 0.00 0.00
35.75 2.00 0.65 5.00 0.00 0.00 0.00
35.80 2.00 0.65 5.00 0.00 0.00 0.00
35.85 2.00 0.65 5.00 0.00 0.00 0.00
35.90 2.00 0.65 5.00 0.00 0.00 0.00
35.95 2.00 0.65 5.00 0.00 0.00 0.00
36.00 2.00 0.65 5.00 0.00 0.00 0.00
36.05 2.00 0.65 5.00 0.00 0.00 0.00
36.10 2.00 0.65 5.00 0.00 0.00 0.00
36.15 2.00 0.65 5.00 0.00 0.00 0.00
36.20 2.00 0.65 5.00 0.00 0.00 0.00
36.25 2.00 0.65 5.00 0.00 0.00 0.00
36.30 2.00 0.65 5.00 0.00 0.00 0.00
36.35 2.00 0.65 5.00 0.00 0.00 0.00
36.40 2.00 0.65 5.00 0.00 0.00 0.00
36.45 2.00 0.65 5.00 0.00 0.00 0.00
36.50 2.00 0.65 5.00 0.00 0.00 0.00
36.55 2.00 0.65 5.00 0.00 0.00 0.00
36.60 2.00 0.65 5.00 0.00 0.00 0.00
36.65 2.00 0.65 5.00 0.00 0.00 0.00
36.70 2.00 0.65 5.00 0.00 0.00 0.00
36.75 2.00 0.65 5.00 0.00 0.00 0.00
36.80 2.00 0.65 5.00 0.00 0.00 0.00
36.85 2.00 0.65 5.00 0.00 0.00 0.00
36.90 2.00 0.65 5.00 0.00 0.00 0.00
36.95 2.00 0.65 5.00 0.00 0.00 0.00
37.00 2.00 0.65 5.00 0.00 0.00 0.00
37.05 2.00 0.65 5.00 0.00 0.00 0.00
37.10 2.00 0.65 5.00 0.00 0.00 0.00
37.15 2.00 0.65 5.00 0.00 0.00 0.00
37.20 2.00 0.65 5.00 0.00 0.00 0.00
37.25 2.00 0.65 5.00 0.00 0.00 0.00
37.30 2.00 0.65 5.00 0.00 0.00 0.00
37.35 2.00 0.65 5.00 0.00 0.00 0.00
Page 13
Liquefy.sum
37.40 2.00 0.65 5.00 0.00 0.00 0.00
37.45 2.00 0.65 5.00 0.00 0.00 0.00
37.50 2.00 0.65 5.00 0.00 0.00 0.00
37.55 2.00 0.65 5.00 0.00 0.00 0.00
37.60 2.00 0.65 5.00 0.00 0.00 0.00
37.65 2.00 0.65 5.00 0.00 0.00 0.00
37.70 2.00 0.65 5.00 0.00 0.00 0.00
37.75 2.00 0.65 5.00 0.00 0.00 0.00
37.80 2.00 0.65 5.00 0.00 0.00 0.00
37.85 2.00 0.65 5.00 0.00 0.00 0.00
37.90 2.00 0.65 5.00 0.00 0.00 0.00
37.95 2.00 0.65 5.00 0.00 0.00 0.00
38.00 2.00 0.65 5.00 0.00 0.00 0.00
38.05 2.00 0.65 5.00 0.00 0.00 0.00
38.10 2.00 0.65 5.00 0.00 0.00 0.00
38.15 2.00 0.65 5.00 0.00 0.00 0.00
38.20 2.00 0.65 5.00 0.00 0.00 0.00
38.25 2.00 0.65 5.00 0.00 0.00 0.00
38.30 2.00 0.65 5.00 0.00 0.00 0.00
38.35 2.00 0.65 5.00 0.00 0.00 0.00
38.40 2.00 0.65 5.00 0.00 0.00 0.00
38.45 2.00 0.65 5.00 0.00 0.00 0.00
38.50 2.00 0.65 5.00 0.00 0.00 0.00
38.55 2.00 0.65 5.00 0.00 0.00 0.00
38.60 2.00 0.65 5.00 0.00 0.00 0.00
38.65 2.00 0.65 5.00 0.00 0.00 0.00
38.70 2.00 0.65 5.00 0.00 0.00 0.00
38.75 2.00 0.65 5.00 0.00 0.00 0.00
38.80 2.00 0.65 5.00 0.00 0.00 0.00
38.85 2.00 0.65 5.00 0.00 0.00 0.00
38.90 2.00 0.65 5.00 0.00 0.00 0.00
38.95 2.00 0.65 5.00 0.00 0.00 0.00
39.00 2.00 0.65 5.00 0.00 0.00 0.00
39.05 2.00 0.65 5.00 0.00 0.00 0.00
39.10 2.00 0.65 5.00 0.00 0.00 0.00
39.15 2.00 0.64 5.00 0.00 0.00 0.00
39.20 2.00 0.64 5.00 0.00 0.00 0.00
39.25 2.00 0.64 5.00 0.00 0.00 0.00
39.30 2.00 0.64 5.00 0.00 0.00 0.00
39.35 2.00 0.64 5.00 0.00 0.00 0.00
39.40 2.00 0.64 5.00 0.00 0.00 0.00
39.45 2.00 0.64 5.00 0.00 0.00 0.00
39.50 2.00 0.64 5.00 0.00 0.00 0.00
39.55 2.00 0.64 5.00 0.00 0.00 0.00
39.60 2.00 0.64 5.00 0.00 0.00 0.00
39.65 2.00 0.64 5.00 0.00 0.00 0.00
39.70 2.00 0.64 5.00 0.00 0.00 0.00
39.75 2.00 0.64 5.00 0.00 0.00 0.00
39.80 2.00 0.64 5.00 0.00 0.00 0.00
39.85 2.00 0.64 5.00 0.00 0.00 0.00
39.90 2.00 0.64 5.00 0.00 0.00 0.00
39.95 2.00 0.64 5.00 0.00 0.00 0.00
40.00 2.00 0.64 5.00 0.00 0.00 0.00
40.05 2.00 0.64 5.00 0.00 0.00 0.00
40.10 2.00 0.64 5.00 0.00 0.00 0.00
40.15 2.00 0.64 5.00 0.00 0.00 0.00
40.20 2.00 0.64 5.00 0.00 0.00 0.00
40.25 2.00 0.64 5.00 0.00 0.00 0.00
40.30 2.00 0.64 5.00 0.00 0.00 0.00
40.35 2.00 0.64 5.00 0.00 0.00 0.00
40.40 2.00 0.64 5.00 0.00 0.00 0.00
40.45 2.00 0.64 5.00 0.00 0.00 0.00
40.50 2.00 0.64 5.00 0.00 0.00 0.00
Page 14
Liquefy.sum
40.55 2.00 0.64 5.00 0.00 0.00 0.00
40.60 2.00 0.64 5.00 0.00 0.00 0.00
40.65 2.00 0.64 5.00 0.00 0.00 0.00
40.70 2.00 0.64 5.00 0.00 0.00 0.00
40.75 2.00 0.64 5.00 0.00 0.00 0.00
40.80 2.00 0.64 5.00 0.00 0.00 0.00
40.85 2.00 0.64 5.00 0.00 0.00 0.00
40.90 2.00 0.64 5.00 0.00 0.00 0.00
40.95 2.00 0.64 5.00 0.00 0.00 0.00
41.00 2.00 0.64 5.00 0.00 0.00 0.00
41.05 2.00 0.64 5.00 0.00 0.00 0.00
41.10 2.00 0.64 5.00 0.00 0.00 0.00
41.15 2.00 0.64 5.00 0.00 0.00 0.00
41.20 2.00 0.64 5.00 0.00 0.00 0.00
41.25 2.00 0.64 5.00 0.00 0.00 0.00
41.30 2.00 0.64 5.00 0.00 0.00 0.00
41.35 2.00 0.64 5.00 0.00 0.00 0.00
41.40 2.00 0.64 5.00 0.00 0.00 0.00
41.45 2.00 0.64 5.00 0.00 0.00 0.00
41.50 2.00 0.64 5.00 0.00 0.00 0.00
41.55 2.00 0.64 5.00 0.00 0.00 0.00
41.60 2.00 0.64 5.00 0.00 0.00 0.00
41.65 2.00 0.64 5.00 0.00 0.00 0.00
41.70 2.00 0.64 5.00 0.00 0.00 0.00
41.75 2.00 0.64 5.00 0.00 0.00 0.00
41.80 2.00 0.64 5.00 0.00 0.00 0.00
41.85 2.00 0.64 5.00 0.00 0.00 0.00
41.90 2.00 0.64 5.00 0.00 0.00 0.00
41.95 2.00 0.64 5.00 0.00 0.00 0.00
42.00 2.00 0.64 5.00 0.00 0.00 0.00
42.05 2.00 0.64 5.00 0.00 0.00 0.00
42.10 2.00 0.63 5.00 0.00 0.00 0.00
42.15 2.00 0.63 5.00 0.00 0.00 0.00
42.20 2.00 0.63 5.00 0.00 0.00 0.00
42.25 2.00 0.63 5.00 0.00 0.00 0.00
42.30 2.00 0.63 5.00 0.00 0.00 0.00
42.35 2.00 0.63 5.00 0.00 0.00 0.00
42.40 2.00 0.63 5.00 0.00 0.00 0.00
42.45 2.00 0.63 5.00 0.00 0.00 0.00
42.50 2.00 0.63 5.00 0.00 0.00 0.00
42.55 2.00 0.63 5.00 0.00 0.00 0.00
42.60 2.00 0.63 5.00 0.00 0.00 0.00
42.65 2.00 0.63 5.00 0.00 0.00 0.00
42.70 2.00 0.63 5.00 0.00 0.00 0.00
42.75 2.00 0.63 5.00 0.00 0.00 0.00
42.80 2.00 0.63 5.00 0.00 0.00 0.00
42.85 2.00 0.63 5.00 0.00 0.00 0.00
42.90 2.00 0.63 5.00 0.00 0.00 0.00
42.95 2.00 0.63 5.00 0.00 0.00 0.00
43.00 2.00 0.63 5.00 0.00 0.00 0.00
43.05 2.00 0.63 5.00 0.00 0.00 0.00
43.10 2.00 0.63 5.00 0.00 0.00 0.00
43.15 2.00 0.63 5.00 0.00 0.00 0.00
43.20 2.00 0.63 5.00 0.00 0.00 0.00
43.25 2.00 0.63 5.00 0.00 0.00 0.00
43.30 2.00 0.63 5.00 0.00 0.00 0.00
43.35 2.00 0.63 5.00 0.00 0.00 0.00
43.40 2.00 0.63 5.00 0.00 0.00 0.00
43.45 2.00 0.63 5.00 0.00 0.00 0.00
43.50 2.00 0.63 5.00 0.00 0.00 0.00
43.55 2.00 0.63 5.00 0.00 0.00 0.00
43.60 2.00 0.63 5.00 0.00 0.00 0.00
43.65 2.00 0.63 5.00 0.00 0.00 0.00
Page 15
Liquefy.sum
43.70 2.00 0.63 5.00 0.00 0.00 0.00
43.75 2.00 0.63 5.00 0.00 0.00 0.00
43.80 2.00 0.63 5.00 0.00 0.00 0.00
43.85 2.00 0.63 5.00 0.00 0.00 0.00
43.90 2.00 0.63 5.00 0.00 0.00 0.00
43.95 2.00 0.63 5.00 0.00 0.00 0.00
44.00 2.00 0.63 5.00 0.00 0.00 0.00
44.05 2.00 0.63 5.00 0.00 0.00 0.00
44.10 2.00 0.63 5.00 0.00 0.00 0.00
44.15 2.00 0.63 5.00 0.00 0.00 0.00
44.20 2.00 0.63 5.00 0.00 0.00 0.00
44.25 2.00 0.63 5.00 0.00 0.00 0.00
44.30 2.00 0.63 5.00 0.00 0.00 0.00
44.35 2.00 0.63 5.00 0.00 0.00 0.00
44.40 2.00 0.63 5.00 0.00 0.00 0.00
44.45 2.00 0.63 5.00 0.00 0.00 0.00
44.50 2.00 0.63 5.00 0.00 0.00 0.00
44.55 2.00 0.63 5.00 0.00 0.00 0.00
44.60 2.00 0.63 5.00 0.00 0.00 0.00
44.65 2.00 0.63 5.00 0.00 0.00 0.00
44.70 2.00 0.62 5.00 0.00 0.00 0.00
44.75 2.00 0.62 5.00 0.00 0.00 0.00
44.80 2.00 0.62 5.00 0.00 0.00 0.00
44.85 2.00 0.62 5.00 0.00 0.00 0.00
44.90 2.00 0.62 5.00 0.00 0.00 0.00
44.95 2.00 0.62 5.00 0.00 0.00 0.00
45.00 2.00 0.62 5.00 0.00 0.00 0.00
45.05 2.00 0.62 5.00 0.00 0.00 0.00
45.10 2.00 0.62 5.00 0.00 0.00 0.00
45.15 2.00 0.62 5.00 0.00 0.00 0.00
45.20 2.00 0.62 5.00 0.00 0.00 0.00
45.25 2.00 0.62 5.00 0.00 0.00 0.00
45.30 2.00 0.62 5.00 0.00 0.00 0.00
45.35 2.00 0.62 5.00 0.00 0.00 0.00
45.40 2.00 0.62 5.00 0.00 0.00 0.00
45.45 2.00 0.62 5.00 0.00 0.00 0.00
45.50 2.00 0.62 5.00 0.00 0.00 0.00
45.55 2.00 0.62 5.00 0.00 0.00 0.00
45.60 2.00 0.62 5.00 0.00 0.00 0.00
45.65 2.00 0.62 5.00 0.00 0.00 0.00
45.70 2.00 0.62 5.00 0.00 0.00 0.00
45.75 2.00 0.62 5.00 0.00 0.00 0.00
45.80 2.00 0.62 5.00 0.00 0.00 0.00
45.85 2.00 0.62 5.00 0.00 0.00 0.00
45.90 2.00 0.62 5.00 0.00 0.00 0.00
45.95 2.00 0.62 5.00 0.00 0.00 0.00
46.00 2.00 0.62 5.00 0.00 0.00 0.00
46.05 2.00 0.62 5.00 0.00 0.00 0.00
46.10 2.00 0.62 5.00 0.00 0.00 0.00
46.15 2.00 0.62 5.00 0.00 0.00 0.00
46.20 2.00 0.62 5.00 0.00 0.00 0.00
46.25 2.00 0.62 5.00 0.00 0.00 0.00
46.30 2.00 0.62 5.00 0.00 0.00 0.00
46.35 2.00 0.62 5.00 0.00 0.00 0.00
46.40 2.00 0.62 5.00 0.00 0.00 0.00
46.45 2.00 0.62 5.00 0.00 0.00 0.00
46.50 2.00 0.62 5.00 0.00 0.00 0.00
46.55 2.00 0.62 5.00 0.00 0.00 0.00
46.60 2.00 0.62 5.00 0.00 0.00 0.00
46.65 2.00 0.62 5.00 0.00 0.00 0.00
46.70 2.00 0.62 5.00 0.00 0.00 0.00
46.75 2.00 0.62 5.00 0.00 0.00 0.00
46.80 2.00 0.62 5.00 0.00 0.00 0.00
Page 16
Liquefy.sum
46.85 2.00 0.62 5.00 0.00 0.00 0.00
46.90 2.00 0.62 5.00 0.00 0.00 0.00
46.95 2.00 0.62 5.00 0.00 0.00 0.00
47.00 2.00 0.62 5.00 0.00 0.00 0.00
47.05 2.00 0.62 5.00 0.00 0.00 0.00
47.10 2.00 0.61 5.00 0.00 0.00 0.00
47.15 2.00 0.61 5.00 0.00 0.00 0.00
47.20 2.00 0.61 5.00 0.00 0.00 0.00
47.25 2.00 0.61 5.00 0.00 0.00 0.00
47.30 2.00 0.61 5.00 0.00 0.00 0.00
47.35 2.00 0.61 5.00 0.00 0.00 0.00
47.40 2.00 0.61 5.00 0.00 0.00 0.00
47.45 2.00 0.61 5.00 0.00 0.00 0.00
47.50 2.00 0.61 5.00 0.00 0.00 0.00
47.55 2.00 0.61 5.00 0.00 0.00 0.00
47.60 2.00 0.61 5.00 0.00 0.00 0.00
47.65 2.00 0.61 5.00 0.00 0.00 0.00
47.70 2.00 0.61 5.00 0.00 0.00 0.00
47.75 2.00 0.61 5.00 0.00 0.00 0.00
47.80 2.00 0.61 5.00 0.00 0.00 0.00
47.85 2.00 0.61 5.00 0.00 0.00 0.00
47.90 2.00 0.61 5.00 0.00 0.00 0.00
47.95 2.00 0.61 5.00 0.00 0.00 0.00
48.00 2.00 0.61 5.00 0.00 0.00 0.00
48.05 2.00 0.61 5.00 0.00 0.00 0.00
48.10 2.00 0.61 5.00 0.00 0.00 0.00
48.15 2.00 0.61 5.00 0.00 0.00 0.00
48.20 2.00 0.61 5.00 0.00 0.00 0.00
48.25 2.00 0.61 5.00 0.00 0.00 0.00
48.30 2.00 0.61 5.00 0.00 0.00 0.00
48.35 2.00 0.61 5.00 0.00 0.00 0.00
48.40 2.00 0.61 5.00 0.00 0.00 0.00
48.45 2.00 0.61 5.00 0.00 0.00 0.00
48.50 2.00 0.61 5.00 0.00 0.00 0.00
48.55 2.00 0.61 5.00 0.00 0.00 0.00
48.60 2.00 0.61 5.00 0.00 0.00 0.00
48.65 2.00 0.61 5.00 0.00 0.00 0.00
48.70 2.00 0.61 5.00 0.00 0.00 0.00
48.75 2.00 0.61 5.00 0.00 0.00 0.00
48.80 2.00 0.61 5.00 0.00 0.00 0.00
48.85 2.00 0.61 5.00 0.00 0.00 0.00
48.90 2.00 0.61 5.00 0.00 0.00 0.00
48.95 2.00 0.61 5.00 0.00 0.00 0.00
49.00 2.00 0.61 5.00 0.00 0.00 0.00
49.05 2.00 0.61 5.00 0.00 0.00 0.00
49.10 2.00 0.61 5.00 0.00 0.00 0.00
49.15 2.00 0.61 5.00 0.00 0.00 0.00
49.20 2.00 0.61 5.00 0.00 0.00 0.00
49.25 2.00 0.61 5.00 0.00 0.00 0.00
49.30 2.00 0.61 5.00 0.00 0.00 0.00
49.35 2.00 0.61 5.00 0.00 0.00 0.00
49.40 2.00 0.60 5.00 0.00 0.00 0.00
49.45 2.00 0.60 5.00 0.00 0.00 0.00
49.50 2.00 0.60 5.00 0.00 0.00 0.00
49.55 2.00 0.60 5.00 0.00 0.00 0.00
49.60 2.00 0.60 5.00 0.00 0.00 0.00
49.65 2.00 0.60 5.00 0.00 0.00 0.00
49.70 2.00 0.60 5.00 0.00 0.00 0.00
49.75 2.00 0.60 5.00 0.00 0.00 0.00
49.80 2.00 0.60 5.00 0.00 0.00 0.00
49.85 2.00 0.60 5.00 0.00 0.00 0.00
49.90 2.00 0.60 5.00 0.00 0.00 0.00
49.95 2.00 0.60 5.00 0.00 0.00 0.00
Page 17
Liquefy.sum
50.00 2.00 0.60 5.00 0.00 0.00 0.00
_______________________________________________________
* F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2)
Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight =
pcf; Depth = ft; Settlement = in.
____________________________________________________________________________________
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user
request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf
S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands
NoLiq No-Liquefy Soils
Page 18
VICINITY MAP
FIGURE 1
1133 S AUSTIN STREET
SANTA ANA, CA 92704
SITE
SITE PLAN/GEOTECHNICAL MAP
FIGURE 2
B-1
Approximate
Location of
Test Hole
1133 S AUSTIN STREET
SANTA ANA, CA 92704 REDUCED SCALE
TH
E
E
N
T
I
R
E
S
I
T
E
I
S
U
N
D
E
R
L
A
I
N
B
Y
A
L
L
U
V
I
U
M
A
N
D
C
O
L
L
U
V
I
U
M
12/9/2024
HDENGINEERING
CONSTRUCTION, INC.
Design & Construction
Commercial - Residential
HOANG PHAM, P.E.
1402 N Parsons Pl.
Santa Ana, CA 92703
(714) 495-0056
STRUCTURAL CALCULATIONS
TABLE CONTENTS Page
1. Specifications 1-2
2. Design Loads 3
3. Lateral Analysis L0-L10
4. Vertical Analysis Page1/15 to Page 15/15
PROJECT: NEW DETACHED ADU- ADDITION
LOCATION: 1133 S. AUSTIN ST. UNIT 2
SANTA ANA, CA 92704
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 03/05/2024
1
2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
LUMBERS: (NDS 2018, Table 4A), Douglas Fir-Larch #2, with 19% max. moisture content.
4x & Smaller Fb = 900 psi Fv = 180 psi Fc = 625 psi E = 1.6 E6 psi
TIMBERS: (NDS 2018, Table 4D), Douglas Fir-Larch #1
6x & Larger Fb = 1350 psi Fv = 170 psi Fc = 625 psi E = 1.6 E6 psi
NOTE: It is recommended that all lumbers & timbers shall be free of heart center.
MANUFACTURED PRODUCTS:
Glu-Lam 24F-V4 Fb = 2400 psi Fv = 240 psi Fc = 650 psi E = 1.8 E6 psi
Width: 3-1/8”, 5-1/8”, 6-3/4”, 8-3/4”, and 10-3/4
Depth: 9”, 10-1/2”, 12”, 13-71/2”, 15”, 16-1/2”, 18”, 19-1/2, 21”, 22-1/2”, 24”, 25-1/2”, 27”,
28-1/2”, 30”, and 31-1/2”
Microllam LVL Fb = 2600 psi Fv = 285 psi Fc = 750 psi E = 1.9 E6 psi
Width: 1-3/4”, 3-1/2”, and 5-1/4”
Depth: 9-1/4”, 9-1/2”, 11-1/4”, 11-7/8”, 14”, 16”, 18”, and 20”
Paralam PSL Fb = 2900 psi Fv = 290 psi Fc = 750 psi E = 2.0 E6 psi
Width: 1-3/4”, 2-11/16”, 3-1/2”, 5-1/4”, and 7”
Depth: 9-1/4”, 9-1/2”, 11-1/4”, 11-7/8”, 14”, 16”, and 18”
NOTE: Values may be adjusted according to IBC Chapter 23.
SILENT FLOOR JOIST: (See TrusJoist Specifier’s Guide)
Wide Flange Depths Flange Grade
TJI 110 Joists 1-3/4” 9-1/2”, 11-7/8”, 14” E = 1.6 E6 psi
TJI 210 Joists 2-1/16” 9-1/2”, 11-7/8”, 14”, 16” E = 1.6 E6 psi
TJI 230 Joists 2-5/16” 9-1/2”, 11-7/8”, 14”, 16” E = 1.6 E6 psi
TJI 360 Joists 2-5/16” 11-7/8”, 14”, 16” E = 1.6 E6 psi
TJI 560 Joists 3-1/2” 11-7/8”, 14”, 16” E = 1.6 E6 psi
GENERAL:
1. All construction shall conform to the California Building Code.
2. It is the contractors responsibility to ascertain that construction conform to the structural
calculations. Contractor shall field verify all dimensions prior to construction. Any field condition
found to be unusual, or not addressed, shall be reported to Design Engineer.
3. Any specified shear wall sheathing shall extend continuously from the top to the bottom plates.
4. All posts and columns shall be erected with ICC approved (Simpson, or equal) column caps and post
bases, or as specified.
5. Use standard approved (Simpson, or equal) HU Joist hangers. Unless Otherwise Noted.
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 03/05/2024
2
2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
CONCRETE
1. Dry pack shall be composed of one part Portland Cement to not more than three parts sand.
2. All structural concrete…………………………………………………... f’c = 4500 psi
All slab-on-grade, continuous footings, and pads………………………. f’c = 3000 psi
All concrete shall reach minimum compressive strength at 28 days.
MASONRY
1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and
conform to ASTM C-90, grade N medium weight units with
2. max. linear shrinkage of 0.06%.
3. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall
(U.N.O.), retaining walls are to be as shown in details.
4. All cell with steel are to be solid grouted, except retainin g walls where all cells are to be solid grouted.
REINFORCING STEEL
1. All reinforcing shall be ASTM A-615-40 for #5 bars and smaller.
All reinforcing shall be ASTM A-615-60 for #6 bars and larger.
Welded wire fabric to be ASTM A-185, lap 1-1/2 spaces, 9” min.
2. Splicing of bars shall have lapping of 40 dia. or 2’-0” min. in all continuous concrete reinforcement (30
dia. for compression)
Masonry reinforcement shall have lapping of 40 dia. or 2’-0” min. This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, and grouting
masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars cover shall be as
follows, U.N.O.:
Poured against earth……………………….. 3”
Poured against form below grade………….. 2”
Slabs on grade (from top of slab)………….. 1”
Columns and beams to main bars………….. 2”
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with “Specifications for the Design,
Fabrication and Erection of Structural Steel Buildings”, AISC, current edition. Steel to conform to ASTM A
36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM
A500, Grade B.
2. All welding shall be performed by certified welders, using the E lectric Shielded Arc Process at licensed
shops or otherwise approved by the Building Department. Continuous inspection required for all field
welding.
3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved
weatherproofing method.
4. Where finish is attached to structural steel, provide ½” dia. bolt holes @ 4’-0”o.c. for attachment of
nailers. See architectural drawings for finishes (Nelson studs ½” x 3” CPL may replace bolts).
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION, INC.3/5/2024
DESIGN LOADS
ROOF LOADS:Slope 4 :12
Material Asphalt shingle (Double layer)4.0 psf
Sheathing 1/2” Plywood 1.5 psf
Rafters 2x @ 16” o/c 2.2 psf
Insulation 0.5 psf
Solar panel 2.2 psf
Miscellaneous 0.6 psf
Total DL 11.0 psf
Live Load per CBC 20.0 psf
TOTAL DESIGN LOAD 31.0 psf
CEILING LOADS:Ceiling Joists 2x @ 16” o/c 2.2 psf
Finish 1/2” Gypsum Board 2.0 psf
Insulation 1.0 psf
Miscellaneous 0.8 psf
Total DL 6.0 psf
Live Load per CBC 20.0 psf
TOTAL DESIGN LOAD 26.0 psf
EXTERIOR WALL:Stud Wall 2x4 @ 16" o/c 2.2 psf
Exterior Finish 7/8” Stucco 10.0 psf
Sheathing 15/32" Plywood 1.5 psf
Insulation R-13 1.0 psf
Interior Finish 1/2” Gypsum Board 2.0 psf
Miscellaneous 0.3 psf
TOTAL DESIGN LOAD 17.0 psf
INTERIOR WALL:Stud Wall 2x4 @ 16" o/c 2.2 psf
Finish @ Bothsides 1/2” Gypsum Board 4.4 psf
Miscellaneous 0.4 psf
TOTAL DESIGN LOAD 7.0 psf
INTERIOR WALL:Stud Wall 2x4 @ 16" o/c 2.2 psf
SHEAR WALL Sheathing 15/32" Plywood 1.5 psf
Finish @ Bothsides 1/2” Gypsum Board 4.0 psf
Miscellaneous 0.3 psf
TOTAL DESIGN LOAD 8.0 psf
3
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
1133 S Austin St, Santa Ana, CA 92704, USA
Latitude, Longitude: 33.7322407, -117.9321315
Date 3/1/2024, 4:54:57 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.329 MCER ground motion. (for 0.2 second period)
S1 0.475 MCER ground motion. (for 1.0s period)
SMS 1.594 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.063 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.569 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.683 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.329 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.444 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.821 Factored deterministic acceleration value. (0.2 second)
S1RT 0.475 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.516 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.632 Factored deterministic acceleration value. (1.0 second)
PGAd 0.75 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.569 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.92 Mapped value of the risk coefficient at short periods
CR1 0.921 Mapped value of the risk coefficient at a period of 1 s
CV 1.366 Vertical coefficient
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.
The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability
and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent
professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results
of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply
approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search
results of this website.
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
WIND LOADS ANALYSIS - ADU
Per ASCE 7-16, PART 2 Section 28.5 Simplified Design
Risk Category of Building:II Per ASCE7-16 Table 1.5-1
3-Second Gust Wind Speed (mph):PS30 =110 Per ASCE 7-16, Figure 26.5-1A
Exposure Category C Per ASCE 7-16, Section 26.7.3
Topographic factor KZt=1.0 Per ASCE 7-16, Section 26.8
Building Height & Exposure, Adjustment Factor:
Per ASCE 7-16 Mean Ht.0 to 15'15' to 20'20' to 25'25' to 30'30' to 35'
Figure 28.6-1 Adj. Fac.1.00 1.00 1.00 1.00 1.05
Use Mean Roof Height of:11.5 ft < Least Horizontal Dimension OK
Adjustment Factor:λ =1.00
Edge Strip and End Zones:
Building Eave Height:9.0 ft
Least Horizontal Dimension (Width):24.0 ft
Edge Strip (a):3.0 ft
10% of least horizontal dimension:2.4 ft
40% of building eave height:3.6 ft
4% of least horizontal dimension:1.0 ft
Or 3' minimum required:3.0 ft
End Zone Width (2a):6.0 ft
Longest Horizontal Dimension (Length):31.3 ft
Building Roof Pitch/ Roof Angle (Transverse - Y)4 :12 18.4 Deg. < 45 OK
Building Roof Pitch/ Roof Angle (Longgitudinal - X)4 :12
Number of story:1
Roof Top Plate (ft):9.0 ft
Wind Roof Height (ft):Transverse - Y =14.5 ft Longitudinal - X =12.5 ft
Design Wind Pressure for MWFRS:PS = l KZt IW PS30
Slope Angle A B C D
4 to 12 18.4 26.6 -7 17.7 -3.9
Wind Presure (psf)Transverse - Y Wind Presure (psf)Longitudinal - X
End Wall End Roof Int. Wall Int. Roof End Wall End Roof Int. Wall Int. Roof
26.60 -7.00 17.70 -3.90 26.60 26.60 17.70 17.70
Minimum Design Wind Load ( Section 28.4.4 ASCE 7-16) : 16.00 psf
Wind Load (plf)Transverse - Y Wind Load (plf)Longitudinal - X
End Wall End Roof Int. Wall Int. Roof End Wall End Roof Int. Wall Int. Roof
239.40 -38.50 159.30 -21.45 239.40 26.55 159.30 30.98
Wind Load (lbs)Transverse - Y Wind Load (lbs)Longitudinal - X
W(+) end W(+) int.W(+) roof W(+) total W(+) end W(+) int.W(+) roof W(+) total
1436 4022 -773 4686 1436 2867 717 5021
0.6W 2812 3012
L-1
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
EXPOSURE
B C D
15 1.00 1.21 1.47
16 1.00 1.23 1.49
17 1.00 1.24 1.50
18 1.00 1.26 1.52
19 1.00 1.27 1.53
20 1.00 1.29 1.55
21 1.00 1.30 1.56
22 1.00 1.31 1.57
23 1.00 1.33 1.59
24 1.00 1.34 1.60
25 1.00 1.35 1.61
26 1.00 1.36 1.62
27 1.00 1.37 1.63
28 1.00 1.38 1.64
29 1.00 1.39 1.65
30 1.00 1.40 1.66
31 1.01 1.41 1.67
2.4 32 1.02 1.42 1.68
33 1.03 1.43 1.68
3 34 1.04 1.44 1.69
35 1.05 1.45 1.7
A B C D
1 to 12 4.7 19.2 -10 12.7 -5.9
2 to 12 9.5 21.6 -9 14.4 -5.2
3 to 12 14.0 24.1 -8 16 -4.6
4 to 12 18.4 26.6 -7 17.7 -3.9
5 to 12 22.6 24.1 3.9 17.4 4
Design of the Components & Cladding:Pnet = l KZt IW Pnet30
L-1
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
SEISMIC LOADS ANALYSIS - ADU
Per ASCE 7-16, Section 12.8 (Equivalent-Lateral-Force )
Location:SANTA ANA Latitude.:33.7322 Longitude.:-117.9321
At 0.2 sec., 5% Damped Spectral Response Acceleration Parameter:SS =1.329 g
At 1.0 sec., 5% Damped Spectral Response Acceleration Parameter:S1 =0.475 g
Per ASCE 7-16, Table 20.3-1 Site Classification:D
Per ASCE 7-16, Table 11.4-1 For Short Period, Site Coefficient:Fa =1.2
Per ASCE 7-16, Section 11.4.8 For Long Period, Site Coefficient:Fv =1.8
Adjusted MCE Spectral Respone Acceleration Design MCE Spectral Acceleration
SMS = Fa x SS SMS =1.595 SDS = (2/3) x SMS SDS =1.063 g
SM1 = FV x S1 SM1 =0.855 SD1 = (2/3) x SM1 SD1 =0.570 g
TS = SD1/SDS TS =0.536 sec.
T0 = 0.2 x (SD1/SDS)T0 =0.107 sec.
Per ASCE 7-16, Table 1.5-2 Occupancy Importance Factor:Ie =1.0
Per ASCE 7-16, Table 12.2-1 Response Modification Coefficient:R =6.5
Per ASCE 7-16, Figure 22-15 Long-Period Transition Period: TL =8.0 sec.
Per ASCE 7-16, Table 11.6-1&2 Seismic Design Category:D
Seismic Roof Height:hn =14.5 ft
Per ASCE 7-16, Table 12.8-2 T = 0.02 x (hn)0.75 T =0.15 sec.
Per ASCE 7-16, Table 12.3-3 Redundancy Factor for SDC D r =1.3
For TL>T CSmax1 = SDS / [T x (R/IE)] =1.10
For TL<T CSmax2 = SD1 x TL / [T2 x (R/IE)] =31.76 CS = SDS x (R/IE) =0.164 OK
CSmin1 =0.044SDS x Ie =0.04
CSmin2 =0.01
For S1>0.6 CSmin3 = 0.5 x S1 / (R/IE) =0.04 V = r x CS x W =0.213 x W
Exterior Walls Interior Walls Total
Height Weight Length Mass Height Weight Length Mass Mass
(ft)(psf)(ft)(kips)(ft)(psf)(ft)(kips)(kips)
9.00 17.0 110.5 16.91 9.00 7.0 120.0 7.56 24.47
Diaphragms Walls Total Seismic 0.7E
Area Weight Mass Above Below Mass Mass VX
(sq ft)(psf)(kips)(kips)(kips)(kips)(kips)(lbs)
749.0 17.0 12.73 1.50 12.23 13.73 26.46 5627 3939
Porch 21.0 19.0 0.40 0.50 0.00 0.50 0.90 191 134
4073
L-2
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
LATERAL ANALYSIS - ADU
For Wind & Seismic Loads
LONGITUDINAL DIRECTION:
Grid F Abv.Trib. Len.F Trib.F seis.F wind F govern.
Line (plf)(ft)(lbs)(lbs)(lbs)(lbs)
1 2089 1545 2089
2 1983 1467 1983
4073 3012
TRANSVERSE DIRECTION:
Grid F Abv.Trib. Len.F Trib.F seis.F wind F govern.
Line (plf)(ft)(lbs)(lbs)(lbs)(lbs)
A 804 555 804
B 1999 1380 1999
C 1269 876 1269
4073 2812
L-3
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
SHEARWALL ANALYSIS - ADU
For Wind & Seismic Loads
GRID-LINE 1 ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 2089 lbs UNIT SHEAR FORCE 261 plf
WALL HEIGHT 9.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 18803 lbs-ft
Exterior 17.0 psf Resisting Moment 3197 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1951 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 6.0 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 8.0 ft POST AT EACH END 4X4
SHORTEST WALL PANEL 8.0 ft
PERCENT FULL-HEIGHT SHEATHING, PFS =1
ADJUSTTED SHEAR CAPACITY 1.00
GRID-LINE 2 ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 1983 lbs UNIT SHEAR FORCE 248 plf
WALL HEIGHT 9.0 ft
WALL WEIGHT 8.0 psf Overturning Moment 17851 lbs-ft
Exterior 0.0 psf Resisting Moment 1901 lbs-ft
Interior 8.0 psf UPLIFT ON SHORTEST PANEL 1994 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 6.0 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 8.0 ft POST AT EACH END 4X4
SHORTEST WALL PANEL 8.0 ft
PERCENT FULL-HEIGHT SHEATHING, PFS =1
ADJUSTTED SHEAR CAPACITY 1.00
GRID-LINE A ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 804 lbs UNIT SHEAR FORCE 201 plf
WALL HEIGHT 9.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 7236 lbs-ft
Exterior 17.0 psf Resisting Moment 653 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1646 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 1.3 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 4.0 ft POST AT EACH END 4x4
SHORTEST WALL PANEL 4.0 ft
L-4
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
GRID-LINE B ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 1999 lbs UNIT SHEAR FORCE 250 plf
WALL HEIGHT 9.0 ft
WALL WEIGHT 8.0 psf Overturning Moment 17994 lbs-ft
Exterior 0.0 psf Resisting Moment 1314 lbs-ft
Interior 8.0 psf UPLIFT ON SHORTEST PANEL 2085 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 1.3 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 8.0 ft POST AT EACH END 4x4
SHORTEST WALL PANEL 8.0 ft
GRID-LINE C ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 1269 lbs UNIT SHEAR FORCE 212 plf
WALL HEIGHT 9.0 ft
WALL WEIGHT 8.0 psf Overturning Moment 11425 lbs-ft
Exterior 0.0 psf Resisting Moment 720 lbs-ft
Interior 8.0 psf UPLIFT ON SHORTEST PANEL 1784 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 1.3 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 6.0 ft POST AT EACH END 4X4
SHORTEST WALL PANEL 6.0 ft
PERCENT FULL-HEIGHT SHEATHING, PFS =1
ADJUSTTED SHEAR CAPACITY 1.00
L-5
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
Risk Category of Building:II Per ASCE7-16 Table 1.5-1
3-Second Gust Wind Speed (mph):PS30 =110 Per ASCE 7-16, Figure 26.5-1A
Exposure Category C Per ASCE 7-16, Section 26.7.3
Topographic factor KZt=1.0 Per ASCE 7-16, Section 26.8
Building Height & Exposure, Adjustment Factor:
Per ASCE 7-16 Mean Ht.0 to 15'15' to 20'20' to 25'25' to 30'30' to 35'
Figure 28.6-1 Adj. Fac.1.00 1.00 1.00 1.00 1.05
Use Mean Roof Height of:11.0 ft < Least Horizontal Dimension OK
Adjustment Factor:λ =1.00
Edge Strip and End Zones:
Building Eave Height:8.0 ft
Least Horizontal Dimension (Width):34.5 ft
Edge Strip (a):3.2 ft
10% of least horizontal dimension:3.45 ft
40% of building eave height:3.2 ft
4% of least horizontal dimension:1.4 ft
Or 3' minimum required:3.0 ft
End Zone Width (2a):6.4 ft
Longest Horizontal Dimension (Length):42.0 ft
Building Roof Pitch/ Roof Angle (Transverse - Y)4 :12 18.4 Deg. < 45 OK
Building Roof Pitch/ Roof Angle (Longgitudinal - X)4 :12
Number of story:1
Roof Top Plate (ft):8.0 ft
Wind Roof Height (ft):Transverse - Y =13.5 ft Longitudinal - X =11.0 ft
Design Wind Pressure for MWFRS:PS = l KZt IW PS30
Slope Angle A B C D
4 to 12 18.4 26.6 -7 17.7 -3.9
Wind Presure (psf)Transverse - Y Wind Presure (psf)Longitudinal - X
End Wall End Roof Int. Wall Int. Roof End Wall End Roof Int. Wall Int. Roof
26.60 -7.00 17.70 -3.90 26.60 26.60 17.70 17.70
Minimum Design Wind Load ( Section 28.4.4 ASCE 7-10) : 16.00 psf
Wind Load (plf)Transverse - Y Wind Load (plf)Longitudinal - X
End Wall End Roof Int. Wall Int. Roof End Wall End Roof Int. Wall Int. Roof
212.80 -38.50 141.60 -21.45 212.80 28.32 141.60 26.55
Wind Load (lbs)Transverse - Y Wind Load (lbs)Longitudinal - X
W(+) end W(+) int.W(+) roof W(+) total W(+) end W(+) int.W(+) roof W(+) total
1362 5041 -1010 5393 1362 3979 927 6268
0.6W 3236 3761
Per ASCE 7-16, PART 2 Section 28.5 Simplified Design
WIND LOADS ANALYSIS - ADDITION
L-6
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
EXPOSURE
B C D
15 1.00 1.21 1.47
16 1.00 1.23 1.49
17 1.00 1.24 1.50
18 1.00 1.26 1.52
19 1.00 1.27 1.53
20 1.00 1.29 1.55
21 1.00 1.30 1.56
22 1.00 1.31 1.57
23 1.00 1.33 1.59
24 1.00 1.34 1.60
25 1.00 1.35 1.61
26 1.00 1.36 1.62
27 1.00 1.37 1.63
28 1.00 1.38 1.64
29 1.00 1.39 1.65
30 1.00 1.40 1.66
31 1.01 1.41 1.67
3.2 32 1.02 1.42 1.68
33 1.03 1.43 1.68
3 34 1.04 1.44 1.69
35 1.05 1.45 1.7
A B C D
1 to 12 4.7 19.2 -10 12.7 -5.9
2 to 12 9.5 21.6 -9 14.4 -5.2
3 to 12 14.0 24.1 -8 16 -4.6
4 to 12 18.4 26.6 -7 17.7 -3.9
5 to 12 22.6 24.1 3.9 17.4 4
Design of the Components & Cladding:Pnet = l KZt IW Pnet30
L-6
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
Location:SANTA ANA Latitude.:33.7322 Longitude.:-117.9321
At 0.2 sec., 5% Damped Spectral Response Acceleration Parameter:SS =1.329 g
At 1.0 sec., 5% Damped Spectral Response Acceleration Parameter:S1 =0.475 g
Per ASCE 7-16, Table 20.3-1 Site Classification:D
Per ASCE 7-16, Table 11.4-1 For Short Period, Site Coefficient:Fa =1.2
Per ASCE 7-16, Section 11.4.8 For Long Period, Site Coefficient:Fv =1.8
Adjusted MCE Spectral Respone Acceleration Design MCE Spectral Acceleration
SMS = Fa x SS SMS =1.595 SDS = (2/3) x SMS SDS =1.063 g
SM1 = FV x S1 SM1 =0.855 SD1 = (2/3) x SM1 SD1 =0.570 g
TS = SD1/SDS TS =0.536 sec.
T0 = 0.2 x (SD1/SDS)T0 =0.107 sec.
Per ASCE 7-16, Table 1.5-2 Occupancy Importance Factor:Ie =1.0
Per ASCE 7-16, Table 12.2-1 Response Modification Coefficient:R =6.5
Per ASCE 7-16, Figure 22-15 Long-Period Transition Period: TL =8.0 sec.
Per ASCE 7-16, Table 11.6-1&2 Seismic Design Category:D
Seismic Roof Height:hn =13.5 ft
Per ASCE 7-16, Table 12.8-2 T = 0.02 x (hn)0.75 T =0.14 sec.
Per ASCE 7-16, Table 12.3-3 Redundancy Factor for SDC D r =1.3
For TL>T CSmax1 = SDS / [T x (R/IE)] =1.16
For TL<T CSmax2 = SD1 x TL / [T2 x (R/IE)] =35.36 CS = SDS x (R/IE) =0.164 OK
CSmin1 =0.044SDS x Ie =0.04
CSmin2 =0.01
For S1>0.6 CSmin3 = 0.5 x S1 / (R/IE) =0.04 V = r x CS x W =0.213 x W
Exterior Walls Interior Walls Total
Height Weight Length Mass Height Weight Length Mass Mass
(ft)(psf)(ft)(kips)(ft)(psf)(ft)(kips)(kips)
8.00 17.0 153.0 20.81 8.00 7.0 150.0 8.40 29.21
Diaphragms Walls Total Seismic 0.7E
Area Weight Mass Above Below Mass Mass VX
(sq ft)(psf)(kips)(kips)(kips)(kips)(kips)(lbs)
Addition 166.0 17.0 2.82 0.50 14.60 15.10 17.93 3812 2668
Existing 950.0 17.0 16.15 1.50 0.00 1.50 17.65 3753 2627
5295
SEISMIC LOADS ANALYSIS - ADDITION
Per ASCE 7-16, Section 12.8 (Equivalent-Lateral-Force )
L-7
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
`
LONGITUDINAL DIRECTION:
Grid F Abv.Trib. Len.F Trib.F seis.F wind F govern.
Line (plf)(ft)(lbs)(lbs)(lbs)(lbs)
2 807 573 807
4 854 607 854
5 1058 752 1058
TRANSVERSE DIRECTION:
Grid F Abv.Trib. Len.F Trib.F seis.F wind F govern.
Line (plf)(ft)(lbs)(lbs)(lbs)(lbs)
A 631 386 631
B 2477 1513 2477
LATERAL ANALYSIS - ADDITION
For Wind & Seismic Loads
L-8
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
GRID-LINE 2 ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 807 lbs UNIT SHEAR FORCE 202 plf
WALL HEIGHT 8.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 6453 lbs-ft
Exterior 17.0 psf Resisting Moment 700 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1438 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 5.0 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 4.0 ft POST AT EACH END 4X4
SHORTEST WALL PANEL 4.0 ft
PERCENT FULL-HEIGHT SHEATHING, PFS =1
ADJUSTTED SHEAR CAPACITY 1.00
GRID-LINE 4 ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 854 lbs UNIT SHEAR FORCE 214 plf
WALL HEIGHT 8.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 6833 lbs-ft
Exterior 17.0 psf Resisting Moment 700 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1533 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 5.0 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 4.0 ft POST AT EACH END 4X4
SHORTEST WALL PANEL 4.0 ft
PERCENT FULL-HEIGHT SHEATHING, PFS =1
ADJUSTTED SHEAR CAPACITY 1.00
GRID-LINE 5 ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 1058 lbs UNIT SHEAR FORCE 176 plf
WALL HEIGHT 8.0 ft
WALL WEIGHT 8.0 psf Overturning Moment 8465 lbs-ft
Exterior 0.0 psf Resisting Moment 667 lbs-ft
Interior 8.0 psf UPLIFT ON SHORTEST PANEL 1300 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 1.3 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 6.0 ft POST AT EACH END 4x4
SHORTEST WALL PANEL 6.0 ft
L-9
SHEARWALL ANALYSIS - ADDITION
For Wind & Seismic Loads
HOANG DAN PHAM, P.E HD ENGINEERING CONSTRUCTION 3/5/2024
GRID-LINE A ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 631 lbs UNIT SHEAR FORCE 158 plf
WALL HEIGHT 8.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 5049 lbs-ft
Exterior 17.0 psf Resisting Moment 622 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1107 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 2.5 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 4.0 ft POST AT EACH END 4x4
SHORTEST WALL PANEL 4.0 ft
GRID-LINE B ALLOWABLE SHEARWALL No. 1 280 plf
LATERAL FORCE 2477 lbs UNIT SHEAR FORCE 248 plf
WALL HEIGHT 8.0 ft
WALL WEIGHT 17.0 psf Overturning Moment 19815 lbs-ft
Exterior 17.0 psf Resisting Moment 3888 lbs-ft
Interior 0.0 psf UPLIFT ON SHORTEST PANEL 1593 lbs
SUPERIMPOSED DEAD LOAD 13.0 psf
Roof+Ceiling 13.0 psf SHEARWALL TYPE 1
Floor 0.0 psf HOLDOWN AT FLOOR
Tributary Length 2.5 ft HOLDOWN AT FOUNDATION HDU2
TOTAL SHEARWALL LENGTH 10.0 ft POST AT EACH END 4x4
SHORTEST WALL PANEL 10.0 ft
L-10
Roof
Member Name Results (Max UTIL
%)
Current Solution Comments
Roof Joist RJ-1 Passed (67% ΔT)1 piece(s) 2 x 6 DF No.2 @ 16" OC
Roof Joist RJ-2 Passed (33% M)1 piece(s) 2 x 4 DF No.2 @ 16" OC
Hip Beam (HB-1)Passed (92% M)1 piece(s) 4 x 10 DF No.2
Hip Beam (HB-2)Passed (20% R)1 piece(s) 4 x 8 DF No.2
Hip Beam (HB-3)Passed (40% M)1 piece(s) 2 x 8 DF No.2
Ceiling
Member Name Results (Max UTIL
%)
Current Solution Comments
Ceiling Joist CJ-1 Passed (61% M)1 piece(s) 2 x 6 DF No.1 @ 16" OC
Ceiling Joist CJ-2 Passed (76% ΔT)1 piece(s) 2 x 8 DF No.1 @ 16" OC
Flush Beam (B-1)Passed (68% M)1 piece(s) 4 x 10 DF No.1
Flush Beam (B-2)Passed (70% M)1 piece(s) 4 x 8 DF No.1
Flush Beam (B-3)Passed (99% ΔL)1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
Header (HD-1)Passed (95% M)1 piece(s) 4 x 6 DF No.2
Header (HD-2)Passed (83% M)1 piece(s) 4 x 6 DF No.2
Beam (B-4)Passed (85% ΔL)1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
1133 S Austin St. Unit 2 SA- Addition +Detached ADU
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADU
Page 1 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)240 @ 13' 2 1/2"1406 (1.50")Passed (17%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)224 @ 2' 2 11/16"1238 Passed (18%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)685 @ 7' 6 1/16"1060 Passed (65%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.349 @ 7' 5 3/8"0.609 Passed (L/419)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.547 @ 7' 5 7/16"0.813 Passed (L/267)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 14' 15/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Upward deflection on left cantilever exceeds overhang deflection criteria.
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"117 201 318 Blocking
2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"92 160 252 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 11" o/c
Bottom Edge (Lu)13' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 6"16"11.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, Roof Joist RJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 2 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)113 @ 7' 8 1/2"1406 (1.50")Passed (8%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)110 @ 2' 7/8"788 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)162 @ 4' 9 7/8"495 Passed (33%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.092 @ 4' 8 5/8"0.312 Passed (L/819)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.130 @ 4' 8 13/16"0.417 Passed (L/577)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 8' 1/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 3/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"61 131 191 Blocking
2 - Hanger on 3 1/2" DF beam 3.50"Hanger¹1.50"38 86 124 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 11" o/c
Bottom Edge (Lu)7' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U24X SLD14 1.50"N/A 4-10dx1.5 2-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 8'16"9.0 20.0 Roof
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, Roof Joist RJ-2
1 piece(s) 2 x 4 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 3 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1568 @ 19' 1 1/8"3281 (1.50")Passed (48%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)1367 @ 18' 4 1/8"4856 Passed (28%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)5143 @ 11' 11"5615 Passed (92%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.440 @ 11'0.864 Passed (L/471)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.732 @ 10' 11 7/8"1.152 Passed (L/283)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 19' 9 9/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - SPF 3.50"3.50"1.50"395 531 926 Blocking
2 - Hanger on 9 1/4" SPF beam 3.50"Hanger¹1.50"614 955 1568 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' 7" o/c
Bottom Edge (Lu)19' 7" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LSSR410Z 1.88"N/A 22-16dx2.5 18-16dx2.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 19' 1 1/8"N/A 8.2 --
1 - Tapered (PLF)0 to 2' 1 7/16"N/A 0.0 to 23.9 0.0 to 42.4 Generated from
Roof Geometry
2 - Tapered (PLF)2' 1 7/16" to 19' 1 1/8"N/A 0.0 to 94.3 0.0 to 169.7 Generated from
Roof Geometry
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, Hip Beam (HB-1)
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 4 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1087 @ 11' 3 3/4"5349 (3.50")Passed (20%)--1.0 D + 1.0 Lr (Adj Spans)
Shear (lbs)433 @ 12' 9/16"3806 Passed (11%)1.25 1.0 D + 1.0 Lr (Adj Spans)
Moment (Ft-lbs)-710 @ 11' 3 3/4"3737 Passed (19%)1.25 1.0 D + 1.0 Lr (Adj Spans)
Live Load Defl. (in)0.021 @ 6' 7"0.465 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.034 @ 6' 6 3/4"0.620 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 16' 4 7/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - SPF 3.50"3.50"1.50"125 151 276 Blocking
2 - Beveled Plate - SPF 3.50"3.50"1.50"428 659 1087 None
3 - Hanger on 7 1/4" SPF beam 3.50"Hanger¹1.50"106 217 323 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 3" o/c
Bottom Edge (Lu)16' 3" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
3 - Face Mount Hanger U46X SLD13 2.00"N/A 8-10dx1.5 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 15' 9 1/2"N/A 6.4 --
1 - Tapered (PLF)0 to 2' 1 7/16"N/A 0.0 to 23.9 0.0 to 42.4 Generated from
Roof Geometry
2 - Tapered (PLF)2' 1 7/16" to 15' 9 1/2"N/A 0.0 to 75.3 0.0 to 136.7 Generated from
Roof Geometry
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, Hip Beam (HB-2)
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 5 / 15
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 6 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)373 @ 10' 7 1/4"1406 (1.50")Passed (27%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)297 @ 10' 1/4"1631 Passed (18%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)597 @ 7' 1 3/8"1478 Passed (40%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.063 @ 6' 7 1/16"0.428 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.100 @ 6' 7 1/8"0.571 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 11' 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Beveled Plate - SPF 3.50"3.50"1.50"114 172 286 Blocking
2 - Hanger on 7 1/4" SPF beam 3.50"Hanger¹1.50"138 236 373 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 11" o/c
Bottom Edge (Lu)10' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 10' 7 1/4"N/A 2.8 --
1 - Tapered (PLF)0 to 2' 1 7/16"N/A 0.0 to 23.9 0.0 to 42.4 Generated from
Roof Geometry
2 - Tapered (PLF)2' 1 7/16" to 10' 7 1/4"N/A 0.0 to 44.9 0.0 to 84.9 Generated from
Roof Geometry
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, Hip Beam (HB-3)
1 piece(s) 2 x 8 DF No.2
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 7 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)199 @ 11' 8 1/2"1406 (1.50")Passed (14%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)183 @ 11' 3"990 Passed (19%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)573 @ 5' 11 1/2"942 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.297 @ 5' 11 1/2"0.575 Passed (L/465)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.386 @ 5' 11 1/2"0.767 Passed (L/358)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 8 1/2"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"48 159 207 Blocking
2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"48 161 209 See note ¹
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 9" o/c
Bottom Edge (Lu)11' 9" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 12'16"6.0 20.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Ceiling Joist CJ-1
1 piece(s) 2 x 6 DF No.1 @ 16" OC
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 8 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)203 @ 2 1/2"3281 (3.50")Passed (6%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)184 @ 10 3/4"1305 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)921 @ 9' 6"1511 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.442 @ 9' 6"0.619 Passed (L/505)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.707 @ 9' 6"0.929 Passed (L/315)--1.0 D + 1.0 L (All Spans)
Member Length : 19'
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"76 127 203 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"76 127 203 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 6" o/c
Bottom Edge (Lu)19' o/c
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 19'16"6.0 10.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Ceiling Joist CJ-2
1 piece(s) 2 x 8 DF No.1 @ 16" OC
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 9 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1201 @ 2"7656 (3.50")Passed (16%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)988 @ 1' 3/4"3885 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3406 @ 6'4991 Passed (68%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.127 @ 6'0.389 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.213 @ 6'0.583 Passed (L/658)--1.0 D + 1.0 L (All Spans)
Member Length : 12'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - DF 3.50"3.50"1.50"481 720 1201 None
2 - Column - DF 3.50"3.50"1.50"481 720 1201 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' o/c
Bottom Edge (Lu)12' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 12'N/A 8.2 --
1 - Uniform (PSF)0 to 12' (Top)12'6.0 10.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Flush Beam (B-1)
1 piece(s) 4 x 10 DF No.1
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 10 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)992 @ 2"7656 (3.50")Passed (13%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)814 @ 10 3/4"3045 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2318 @ 5'3322 Passed (70%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.125 @ 5'0.322 Passed (L/930)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.206 @ 5'0.483 Passed (L/562)--1.0 D + 1.0 L (All Spans)
Member Length : 10'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Column - DF 3.50"3.50"1.50"392 600 992 None
2 - Column - DF 3.50"3.50"1.50"392 600 992 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' o/c
Bottom Edge (Lu)10' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 10'N/A 6.4 --
1 - Uniform (PSF)0 to 10' (Top)12'6.0 10.0 Ceiling Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Flush Beam (B-2)
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 11 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2270 @ 2"7656 (3.50")Passed (30%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)2200 @ 3 1/2"6476 Passed (34%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft-lbs)10407 @ 9' 6"22463 Passed (46%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Live Load Defl. (in)0.461 @ 9' 6"0.467 Passed (L/486)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.816 @ 9' 6"0.933 Passed (L/274)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 19'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Column - DF 3.50"3.50"1.50"987 570 1140 2270 None
2 - Column - DF 3.50"3.50"1.50"987 570 1140 2270 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' o/c
Bottom Edge (Lu)19' o/c
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 19'N/A 12.3 ----
1 - Uniform (PSF)0 to 19' (Top)6'9.3 -20.0 Roof Load
2 - Uniform (PSF)0 to 19' (Top)6'6.0 10.0 -Ceiling Load
Shear (lbs)
Tapered End Heel Height Cut Length Cut Slope Location Actual Allowed Result Comments
Left End 5 1/4"2'3/12 3 1/2"2200 6476 Passed (34%)
Right End 5 1/4"2'3/12 18' 8 1/2"-2200 6476 Passed (34%)
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Flush Beam (B-3)
1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 12 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1447 @ 2"7656 (3.50")Passed (19%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)1235 @ 9"2310 Passed (53%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1629 @ 1' 6"1720 Passed (95%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.054 @ 2' 8 5/16"0.178 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.106 @ 2' 8 5/16"0.267 Passed (L/603)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 5' 8"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Column - DF 3.50"3.50"1.50"702 653 340 1447 Blocking
2 - Column - DF 3.50"3.50"1.50"462 293 340 937 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 8" o/c
Bottom Edge (Lu)5' 8" o/c
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 8"N/A 4.9 ----
1 - Uniform (PLF)0 to 5' 8" (Top)N/A 34.0 --Wall Load
2 - Uniform (PSF)0 to 5' 8" (Top)2'6.0 20.0 -Ceiling Load
3 - Uniform (PSF)0 to 5' 8" (Top)6'11.6 -20.0 Roof Load
4 - Point (lb)1' 6" (Top)N/A 481 720 -
Linked from: Flush
Beam (B-1),
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Header (HD-1)
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 13 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1323 @ 2"7656 (3.50")Passed (17%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)1088 @ 9"2310 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1435 @ 1' 6"1720 Passed (83%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.061 @ 2' 10 3/8"0.189 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.114 @ 2' 10 3/8"0.283 Passed (L/594)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 6'
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Column - DF 3.50"3.50"1.50"619 579 360 1323 Blocking
2 - Column - DF 3.50"3.50"1.50"412 261 360 878 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' o/c
Bottom Edge (Lu)6' o/c
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 6'N/A 4.9 ----
1 - Uniform (PLF)0 to 6' (Top)N/A 34.0 --Wall Load
2 - Uniform (PSF)0 to 6' (Top)2'6.0 20.0 -Ceiling Load
3 - Uniform (PSF)0 to 6' (Top)6'9.3 -20.0 Roof Load
4 - Point (lb)1' 6" (Top)N/A 392 600 -
Linked from: Flush
Beam (B-2),
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Header (HD-2)
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 14 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3823 @ 2"7656 (3.50")Passed (50%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)3170 @ 1' 2 3/4"9516 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)11738 @ 7' 6"22463 Passed (52%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.290 @ 6' 11 7/8"0.342 Passed (L/565)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.485 @ 6' 11 7/8"0.683 Passed (L/338)--1.0 D + 1.0 Lr (All Spans)
Member Length : 14'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Column - DF 3.50"3.50"1.75"1534 187 2289 3823 None
2 - Column - DF 3.50"3.50"1.50"1189 187 1759 2948 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' o/c
Bottom Edge (Lu)14' o/c
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)0 to 14'N/A 12.3 ----
1 - Uniform (PSF)0 to 14' (Top)9' 9"11.6 -20.0 Roof Load
2 - Uniform (PSF)0 to 14' (Top)1' 4"6.0 20.0 -Ceiling Load
3 - Point (lb)1' (Top)N/A 428 -659
Linked from: Hip
Beam (HB-2),
Support 2
4 - Point (lb)7' 6" (Top)N/A 428 -659
Linked from: Hip
Beam (HB-2),
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Ceiling, Beam (B-4)
1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam® PSL
ForteWEB Software Operator Job Notes 3/6/2024 4:09:08 AM UTC
Hoang Pham
HD Engineering Construction Inc.
(714) 495-0056
hdanpham@gmail.com
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
File Name: 1133 S Austin St. Unit 2 SA- Addition +Detached
ADUPage 15 / 15