HomeMy WebLinkAbout4715 - 4717 W McFadden Ave - PlanGSPublisherVersion 0.0.100.100
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sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
T 1 .0
TITLE SHEET
N&NC
12
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6NEW ADDITION TO NEW ADU
4715 &4717 W . MCFADDEN AVE, SANTA ANA, CA 92704
AGENT/DESIGNER: N&NC
NATHAN COFFEE
1245 EAST WALNUT STREET,
STE 112 PASADENA , CA 91106
PH #: 626 -578 -5614
nathan @ ncaarchitects .com
VICINITY MAP
T1.0
ARCHITECTURAL
ABBREVIATIONS
STRUCTURAL: SAA STRUCTURAL
ENGINEERING, INC.
CONTACT: MIKITA SIVUSHENKA
22121 CLARENDON ST. UNIT 340
WOODLAND HILLS, CA 91367
PH #: (323) 448-4682
nick @ saaeng .com
CONTACTS
SCOPE OF WORK
APPLICABLE CODES
GENERAL NOTES
SHEET INDEX
&
A .B .
A .C .
A .C .I.
ACP
A .D .A .A .G
A .F .F .
ALUM .
A .P .A .
A .Q .T .
ARCH .
A .S .T .M .
BLK 'G
B .N .
BM .
B .O .J .
BUR
BOTT .OR (B )
C
C /L
C .B .B .
C .J .
CLG .
CLR .
C .M .U .
COL .
CONC .
CONN .
CONST .
CONST . JT .
CONT .
CONTR
COMP
C .T .
DBL .
DEG .
DIA . OR 0
DIAG .
DIM .
DR .
DWG (S )
EA .
E .C .
E .F .
EL .
E .N .
E .O .C .
E .O .E .
EQ .OR =
E .S .
EXP .
F .D .
FDN .
F .F .
F .G .
FLR .
FIN .
F .N .
F .O .B .
F .O .J .
F .O .M .
F .O .P .
F .O .S .
F .R .P .
F .S .
FT .
FTG .
GA .
GB .
G .C .
GALV .
G .I.
GLB .
H .D .
HDR .
HDW .
HGR .
HGT . OR (HT )
H .M .
AND
ANCHOR BOLT
ASPHALTIC CONCRETE
AMERICAN CONCRETE INSTITUTE
ACOUSTIC CEILING PANEL
AMERICANS WITH DISABILITIES ACT
ACCESSIBILITY GUIDEUNES
ABOVE FINISH FLOOR
ALUMINUM
AMERICAN PLYWOOD ASSOCIATION
ABRASIVE QUARRY TILE
ARCHITECTURAL
AMERICAN SOCIETY FOR TESTING
MATERIALS
BLOCKING
BOUNDARY NAIL
BEAM
BOTTOM OF JOIST
BUILT UP ROOFING
ВОТТОМ
CONDUIT
CENTER LINE
CEMENTITIOUS BAKER BOARD
CONTROL JOINT (COLD JOINT)
CEILING
CLEAR
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONSTRUCTION
CONSTRUCTION JOINT
CONTINUOUS
CONTRACTOR
COMPACTED (ION )
CERAMIC TILE
DOUBLE
DEGREE
DIAMETER
DIAGONAL
DIMENSION
DOOR
DRAWING (S )
EACH
ELECTRICAL CONTRACTOR
EACH FACE
ELEVATION
EDGE NAIL
EDGE OF COUNTER
EDGE OF EQUIPMENT
EQUAL
EACH SIDE
EXPANSION
FLOOR DRAIN
FOUNDATION
FINISHED FLOOR
FLOAT GLASS
FLOOR
FINISH
FIELD NAIL
FACE OF BEAM
FACE OF JOIST
FACE OF MASONRY
FACE OF POST
FACE OF STUD
FIBERGLASS REINFORCED PANEL
FLOOR SINK
FEET
FOOTING
GAUGE (GAGE )
GYPSUM BOARD
GENERAL CONTRACTOR
GALVANIZED
GALVANIZED IRON
GLU -LAMINATED BEAM
HUB DRAIN
HEADER
HARDWARE
HANG ER
HEIGHT
HOLLOW METAL
HORIZ OR (H )
H .S .B .
IN .
INFO .
INV .
JT . OR (JNT )
JST .
IB . OR (#)
LG .
MAT .
MAX .
M .B .
MIN
MISC .
M .P .S .
M .S .B .
MTL
NO . OR (#)
N .T .S .
O .C .
OPNG .
P . LAM
PL
P /L
PLYWD .
PR
PSF .
PSL
Q .T .
RAD . OR (R )
REINF .
S .C .
SCHED .
SHT .
SIM .
SM
SMS
SPEC (S )
SQ .
SQ . IN .
SQ . FT .
STD .
STL .
STRUCT .
SUSP .
SYM .
(T )
TEMP .
THK .
T & G
T .N .
T .O .B .
T .O .F .
T .O .PL .
T .O .S .
T .O .W .
TYP .
U .B .C .
U .O .N
VERT . OR (V )
V .W .C .
W /
WD .
W .G .B .
WT .
WWM .
HORIZONTAL
HIGH STRENGTH BOLT
INCH
INFORMATION
INVERTED
JOINT
JOIST
POUNDS
LONG
MATERIAL
MAXIMUM
MACHINE BOLT
MINIMUM
MISCELLANEOUS
MODULAR PANELBOARD SYSTEM
MAIN SWITCH BOARD
METAL
NUMBER
NOT TO SCALE
ON CENTER
OPENING
PLASTIC LAMINATE OR PARALLAM
PLATE
PROPERTY LINE
PLYWOOD
PAIR
POUNDS PER SQ. FOOT
POUNDS PER SQ. INCH
QUARRY TILE
RADIUS
REINFORCEMENT
SAW -CUT JOINT
SCHEDULE
SHEET
SIMILAR
SHEET METAL
SHEET METAL SCREW
SPECIFICATION (S )
SQUARE
SQUARE INCH
SQUARE FOOT
STANDARD
STEEL
STRUCTURAL
SUSPENDED
SYMMETRICAL
TOP
TEMPERED (TEMPERATURE )
THICKNESS
TONGUE & GROOVE
TOE NAIL
TOP OF BEAM
TOP OF FOOTING
TOP OF PLATE
TOP OF SLAB
TOP OF WALL
TYPICAL
UNIFORM BUILDING CODE
UNLESS OTHERWISE NOTED
VERTICAL
VINYL WALL COVERING
WITH
WOOD
WEATHER RESISTANT GYPSUM
BOARD
WEIGHT
WELDED WIRE MESH
CLIENT:
CONTACT:
Ruth P. Torres
4715&4717 W. MCFADDEN AVE
SANTA ANA, CA 92704
PH #: 714 -328 -1893
cucaptorres 53@ gmail .com
CODE TYPE
BUILDING CODE:
RESIDENTIAL CODE :
PLUMBING CODE :
ELECTRICAL CODE:
MECHANICAL CODE:
FIRE /LIFE SAFETY CODE:
ENERGY CODE :
GREEN BUILDING CODE:
MUNICIPAL CODE :
CODE MODEL
2022 CALIFORNIA BUILDING CODE (CBC )
2022 CALIFORNIA RESIDENTIAL CODE (CRC )
2022 CALIFORNIA PLUMBING CODE (CPC )
2022 CALIFORNIA ELECTRICAL CODE (CEC )
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA GREEN BUILDING CODE (CALGREEN )
SANTA ANA MUNICIPAL CODE
1. IN THE EVENT OF DISCREPANCIES BETWEEN THE DRAWING OR SPECIFICATIONS IN THIS PACKAGE
NOTIFY NS DESIGNS, IMMEDIATELY .
2. NS DESIGNS, IS NOT RESPONSIBLE OR HAVE CONTROL OR CHARGE OVER ACTS OR OMISSIONS,
CONSTRUCTION MEANS, METHODS , TECHNIQUES , SEQUENCES OR PROCEDURES, OR FOR THE
SAFETY PRECAUTIONS & PROGRAMS OF THE CONTRACTOR, SUBCONTRACTOR , OR ANY OTHER
PERSONS PERFORMING WORK ON THE PROJECT.
3. NS DESIGNS, HAS NOT BEEN RETAINED FOR REVIEW, SUPERVISION OR ADMINISTRATION OF THE
CONTRACT ,NOR THE CERTIFICATION OF PAYMENTS. CONSTRUCTION COORDINATOR SHALL BE
OWNER'S REPRESENTATIVE DURING CONSTRUCTION & UNTIL FINAL PAYMENT HAS BEEN MADE . THE
OWNER'S REPRESENTATIVE WILL REVIEW THE PROJECT & RENDER NECESSARY DECISIONS FOR THE
PROGRESS OF THE WORK.
4. CONTRACTOR IS RESPONSIBLE TO SEE IF THE WORK IN THE FIELD IS DONE IN ACCORDANCE WITH
ALL THE CURRENT APPLICABLE NATIONAL, STATE, AND LOCAL CODES, ORDINANCES &
REQUIREMENTS BY GOVERNING AGENCIES, WHETHER OR NOT SAID CODES, ORDINANCES ,
REQUIREMENTS, ETC... ARE SPECIFICALLY SHOWN ON DRAWINGS AND/OR CALLED FOR IN
SPECIFICATIONS .
5. CONTRACTOR SHALL PROTECT ALL EXISTING ITEMS & FACILITIES TO REMAIN THROUGHOUT
CONSTRUCTION. CONTRACTOR SHALL REPAIR AND/OR REPLACE AT CONTRACTORS EXPENSE, ANY
EXISTING ITEMS AND FACILITIES TO REMAIN THAT ARE DAMAGED BY CONTRACTOR 'S OPERATIONS,
TO THE SATISFACTION OF THE OWNER 'S REPRESENTATIVE.
6. GENERAL CONTRACTOR SHALL COORDINATE THE DELIVERY OF ALL OWNER SUPPLIED EQUIPMENT.
THE CONTRACTOR IS RESPONSIBLE FOR THE INSPECTION OF EQUIPMENT AT TIME OF DELIVERY AND
SHALL NOTIFY EQUIPMENT SUPPLIER OF ANY DEFICIENCIES OR DAMAGED EQUIPMENT AND ARRANGE
FOR REPLACEMENT.
7. CONTRACTOR SHALL COMPLY WITH ALL PERTINENT LAWS, CODES , REGULATIONS, GOVERNING
AGENCIES & MANUFACTURER SPECIFICATIONS, UNLESS GREATER REQUIREMENTS ARE INDICATED,
OR ARE NECESSARY FOR SAFE WORKING CONDITIONS.
8. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING JURISDICTIONS AS REQUIRED
FOR INSPECTIONS AND SHALL PAY INSPECTION FEES ASSOCIATED WITH THE WORK .
9. THE OWNER OR GENERAL CONTRACTOR SHALL APPLY, PAY FOR, AND OBTAIN ELECTRICAL, HVAC ,
MECHANICAL, AND PLUMBING PERMITS.
10 . THE GENERAL CONTRACTOR SHALL PROVIDE BARRICADES AND SAFETY SIGNS PER OSHA
REQUIREMENTS .
11. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR OVERALL CONSTRUCTION SITE CLEANLINESS,
INCLUDING PROVISION OF A DEBRIS BOX AT REGULAR SERVICING, REMOVAL OF ALL
CONTRACTOR/SUBCONTRACTOR REFUSE AND DEBRIS, AND SWEEPING OF ENTIRE YARD AREA AT
THE COMPLETION OF WORK .
12 . ALL PROCEDURES , TESTING , MATERIALS , SHOWN ON THE PLANS SHALL BE FURNISHED & INSTALLED
BY THE GENERAL CONTRACTOR . UNLESS NOTED OTHERWISE IN THESE PLANS. EQUIPMENT OR M
MATERIALS NOTED ONLY AS "FURNISHED BY OTHERS" SHALL BE INSTALLED BY THE GENERAL
CONTRACTOR.
T1.1
AS1.0
A1.1
A1.2
A1.3
TITLE SHEET
GREEN BUILDING SHEET
EXISTING ARCHITECTURAL SITE PLAN TO REMAIN
EXISTING/DEMO FLOOR PLAN
EXISTING ROOF PLAN TO REMAIN
EXISTING EXTERIOR ELEVATIONS TO REMAIN
** NEW ADDITION 680 SQ .FT . TO NEW ATTACHED ADU
INCLUDE DEMO OF EXISTING UNPERMTTED STRUCTURES
NEW COVER PERGOLA
OCCUPANCY GROUP : R -3
CONSTRUCTION TYPE: V-B
FIRE SPRINKLERS: NO A2.1
A2.2
A2.3
PROPOSED FLOOR PLAN
PROPOSED ELECTRICAL PLAN
PROPOSED ROOF PLAN
A2.4
A2.5
A3.1
PROPOSED EXTERIOR ELEVATIONS
PROPOSED SECTION; WINDOW AND DOOR SCHEDULE
ARCHITECTURAL DETAILS
T1.2 GREEN BUILDING SHEET
SITE INFORMATION:
APN 0108-013-039
ADDRESS: 4703 W MCFADDEN AVE, UNIT C,
SANTA ANA , CA
92704
LEGAL DESCRIPTION : TRACT NO. 10558, M.B. 448
- 24/25
LOT AREA: 7260
OCCUPANCY GROUP : R-3
CONSTRUCTION TYPE: V-B
FIRE SPRINKLERS: NO
EXISTING HOUSE AREA: 868 SQUARE FEET
EXISTING COVERED PORCH: 66 SQUARE FEET
EXISITING LOT COVERAGE: 934 SQ. FT. OR 12.8%
PROPOSED ATTACHED ADU: 680 SQ. FT.
PROPOSED LOT COVERAGE: 1614 SQ. FT. OR
22.2%
T24.1 TITLE 24 COMPLIANCE
T24.2
T24.3
T24.4
TITLE 24 COMPLIANCE
TITLE 24 COMPLIANCE
TITLE 24 COMPLIANCE
ARCHITECTURAL
S-0.10
S0.20
STRUCTURAL NOTES
TYP. WOOD FRAMING DETAILS, DIAPHRAGM, SHEARWALL NAILING AND SCHEDULE
TYP. WOOD FRAMING DETAILS. WALL CONSTRUCTION
FOUNDATION PLAN
S-0.11
S-0.12
S-0.13
S-0.14
S0.21
S0.31
S0.51
S-1
S-3 ROOF FRAMING PLAN
FOUNDATION DETAILS
ROOF FRAMING DETAILS
STRUCTURAL NOTES
STRUCTURAL NOTES
STRUCTURAL NOTES
STRUCTURAL NOTES
TOPOGRAPHYC SURVEY
SITE
SITEBUS STOP
RESPONSIBLE DESIGNER
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A 1 .1
EXISTING/DEMO FLOOR
PLAN
N&NC
12
4
5
EA
S
T
W
A
L
N
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E
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ST
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11
2
PA
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CA
91
1
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6
(E)
(E)
(E)(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)(E)
(E)
(E)
(E)
(E)(E)(E)(E)
(E)
(E)
(E)
14
'-5"
13'-7"
4'-3"
3'
9'-6"
14
'-5"
9'-6"
2'-8"
3'-8"5'-6"
11
'-5"
9'-6"9'-6"
8'
9'-9"
3'
6'-2"
3'-9"
5'
6'-6"
18'-8"
10
'-5"
4'-8"
15
'-2"
6'-6"
3"13'-9"20'-1"
3'18'-8"12'-5"
6'-6"
7'-4"
1'-8"
2'
9'-6"
11
'-5"
11
'-5"
4'-8"
30
'-3"
6'-6"
BEDROOM 1
8' CEILING
CLOSET
KITCHEN
8' CEILING
DINING
8' CEILING
BEDROOM 2
8' CEILING
LIVING
8' CEILING
HALL
8' CEILING
storage
BATHROOM
8' CEILING
2
UP
1 DOWN
COVER PERGOLA
slope roof
PORCH
slope roof
11
W/D
2
EXISTING WALL TO REMAIN
EXISTING WINDOW
LEGEND
DEMOLITION NOTE:
ALL DEMOLITION AND GRADING PERMITS WILL REQUIRE A PRECONSTRUCTION MEETING
PRIOR TO COMMENCEMENT OF ANY DEMOLITION WORK AND A PROJECT SIGN MUST BE
POSTED ON SITE. IF A SINGLE -FAMILY DWELLING 15 BEING DEMOLISHED THAT ISLOCATED
ON A SLOPED LOT A TOPOGRAPHIC SURVEY IS REQUIRED TO BE PERFORMEDPRIOR TO THE
DEMOLITION OF THE STRUCTURE. THIS MAY ALSO BE REQUIRED FOR AFLAT LOT AS
DETERMINED BY THE BUILDING OFFICIAL. DOCUMENTS INDICATING RODENTAND INSECT
ABATEMENT HAS BEEN PERFORMED MUST BE PRESENTED TO THE BUILDINGINSPECTOR
PRIOR TO START OF DEMOLITION .
RESIDENTIAL DEMOLITION NOTE:
PARTIAL DEMOLITION OF A RESIDENTIAL STRUCTURE IN ASSOCIATION WITH A
CONSTRUCTION PROJECT IS ONLY PERMITTED WHERE INDICATED ON THE APPROVED
PLANS, ANY DEMOLITION WORK BEYOND THAT SHOWN ON THE APPROVED PLANS MAY
RESULT IN A STOP WORK ORDER (CBC CHAPTER 1 SEC. 115) AND/OR REVOCATION OFTHE
PERMIT (CBC CHAPTER 1 SEC. 105.6). MUNICIPAL CODE SEC. 10-1-1810 IF MORE THAN 50%
OF THE STRUCTURE IS DEMOLISHED.
KEYNOTES:
DEMO EXISTING WINDOW
DEMO EXISTING COVER PERGOLA
1
EXISTING WINDOW TO BE REMOVED
EXISTING DOOR
2
- 1/4 " = 1 '-0"
1 EXISTING/DEMO FLOOR PLAN
SCALE:
NO
R
T
H
RESPONSIBLE DESIGNER
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A 1 .2
EXISTING ROOF PLAN
N&NC
12
4
5
EA
S
T
W
A
L
N
U
T
S
T
R
E
E
T
,
ST
E
11
2
PA
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N
A
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CA
91
1
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6
32
'
-
3
"
6'
-
5
"
7"
13'-4"22'-1"
10
'
-
6
"
4'
-
7
"
17
'
-
2
"
6'
-
5
"
12'-6"20'-6"3'-1"
36'-1"
38
'
-
8
"
36'-1"
1'
1'
1'
1'
1'
1'
2'-6"
1'
1'1'1'
4:12
line of floor below
line of floor below
line of floor below
line of floor below
4:12
4:12
4:12
4:12
4:12
1/4:12 2
LEGEND:
ROOF SLOPE
(E) ROOF TO REMAIN
(E) ROOF TO REMOVE
KEYNOTES:
EXISTING ROOF TO REMAIN
EXISTING ROOF TO REMOVE2
- 1/4 " = 1 '-0 "
1 EXISTING ROOF PLAN TO REMAIN
SCALE :
NO
R
T
H
RESPONSIBLE DESIGNER
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A 1 .3
EXISTING EXTERIOR
ELEVATIONS
N&NC
12
4
5
EA
S
T
W
A
L
N
U
T
S
T
R
E
E
T
,
ST
E
11
2
PA
S
A
D
E
N
A
,
CA
91
1
0
6
13
'
-
1
"
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
(E)STUCCO TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)STUCCO TO REMAIN
(E)STUCCO TO REMAIN
(E)STUCCO TO REMAIN
(E)STUCCO TO REMAIN
(E)WINDOW TO REMAIN(E)WINDOW TO REMAIN
(E)WINDOW TO REMAIN
(E)WINDOW TO REMOVE(E)STUCCO TO REMAIN
(E)WINDOW TO REMAIN
(E)WINDOW TO REMAIN(E)WINDOW TO REMAIN (E)WINDOW TO REMAIN
(E)DOOR TO REMAIN
(E)DOOR TO REMAIN
(E)WINDOW TO REMOVE
(E)WINDOW TO REMAIN
(E)WINDOW TO REMAIN
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-6"
CEILING HEIGHT
EL.=+9'-0"
124
124
124
124
124 12 4
12 4
12 4
12 4
12 4
12 1/4
121/4 12 1/4
1 /4 " = 1 '-0"
1 EXISTING FRONT ELEVATION
SCALE:-
GENERAL NOTES:
ANY ADDITION OR CHANGES MADE TO THE APPROVED EXTERIOR ELEVATION DESIGN
EITHER ON THE DRAWINGS OR DURING CONSTRUCTION WILL REQUIRE PLANNING
DIVISION AND BUILDING DIVISION REVIEW AND APPROVAL AND MAY RESULT IN A
DELAY OF THE PROJECT OR THE REMOVAL OF NON-APPROVED WORK.
1 /4 " = 1 '-0"
2 EXISTING/DEMO LEFT ELEVATION
SCALE:-
1 /4 " = 1 '-0"
3 EXISTING BACK ELEVATION
SCALE:-
1 /4 " = 1 '-0"
4 EXISTING RIGHT ELEVATION
SCALE:-
RESPONSIBLE DESIGNER
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A2.1
PROPOSED FLOOR PLAN
N&NC
12
4
5
EA
S
T
WA
L
N
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ST
R
E
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,
ST
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11
2
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CA
91
1
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6
NEW DOORD1
CARBON MONOXIDE DETECTORCM
SMOKE DETECTORSD
MIN. 50 CFM MECHANICAL
EXHAUST FAN - ENERGYSTAR
WITH HUMIDISTAT
FAN
EXISTING STUD WALL TO REMAIN
NEW STUD WALL
NEW WINDOW
W 1
W 1
W 2
W 3 W 4 W 5D1
D 2
CM SD
FAN
CM
SD
SD
attic
access
1
A 2 .5
1
A 2 .5
FAN
SDSD
SD
SD
SD
CM
D 3
D 4
D 5
D 6
WWF
7'
-
1
0
"
7'
-
1
0
"
5'-11"8'-5"4'-7"16'-10"8'-4"
2'
-
5
"
8'
-
5
"
4'
-
9
"
3'
3'
3'
6'
5'
3'
-
6
"
34'-1"10'
(E)
(E)
(E)(E)
(E)
(E)
(E)
(E)
26
4
0
SH
26
4
0
SH
(E)
(E)
(E)
(E)(E)(E)(E)
(E)
(E)
(E)
3030LS30684016LS4034LS
60
6
8
30
68
10068
3068
4668
14
'-5"
13'-7"
4'-3"
3'
9'-6"
14
'-5"
9'-6"
2'-8"
3'-8"5'-6"
11
'-5"
9'-6"9'-6"
8'
9'-9"
3'
6'-2"
3'-9"
5'
15
'-7"
10
'-1"
4'-8"
15
'-2"
44'-1"
7'-4"
1'-8"
2'
9'-6"
11
'-5"
11
'-5"
15
'-7"
29
'-11
"
3'
3'-2"
7'-11
"
11'
12
'-6"
2'
5'
5'
11'
2'-6"
2'-11
"
2'-6"
2'-7"
14'
4'10'-1"12'-6"
14
'-10
"
26'-7"
1"2'-4"1"1'2'-6"1'2'-6"2'1'
BEDROOM 1
8' CEILING
CLOSET
KITCHEN
8' CEILING
DINING
8' CEILING
BEDROOM 2
8' CEILING
LIVING
8' CEILING
HALL
8' CEILING
storage
BATHROOM
8' CEILING
2
UP
1 DOWN
PORCH
slope roof
qu
e
e
n
si
z
e
ADU ENTRY
TV wall
(N) ADU
BEDROOM
8' CEILING
(N) ADU CLOSET (N) ADU
LAUNDRY
8' CEILING
(N) ADU
BATHROOM
8' CEILING
(N) ADU
LIVING
8' CEILING
28 fridge30 range24 sink
(N) ADU
KITCHEN
8' CEILING
W/D
HEAT PUMP
TANKLESS
21
0
3
1
0
SC
21
0
3
1
0
SC
HEAT PUMP
WATER HEATER
GRAB BAR
(N)
MI
N
I
SP
L
I
T
(N) MINI SPLIT
1-HOUR FIRE RATED WALL
Aging-in-Place Design and Fall Prevention .CRC SECT R327.For new dwellings,at least one bathroom on the entry level shall be provided with reinforcement installed in accordance with CRC 327.1.1.
Where there is no bathroom on the entry level ,at least one bathroom on the second or third floor of the dwelling shall comply with this section.
1.Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency .
2.Reinforcement shall not be less than 2 by 8 inch (51 mm by 203 mm)nominal lumber. [11 /2 inch by 71/4 inch (38 mm by 184 mm actual dimension]or other construction material providing equal height .
Reinforcement shall be located between 32 inches (812.8 mm)and 391/4 inches (997 mm)above the finished floor flush with the wall framing.
3.Water closet reinforcement shall be installed on both side walls of the fixture,or one side wall and the back wall.
4.Whower reinforcement shall be continuous where wall framing is provided.
5.Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back wall.Additionally ,back wall reinforcement for a lower grab bar shall be provided
located no more than 6 inches (152.4 mm)above the bathtub rim .
See exceptions 1-5 per R327.1.1.
NOTES :
WHOLE HOUSE FANWWF
and load capacity.
with the bottom edge
KEYNOTES:
INSTALL NEW WALL
INSTALL NEW EXTERIOR DOOR with theshold 1 1/2" max
INSTALL NEW INTERIOR DOOR
INSTALL NEW WINDOW
INSTALL NEW CABINET
INSTALL NEW KITCHEN SINK
INSTALL NEW 300 CFM KITCHEN HOOD
KITCHEN RANGE HOODS NOTE:
THIS FAN IS TO BE USED FOR LOCAL VENT. EXHAUST.
MINIMUM 300 CFM FAN TESTED AT A STATIC PRESSURE .
25 WC AND RATED @3 SONES OR LESS REQUIRED TO BE
INSTALLED. AND MUST BE ATTACHED TO A MINIMUM 5"
SMOOTH DUCT AND NO LONGER THAN 85'. SUBTRACT 15'
INSTALL NEW FRIDGE
INSTALL NEW BATHROOM FIXTURES
LEGEND:GENERAL NOTES:
1. ALL CONSTRUCTION SHALL COMPLY WITH THE 2022 EDITION OF THE CRC, OR CBC, CMC, CPC, AND CEC
AS ADOPTED AND AMENDED BY THE STATE OF CALIFORNIA IN TITLE 24 CCR AND THE CITY OF
MUNICIPALITY AMENDMENTS.
2. SEPARATE PERMITS MAY BE REQUIRED FOR MECHANICAL , ELECTRICAL, PLUMBING, SHORING,
GRADING, AND DEMOLITION
3, ALL PROPERTY LINES, EASEMENTS, AND EXISTING BUILDINGS HAVE BEEN INDICATED ON THIS SITE
PLAN.
4. A SECURITY FENCE SHALL BE PROVIDED AROUND THE CONSTRUCTION AREA THAT SHALL BE
INSTALLED PRIOR TO EXCAVATION AND /OR FOUNDATION TRENCHING. (BMC 9-1-2-3302.4)
5. WATER SHALL BE PROVIDED ON THE SITE AND USED TO CONTROL DUST.
6. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED ON SITE. (BMC 9-1-2-3305.1)
7. THE FINISH GRADE SHALL SLOPE A MIN. OF 5%, OR 6"'H, TO POINT 10 FEET FROM BUILDING
FOUNDATION, OR TO AN APPROVED ALTERNATE METHOD OF DIVERTING WATER AWAY FROM THE
FOUNDATION. SWALES SHALL SLOPE A MINIMUM OF 2% (CBC 1804.4, CRC R401.3)
8. THE TOP OF THE EXTERIOR FOUNDATION SHALL EXTEND ABOVE THE ELEVATION OF THE STREET
GUTTER A MINIMUM OF 12 "H PLUS 2%. (CBC 1808.7.4, CRC R403.1.7.3
A. EQUIPMENT AND FURNITURE SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS
B. EXTEND EXISTING DUCTS TO FEED NEW ADDITION
C. INSTALL NEW HEADERS PER STRUCTURAL
D. WALL COVERINGS IN SHOWERS AND-TUBS TOLBELCEMENT PLASTER, TILE, OR EQUAL TO 72" ABOVE
DRAIN. ENCLOSURES MUST BE OF APPROVED SAFETY GLAZING AND DOORS MUST SWING OUT OF
SHOWERS. WINDOWS IN ENCLOSURE WALLS SHALL DE LABELED SAFETY GLAZING WHEN LESS THAN
60" ABOVE DRAIN
E. SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEAD SHALL BE
FINISHED WITH A NONABSORBENT SURFACE TO A HEIGHT NOT LESS THAN 6 FT ABOVE THE FLOOR.
[CRC R307.2, CBC 1210.2.1]
F. FIELD-CUTTING ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE - TREATED WOOD SHALL
BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. [CRC R317-1.11]
G. SLEEPING ROOMS MUST HAVE A WINDOW OR EXTERIOR DOOR FOR AN EMERGENCY EXIT, SILL
HEIGHT NOT MORE THAN 44 INCHES ABOVE THE FLOOR, 5.7 SQUARE FEET OF OPEN ABLE AREA, 24
INCHES CLEAR OPENING HEIGHT, 20 INCHES CLEAR OPENING WIDTH AND SHALL OPEN DIRECTLY INTO
A PUBLIC STREET, ALLEY YARD, OR EXIT COURT.
H. MINIMUM WINDOW AREA SHALL BE 8% OF THE FLOOR AREA AND 50% OPERABLE. [CRC R303.1]
I. NEW WINDOW OPENING FOR VENTILATION SHALL BE. A MINIMUM OF 4% OF THE FLOOR AREA. [CRC
R303.1]
J. BATHROOM OR SERVICE ROOM MINIMUM WINDOW AREAS SHALL NOT BE LESS THAN 3
SQUARE FEET AND 50% OPERABLE AND, PROVIDE A MECHANICAL VENTILATION SYSTEM EXHAUSTED
TO THE OUTSIDE CAPABLE OF PROVIDING 50 CUBIC FEET PER MINUTE FOR INTERMITTENT
VENTILATION 25 CUBIC FEET PER MINUTE FOR CONTINUOUS VENTILATION.
[CRC R303.1]
K. AN APPROVED SMOKE ALARM SHALL BE INSTALLED FOR NEW CONSTRUCTIONS AND ALTERATION.
REPAIR OR ADDITIONS REQUIRING PERMIT EXCEEDING $1,000. [CRC R314.2.1, R314.2.21
L. BATTERY OPERATED SMOKE ALARMS PERMITTED IN EXISTING BUILDINGS WHERE NC
CONSTRUCTION IS TAKING PLACE OR IN BUILDING UNDERGOING ALTERATION OR REPAIR THAT DO NOT
RESULT IN THE REMOVAL OF INTERIOR WALLS OR CEILING FINISHES, UNLESS THERE IS AN ATTIC,
CRAWL SPACE OR BASEMENT WHICH COULD PROVIDE ACCESS FOR WIRING. [CRC R314.6 EXCEPTIONS
1, 3]
M. SMOKE ALARMS SHALL BE INTERCONNECTED SUCH THAT THE ACTIVATION OF ONE ALARM WILL
ACTIVATE ALL ALARMS IN THE INDIVIDUAL DWELLING UNIT. [CRC R314.4]
N. SMOKE DETECTORS SHALL BE HARDWIRED AND SHALL BE EQUIPPED WITH BATTERY BACKUP. [CRC
314.6]
O. A. SMOKE ALARMS SHALL BE PROVIDED IN ALL NEW CONSTRUCTION LOCATED IN EACH SLEEPING
ROOM, OUTSIDE EACH GROUP OF SLEEPING ROOM/ AREA, AND AT EACH TOP OF THE STAIRS,
ADDITIONAL FLOOR OR BASEMENT LEVEL. [CRC R314.3]
O.B. IN EXISTING DWELLINGS THE SMOKE ALARMS MAY BE BATTERY POWERED.
P. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED FOR NEW CONSTRUCTIONS AND
ALTERATION. REPAIR OR ADDITIONS REQUIRING PERMIT EXCEEDING #1,000. [CRC R315.2.1, R315.2.2]
Q. CO ALARMS SHALL BE HARDWIRED AND SHALL BE EQUIPPED WITH BATTERY BACKUP. [CRC 315.5]
R. CO ALARMS SHALL BE LISTED FOR COMPLIANCE WITH UL2034, UL 217, UL2075, AND MAINTAINED PER
NFPA 720. [CRC R315.1.1; R315.6.1, R315.6.2]
S. CO ALARM AHLL BE INSTALLED OUTSIDE OF EACH SLEEPING AREA IN IMMEDIATE VICINITY OF THE
BEDROOMS AND ON EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENT. [CRC
R315.3]
T. CO ALARMS SHALL BE INTERCONNECTED SUCH THAT THE ACTIVATION OF ONE ALARM WILL ACTIVATE
ALL ALARMS IN THE INDIVIDUAL DWELLING UNIT. [CRC R315.7]
U. IN EXITING DWELLING UNIT, Z CO ALARM IS PERMITTED TO BE BATTERY OPERATED WHERE REPAIR
OR ALTERATION DO NOT RESULT IN THE REMOVAL OF A WALL OR CEILING FINISHES .
[CRC R315.5 EXCEPTIONS 4]
V. EVERY DWELLING UNIT SHALL HAVE AT LEAST ONE SWINGING , EXIT DOOR, MINIMUM CLEAR HEIGHT
OF 6'-6" AND A MINIMUM CLEAR WIDTH OF 32" [CRC 311.2]
W. CORRIDOR / HALL SHALL BE 36 INCHES MINIMUM CLEAR WIDTH. [CRC R311.3]
X. MAX. PLUMBING FIXTURES FLOW RATE PER CALIFORNIA GREEN CODE [4.303]
a. WATER CLOSETS 1.28 GPF
b. SHOWERHEADS 1.8 GPM @ 80 PSI
c. LAUNDRY SINK FAUCETS 1.2 GPM @ 60 PSI
d. KITCHEN FAUCETS 1.8 GPM @ 60 PSI
Y. CONTROL VALVES FOR SHOWER & TUB/ SHOWER SHALL BE OF THE PRESSURE BALANCE OR
THERMOSTATIC MIXING VALVE TYPE.
Z. PROVIDE WATER HEATER ANCHOR STRAPS WITHIN THE UPPER AND LOWER 1/3 [CPC 508.2].
AA. BATHTUBS AND WHIRLPOOL BATHS SHALL BE PROVIDED WITH A TRAP DOOR OR ACCESS
WITHIN 20 FEET OF THE PUMP [CPC 414.1]
AB. POWER RECEPTACLES SHALL BE CHILD PROOF COVERED CEC 210.52
AC. ALL POWER AND LIGHTING OUTLETS IN FAMILY ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS,
SUNROOMS, RECREATION ROOMS, HALLWAYS AND SIMILAR AREAS ARE TO BE PROTECTED BY A
"COMBINATION AFCI BREAKER." KITCHENS, BATHROOMS, AND BASEMENTS ARE EXEMPT FROM THIS
REQUIREMENT.
AD. MINIMUM CLEAR WITH OF 36" FOR EXTERIOR STAIRS [CRC R311.7.1]
BATHROOM NOTES:
1. THE WATER CLOSET SHALL HAVE A CLEARANCE OF 30 INCHES WIDE (15 INCHES ON CENTER) AND 24
INCHES IN FRONT. (CPC 402.5) WHERE THE WATER CLOSET (OR OTHER PLUMBING FIXTURE COMES
INTO CONTACT WITH THE WALL OR FLOOR, THE JOINT SHALL BE CAULKED AND SEALED TO BE
WATERTIGHT. (CPC 402.2)
2. SHOWER STALLS SHALL BE A MINIMUM FINISHED INTERIOR OF 1,024 SQUARE INCHES, BE CAPABLE
OF ENCOMPASSING A 30 INCH DIAMETER CIRCLE. ANY DOORS SHALL SWING OUT OF THE ENCLOSURE
HAVE A CLEAR OPENING OF 22 INCHES MINIMUM. (CPC 408.5, 408.6)
CLOTHES DRYER NOTES:
1. A MINIMUM OF 4" MOISTURE EXHAUST DUCT MUST BE PROVIDED [MC 504.4.2]
2. DRYER EXHAUST CANNOT EXCEED 14 FT WITH A MAX OF TWO 90 DEGREE ELBOWS LCMC
504.4.2.1]
3. A FLEXIBLE DUCT CANNOT EXTEND MORE THAN 6 FT. AND CANNOT BE CONCEALED [CMC
504.4.2.2]
PLUMBING NOTE:
PER SECTION 301.1.1 CALGREEN AND CIVIL CODE 1101.3(c), ALL NON- COMPLIANT PLUMBING FIXTURES
SHALL BE REPLACED WITH WATER-CONSERVING PLUMBING FIXTURES.
NOTES:
R327.1.1Reinforcement for grab bars.
At least one bathroom on the entry level shall be provided with
reinforcement installed in accordance with this section. Where there is no
bathroom on the entry level, at least one bathroom on the second or third
floor of the dwelling shall comply with this section.
2.Reinforcement shall not be less than 2 by 8 inch (51 mm by 203 mm)
nominal lumber. [11/2 inch by 71/4 inch (38 mm by 184 mm) actual
dimension] or other construction material providing equal height and load
capacity. Reinforcement shall be located between 32 inches (812.8 mm)
and 391/4 inches (997 mm) above the finished floor flush with the wall
framing.
3. 3.Water closet reinforcement shall be installed on both side walls of the
fixture, or one side wall and the back wall.
5. 5.Bathtub and combination bathtub/shower reinforcement shall be
continuous on each end of the bathtub and the back wall. Additionally, back
wall reinforcement for a lower grab bar shall be provided with the bottom
edge located no more than 6 inches (152.4 mm) above the bathtub rim.
R327.1.2Electrical receptacle outlet, switch and control heights.
Electrical receptacle outlets, switches and controls (including controls for
heating, ventilation and air conditioning) intended to be used by occupants
shall be located no more than 48 inches (1219.2 mm) measured from the
top of the outlet box and not less than 15 inches (381 mm) measured from
the bottom of the outlet box above the finish floor.
Doorbell buttons or controls, when installed, shall not exceed 48 inches
(1219.2 mm) above exterior floor or landing, measured from the top of the
doorbell button assembly. Where doorbell buttons integrated with other
features are required to be installed above 48 inches (1219.2 mm)
measured from the exterior floor or landing, a standard doorbell button or
control shall also be provided at a height not exceeding 48 inches (1219.2
mm) above exterior floor or landing, measured from the top of the doorbell
button or control.
- 1/4" = 1'-0"
1 PROPOSED FLOOR PLAN
SCALE:
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A2.2
PROPOSED ELECTRICAL
PLAN
N&NC
12
4
5
EA
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WA
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N
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ST
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2
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N
A
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CA
91
1
0
6
S
L.1
L.2
CM SD
FAN
CM
SD
SD
L.1
L.1
L.1
L.1
L.1
L.1
L.1L.1
L.1L.1
L.1
L.1
L.1
L.1
L.1
L.1
S SS
SS
SSS
SS
AFCI
AFCI
AFCI AFCI AFCI AFCI
AFCI
AFCIAFCIAFCI
AFCI
GFI
GFI
AFCI
GFI GFI
GFI
GFI
1
A 2 .5
1
A 2 .5
FAN
SDSD
SD
SD
SD
CM
WWF
240VHEAT PUMP
TANKLESS HEAT PUMP
WATER HEATER
(N)
MI
N
I
SP
L
I
T
(N) MINI SPLIT
L.1L.1
GFI GFI GFI GFI GFI
S NEW SWITCH - BATHROOM SHALL HAVE AN
OCCUPANCY SENSOR SWITCHES - FAN TO
CONTINUE OPERATION FOR 10 MINUTES
AFTER LIGHT SWITCHES OFF.
HIGH EFFICACY EXTERIOR LED LIGHT-
WITH ON/OFF SWITCH AS WELL AS
PHOTOCONTROL AND AUTOMATIC TIME
SWITCH CONTROL
L.1
L.2
HIGH EFFICACY RECESSED
LIGHT (40W LED)
HIGH EFFICACY WATER-RESISTANT
RECESSED LIGHT
WALL SCONCE OUTSIDES
PENDANT LIGHTP
LEGEND
NEW DOORD1
CARBON MONOXIDE DETECTORCM
SMOKE DETECTORSD
MIN. 50 CFM MECHANICAL
EXHAUST FAN - ENERGYSTAR
WITH HUMIDISTAT
FAN
EXISTING STUD WALL TO REMAIN
NEW WINDOW
NEW STUD WALL
W 1
ALL POWER AND LIGHTING OUTLETS IN FAMILY ROOMS ,
PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS,
RECREATION ROOMS , HALLWAYS AND SIMILAR AREAS ARE
TO BE PROTECTED BY A "COMBINATION AFCI BREAKER."
KITCHENS, BATHROOMS, AND BASEMENTS ARE EXEMPT
FROM THIS REQUIREMENT.
1 HOUR FIRE RATED WALL
WHOLE HOUSE FAN
WWF
GENERAL NOTES:
A. PANEL LOCATIONS
PANELS SHALL NOT BE LOCATED IN THE VICINITY OF EASILY IGNITABLE MATERIAL, SUCH AS
CLOTHES CLOSETS LCEC 240-24(D), OR IN BATHROOMS [CEC
240- 24(E)].
В. NON-METTALIC SHEATHED CABLE [CEC 334]
NON-METALLIC SHEATHED CABLE SHALL BE:
1. PROTECTED BY RIGID METAL CONDUIT, INTERMEDIATE METAL CONDUIT , ELECTRICAL
METALLIC TUBING, SCHEDULE 80 PVC CONDUIT, TYPE RTRC MARKED WITH THE SUFFIX -XW,
OR OTHER MEANS WHEN CABLE IS EXPOSED OR SUBJECT TO PHYSICAL DAMAGE. [CEC
334.15(B)]
2. ROTECTED BY A 1/16-INCH STEEL PLATE OR SLEEVE OR BE NOT LESS THAN 1-1/4 INCH
FROM THE NEAREST EDGE OF THE FRAMING MEMBER, WHEN INSTALLED THROUGH
FRAMING MEMBERS. STEEL PLATES OR SLEEVES ARE REQUIRED ON ALL DOUBLE SHEAR
WALLS WHEN CABLE IS INSTALLED EITHER THROUGH OR PARALLEL TO FRAMING MEMBERS
[CEC 334.17, 300.4].
3. PROTECTED BY GUARD STRIPS WITHIN 6 FEET OF AN ATTIC ACCESS WHEN NO
PERMANENT STAIRS OR LADDERS ARE PROVIDED [CEC 334.23, 320.23] .
4. PROTECTED BY GUARDI STRIPSLINTTHETENTIRE ATTIC WHENTPERMANENT
STAIRS OR LADDERS ARE PROVIDED. ACCESS PANELS OR DOORS FROM THE SECOND
FLOOR INTO THE ATTIC ARE CONSIDERED PERMANENT ACCESS AND GUARD STRIPS ARE
REQUIRED IN THE ENTIRE ATTIC [CEC 320.23].
5. HAVE A BENDING RADIUS NOT LESS THAN 5 TIMES THE DIAMETER OF THE CABLE [CEC
334.24].
6. SUPPORTED AT INTERVALS NOT EXCEEDING 4-1/2 FEET AND WITHIN 12''H OF EVERY
OUTLET BOX, JUNCTION BOX, CABINET OR FITTING [CEC 334.30].
C. CIRCUITS AND RECEPTACLES
1. TAMPER-RESISTANT RECEPTACLES SHALL BE INSTALLED AS SPECIFIED IN DWELLING
UNITS IN ALL AREAS SPECIFIED IN 210.52 AND 550.13. [CEC 406.12]
2. RECEPTACLES SHALL BE INSTALLED SO THAT NO POINT ALONG THE FLOOR LINE IN ANY
WALL SPACE IS MORE THAN 6 FT. FROM AN OUTLET, INCLUDING ANY WALL SPACE 2 FT. WIDE
OR GREATER. NOTE: A FIXED PANEL OF A SLIDING GLASS DOOR IS CONSIDERED WALL
SPACE. [CEC 210.52(A)].
3. IN KITCHENS, BREAKFAST ROOMS, PANTRIES AND DINING ROOMS A MINIMUM OF 2-20A
CIRCUITS SHALL BE PROVIDED [CEC 210.11(C)(1)]. COUNTER SPACE RECEPTACLES SHALL BE
GFCI [CEC 210.8(A)] AND INSTALLED:
- AT EACH WALL COUNTER SPACE THAT IS 12 IN. OR GREATER [CEC 210.52(C)(1)] :
- NO MORE THAN 48 IN. OC. [CEC 210.52 (C)(1)];
- MAXIMUM 24 IN. FROM THE END OF THE COUNTER [CEC 210.52 (C)(1)];
- MAXIMUM 20 IN. ABOVE COUNTER SURFACE [CEC 210.52(C)(5)]
-ON ISLAND COUNTER SPACES (ONE RECEPTACLE MIN.) NOT MORE THAN 12 IN. BELOW
COUNTER SURFACE [CEC 210.52 (C)(5) EXCEPTION]. AN ISLAND WITH LESS THAN 12*H
BEHIND A RANGE TOP OF SINK IS CONSIDERED AS DIVIDING THE COUNTERTOP INTO TWO
SEPARATE SPACES [CEC 210.52(C)(2)].
4. BATHROOMS SHALL HAVE A SEPARATE 20A CIRCUIT [CEC 210.11 (C)(3)] WITH AT LEAST ONE
GFCI WALL RECEPTACLE WITHIN 36 IN. OF EACH BASIN [CEC 210.8(A)(1): CEC 210.52(D)].
5, LAUNDRY ROOMS SHALL HAVE A SEPARATE 20A CIRCUIT WITH AT LEAST ONE RECEPTACLE
SHALL BE PROVIDED [CEC 210.11(C)(2)]. ALL RECEPTACLES WITHIN 6 FT. OF THE SINK SHALL
BE GFCI ICEC 210.8(A)(7)].
6. IN GARAGES, AT LEAST ONE GFCI RECEPTACLE SHALL BE PROVIDED [CEC 210,52(G)]. ALL
OTHER GARAGE RECEPTACLES EXCEPT THOSE DEDICATED TO AN APPLIANCE OR THAT ARE
NOT READILY ACCESSIBLE SHALL BE GFCI. [CEC 210.8(A)(2)].
7. IN HALLWAYS OF 10 FT. OR MORE IN LENGTH, AT LEAST ONE RECEPTACLE SHALL BE
PROVIDED [CEC 210.52(H)].
8. OUTDOOR OUTLETS SHALL BE GFCI [CEC 210.8(A) (3)]. ONE OUTLET SHALL BE INSTALLED
AT THE FRONT OF THE DWELLING AND ONE AT THE REAR OF THE DWELLING. BALCONIES,
DECKS, AND PORCHES THAT ARE ATTACHED TO THE DWELLING UNIT AND ARE ACCESSIBLE
FROM INSIDE THE DWELLING UNIT SHALL HAVE AT LEAST ONE OUTLET, RECEPTACLES SHALL
BE ACCESSIBLE AT GRADE LEVEL AND NOT MORE THAN 6-1/2 FT. ABOVE GRADE OR WALKING
SURFACE [CEC 210.52 (E)]
9. ALL CRAWL SPACE RECEPTACLES SHALL BE GFCI [CEC 210.8(A)(4)]
10. ALL UNFINISHED BASEMENT RECEPTACLES SHALL BE GFCI UNLESS THEY ARE NOT
READILY ACCESSIBLE OR ARE SERVICE A DEDICATED APPLIANCE [CEC 210.8(A) (5)].
11. ALL RECEPTACLES WITHIN 6 FT. OF A WET BAR SHALL BE GFCI [CEC 210.8(4)(7)].
12. ALL RECEPTACLES ON 15A OR 20A BRANCH CIRCUITS THAT SUPPLY FAMILY ROOMS ,
DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS,
RECREATION ROOMS, CLOSETS, HALLWAYS OR SIMILAR ROOMS OR AREAS SHALL BE
PROTECTED BY COMBINATION- TYPE ARC-FAULT CIRCUIT INTERRUPTERS (AFCI), INCLUDING
SWITCHED OUTLETS [CEC 210.12 (A)].
13. ALL RECEPTACLES SERVING APPLIANCES OR MOTORS WITH A RATING OF 1
HP OR 6 AMPS SHALL BE ON A SEPARATE CIRCUIT .
14. FOR HVAC EQUIPMENT , A SEPARATE 15A OR 20A CIRCUIT WITH AN ACCESSIBLE
RECEPTACLE AT THE EQUIPMENT SHALL BE PROVIDED WITHIN 25 FT. OF THE EQUIPMENT
[CEC 210.63]. IF LOCATED IN AN UNDER-FLOOR AREA, THE RECEPTACLE SHALL BE GFCI [CEC
210.8(4)].
15. BASEMENTS, GARAGES AND ACCESSORY BUILDINGS. FOR A ONEFAMILY
DWELLING, AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED IN THE AREAS
SPECIFIED IN 210.52(G)(1) THROUGH (3)/ THESE RECEPTACLES SHALL BE IN ADDITION TO
RECEPTACLES REQUIRED FOR SPECIFIC EQUIPMENT. [CEC210.521
(1) GARAGES, IN EACH ATTACHED GARAGE AND IN EACH DETACHED GARAGE WITH
ELECTRICAL POWER. THE BRANCH CIRCUIT SUPPLYING THIS RECEPTACLE(S) SHALL NOT
SUPPLY OUTLETS OUTSIDE OF THE GARAGE, AT LEAST ONE RECEPTACLE OUTLET SHALL BE
INSTALLED FOR EACH CAR SPACE.
(2)ACCESSORY BUILDINGS. IN EACH ACCESSORY BUILDING WITH ELECTRIC POWER.
(3) BASEMENT. IN EACH SEPARATE UNFINISHED PORTION OF A BASEMENT .
D. LIGHTING [CEC 210.70]
1. SWITCHED LIGHTING SHALL BE INSTALLED IN:
- ALL HABITABLE ROOMS, BATHROOMS, HALLWAYS, AND STAIRWAYS AT EACH LEVEL ,
- GARAGES,
- AT ALL OUTDOOR ENTRANCES AND EXITS,
- IN ALL ATTICS, UNDER FLOOR AREAS, UTILITY ROOMS AND BASEMENTS USED FOR
STORAGE
- NEAR HVAC EQUIPMENT IN ATTIC, UNDER FLOOR AREAS, ROOMS OR BASEMENTS. WITH A
SWITCH AT THE ACCESS POINT.
2. LIGHTING INSTALLED IN A CLOSET SHALL BE A SURFACE MOUNTED OR RECESSED
FLUORESCENT FIXTURE OR A SURFACE MOUNTED INCANDESCENT FIXTURE WITH
COMPLETELY ENCLOSED LAMPS OR RECESSED INCANDESCENT FIXTURE WITH COMPLETELY
ENCLOSED LAMPS.
SURFACE INCANDESCENT LIGHTING SHALL BE INSTALLED A MINIMUM OF 12 IN. FROM THE
NEAREST POINT OF A STORAGE SPACE. SURFACE FLUORESCENT LIGHTING AND RECESSED
LIGHTING SHALL BE INSTALLED A MINIMUM OF 6 IN. FROM THE NEAREST POINT OF A
STORAGE SPACE. [CEC 410.16(C)]
E. FANS
EACH BATHROOM CONTAINING A BATHTUB, SHOWER, OR BATHTUB/SHOWER COMBINATION
SHALL BE MECHANICALLY VENTILATED FOR PURPOSES OF. HUMIDITY CONTROL IN
ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE AND THE CALIFORNIA GREEN
BUILDING STANDARDS CODE.
F. SMOKE ALARMS
IN NEW CONSTRUCTION, SMOKE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM
THE BUILDING WIRING. THE WIRING SHALL BE PERMANENT AND INSTALLED WITHOUT A
DISCONNECTING SWITCH OTHER THAN THOSE REQUIRED FOR OVERCURRENT PROTECTION
[CRC R314.4, CBC 907.2.10,5].
CLOTHES DRYER NOTES:
1. A MINIMUM OF 4" MOISTURE EXHAUST DUCT MUST BE PROVIDED [MC 504.4.2]
2. DRYER EXHAUST CANNOT EXCEED 14 FT WITH A MAX OF TWO 90 DEGREE ELBOWS LCMC
504.4.2.1]
3. A FLEXIBLE DUCT CANNOT EXTEND MORE THAN 6 FT. AND CANNOT BE CONCEALED [CMC
504.4.2.2]
PLUMBING NOTE:
PER SECTION 301.1.1 CALGREEN AND CIVIL CODE 1101.3(c), ALL NON- COMPLIANT PLUMBING FIXTURES
SHALL BE REPLACED WITH WATER-CONSERVING PLUMBING FIXTURES.
NOTE:
1. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH ARTIFICIAL LIGHT SOURCE LOCATED IN THE
IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY, CAPABLE OF ILLUMINATING TREADS AND
LANDINGS AT LEAST 1-FOOT CANDLE MEASURED AT THE CENTER OF TREADS AND, LANDINGS. (CRC
R303.7, CBC 1204.4).
BATHROOM NOTES:
1. THE WATER CLOSET SHALL HAVE A CLEARANCE OF 30 INCHES WIDE (15 INCHES ON CENTER) AND 24
INCHES IN FRONT. (CPC 402.5) WHERE THE WATER CLOSET (OR OTHER PLUMBING FIXTURE COMES
INTO CONTACT WITH THE WALL OR FLOOR, THE JOINT SHALL BE CAULKED AND SEALED TO BE
WATERTIGHT. (CPC 402.2)
2. SHOWER STALLS SHALL BE A MINIMUM FINISHED INTERIOR OF 1,024 SQUARE INCHES, BE CAPABLE
OF ENCOMPASSING A 30 INCH DIAMETER CIRCLE. ANY DOORS SHALL SWING OUT OF THE ENCLOSURE
HAVE A CLEAR OPENING OF 22 INCHES MINIMUM. (CPC 408.5, 408.6)
PLUMBING NOTE:
PER SECTION 301.1.1 CALGREEN AND CIVIL CODE 1101.3(c), ALL NON- COMPLIANT PLUMBING FIXTURES
SHALL BE REPLACED WITH WATER-CONSERVING PLUMBING FIXTURES.
NOTES:
9. Water Heating system (water heater) ˆ¢â‹â (Section 150.0(n))
a. Systems using gas or propane water heaters to serve individual dwelling units shall designate a space at least 2.5 feet by 2.5 feet wide and 7 feet tall
suitable for the future installation of a heat pump water heater (HPWH) by meeting either A or B listed under Section 150.0(n).
A. If the designated space is within 3 feet from the water heater:
i. A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper branch circuit,
within 3 feet from the water heater.
Heat pump space heater (furnace) ready: System using gas furnace to serve individual dwelling units shall include a dedicated 240 volt, minimum 30 amps
branch circuit wiring shall be installed within 3-ft from the furnace for a future heat pump space heater installation
Electric cooktop ready: System using gas to serve individual dwelling units shall include the following shall include a dedicated 240 volt, minimum 50 amps
circuit wiring shall be installed within 3-ft from the cooktop for a future electric cooktop installation.
- 1/4" = 1'-0"
1 PROPOSED ELECTRICAL PLAN
SCALE:
NO
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A2.3
PROPOSED ROOF PLAN
N&NC
12
4
5
EA
S
T
WA
L
N
U
T
ST
R
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E
T
,
ST
E
11
2
PA
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A
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A
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CA
91
1
0
6
attic
access
1
A 2 .5
1
A 2 .5
17
'
-
7
"
29
'
-
1
1
"
17
'
-
7
"
8'
-
2
"
4'
-
7
"
17
'
-
2
"
36'-1"10'
46'-1"
1'
1'
1'
1'
1'
2'-6"
1'
46'-1"
4:12
line of floor below
line of floor below
line of floor below
line of floor below
4:12
4:12
4:12
4:12
line of floor belowline of floor below
line of floor below
4:12
2
4:12
2
4:12
4:12
4:12 22
4:124:12
22ATTIC: 643 SQ.FT.
ATTIC: 643 SQ.FT.ATTIC: 643 SQ.FT.
ATTIC: 643 SQ.FT.
3
3
3
3
33
FI
R
E
RE
A
T
E
D
EA
V
E
FIRE REATED EAVE FIRE REATED EAVE
LEGEND:
ROOF SLOPE
EXISTING ROOF TO REMAIN
NEW ROOF
NEW ATTIC
KEYNOTES:
EXISTING ROOF TO REMAIN
NEW "A" CLASS ROOF
NEW O'HAGIN VENTS LOW PROFILE - "TAPERED" 98.5 SQ. IN NFVA
ATTIC VENTILATION NOTES:
VENT OPENINGS FOR ENCLOSED ATTICS, ENCLOSED EAVE SOFFIT SPACES, ENCLOSED
RAFTER SPACES, AND UNDERFLOOR VENTS SHALL RESIST BUILDING IGNITION FROM THE
INTRUSION OF BURNING EMBERS AND FLAME THROUGH THE VENT OPENINGS. VENT
OPENINGS SHALL COMPLY WITH ONE OF THE FOLLOWING :
A. LISTED VENT COMPLYING WITH ASTM E2886 OR
B. PROTECTED BY CORROSION RESISTANT, NONCOMBUSTIBLE WIRE MESH WITH MIN, 1/16"
AND MAX 1/8" OPENINGS. (706A.2; R337.6.2).
VENTS SHALL NOT BE INSTALLED ON UNDERSITE OF EAVES AND CORNICES UNLESS ONE OF
THE CONDITIONS SET FORTH IN SECTION 706A.3 OR R337.6.3 ARE MET.
ROOFING:
CLASS A
TYPE: COOL ROOF SHINGLES - CRRC# 0668-0055
MANUFACTURE: CERTAINTEED
COLOR: AGED CEDAR
SOLAR REFLECTANCE: 0.24 - 3-YEAR
THERMAL TRANSMITTANCE: 0.90 - 3-YEAR
SRI: 24 - 3-YEAR RATING
CLASS A ROOFING
ICC/ESR - 1389
UL 790 (CLASS A FIRE RESISTANCE)
MINIMUM SLOPE: 2:12
ROOF VENTILATION CALC:
ATTIC AREA 1 - 643 SQ. FT.
1/150 CALCULATION:
643 / 150 = 4,3
4,3 SQ. FT. REQUIRED
5 SQ. FT. PROVIDED SEE PLAN FOR VENT LOCATION
1 VENT X 4,43 SQ.FT.
FIRE DEPARTMENT NOTES:
1. ROOF VALLEY FLASHING SHALL BE NOT LESS THAN 0.019-INCH. (No. 26 GALVANIZED SHEET
GAGE) CORROSION-RESISTANT METAL INSTALLED OVER A MINIMUM 36-INCH WIDE
UNDERLAYMENT CONSISTING OF ONE LAYER OF No. 72 ASTM CAP SHEET MEETING RUNNING
THE FULL LENGTH OF THE VALLEY. (R327.5.3 AND CBC 705A.3)
SEE DETAIL 7 ON SHEET A3.1 FOR FIRE RATED EAVE DETAIL
- 1/4" = 1'-0"
1 PROPOSED ROOF PLAN
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A2.4
PROPOSED EXTERIOR
ELEVATIONS
N&NC
12
4
5
EA
S
T
WA
L
N
U
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ST
R
E
E
T
,
ST
E
11
2
PA
S
A
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A
,
CA
91
1
0
6
W 3
W 4
W 5
D 1
D 2
W 1 W 2
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
13
'
-
1
"
1'
8'
4'
-
1
"
12
'
-
1
1
"
1'-1"
3'
-
5
"
3'
-
5
"
1'-2"
3'
-
4
"
3'
-
4
"
2'
-
1
0
"
3'
-
1
0
"
2'-10"
2'
-
1
0
"
3'
-
1
0
"
2'-10"
(E)WINDOW TO REMAIN(E)STUCCO TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)ROOF TO REMAIN
(E)STUCCO TO REMAIN
(E)STUCCO TO REMAIN
(E)STUCCO TO REMAIN
(E)WINDOW TO REMAIN(E)WINDOW TO REMAIN
(E)WINDOW TO REMAIN(E)WINDOW TO REMAIN
(E)WINDOW TO REMAIN(E)WINDOW TO REMAIN (E)WINDOW TO REMAIN
(E)DOOR TO REMAIN
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW WINDOW
(max 44" sill height)
(N) NEW WINDOW (N) NEW DOOR (N) NEW WINDOW(N)STUCCO TO
MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW DOOR
(N)STUCCO TO
MATCH EXISTING(N) NEW WINDOW (N) NEW WINDOW
(N)STUCCO TO
MATCH EXISTING
(N)STUCCO TO
MATCH EXISTING
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-6"
CEILING HEIGHT
EL.=+9'-0"
124
124
124 12 4
12 4
12 4
12 4
12 1/4
12 4124
124 12 4
12 4124
124 12 4
1/4" = 1'-0"
1 PROPOSED FRONT ELEVATION
SCALE:-
GENERAL NOTES:
ANY ADDITION OR CHANGES MADE TO THE APPROVED EXTERIOR ELEVATION DESIGN
EITHER ON THE DRAWINGS OR DURING CONSTRUCTION WILL REQUIRE PLANNING
DIVISION AND BUILDING DIVISION REVIEW AND APPROVAL AND MAY RESULT IN A
DELAY OF THE PROJECT OR THE REMOVAL OF NON-APPROVED WORK.
1/4" = 1'-0"
2 PROPOSED LEFT ELEVATION
SCALE:-
1/4" = 1'-0"
3 PROPOSED BACK ELEVATION
SCALE:-
1/4" = 1'-0"
4 PROPOSED RIGHT ELEVATION
SCALE:-
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A2.5
PROPOSED SECTION;
WINDOW AND DOOR
SCHEDULE
N&NC
12
4
5
EA
S
T
WA
L
N
U
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ST
R
E
E
T
,
ST
E
11
2
PA
S
A
D
E
N
A
,
CA
91
1
0
6
1'
8'
4'
-
1
"
12
'
-
1
1
"
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
(N) NEW "A" CLASS ROOF
TO MATCH EXISTING
FIRST FLOOR HEIGHT
EL.=+1'-0"
RIDGE HEIGHT
EL.=+13'-1"
CEILING HEIGHT
EL.=+9'-0"
12 4124
124 12 4
(N) ADU BATHROOM
(N)
ATTIC
(N) ADU LIVING (N) ADU KITCHEN
(N)2"X4" DOUBLE
TOP PLATE
(N)STUCCO
(N)R15 INSULATION
(N)GYPSUM BOARD
(N)2"X4" DOUBLE
TOP PLATE
(N)STUCCO
(N)R15 INSULATION
(N)GYPSUM BOARD
(N)R38 INSULATION
(N)RAISED FOUNDATION
W/ R-19 INSULATION
(N) FOUNDATION(N) FOUNDATION
(N)R38 INSULATION
(N)RAISED FOUNDATION
W/ R-19 INSULATION
(N)RAISED FOUNDATION
W/ R-19 INSULATION
WINDOW SCHEDULE
MARK TO ROOM :NAME WIDTH HEIGHT HEAD HEIGHT FAMILY SWING
W1 (N) ADU BEDROOM 2'-6"4'-0"8'-0"Window -Single-Hung
W2
SHGC
0,23
U-FACTOR
0,3UP
NOTES
0,23 0,38'-0"
W3 0,23 0,34'-0"3'-4"8'-0"Window -Double-Sliding LEFT
W4 (N) ADU BATHROOM 0,23 0,31'-6"8'-0"Window -LEFT
W5 0,23 0,33'-0"8'-0"Window -Double-Sliding LEFT
(N) ADU BEDROOM 2'-6"4'-0"8'-0"Window -Single-Hung UP
(N) ADU BEDROOM
4'-0"Double-Sliding
(N) ADU KITCHEN 3'-0"
W 1 W 2 W 3
W 4
W 5
D 1 D 2 D 3 D 5 D 6D4
6'-8"
6'
6'-8"
3'
3'-8"
3'
3'4'
5'-2"
1'-6"
4'
3'-4"
3'-4"
2'-6"
2'-8"
4'
2'-6"
2'-8"
4'
2'-11
"
1'-9"
10'4'-6"3'
6'-8"
6'-8"
6'-8"
3'
6'-8"
DOOR SCHEDULE
MARK FUNCTION WIDTH HEIGHT FAMILY SWING
D1 EXTERIOR 3'-0"6'-8"DOOR-EXTERIOR-HINGED RIGHT
TO ROOM: NAME
(N) ADU LIVING
NOTES
D2 EXTERIOR 6'-0"DOOR-EXTERIOR-SLIDER LEFT(N) ADU KITCHEN
1/4" = 1'-0"
1 1-1 SECTION
SCALE:-
GENERAL NOTES:
ANY ADDITION OR CHANGES MADE TO THE APPROVED EXTERIOR ELEVATION DESIGN
EITHER ON THE DRAWINGS OR DURING CONSTRUCTION WILL REQUIRE PLANNING
DIVISION AND BUILDING DIVISION REVIEW AND APPROVAL AND MAY RESULT IN A
DELAY OF THE PROJECT OR THE REMOVAL OF NON-APPROVED WORK.
GLAZING NOTES:
GLAZING IN THE FOLLOWING LOCATIONS SHALL BE SAFETY GLAZING CONFORMING TO THE
HUMAN IMPACT LOADS OF SECTION R308.5 (SEE EXCEPTIONS) (R308.4)
A. FIXED AND OPERABLE PANELS OF SWINGING , SLIDING AND BI-FOLD DOOR ASSEMBLIES.
B. GLAZING IN AN INDIVIDUAL FIXED OPERABLE PANEL ADUACENT TO A DOOR WHERE THE
NEAREST VERTICAL EDGE IS WITHIN 24-INCH ARC OF EITHER VERTICAL EDGE OF THE
FLOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE IS LESS THAN 60 INCHES ABOVE
FLOOR OF WALING SURFACE.
C. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE
FOLLOWING CONDITIONS:
ili. EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET.
iiv. BOTTOM EDGE LESS THAN 18 INCHES ABOVE THE FLOOR.
v. TOP EDGE GREATER THAN 36 INCHES ABOVE THE FLOOR.
vi. ONE OR MORE WALKING SURFACES WITHIN 36 INCHES HORIZONTALLY OF THE GLAZING
D. GLAZING IN GUARDS AND RAILINGS.
E. GLAZING IN ENCLOSURES FOR OR WALLS FACING HOT TUBS, WHIRLPOOLS, SAUNAS,
STEAM ROOMS, BATHTUBS AND SHOWERS WHERE THE BOTTOM EDGE
AS THE GLAZING IS LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING
FOR WALKING SURFACE.
F. GLAZING IN WALLS AND FENCES ADJACENT TO INDOOR AND OUTDOOR SWIMMING
POOLS, HOT TUBS AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60
INCHES ABOVE A WALKING SURFACE AND WITHIN SO INCHES, MEASURED HORIZONTALLY
AND IN STRAIGHT LINE OF THE WATER'S EDGE.
G. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36
INCHES ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS,
LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS
H. GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE
GLAZING IS LESS THAN 36 INCHES ABOVE THE LANDING AND WITHIN
60 INCH HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING
(R304.2).
I. SKYLIGHTS AND SLOPED GLAZING SHALL COMPLY WITH SECTION R308.6
NOTES:
THE NERC TEMPORARY LABEL DISPLAYED ON WINDOWS AND SKYLIGHTS (INCL. TUBULAR)
MUST REMAIN ON THE UNIT UNTIL FINAL INSPECTION HAS BEEN COMPLETED
1. ALL GLAZING TO BE LOW-E DUAL GLAZED GLASS - EXTERIOR FLOOR TO CEILING
WINDOWS AND DOORS TO BE TEMPERED
2. WINDOWS LOCATED IN SHOWERS SHALL BE TEMPERED AND SPECIFIED FOR USE IN
SHOWER (WET RATED). CONTRACTOR TO INSTALL SHOWER WATERPROOFING MEMBRANE
OVER WINDOW JAMB AND CAULK COMPLETELY AROUND WINDOW/TILE JOINT
3. ALL NEW METAL FINISH TO MATCH EXISTING
4. ALL NEW WINDOWS TO MATCH WINDOW CONFIGURATION AND GLAZING COLOR
5. EXTERIOR WINDOWS AND DOORS SHALL HAVE A U-FACTOR OF 0.23 AND AN SHGC OF 0.3
6. DOOR AND WINDOW OPENINGS ON EAST AND WEST EXTERIOR WALLS MUST BE WITH 3/4-
HOUR FIRE ASSEMBLIES.
2640SH 2640SH 4034LS 4016LS 3030LS 3068 6068
TEMPERED
TEMPERED
D3 INTERIOR 3'-0"DOOR-INTERIOR-HINGED RIGHT(N) ADU BATHROOM
D4 INTERIOR 3'-0"DOOR-INTERIOR-HINGED LEFT(N) ADU BEDROOM
D5 INTERIOR 4'-6"DOOR-INTERIOR-HINGED
RIGHT
(N) ADU LAUNDRY
D6 INTERIOR 10'-0"DOOR-INTERIOR-SLIDER(N) ADU CLOSET
6'-8"
6'-8"
6'-8"
6'-8"
6'-8"
3068 4668 100683068
TEMPERED
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
A 3 .1
ARCHITECTURAL DETAILS
N&NC
12
4
5
EA
S
T
W
A
L
N
U
T
S
T
R
E
E
T
,
ST
E
11
2
PA
S
A
D
E
N
A
,
CA
91
1
0
6
WRAP TYVEK‚ INTO
OPENING & TAPE TO
SILL (ESP. @ CORNERS)
USING TYVEK“FLEXWRAP‘
INSTALL TYVEK“FLEXWRAP‘
AROUND PERIMETER OF OPENING
*SEAL ALL TYVEK‚ JOINTS AND PENETRATIONS WITH APPROVED TAPE.
(ex. DUPONT CONTRACTOR TAPE).
*FASTEN TYVEK‚ TO SHEATHING WITH LARGE HEAD NAILS
OR USE NAILS WITH LARGE PLASTIC WASHER HEADS. (ex. DUPONT WRAPCAPS)
*LOCAL LAWS, ZONING, AND BUILDING CODES VARY AND
THEREFORE GOVERNS OVER MATERIAL SELECTION AND DETAILING SHOWN BELOW.
MINIMALLY EXPANDING
POLYURETHANE FOAM OR
APPROVED CAULK
(AROUND WINDOW RSO)
LAP & TAPE TYVEK‚
AT JOINTS (UPPER SHEET
OVER LOWER SHEET)
WINDOW SILL DETAIL
RESIDENTIAL WOOD FRAME STRUCTURE w/ WOOD SIDING
GENERAL NOTES
WINDOW WITH
INTEGRAL MOUNTING
FLANGE
TYPICAL WALL
STUCCO
WOOD FURRING
TYVEKâ HOMEWRAPâ
7/16" PLYWOOD SHEATHING
2"x WOOD STUDS
w/ R-15 BATT INSULATION
1/2" GYPSUM BOARD
CAULKING
FASTEN TYVEK“FLEXWRAP‘
CORNER USING MECHANICAL
FASTENER
*SEAL ALL TYVEK‚ JOINTS AND PENETRATIONS WITH APPROVED TAPE.
(ex. DUPONT CONTRACTOR TAPE).
*FASTEN TYVEK‚ TO SHEATHING WITH LARGE HEAD NAILS
OR USE NAILS WITH LARGE PLASTIC WASHER HEADS. (ex. DUPONT WRAPCAPS)
*LOCAL LAWS, ZONING, AND BUILDING CODES VARY AND
THEREFORE GOVERNS OVER MATERIAL SELECTION AND DETAILING SHOWN BELOW.
GENERAL NOTES
RESIDENTIAL WOOD FRAME STRUCTURE w/ WOOD SIDING (COOLING CLIMATE)
WINDOW HEAD DETAIL
MINIMALLY EXPANDING
POLYURETHANE FOAM OR
APPROVED CAULK
(AROUND WINDOW RSO)
WINDOW WITH
INTEGRAL MOUNTING
FLANGE
INSTALL TYVEK‚ FLEXWRAP‘
OVER MOUNTING FLANGE. LAP
TYVEK‚ & TAPE JOINTS.
TYPICAL WALL
STUCCO
WOOD FURRING
TYVEKâ HOMEWRAPâ
7/16" PLYWOOD SHEATHING
2"x WOOD STUDS
w/ R-15 BATT INSULATION
1/2" GYPSUM BOARD
GENERAL NOTES
BASE OF WALL DETAIL
*SEAL ALL TYVEK‚ JOINTS AND PENETRATIONS WITH APPROVED TAPE. (ex. DUPONT CONTRACTOR TAPE).
*FASTEN TYVEK‚ TO SHEATHING WITH LARGE HEAD NAILS OR USE NAILS WITH LARGE PLASTIC WASHER HEADS. (ex. DUPONT WRAPCAPS)
* FILL THE GAP BETWEEN THE SILL PLATE AND FOUNDATION WALL / CONCRETE WITH MOISTURE-RESISTANT SILL GASKET
* FOUNDATION STEM WALL SHALL BE MIN 8" ABOVE GRADE LEVELS OR AT LEAST AS HIGH AS THE ADJOINING SLABS OR 4-IN. CONCRETE
BARRIER SET OFF SHALL BE INSTALLED.
RESIDENTIAL WOOD FRAME STRUCTURE w/ WOOD SIDING
TYPICAL WALL
STUCCO
TYVEK‚ HOMEWRAP‚
7/16" PLYWOOD SHEATHING
2"x WOOD STUDS
w/ R-15 BATT INSULATION
1/2" GYPSUM BOARD
CAULK TYVEK‚TO METAL FLASHING
& CAULK METAL FLASHING TO
CONCRETE & SECURE
w/ STARTER STRIP
5.5" WEEP SCREED
SEAL GASKET - TYPICAL SEAL FOR
CONCRETE TO VIRGIN WOOD
ANCHOR BOLT
6"
MI
N
GRAVEL
MI
N
8"
CAULK TYVEK‚TO METAL FLASHING
& CAULK METAL FLASHING TO
CONCRETE & SECURE
w/ STARTER STRIP
5.5" WEEP SCREED - SEE DET. #2
SEAL GASKET - TYPICAL SEAL FOR
CONCRETE TO VIRGIN WOOD
ANCHOR BOLT
2"
MI
N
GRAVEL
BVS FIBER EXPANSION
JOINT BOARD, TYPICAL
SIDEWALK 2%
SLOPE FOR DRAINAGE
ROOF UNDERLAYMENT
1/2" ROOF SHEATHING ASPHALT SHINGLES
(SLOPE 4/12)
TYPICAL WALL
STUCCO
TYVEK HOMEWRAP
7/16" PLYWOOD SHEATHING
2"x4" WOOD STUDS
w/ R-15 BATT INSULATION
1/2" GYPSUM BOARD
RAFTERS PER PLAN
PLUG
VULCAN VENT OPENING
INSTALL 1/2" PLYWOOD W/
2-LAYERS OF TYPE-X GYP.
BOARD AT EAVES WITHIN 24"
OF PROPERTY LINE
DRIP EDGE
BIRD STOP
CEILING JOIST PER STRUCTURAL PLAN
ROOF DETAIL
SCALE NTS4
5 76
3 " = 1 '-0 "
TYPICAL WALL - R-15 INSULATION
SCALE :
TYPICAL WALL
STUCCO
TYVEKâ HOMEWRAPâ
7/16" PLYWOOD SHEATHING
2"x4" WOOD STUDS
w/ R-13 BATT INSULATION
1/2" GYPSUM BOARD
-
2
1 -HOUR FIRE AND SOUND RATED WALL
SCALE:NTS-
1
-NTS
3 TYPICAL GUTTER DETAIL
SCALE :
minimum No.26
galvanized sheet gage
WHERE APPLICABLE
RESPONSIBLE DESIGNER
GSPublisherVersion 0.0.100.100
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A
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sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
AS 1 .0
EXISTING ARCHITECTURAL
SITE PLAN
N&NC
12
4
5
EA
S
T
W
A
L
N
U
T
S
T
R
E
E
T
,
ST
E
11
2
PA
S
A
D
E
N
A
,
CA
91
1
0
6
47
'
-
7
"
9'
-
1
0
"
18
'
-
3
"
6'
-
1
0
"
4'-2"11'-6"3'11'-1"4'-6"12'-5"18'-8"3'19'-7"
4'-2"11'-6"3'11'-1"4'-6"34'-1"19'-7"
19
'
-
1
"
30
'
-
3
"
6'
-
6
"
11
'
-
9
"
7'
-
3
"
7'
-
8
"
19
'
-
1
"
30
'
-
3
"
18
'
-
3
"
7'
-
3
"
7'
-
8
"
3'-8"
11'-6"3'11'-1"4'-6"
3"
13'-9"20'-1"20'-2"
3'-8"
11'-6"3'11'-1"4'-6"34'-1"20'-2"
19
'
-
2
"
30
'
-
3
"
6'
-
6
"
26
'
-
6
"
34'14'20'-1"19'-11"
3"
13'-9"
19
'
-
7
"
10
'
-
5
"
4'
-
8
"
15
'
-
2
"
6'
-
6
"
26
'
-
2
"
47
'
-
6
"
20
'
-
9
"
14
'
-
3
"
57
'
-
4
"
18
'
-
3
"
6'
-
1
0
"
11'-6"3'11'-1"4'-6"
PERGOLA
TO BE
REMOVED
SHED
TO BE
REMOVED
UNPERMITTED
COVER
PERGOLA
PORCH
EXISTING 1-STORY
SINGLE FAMILY
RESIDENCE
NO SPRIKLERED
(E)
FE
N
C
E
(E) FENCE(E) FENCE(E) FENCE(E) FENCE
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
PL
82
.5'
W
C
A
M
I
L
L
E
S
T
5%
SL
O
P
E
5%
SL
O
P
E
5%
SL
O
P
E
5%
SL
O
P
E
5% SLOPE
5% SLOPE
5% SLOPE
2% SLOPE
2%
SL
O
P
E
2%
SL
O
P
E
2%
SL
O
P
E
2%
SL
O
P
E
2% SLOPE
W
WA
T
K
I
N
S
W
A
Y
S SAFFORD ST
2%
SL
O
P
E
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE 2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
PL
82
.5'
PL 88'
PL 88'
10
'
WI
D
E
EA
S
E
M
E
N
T
FO
R
P
I
P
E
L
I
N
E
S
1' WIDE EASEMENT
SITE INFORMATION:
GENERAL NOTES:
1. NO BASEMENT ON LOT
2. LANDSCAPING IS EXISTING TO REMAIN UNLESS OTHERWISE NOTED ON THE SITE PLAN
3. ALL TREES ARE EXISTING TO REMAIN
LANDSCAPING NOTES:
1. EXISTING LANDSCAPING AND IRRIGATION CONTROLLER TO REMAIN
DRAINAGE NOTES:
1. PROVISIONS SHALL BE MADE FOR CONTRIBUTORY DRAINAGE AT ALL TIMES
2. OWNER WILL MAINTAIN DRAINAGE DEVICES AND KEEP FREE OF DEBRIS.
3. AN EXCAVATION / ENCROACHMENT PERMIT IS REQUIRED FOR CONSTRUCTION AND/OR
DISCHARGE OF DRAINAGE WITHIN PUBLIC ROAD R/W.
4. NO WORK IS ALLOWED WITHIN THE PROTECTED ZONE LOF TREES WITHOUT A TREE
REPORT AND PERMIT
5. FINISHED FLOOR TO BE 8 INCHES ABOVE FINISHED GRADE
6. LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS.
THE GRADE SHALL FALL A MINIMUM OF 6" WITHIN THE FIRST 10FT (5% SLOPE). WHERE LOT
LINES WALLS, SLOPES OR OTHER PHYSICAL BARRIER PROHIBITS 6" FALL WITHIN 10 FT,
DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE
STRUCTURE. [CRC R401.3, CBC 1804.4]
7. IMPERVIOUS SURFACES WITHIN 10 FT OF THE BUILDING FOUNDATION SHALL BE SLOPED A
MINIMUM OF 2% AWAY FROM THE BUILDING . [CRC R401.3 EXCEPTION, CBC 1804.4]
LEGEND:
(E) SFR
CONCRETE
LANDSCAPE
SHED
PERGOLA
PORCH
COVER PERGOLA
(E) TREE
SITE INFORMATION:
APN 0108-013-039
ADDRESS: 4703 W MCFADDEN AVE, UNIT C,
SANTA ANA , CA
92704
LEGAL DESCRIPTION : TRACT NO. 10558, M.B. 448
- 24/25
LOT AREA: 7260
OCCUPANCY GROUP : R-3
CONSTRUCTION TYPE: V-B
FIRE SPRINKLERS: NO
EXISTING HOUSE AREA: 868 SQUARE FEET
EXISTING COVERED PORCH: 66 SQUARE FEET
EXISITING LOT COVERAGE: 934 SQ. FT. OR 12.8%
PROPOSED ATTACHED ADU: 680 SQ. FT.
PROPOSED LOT COVERAGE: 1614 SQ. FT. OR
22.2%
- 1 /8 " = 1 '-0 "
1 EXISTING ARCHITECTURAL SITE PLAN
SCALE :
NO
R
T
H
RESPONSIBLE DESIGNER
GSPublisherVersion 0.0.100.100
4
7
1
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&
4
7
1
7
W
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9
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O
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W
A
D
U
sheet title:
sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
JT
AS 1 .1
PROPOSED
ARCHITECTURAL SITE
PLAN
N&NC
12
4
5
EA
S
T
W
A
L
N
U
T
S
T
R
E
E
T
,
ST
E
11
2
PA
S
A
D
E
N
A
,
CA
91
1
0
6
4'
-
8
"
77
'
-
1
0
"
34'-3"34'-1"19'-7"
34'-3"34'-1"19'-7"
4'
15
'
-
7
"
29
'
-
1
1
"
33
'
-
2
"
4'
45
'
-
6
"
33
'
-
2
"
33'-9"
3"
54'
33'-9"34'-1"20'-2"
4'
15
'
-
7
"
29
'
-
1
1
"
33
'
34'14'
3"
13'-9"
4'
-
4
"
15
'
-
7
"
10
'
-
1
"
4'
-
8
"
15
'
-
2
"
32
'
-
8
"
82
'
-
6
"
82
'
-
6
"
10'10'
34'-2"34'-1"19'-10"
4'
1'
-
1
"
9'-1"
3'
-
1
"
PORCH:
66 SQ.FT.
(E)SFR:
868 SQ.FT.
(E)
FE
N
C
E
(E)FENCE(E)FENCE(E)FENCE(E)FENCE
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)
FE
N
C
E
(E)CONCRETE
(E)CONCRETE
(E)CONCRETE
(E)LANDSCAPE
(E)LANDSCAPE
(E)LANDSCAPE
(E)LANDSCAPE
(E)LANDSCAPE
(E)LANDSCAPE
PL
82
.5'
W
C
A
M
I
L
L
E
S
T
5%
SL
O
P
E
5%
SL
O
P
E
5%
SL
O
P
E
5% SLOPE
5% SLOPE
5% SLOPE
2% SLOPE
2%
SL
O
P
E
2%
SL
O
P
E
2%
SL
O
P
E
2%
SL
O
P
E
2% SLOPE
W
WA
T
K
I
N
S
W
A
Y
S SAFFORD ST
2%
SL
O
P
E
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
PL
82
.5'
PL 88'
PL 88'
NEW ADU
4715
680 SQ.FT.
10
'
WI
D
E
EA
S
E
M
E
N
T
FO
R
P
I
P
E
L
I
N
E
S
SETBACK
WH
HEAT PUMP
1' WIDE EASEMENT
TANKLESS HEAT PUMP
WATER HEATER
5%
SL
O
P
E
SITE INFORMATION:
GENERAL NOTES:
1.NO BASEMENT ON LOT
2.LANDSCAPING IS EXISTING TO REMAIN UNLESS OTHERWISE NOTED ON THE SITE PLAN
3.ALL TREES ARE EXISTING TO REMAIN
LANDSCAPING NOTES:
1.EXISTING LANDSCAPING AND IRRIGATION CONTROLLER TO REMAIN
DRAINAGE NOTES:
1.PROVISIONS SHALL BE MADE FOR CONTRIBUTORY DRAINAGE AT ALL TIMES
2.OWNER WILL MAINTAIN DRAINAGE DEVICES AND KEEP FREE OF DEBRIS.
3.AN EXCAVATION / ENCROACHMENT PERMIT IS REQUIRED FOR CONSTRUCTION AND/OR
DISCHARGE OF DRAINAGE WITHIN PUBLIC ROAD R/W.
4.NO WORK IS ALLOWED WITHIN THE PROTECTED ZONE LOF TREES WITHOUT A TREE
REPORT AND PERMIT
5.FINISHED FLOOR TO BE 8 INCHES ABOVE FINISHED GRADE
6.LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS.
THE GRADE SHALL FALL A MINIMUM OF 6" WITHIN THE FIRST 10FT (5% SLOPE). WHERE LOT
LINES WALLS, SLOPES OR OTHER PHYSICAL BARRIER PROHIBITS 6" FALL WITHIN 10 FT,
DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE
STRUCTURE. [CRC R401.3, CBC 1804.4]
7.IMPERVIOUS SURFACES WITHIN 10 FT OF THE BUILDING FOUNDATION SHALL BE SLOPED A
MINIMUM OF 2% AWAY FROM THE BUILDING . [CRC R401.3 EXCEPTION, CBC 1804.4]
LEGEND:
(N)ADU
CONCRETE
LANDSCAPE
SHED
PERGOLA
PORCH
(N)NEW ADDITION
(E)TREE
SITE INFORMATION:
APN 0108-013-039
ADDRESS: 4703 W MCFADDEN AVE, UNIT C,
SANTA ANA , CA
92704
LEGAL DESCRIPTION : TRACT NO. 10558, M.B. 448
-24/25
LOT AREA: 7260
OCCUPANCY GROUP : R-3
CONSTRUCTION TYPE: V-B
FIRE SPRINKLERS: NO
EXISTING HOUSE AREA: 868 SQUARE FEET
EXISTING COVERED PORCH: 66 SQUARE FEET
EXISITING LOT COVERAGE: 934 SQ. FT. OR 12.8%
PROPOSED ATTACHED ADU: 680 SQ. FT.
PROPOSED LOT COVERAGE: 1614 SQ. FT. OR
22.2%
ALL NEW UTILITIES WILL BE UNDERGROUND PER SAMC
SECTION 41-626
-1 /8 " = 1 '-0 "
1 PROPOSED ARCHITECTURAL SITE PLAN
SCALE :
NO
R
T
H
Not in use
D
II
1.32900
0.47400
1.06300
0.53700
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
STRUCTURAL - GENERAL NOTES
GENERAL REQUIREMENTS
GOVERNING CODE: THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE “CALIFORNIA
BUILDING CODE (CBC)”, 2022 EDITION, HEREAFTER REFERRED TO AS THE CBC, AS ADOPTED AND MODIFIED BY
THE COUNTY OF LOS ANGELES, UNDERSTOOD TO BE THE AUTHORITY HAVING JURISDICTION (AHJ).
REFERENCE STANDARDS: REFER TO CHAPTER 35 OF 2022 CBC. WHERE OTHER STANDINGS ARE NOTED IN THE
DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED.
REFERENCE TO A SPECIFIC SECTION IN CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE
WITH THE ENTIRE STANDARD.
DEFINITIONS: THE FOLLOWING DEFINITIONS COVER THE MEANINGS OF CERTAIN TERMS USED IN THESE
NOTES:
·“ARCHITECT/ENGINEER” - THE ARCHITECT OF RECORD AND THE STRUCTURAL/CIVIL ENGINEER OF
RECORD.
·“STRUCTURAL/CIVIL ENGINEER OF RECORD” (SER) OR (EOR) - THE STRUCTURAL/CIVIL ENGINEER WHO IS
LICENSED TO STAMP & SIGN THE STRUCTURAL DOCUMENTS FOR THE PROJECT. THE SER IS
RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.
·“SUBMIT FOR REVIEW” - SUBMIT TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION OR
CONSTRUCTION.
·“PER PLAN” - INDICATED REFERENCES TO THE STRUCTURAL PLANS, ELEVATIONS AND STRUCTURAL
GENERAL NOTES.
·“ENGINEER OF RECORD”(EOR) - A PROFESSIONAL ENGINEER (PE OR SE), LICENSED IN THE STATE WHERE
THE PROJECT IS LOCATED, (TYPICALLY THE SER). DOCUMENTS STAMPED AND SIGNED BY THE EOR
SHALL BE COMPLETED BY OR UNDER THE DIRECT SUPERVISION OF THE EOR.
·“BIDDER-DESIGNED” - COMPONENTS OF THE STRUCTURE THAT REQUIRE THE GENERA; CONTRACTOR,
SUBCONTRACTOR, OR SUPPLIER WHO IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND
INSTALLATION OF SPECIALTY-ENGINEERED ELEMENTS IDENTIFIED IN THE CONTRACT DOCUMENTS TO
RETAIN THE SERVICES OF AN SSE. SUBMITTALS OF “BIDDER-DESIGNED” ELEMENTS SHALL BE STAMPED
AND SIGNED BY THE SSE.
SPECIFICATIONS: REFER TO THE PROJECT SPECIFICATIONS ISSUED AS PART OF THE CONTRACT DOCUMENTS
FOR INFORMATION SUPPLEMENTAL TO THESE DRAWINGS
OTHER DRAWINGS: REFER TO THE ARCHITECTURAL, MECHANICAL. ELECTRICAL, CIVIL, AND PLUMBING
DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS,
SLOPES, DOOR AND WINDOW OPENINGS, NON-BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING,
RAILINGS, ELEVATORS, CURBS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NON-STRUCTURAL
ITEMS.
STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND
EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. USE ENTIRE DETAIL
SHEETS AND SPECIFIC DETAILS REFERENCED IN THE PLANS AS “TYPICAL” WHEREVER THEY APPLY.
SIMILARLY, USE DETAILS ON ENTIRE SHEETS WITH “TYPICAL' IN THE SAME NAME WHEREVER THEY APPLY.
STRUCTURAL RESPONSIBILITIES: THE STRUCTURAL/CIVIL ENGINEER IS RESPONSIBLE FOR THEIR STRENGTH
AND STABILITY OF THE PRIMARY STRUCTURE IN ITS COMPLETED FORM.
COORDINATION: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE
WORK; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING
FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND
SECURE MANNER.
PRE-CONSTRUCTION MEETINGS: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING PRE-CONSTRUCTION
MEETINGS PRIOR TO COMMENCING WORK. PRE-CON MEETINGS, SCHEDULED APPROXIMATELY TWO WEEKS
PRIOR FROM THE START OF THE RELEVANT WORK, ARE REQUIRED FOR THE FOLLOWING PHASES OF
CONSTRUCTION: POST-TENSIONED SLABS, STRUCTURAL STEEL AND CONCRETE. ATTENDEES FOR
PRE-CONSTRUCTION MEETING ARE TO INCLUDE CONTRACTOR, RELEVANT SUBCONTRACTORS,
FABRICATORS, INSPECTORS, ARCHITECT/ENGINEER, AND REPRESENTATIVE OF THE AUTHORITY HAVING
JURISDICTION WHERE REQUIRED. MEETING AGENDAS ARE TO INCLUDE REVIEW OF THE WORK SCOPE,
PROJECT SCHEDULE RELEVANT TO THE WORK, CONTACT INFORMATION OF RESPONSIBLE PARTIES,
INSPECTION POINTS, REVIEW OF MATERIALS AD ANY SPECIAL CASES OR ISSUES, PROCEDURES FOR
CLARIFICATIONS IF REQUIRED, TESTING AND ACCEPTANCE, ETC.
MEANS, METHODS AND SAFETY REQUIREMENTS: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND
METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH
(DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). CONTRACTOR IS RESPONSIBLE TO ADHERE TO
OSHA REGULATIONS. BOLTING AND FIELD WELDING AT ALL MEMBER CONNECTIONS IS TO BE COMPLETED
PRIOR TO THE RELEASE OF THE MEMBER FROM THE HOISTING MECHANISM UNLESS REVIEWED AND
APPROVED BY THE GENERAL CONTRACTOR'S TEMPORARY BRACING AND SHORING DESIGN ENGINEER.
BRACING/SHORING DESIGN ENGINEER: THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY AN SSE, A
REGISTERED PROFESSIONAL ENGINEER FOR THE DESIGN OF ANY TEMPORARY BRACING AND SHORING.
TEMPORARY SHORING, BRACING: THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF
THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE SHORING, BRACING AND OTHER ELEMENTS
REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE
REQUIREMENTS FOR EXECUTING IT PROPERLY.
CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN
LOADS AS NOTED IN THE DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED
CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING.
CHANGES IN LOADING: THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY
ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT
DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS
(ARCHITECTURAL/STRUCTURAL/MECHANICAL/ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE
DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LEADS IN EXCESS OF
400 POUNDS. PROVIDE MARKED-UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR
LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION.
NOTE PRIORITIES: PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS
AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.
DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS,
PLANS/DETAILS OR REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL
GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE
PROCEEDING WITH THE WORK. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE
CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF
COMPLETING WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A
DECISION FROM THE ARCHITECT AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT BETWEEN THE
CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE.
SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.
CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION
OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND
UTILITIES PRIOR TO EARTHWORK FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION
SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE.
ALTERNATES: ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY
BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION (PROPER TEST REPORT, ETC.) TO THE
ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE
TECHNICAL DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENTS OF MATERIALS
SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO
REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER.
MAIN WIND FORCE RESISTING SYSTEM
Ultimate Design Wind Speed, VULT (MPH)
Exposure Category
Internal Pressure Coefficient
Topographic Factor
Wind Analysis Procedure Used:
COMPONENT & CLADDING PRESSURES FOR DESIGN
Wall Cladding, Typical Zone
Wall Cladding, Edge Zone within 20 ft. of corners
Roof Cladding, Middle Zone
Roof Cladding, Edge Zone within 20 ft. of edge
Roof Cladding, Corner Zone within 20 ft. of corners
Cpi =
Kzt =
DESIGN CRITERIA
Risk Category of Building per 2022 CBC Table 1604.5 =
Site Classification per CBC 1613.3.2 & ASCE 7-16, CH. 20
Site Class =
Seismic Design Category:
Seismic Importance Factor per ASCE 7-16 Table 1.5-2
Spectral Response Acceleration (Short Period)
Spectral Response Acceleration (1-Second Period)
Spectral Design Response Coefficient (Short Period)
Spectral Design Response Coefficient (1-Second Period)
SDC =
IE =
SS =
S1 =
SDS =
SD1 =
SEISMIC FORCE RESISTING SYSTEMS:
Light-frame (wood) sheathed with wood structural panels
rated for shear resistance (Wood Shearwalls)
Response Modification Factor
System Overstrength Factor
Deflection Amplification Factor
Seismic Response Coefficient
Redundancy Factor
R =
Ω =
Cd =
Cs =
ρ =
Special Reinforced Concrete Shearwalls
R =
Ω =
Cd =
Cs =
ρ =
Response Modification Factor
System Overstrength Factor
Deflection Amplification Factor
Seismic Response Coefficient
Redundancy Factor
6.5
2.5
4
1.3
5
2.5
5
1.3
SEIMIC DESIGN:
DL (PSF)
DESIGN DEAD & LIVE LOADS
INSPECTIONS, QUALITY ASSURANCE, VERIFICATIONS AND TEST REQ's
INSPECTIONS: FOUNDATIONS, FOOTINGS, UNDER SLAB SYSTEMS AND FRAMING ARE SUBJECT TO INSPECTION
BY THE BUILDING OFFICIAL IN ACCORDANCE WITH CBC 110.3. CONTRACTOR SHALL COORDINATE ALL
REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL.
SPECIAL INSPECTIONS, VERIFICATIONS AND TESTS: SPECIAL INSPECTION, VERIFICATIONS AND TESTING SHALL
BE DONE IN ACCORDANCE WITH CBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS HEREIN
PER CBC SECTIONS 1704 AND 1705, INCLUDING 1705.11 FOR SEISMIC RESISTANCE FOR PROJECTS IN
SEISMIC DESIGN CATEGORIES C , D, E AND F AS APPLICABLE.
SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTORS: OWNER SHALL RETAIN AN “APPROVED AGENCY” PER
CBC 1703 TO PROVIDE SPECIAL INSPECTIONS FOR THE PROJECT, SPECIAL INSPECTORS SHALL BE
QUALIFIED PERSONS PER CBC 1704.2.1.
STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTIONS AND TESTING PER CBC SECTIONS 1704 AND 1705
ARE REQUIRED FOR THE FOLLOWING:
FABRICATION SHOP INSPECTION: WHERE OFF-SITE FABRICATION OF GRAVITY LOAD BEARING MEMBERS
& ASSEMBLIES IS PERFORMED, SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR COMPLIES
WITH CBC 1704.2.
SOILS & FOUNDATION CONSTRUCTION PER CBC SECTION 1705.6
·PERIODIC INSPECTION OF SOILS EARTHWORK PER TABLE 1705.6 IS REQUIRED FOR:
o FOOTING SOIL BEARING SURFACED PRIOR TO PLACING ANY REINFORCING STEEL
o EXCAVATION DEPTH AND BEARING LAYER PRIOR TO PLACING ANY REINFORCING
STEEL.
o COMPACTED FILL MATERIAL CLASSIFICATION
o SUBGRADE PREPARATION PRIOR TO FILLING
·CONTINUOUS INSPECTION PER TABLE 1705.6 IS REQUIRED FOR:
o FILLING OPERATIONS TO SATISFY REQUIREMENTS OF CBC TABLE 1705.6 AND THE
GEOTECHNICAL REPORT LISTED UNDER SOILS AND FOUNDATIONS SECTION
o COMPACTED FILL DENSITY TESTING OF EACH LIFT THICKNESS AND MATERIAL
CLASSIFICATION
CONCRETE CONSTRUCTION PER CBC SECTION 1705.3 AND TABLE 1705.3 INCLUDING:
·PERIODIC INSPECTION REQUIRED FOR:
o SIZE AND PLACEMENT OF ALL REINFORCING STEEL AND PT TENDONS PRIOR TO THE
POUR
o PLACEMENT CLEARANCES AROUND REINFORCING STEEL AND PT TENDONS AT
EMBEDDED CONDUIT
o PLACING AND SIZE OF CAST-IN-PLACE BOLTS AND EMBEDDED FABRICATIONS PRIOR
TO THE POUR
o SHAPE, LOCATION AND DIMENSIONS OD MEMBERS FORMED
o USE OF THE REQUIRED DESIGN CONCRETE MIX
o MAINTENANCE OF SPECIFIC CURING TEMPERATURE AND TECHNIQUES
o VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND
FORMS FROM BEAMS AND STRUCTURAL SLABS
o VERIFICATION OF IN-SITU CONCRETE STRENGTH TO STRESSING OF PT TENDONS
·CONTINUOUS INSPECTION REQUIRED DURING THE
o PLACING OF REINFORCED CONCRETE FOR PROPER APPLICATION TECHNIQUES
o PLACING CONCRETE AROUND CAST-IN-PLACE BOLTS AND EMBEDS
o SAMPLING OF FRESH CONCRETE
o DETERMINATIONS OF SLUMP, AIR CONTENT AND TEMPERATURE
o GROUTING OPERATION OF POST-INSTALLED BOLTS AND EMBEDS
o PT TENDON STRESSING
SHOTCRETE CONSTRUCTION: PER CBC 1910 INCLUDING:
·CONTINUOUS INSPECTION REQUIRED DURING THE:
o SHOTCRETE PLACEMENT FOR THE PRECONSTRUCTION TEST PANEL (IF REQUIRED BY
THE AHJ OR THE EOR)
o TAKING OF CORE SPECIMENS FOR CONSTRUCTION SPECIMENS
o PLACING OF ALL PRODUCTION SHOTCRETE
STRUCTURAL MASONRY PER CBC SECTION 1705.4 AND 1705.12
LEVEL A - MASONRY CONSTRUCTION PER TMS 402-11/ACI 530-11/ASCE 6-11 SECTION 1.19.1:
·PERIODIC INSPECTION REQUIRED FOR:
o SIZE, GRADE, PLACEMENT AND TYPE OF REINFORCING STEEL AND CONNECTORS
o PROPORTIONS OF SITE-PREPARED MORTAR
o PROTECTION OF MASONRY DURING COLD WEATHER (TEMP. BELOW 40 DEGREES F)
o PROTECTION OF MASONRY DURING HOT WEATHER (TEMP ABOVE 90 DEGREES F)
o COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION
DOCUMENTS AND THE APPROVED SUBMITTALS
STRUCTURAL STEEL PER CBC 1704.2.5.1
A QUALIFIED SPECIAL INSPECTOR OF AN “APPROVED AGENCY” PROVIDING QUALITY
ASSURANCE (QA) SPECIAL INSPECTIONS FOR THE PROJECT SHALL REVIEW AND CONFIRM THE
FABRICATOR AND ERECTOR'S QUALITY CONTROL (QC) PROCEDURES FOR
COMPLETENESS AND ADEQUACY RELATIVE TO AISC 360-10 CHAPTER N, THE AISC 303 CODE OF
STANDARD PRACTICE, AWS D1.1-2010 STRUCTURAL WELDING CODE AND CURRENT CBC CODE
REQUIREMENTS FOR THE FABRICATOR'S SCOPE WORK
o QA AGENCY PROVIDING SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING NDT PER
AISC 360-10 SECTION N4
o VERIFY FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM PER AISC 360-10
SECTION N2
o VISUAL WELDING INSPECTION OF WELDS BY BOTH QC AND QA PERSONNEL SHALL BE PER
TABLED LISTED IN AISC 360 SECTION N5
o INSPECTION TASKS FOR WELDING
§PRIOR TO WELDING PER AISC 360-10 TABLE N5.4-1
§DURING WELDING PER AISC 360-10 TABLE N5.4-2
§AFTER WELDING PER AISC 360-10 TABLE N5.4-3
o NONDESTRUCTIVE TESTING (NDT) OF WELDS:
§NON-DESTRUCTIVE WELDING (NDT) OF WELDED JOINTS PER AISC 360-10 N.5
§RISK CATEGORY FOR DETERMINATION OF EXTENT OF NDT PER AISC 360 N5.5B IS NOTED IN
THE DESIGN CRITERIA AND LOADS SECTION OF THESE GENERAL REQUIREMENTS
§NDT PERFORMED SHALL BE DOCUMENTED AND REPORTS SHALL} IDENTIFY THE TESTED
WELD PIECE MARK AND LOCATION IN THE PIECE
§FOR FIELD WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY LOCATION IN
THE STRUCTURE, PIECE MARK AND LOCATION IN THE PIECE
§FOR FIELD WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY LOCATION IN
THE STRUCTURE, PIECE MARK AND LOCATION IN THE PIECE
o INSPECTION TASKS FOR BOLTING PER AISC 360-10 SECTION N5.6
§PRIOR TO BOLTING PER AISC 360-10 TABLE N5.6-1 (NOT REQUIRED FOR SNUG-TIGHT
JOINTS)
§DURING BOLTING PER AISC 360-10 TABLE N5.6-2 (NOT REQUIRED FOR SNUG-TIGHT JOINTS)
§AFTER BOLTING PER AISC 360-10 TABLE N5.6-3
o ADDITIONAL INSPECTION TASKS PER AISC 360-10 SECTION N5.7
o INSPECTION FOR COMPOSITE CONSTRUCTION SHALL BE DONE PER AISC 360-10 SECTION N6
LL (PSF)AREAOCCUPANCY OR USE
Residential
Uninhabitable attics without storage
Uninhabitable attics with storage
Private Rooms and Corridors serving them
Balcony and Decks
Roofs
Ordinary flat, pitched, and curved roofs
Stair and exitway ways
One- and two-family dwellings only
Misc.
Handrails and guardrails
25 60
15 20
15
15
20 40
10
20
20 40
50 plf /
200 lbs30
Exterior walls
Interior walls
WOOD-FRAMED WALLS 19
14
(1)Top rail shall be designed to resist 50 PLF line load or 200 ib point load applied in any direction at any point.
Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a
horizontally applied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be
considered separately with worst case used for design.
(2) Place 300lb concentrated load over 2”x2” area at any point to produce maximum stress. Area load and concentrated
load are to be considered separately with worst case used for design
(3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot
(4) Apply concentrated wheel load over 4.5”x4.5” square area
WIND DESIGN:
OCCUPANCY
WOOD CONSTRUCTION PER CBC SECTION 1705.5 & 1705.11.2:
·PERIODIC INSPECTION REQUIRED FOR VERIFICATION OF:
O SHEAR WALLS: ANCHOR BOLTS, HOLD DOWNS (HD) AND CONTINUOUS ROD TIE-DOWN SYSTEMS (TDS)
INCLUDING SQUASH BLOCKS, LPT SHEAR CONNECTORS, STRAP CONNECTORS, BOUNDARY EDGE NAILING,
PLATE NAILING, AND PANEL EDGE SHEAR NAILING FOR SIZE & SPACING WHERE FASTENER SPACING OF THE
SHEATHING IS 4 INCHES OR LESS.
O DIAPHRAGMS: BLOCKING, STRAP CONNECTIONS, BOUNDARY EDGE AND PANEL SHEAR NAILING SIZE &
SPACING WHERE FASTENER SPACING OF THE SHEATHING IS 4 INCHES OR LESS
O MOISTURE CONTENT OF WOOD STUDS, PLATES, BEAMS AND JOISTS
O PROPER BOTTOM PLATES SIZES (2X AND 3X) AND PLATE WASHERS
O ROOF TRUSS 'HURRICANE' CLIPS.
POST-INSTALLED ANCHORS TO CONCRETE AND MASONRY: SHALL COMPLY WITH CBC SECTION 1703. INSPECTIONS
SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN THE APPROVED ICC EVALUATION REPORT AND AS
INDICATED BY THE DESIGN REQUIREMENTS SPECIFIED ON THE DRAWINGS. REFER TO THE POST INSTALLED ANCHORS
SECTION OF THESE NOTES FOR ANCHORS THAT ARE THE BASIS OF THE DESIGN. SPECIAL INSPECTOR SHALL VERIFY
ANCHORS ARE AS SPECIFIED IN THE POST INSTALLED ANCHORS SECTION OF THESE NOTES OR AS OTHERWISE SPECIFIED
ON THE DRAWINGS. SUBSTITUTIONS REQUIRE APPROVAL BY THE SER AND REQUIRE SUBSTANTIATING CALCULATIONS
AND CURRENT 2012 IBC RECOGNIZED ICC EVALUATION SERVICES (ES) REPORT. SPECIAL INSPECTOR SHALL DOCUMENT IN
THEIR SPECIAL INSPECTION REPORT COMPLIANCE WITH EACH OF THE ELEMENTS REQUIRED WITHIN THE APPLICABLE ICC
EVALUATION SERVICES (ES) REPORT
INSPECTION SUBMITTALS: SPECIAL INSPECTION REPORTS SHALL BE PROVIDED ON A WEEKLY BASIS. FINAL SPECIAL
INSPECTION REPORTS WILL BE REQUIRED BY EACH SPECIAL INSPECTION FIRM PER CBC 1704.2.4. SUBMIT COPIES OF ALL
INSPECTION REPORTS TO THE ARCHITECT/ENGINEER AND THE AUTHORITY HAVING JURISDICTION FOR REVIEW
STRUCTURAL OBSERVATION: STRUCTURAL OBSERVATION SHALL BE PROVIDED FOR STRUCTURES CLASSIFIED AS SEISMIC
DESIGN CATEGORY D, E AND F IN ACCORDANCE WITH CBC SECTION 1704.5 AND SECTION 107.3.4. STRUCTURAL
OBSERVATION SITE VISITS WILL BE AS FOLLOWS: PRIOR TO FIRST FOUNDATION POUR, DURING SHEAR WALL
CONSTRUCTION, PRIOR TO EACH UNIQUE ELEVATED SLAB POUR , PRIOR TO THE FIRST MILD REINFORCED SLAB, PRIOR
RO THE FIRST POST-TENSIONED SLAB AND SEVERAL PERIODIC VISITS THEREAFTER, PERIODICALLY DURING FLOOR AND
ROOF FRAMING AND AFTER ROOF DIAPHRAGM IS COMPLETE PRIOR TO ROOFING
CONTRACTOR RESPONSIBILITY: PRIOR TO ISSUANCE OF THE BUILDING PERMIT, THE CONTRACTOR IS REQUIRED
TO PROVIDE THE AUTHORITY HAVING JURISDICTION A SIGNED, WRITTEN ACKNOWLEDGEMENT OF THE
CONTRACTOR'S RESPONSIBILITIES ASSOCIATED WITH THE ABOVE SATEMENT OF SPECIAL INSPECTIONS
ADDRESSING THE REQUIREMENTS IN CBC SECTION 1704.4 CONTRACTOR IS REFERRED TO CBC SECTIONS
1705.11.5 AND 1705.11.6 FOR ARCHITECTURAL AND MEP BUILDING SYSTEMS THAT MAY BE SUBJECT TO
ADDITIONAL INSPECTIONS (BASED ON THE BUILDING'S DESIGNATED SEISMIC DESIGN CATEGORY LISTED IN THE
CRITERIA), INCLUDING ANCHORAGE OF HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS, PIPING
SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC MATERIALS,
ELECTRICAL EQUIPMENT USED FOR EMERGENCY OR STANDBY POWER, EXTERIOR WALL PANELS AND
SUSPENDED CEILING SYSTEMS.
PREFABRICATED CONSTRUCTION: ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO CBC SECTION 1703.
SPECIAL INSPECTIONS (CBC 1705):
SPECIAL INSPECTION SHALL BE COMPLETED BY A DEPUTY INSPECTOR
LICENSED AND REGISTERED WITH THE GOVERNING BUILDING DEPT.
CONCRETE OVER 2500 PSI
ANCHORS INSTALLED IN CONCRETE
DRIVEN DEEP FOUNDATIONS
SMOKE CONTROL SYSTEM
OTHER
SHOTCRETE
P
P
P
C
C
C
C
P
P/C
C
C
C
P/C
* C: CONTINUOUS P: PERIODIC
CBC 1705.3
POST INSTALLED ANCHORS / EPOXY
CBC TABLE 1705.3
CBC TABLE 1705.3
CBC TABLE 1705.3
REINFORCING STEEL AND STEEL TENDONS CBC TABLE 1705.3
STRUCTURAL STEEL
STRUCTURAL STEEL WELDING
CBC 1705.2 , 1705.12.1
CBC 1705.2
HIGH STRENGTH BOLTING CBC 1705.2
MASONRY CONSTRUCTION CBC 1705.4
HIGH-LOAD DIAPHRAGMS CBC 1705.5.1
WOOD CONSTRUCTION CBC 1705.5, 1705.11.1
COLD-FORMED STEEL CBC 1705.11.2
CBC TABLE 1705.7
SPRAY-APPLIED FIRE RESISTIVE MATERIALS
SOILS CBC TABLE 1705.6
CBC TABLE 1705.14
CBC TABLE 1705.18
REMARKSITEMSCODE REFERENCE TYPE
SPECIAL INSPECTIONS
SEE ALSO ICC APPROVAL
SEE SOILS REPORT
P/C
P/C
P
SCOPE OF WORK
PROJECT TEAM
OWNER
ARCHITECT
CIVIL
ENGINEER
GEO
ENGINEER
ADU
MLB CONSULTING AND ENGINEERING
7918 FOOTHILL BLVD.
SUNLAND, CA 91040
Phone: (818) 521-6342
Phone:
SURVEYOR
Phone:
APPLICABLE BUILDING CODES
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA ELECTRIC CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA GREEN BUILDING STANDARDS
AMENDMENTS PER LOCAL CITY ORDINANCE
AMERICAN INSITUTE OF STEEL CONSTRUCTION, LATEST ADOPTED EDITION
NDS WOOD DESIGN MANUAL, LATEST ADOPTED EDITION
ASCE-7, LATEST ADOPTED EDITION
AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
ACI: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND
COMMENTARY
2022 CBC
2022 CRC
2022 CEC
2022 CPC
2022 CMC
2022 CFC
CALGreen
AISC
NDS, NDS SUPPLEMENT,
SDPWS
ASCE7-16
ACI 318-19
AISC 341-16 S-0.10
ST
R
U
C
T
U
R
A
L
N
O
T
E
S
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
SOILS AND FOUNDATIONS
REFERENCE STANDARDS: CBC CHAPTER 18 "SOILS AND FOUNDATIONS."
GEOTECHNICAL REPORT: PREPARED BY: NONE
CONTRACTOR'S RESPONSIBILITIES: CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW THE GEOTECHNICAL
REPORT AND SHALL FOLLOW THE RECOMMENDATIONS SPECIFIIED THEREIN INCLUDING, BUT NOT LIMITED TO,
SUBGRADE PREPARATIONS, PILE INSTALLATION PROCEDURES, GROUND WATER MANAGEMENT AND STEEP
SLOPE BEST MANAGEMENT PRACTICES.
GEOTECHNICAL SUBGRADE INSPECTION: THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL SUB-GRADES ND
PREPARE SOIL BEARING SURFACES, PRIOR TO PLACEMENT OF FOUNDATION REINFORCING STEEL AND
CONCRETE. GEOTECHNIAL ENGINEERS SHALL PROVIDE A LETTER TO THE OWNER STATING THAT SOULS ARE
ADEQUATE TO SUPPORT THE "ALLOWABLE FOUNDATION BEARING PRESSURE(S)" SHOWN BELOW. ASSUMED
VALUES SHALL BE FIELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL ENGINEER PRIOR TO
PLACING CONCRETE.
ADVERSE SOILS: IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESITGATION REPORT MAY BE
REQUIRED UNLESS ALREADY PROVIDED FOR THIS PROJECT.
DESIGN SOIL VALUES:
ALLOWABLE FOUNDATION BEARING PRESSURE*
Continuous Footing
Isolated Pad Footing
D+L Short Term Allowable Bearing Surface
NATURAL GRADE1,500
1,500
2,660
2,660
* The above bearing value(s) may be increased by 150 psf for each additional foot of footing depth to a
maximum of 4,000 psf . The bearing capacity can be increased by one-third when considering short
duration wind or seismic loads.
LATERAL EARTH PRESSURE*
Active EFP (pcf)
30 65
At-Rest EFP (pcf)
LEVEL BACKFILL
2:1 BACKFILL
1.5:1 BACKFILL
43
55
65
65
FOOTINGS:
FOOTING REQUIREMENTS
Min. Width
Cont. Ext. Ftg.
Int. Ext. Ftg.
Isolated Pad Footing
12"
12"
Min. Depth1
24"
24"
Min. Embed. Into Approved
Weathered Bedrock
Min. Embed. Into Approved
Certified Fill
12"
12"
24"
24"
12"24"12"24"
PASSIVE LATERAL PRESSURE (LBS. PER CUBIC FT.)
- WITHIN WEATHERED BEDROCK OR FILL............................. 150 PCF
- MAX. ALLOW. FOR WEATHERED BEDROCK......................... 4,000 PCF
COEFFICIENT OF SLIDING FRICTION................................................. NONE
FOOTING DEPTH:TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH
STEPS IN FOOTINGS; LOCATIONS OF STEPS SHOWN AND APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL
GRADING PLANS. FOUNDATIONS SHALL BE EMBEDDED PER SCHEDULE ABOVE OR AS OTHERWISE INDICATED BY THE
GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL.
CAST-IN PLACE CONCRETE
REFERENCE STANDARDS: CONFORM TO:
(1) ACI-301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"
(2) CBC CHAPTER 19 "CONCRETE"
(3) ACI 318-11/318R-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
(4) ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS
FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15,
"STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM
REFERENCES."
CONCRETE MIXTURES: CONFORM TO ACI 301 SECTION 4 "CONCRETE MIXTURES" AND CBC SECTION 1904.3
MATERIALS: CONFORM TO ACI 301 SECTION 4.2.1 "MATERIALS FOR REQUIREMTNS FOR CEMENTITIOUS
MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES.
SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SECTION 4.1.2. SUBMIT MIX DESIGNS FOR EACH
MIX IN THE TABLE BELOW. SUBSTANTIATING STRENGTH RESULTS FROM PAST TEST SHALL NOT BE OLDER
THAN 24 MONTHS PER ACI 318 SECTION 5.3.
TABLE OF MIX DESIGN REQUIREMENTS
MEMBER TYPE/
LOCATION
STRENGTH
f'c (psi)
TEST AGE
(DAYS)
MAX.
AGGREGATE
EXPOSURE
CLASS
MAX. W/C
RATIO
AIR
CONTENT
NOTES (1-8
TYP. UNO)
SLAB ON GRADE
FOOTINGS
ELEVATED SLABS
AND BEAMS
CONCRETE
COLUMNS
GRADE BEAMS
SITE RETAINING
WALLS
PILES
SHEAR WALLS
28
28
1"
SHOTCRETE WALLS
2500
4000
BASEMENT WALLS
2500
4000
3000
4000 3/4"
4000
4000
3000
3000
TABLE OF MIX DESIGN REQUIREMENTS NOTES:
1. W/C RATIO : WATER-CEMENTATION MATERIAL RATIOS SHALL BE BE BASED ON THE TOTAL WEIGHT OF
CEMENTATION MATERIALS. MAXIMUM RATIOS ARE CONTROLLED BY STRENGTH NOTED IN THE MIX DESIGN
REQUIREMENTS AND DURABILITY REQUIREMENTS GIVEN IN ACI 318 SECTION 4.3.
2. CEMENTATION MATERIALS:
2.a. CEMENTATION MATERIAL TYPES SHALL CONFORM TO ACI 318 TABLE 4.3.1, BASED ON THE EXPOSURE
CLASSES INDICATED.
2.b. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 318 SECTIONS
4.4.2. MAXIMUM AMOUNT OF FLY ASH SHALL BE 25% OF TOTAL CEMENTATION CONTENT UNLESS
REVIEWED AND APPROVED OTHERWISE BY EOR.
2.c. FOR CONCRETE USED IN ELEVATED FLOORS, MINIMUM CEMENTATION-MATERIALS CONTENT SHALL
CONFORM TO ACI 301 TABLE 4.2.2.1. ACCEPTANCE OF LOWER CEMENT IS CONTINGENT ON PROVIDING
SUPPORTING DATA TO THE SER FOR REVIEW AND ACCEPTANCE.
2.d. CEMENTATION MATERIALS SHALL CONFORM TO THE RELEVANT ASTM STANDARDS LISTED IN ACI 318
SECTION 3.2.1
3. AIR CONTENT: CONFORM TO ACI 318 SECTION 4.4.1. MINIMUM STANDARDS FOR EXPOSURE CLASS ARE NOTED
IN THE TABLE. IF FREEZING AND THAWING CLASS IS NOT NOTED. AIR CONTENT GIVEN IS THAT REQUIRED BY
THE SER. TOLERANCE IS ±1-1/2%. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT.
4. AGGREGATES SHALL CONFORM TO ASTM C33.
5. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
6. CHLORIDE CONTENT: CONFORM TO ACI 318 SECTION 4.3.1.
7. NON-CHLORIDE ACCELERATOR: NON-CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE
PLACED AT THE AMBIENT TEMPERATURES BELOW 50°F AT THE CONTRACTOR'S OPTION.
8. ACI 318, SECTION 4.2.1 EXPOSURE CLASSES SHALL BE ASSUMED TO BE F0, S0, P0, AND C0 UNLESS DIFFERENT
EXPOSURE CLASSES ARE LISTED IN THE TABLE OF MIX DESIGN REQUIREMENTS THAT MODIFY THESE BASE
REQUIREMENTS.
9. SHRINKAGE LIMIT: CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL HAVE A SHRINKAGE LIMIT OF
0.045% AT 28 DAYS MEASURED IN ACCORDANCE WITH ASTM C157. SUBMIT LABORATORY TEST RESULTS TO
SER FOR APPROVAL PRIOR TO CONSTRUCTION.
FORMWORK & RESHORING: CONFORM TO ACI 301 SECTION 2 "FORMWORK AND FORM ACCESSORIES."
REMOVAL OF FORMS SHALL CONFORM TO SECTION 2.3.2 EXCEPT STRENGTH INDICATED IN SECTION
2.3.2.5 SHALL BE 0.75 f 'c. RESHORING SHALL CONFORM TO SECTION 2.3.3. IN ADDITION, MILD
REINFORCEMENT (NON POST-TENSIONED) SLABS SHALL BE CONTINUOUSLY RESHORED FOR A
MINIMUM OF 14 DAYS FOLLOWING PLACEMENT OF CONCRETE OR 7 DAYS AFTER CONCRETE HAS
REACHED 0.75 f 'c, WHICHEVER IS LONGER. CONTRACTOR SHALL SUBMIT FORMWORK REMOVAL AND
RESHORE INSTALLATION PROCEDURE AND DRAWINGS AS APPLICABLE SEALED BY A PROFESSIONAL
ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED FOR THE SER'S INFORMATION.
MEASURING, MIXING AND DELIVERY: CONFORM TO ACI 301 SECTION 4.3.
HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SECTION 5. IN ADDITION, HOT WEATHER
CONCRETING SHALL CONFORM TO ACI 305.1-06 AND COLD WEATHER CONCRETING SHALL CONFORM TO ACI
306.1-90.
CONCRETE CURING: PROVIDE CURING COMPOUNDS FOR CONCRETE AS FOLLOWS.
1. USE MEMBRANE CURING COMPOUNDS THAT ARE COMPATIBLE WITH AND WILL NOT AFFECT SURFACES TO BE
COVERED WITH FINISH MATERIALS APPLIED DIRECTLY TO CONCRETE.
2. APPLY CURING COMPOUNDS AT A RATE EQUIVALENT TO THE RATE OF APPLICATION AT WHICH CURING
COMPOUND WAS ORIGINALLY TESTED FOR IN CONFORMANCE TO THE REQUIREMENTS OF ASTM C 309-07
AND THE MANUFACTURER'S RECOMMENDATIONS.
3. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
4. USE CURING COMPOUND COMPATIBLE WITH AND APPLIED UNDER DIRECTION OF SYSTEM MANUFACTURER
OF PROTECTIVE SEALER.
5. APPLY TWO SEPARATE COATS WITH FIRST ALLOWED TO BECOME TACKY BEFORE APPLYING SECOND.
DIRECTION OF SECOND APPLICATION SHALL BE AT RIGHT ANGLES TO THE DIRECTION OF FIRST.
CONCRETE REINFORCEMENT
REFERENCE STANDARDS: CONFORM TO:
1. ACI 301-10 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTON 3 "REINFORCEMENT
AND REINFORCEMENT SUPPORTS."
2. ACI SP-66-04 "ACI DETAILING MANUAL" INCLUDING ACI 315-99 "DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT."
3. CRSI MSP-09, 28TH EDITION, "MANUAL OF STANDARD PRACTICE."
4. ANSI/AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL."
5. CBC CHAPTER 19-CONCRETE
6. ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE."
7. ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."
SUBMITTALS: CONFORM TO ACI 301 SECTION 3.1.1 "SUBMITTALS, DATA, AND DRAWINGS." SUBMIT PLACING
DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS FOR PLACEMENT OF REINFORCEMENT
AND REINFORCEMENT SUPPORTS.
MATERIALS:
REINFORCING BARS...................................................ASTM A615, GRADE 60, DEFORMED BARS.
WELDABLE REINFORCING BARS..............................ASTM A706, GRADE 60, DEFORMED BARS.
SMOOTH WELDED WIRE FABRIC..............................ASTM A185
DEFORMED WELDED WIRE FABRIC..........................ASTM A497
BAR SUPPORTS............................................................CRSI MSP-09, CHAPTER 3 "BAR SUPPORTS."
TIE WIRE.......................................................................16 GAGE OR HEAVIER, BLACK ANNEALED.
STUD RAILS...................................................................ASTM A1044
HEADED DEFORMED BARS.........................................ASTM A970
EARTHQUAKE REQUIREMENTS: LONGITUDINAL BARS IN SHEAR WALLS SHALL CONFORM TO ASTM A706,
GRADE 60 OR SHALL CONFORM TO THE FOLLOWING:
1.WELDING: WELDING IS NOT PERMITTE EXCEPT AS SPECIFIED IN THE DRAWINGS. WELD IN
ACCORDANCE WITH AWS D1.4
2.MILL TESTS: SUBMIT MILL CERTIFICATES INDICATING PHYSICAL AND CHEMICAL PROPERTIES.
3.YIELD STRENGTH: ACTUAL YIELD STRENGTH, BASED ON MILL TESTS, DOES NOT EXCEED THE
SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI. (RETESTS SHALL NOT EXCEED THIS
4. VALUE BY MORE THAN AN ADDITIONAL 3000 PSI.)
FABRICATION: CONFORM TO ACI 301, SECTION 3.2.2. "FABRICATION", AND ACI SP66 "ACI DETAILING MANUAL.
CONCRETE COVER: CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE IN THE
DRAWINGS.
CONCRETE CAST AGAINST EARTH……………………….....3”
CONCRETE EXPOSED TO EARTH OR WEATHER………….2”
TIES IN COLUMNS AND BEAMS……………………………….1-1/2 “
BARS IN SLABS……………………………………………….......1”
BARS IN WALLS……………………………………….................3/4”
SPLICES: CONFIRM TO ACI 301, SECTION 3.3.2.7, “SPLICES”. REFER TO “TYPICAL LAP SPLICE AND
DEVELOPMENT LENGTH SCHEDULE” FOR TYPICAL REINFORCEMENTS SPLICES. REFER TO “COLUMN
VERTICAL REINFORCING SPLICE SCHEDULE” FOR THOSE SPECIFIC ELEMENTS. SPLICES INDICATED ON
INDIVIDUAL SHEETS SHALL CONTROL OVER THE SCHEDULE. MECHANICAL CONNECTIONS MAY BE USED
WHEN APPROVED BY THE SER. FOR REINFORCING WITHIN THE LATERAL SYSTEM (SHEAR WALLS) AND
REINFORCING CONNECTING DIAPHRAGM SLAB TO THE LATERAL SYSTEM, MECHANICAL SPLICE STRENGTH
IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICES BAR.
STUDRAILS: WHERE STUDRAILS ARE INDICATED ON THE DRAWINGS THE FOLLOWING SYSTEMS ARE
ACCEPTABLE. STUDRAILS (ALSO REFERRED TO AS PUNCHING SHEAR RESISTOR RAILS) SHALL CONFORM
TO ASTM A1044 AND BE FABRICATED AND INSTALLED IN STRICT ACCORDANCE WITH THE APPLICABLE
ICC-ESR REPORT AND MANUFACTURER'S INSTRUCTIONS, USING CHAIR PROVIDED BY THE MANUFACTURER
TO POSITION RAILS AT THE PROPER HEIGHT. SUBMIT CURRENT MANUFACTURER'S DATA AND ICC ESR
REPORT OF ALTERNATE SYSTEMS TO SER FOR APPROVAL.
1. DECON “STUDRAILS” - ICC ESR-2494
2. SIMPSON STRONG-TIE “PUNCHING SHEAR RESISTOR RAILS (PSRR) - ICC ESR-2992]
FIELD BENDING: CONFORM TO ACI 301 SECTION 3.3.2.8 “FIELD BENDING OR STRAIGHTENING.” BAR SIZES #3
THROUGH #5 MAY BE FIELD BENT COLD FOR THE FIRST TIME. OTHER BARS REQUIRE PREHEATING. DO NOT
TWIST BARS. BARS SHALL NOT BE BENT PAST 45 DEGREES.
SHOTCRETE
REFERENCE STANDARDS: CONFORM TO:
1. CBC SECTION 1910 “SHOTCRETE”,
2. ACI 506.2-95 “SPECIFICATION FOR SHOTCRETE”'
3. ACI 506R-05 “GUIDE TO SHOTCRETE”,
4. ACI 301-10 “SPECIFICATIONS FOR STRUCTURAL CONCRETE.”
SUBMITTALS: SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
1. PROPOSED MIX DESIGN SHOWN BELOW. INCLUDE DATA REQUIRED BY ACI 506.2 SEC. 1.5 “SUBMITTALS”
2. PRECONSTRUCTION TEST PANEL RESULTS. AFTER SHOOTING, THE SPECIAL INSPECTOR SHALL SUBMIT CORE
EVALUATION REPORTS TO INSURE THAT PROPER REBAR ENCASEMENT AND NUZZLING TECHNIQUES HAVE
BEEN ACHIEVED.
3. CONSTRUCTION TEST SPECIMEN RESULTS. SPECIAL INSPECTOR SHALL SUBMIT CORE STRENGTH REPORTS.
MATERIALS: CONFORM ACI 506.2 SEC. 2 “MATERIALS” FOR CEMENTS, AGGREGATE, REINFORCEMENT , WATER,
ADMIXTURES AND CURING MATERIALS
REINFORCEMENT: CONFORM TO CBC SEC. 1910.4 “REINFORCEMENT” AND CONCRETE REINFORCEMENT SECTION
THIS SHEET.
SPLICES: CONFORM TO CBC SEC. 1910.4.3, “SPLICES”, FOR NON-CONTANT LAP SPLICES
PRECONSTRUCTION TESTS: PREPARE PRECONSTRUCTION TEST PANELS, AS DEFINED BY THE SER, FOR EACH
PROPOSED MIX DESIGN AND NOZZELMAN IN ACCORDANCE WITH CBC SEC 1910.5 “PRECONSTRUCTION TESTS” AND
ACI 506.3 SEC 2.6.2 “PRECONSTRUCTION TESTING”. TEST PANELS WILL BE CORED ARE MOST CONGESTED
REINFORCING AND EVALUATED BY THE TESTING LABORATORY. EACH NOZZELMAN MUST PASS THE EVALUATION
BEFORE PROCEEDING WITH THE WORK.
CONSTRUCTION TESTS: CONFORM TO CBC SEC 1910.10 “STRENGTH TESTS” AND ACI 506.2 SEC 1.6.2
“CONSTRUCTION TESTING”. TAKE CORE SPECIMENS FOR EACH 50 CU YDS PLACED BUT NOT LESS THAN ONCE EACH
SHIFT. THE CORES MAY BE TAKEN FROM THE ACTUAL CONSTRUCTION WORK OR SAMPLE PANELS SHOT DURING THE
COURSE OF WORK. LOCATION OF CORES TAKEN FROM ACTUAL CONSTRUCTION WORK MUST BE APPROVED BY THE
SER PRIOR TO COMMENCING WORK. SAMPLE PANELS SHALL BE AT LEAST 12”X12”X7-1/4”. THREE CORES SHALL BE
TAKEN FROM EACH SAMPLE PANEL AND THE CORES MAY EITHER FIELD CURED OR LABORATORY CURED.
LABORATORY CURED SAMPLES HAVE AN AVERAGE STRENGTH EQUAL TO OR GREATER THAN F'C WITH NO
INDIVIDUAL SAMPLE BREAKING AT LESS THAN 0.75 F'C. FIELD SURED SAMPLES SHOULD HAVE AN AVERAGE
STRENGTH OF AT LEAST 85 F'C WITH NO INDIVIDUAL SAMPLES BREAKING AT LESS THAN 0.75 F'C.
CONSTRUCTION: CONFORMS TO CBC SEC 1910 AND ACI 506.2 SEC 3 “EXECUTION” FOR EXAMINATION, BATCHING
AND MIXING, SURFACE PREPARATION, JOINTS, ALIGNMENT CONTROL, APPLICATION, FINISHING, HOT WEATHER,
COLD WEATHER, PROTECTION, CURING, AND TOLERANCES. THE CONTRACTOR SHALL ADHERE TO THE FOLLOWING
WEATHER RELATED PRECAUTIONS.
REINFORCED UNIT MASONRY
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 21 “MASONRY.”
2.ACI 530-11/ASCE 5-11/TMS 402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.” HEREIN
REFERENCED AS MSJC.
3. ACI 530.1-11/ASCE 6-11/TMS 602-11 “SPECIFICATION FOR MASONRY STRUCTURES.” HEREIN REFERENCED AS
MSJC.1.
4. ACI SP-66 “ACI DETAILING MANUAL” INCLUDING ACI 315 “DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT.”
5. ANSI/AWS D1.4 “STRUCTURAL WELDING CODE- REINFORCING STEEL.”
SUBMITTALS: CONFORM TO MSJC.1 SECTION 1.2. SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
1. MASONRY REINFORCEMENT, SIZE, LAYOUT, AND GRADE IN ACCORDANCE WITH PLANS.
2. MATERIAL CERTIFICATES FOR ALL STEEL REINFORCING, ANCHORS, TIES AND METAL ACCESSORIES
CERTIFYING COMPLIANCE WITH REQUIRED STRENGTH, GRADE AND ASTM STANDARDS.
3. CERTIFICATION LETTERS FOR MASONRY BLOCK AND GROUT MIX DESIGNS CERTIFYING COMPLIANCE WITH
REQUIRED STRENGTH AND RESPECTIVE ASTM STANDARDS \
4. MIX DESIGNS FOR EACH GROUT MIX INDICATING TYPE AND PROPORTIONS OF INGREDIENTS IN COMPLIANCE
PROPORTION SPECIFICATION.
5. LOCATION OF EXPANSION AND CONTROL JOINTS.
6. PRODUCT INFORMATION, ICC ESR REPORTS AND MATERIAL CERTIFICATIONS CERTIFYING COMPLIANCE FOR
ALL NON-PRE-APPROVED POST-INSTALLED ANCHORS.
7. HOT AND/OR COLD WEATHER CONDUCTION PROCEDURES.
8. HIGH GROUT LIFT PROCEDURES.
STRENGTH: THE ASSUMED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE, F'M, IS 1500 PSI BASED ON CBC
SECTION 2015.2.2.1.2 FOR CONCRETE MASONRY.
MATERIALS:
1.CONCRETE MASONRY UNITS: CONFORM TO ASTM C 90, TYPE-I (MOISTURE CONTROLLED), MEDIUM WEIGHT
(APPROX. 115 PCF) UNITS. PROVIDE 1900 PSI COMPRESSIVE STRENGTH TO ACHIEVE MASONRY ASSEMBLY
STRENGTH INDICATED ABOVE UNDER STRENGTH
2.MORTAR: CONFORM TO ASTM C270, TYPE S, AND CBC SECTION 2103.9 “MORTAR.”
3.GROUT: CONFORM TO ASTM C476 AND CBC SECTION 2103.13 PROPORTION SPECIFICATION.
4.REINFORCING BARS: CONFORM TO ASTM A615, GRADE 60 DEFORMED BARS AND CBC SECTION 2103.14 UNLESS
NOTED OTHERWISE. LAP SPLICES SHALL BE AS NOTED ON PLANS. FABRICATION SHALL BE IN ACCORDANCE
WITH MSJC.1 SECTION 2.7.
5.JOINT REINFORCEMENT: CONFORM TO ASTM A951 AND CBC SECTION 2103.14.
6.ANCHORS, TIES AND ACCESSORIES: CONFORM TO CBC SECTION 2103.14 AND MSJC.1 SECTION 2.4D.
7.WATER: SHALL BE CLEAN AND POTABLE
8.ADMIXTURES: ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY SER.
9.POST-INSTALLED ANCHORS IN MASONRY: REFERENCE THE POST-INNSTALLED ANCHORS SECTION FOR
APPLICABLE POST-INSTALLED ANCHORS IN MASONRY.
10.SECOND-HAND UNITS: SHALL NOT BE USED UNLESS APPROVED BY EOR
QUALITY ASSURANCE: CONFORM TO CBC SECTION 2105 “QUALITY ASSURANCE”
1.MASONRY UNITS: A LETTER OF CERTIFICATION FROM THE MANUFACTURER OF THE UNITS SHALL BE PROVIDED
TO THE SER PRIOR TO THE DELIVERY OF THE UNITS TO THE JOBSITE TO ENSURE THE UNITS COMPLY WITH THE
COMPRESSIVE STRENGTH SPECIFIED ABOVE AND ASTM C 90.
2.MORTAR: NO MORTAR TESTING IS REQUIRED.
3.GROUT: A LETTER OF CERTIFICATION FROM THE SUPPLIER OF THE GROUT SHALL BE PROVIDED TO THE EOR
PRIOR TO DELIVERY OF THE GROUT TO THE JOBSITE TO ENSURE THAT THE GROUT COMPLIES WITH ASTM C
476.
DELIVERY, STORAGE AND HANDLING: DELIVERY, STORAGE AND HANDLING OF MATERIALS USED FOR MASONRY
CONSTRUCTION SHALL BE PER MSJC.1, SECTION 1.7.
SPECIAL INSPECTION: SPECIAL INSPECTIONS SHALL BE PERFORMED PER THE “TESTS AND INSPECTIONS” SECTION
OF THE STRUCTURAL GENERAL NOTES
ANCHORS, TIES AND CONNECTORS: MASONRY ANCHORS, TIES AND CONNECTORS SHALL BE A SPECIFIED ON
STRUCTURAL DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR MASONRY ANCHOR TIES NOT INCLUDED ON
THE STRUCTURAL DRAWINGS.
EMBEDDED ITEMS: EMBEDDED ITEMS AND ACCESSORIES SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.15 AND
INSTALLED IN ACCORDANCE WITH MSJC.1 SECTION 3.3D. POSITION AND SECURE IN PLACE EXPANSION JOINT
MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON-STRUCTURAL EMBEDDED ITEMS BEFORE PLACING GROUT.
CONTRACTOR SHALL REFER TO STRUCTURAL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. AND
COORDINATE ALL EMBEDDED ITEMS.
POST-INSTALLED ANCHORS TO MASONRY: ANCHOR LOCATIONS, TYPE, DIAMETER AND EMBEDMENT SHALL BE AS
INDICATED ON DRAWINGS. REFERENCE THE POST INSTALLED ANCHORS SECTION FOR APPLICABLE POST-INSTALLED
ANCHOR ADHESIVES. ANCHORS SHALL BE INSTALLED AND INSPECTED IN STRICT ACCORDANCE WITH THE
APPLICABLE ICC-EVALUATION SERVICE REPORT (ESR). SPECIAL INSPECTION SHALL BE PER THE TEST AND
INSPECTIONS SECTION.
MASONRY REINFORCING STEEL: MASONRY REINFORCING SHALL BE AS NOTED ON PLANS AND SHALL BE SECURELY
PLACED IN ACCORDANCE WITH CBC SECTIONS 2104.1.1, 2106, AND 2108 AND MSJC SECTION 1.16. UNLESS OTHERWISE
NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS:
BOND BEAMS WITH HORIZONTAL BAR OR BARS SHALL BE PROVIDED AT 48 INCHES ON CENTER MINIMUM AND AT ALL
FLOOR AND ROOF LINES AND AT THE TOP OF THE WALL. PROVIDE A BOND BEAM WITH HORIZONTAL BAR OR BARS
OVER ALL OPENINGS, AND EXTEND THESE BARS 2'-0” PAST THE OPENING AT EACH SIDE. PROVIDE A BAR OR BARS
VERTICALLY FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS AND INTERSECTIONS.
DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6” OR HOOKED INTO SUPPORTING STRUCTURE
AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. REINFORCING STEEL SHALL BE AS SPECIFIED
UNDER “MATERIALS” SECTION. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT ALL
WALL INTERSECTIONS. ALL BARS SHALL BE LAPPED A MINIMUM 48 DIAMETERS OR 1'-6” MINIMUM UNLESS NOTED ON
THE PLANS.
LINTELS: REINFORCED MASONRY LINTELS TO BE INSTALLED OVER ALL OPENINGS UNLESS OTHERWISE INDICATED ON
DRAWINGS. DO NOT SPLICE REINFORCING BARS WITHIN LINTELS AND MAINTAIN 8 INCH BEARING MINIMUM ON EACH
SIDE. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM REINFORCEMENT FOR LINTELS IN 8” MASONRY
SHALL BE AS FOLLOWS:
1.OPENINGS UP TO 42 INCHES WIDE: (2) #4 AT THE BOTTOM WEB OF 8 INCH DEEP LINTEL
2.OPENINGS 42 TO 78 INCHES WIDE: (2) #4 AT BOTTOM WEB OF 16 INCH DEEP LINTEL
3.OPENINGS OVER 78 INCHES WIDE: REINFORCE PER DRAWINGS
CONSTRUCTION: MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CBC SECTION 2104 “CONSTRUCTION”,
AND MSJC.1 PART 3 “EXECUTION.”
COLD AND HOT WEATHER CONSTRUCTION: COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE
WITH SECTION 2104.3 AND 2104.4.
BLOCK PATTERN: USE RUNNING BOND UNLESS NOTED. FOR STACK BOND, FOLLOW CRITERIA IN MSJC SECTION 1.11.
GROUTED CELLS: FILL ALL CELLS WITH GROUT UNLESS NOTED OTHERWISE N PLANS. MINIMUM GROUTING SPACES
AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.16 AND MSJC SECTION 3.5.
GROUT POUR HEIGHT; GROUT POUR HEIGHT SHALL NOT EXCEED HEIGHT SPECIFIED IN MSJC.1 SECTION 3.5C.
·MASONRY BOCKS SHALL BE ADEQUATELY BRACED TO WITHSTAND FLUID PRESSURES OR GROUT POUR,
SEE TEMPORARY BRACING.
GROUT LIFTS: UNLESS OTHERWISE NOTES, GROUT LIFTS AND POUR HEIGHT SHALL NOT EXCEED 5FT 4IN. GROUT
LIFTS SHALL NOT EXCEED SPACING OF INTERMEDIATE REINFORCED BOND BEAMS. GROUT LIFTS EXCEEDING 5FT 4IN
SHALL BE APPROVED BY SER.
REINFORCING COVER AND CLEARANCE REQUIREMENTS: UNLESS OTHERWISE NOTED:
CLEAR DISTANCE BETWEEN PARALLEL BARS (AND BETWEEN ADJACENT PAIRS OF LAP SPLICED BARS) SHALL BE
EQUAL TO THE BAR ADJACENT BAR DIAMETER (FOR BARS GREATER THAN #8), AND NOT LESS THAN:
1. 1” AT 8” AND SMALLER BLOCK,
2. 2” AT 10” BLOCK
3. 3” AT 12” BLOCK
CLEARANCE (CLEAR SPACE) BETWEEN THE BLOCK AND REINFORCING SHALL BE:
1. ¼” AT FINE GROUT
2. ½” AT COURSE GROUT
MASONRY COVER (INCLUDING GROUT AND BLOCK WALL) AT MASONRY FACE EXPOSED TO EARTH OR WEATHER
SHALL BE:
1. 1 ½” MINIMUM
2. 2” FOR BARS #6 AND LARGER
CONTROL AND EXPANSION JOINTS: REFERENCE DRAWINGS FOR TYPICAL DETAILS OF MASONRY CONTROL AND
EXPANSION JOINTS. LOCATION OF CONTROL AND EXPANSIONS JOINTS SHALL BE APPROVED BY SER. UNLESS
OTHERWISE INDICATED ON DRAWINGS, INSTALL CONTROL AND EXPANSION JOINTS AT THE FOLLOWING:
1.CONTINUOUS WALLS: VERTICAL JOINTS AT THE LESSER OF 1.5 TIMES THE WALL HEIGHT OR 25 FEET ON
CENTER MAXIMUM.
2.CORNERS AND INTERSECTING WALLS: FIRST VERTICAL JOINT FROM THE CORNER AT LESSER OF 1.2 TIMES THE
WALL HEIGHT OR 16 FEET.
3.ABRUPT CHANGES IN WALL HEIGHT AND WALL THICKNESS, SUCH AS ADJACENT TO COLUMNS OR PILASTERS.
TEMPORARY BRACING: CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF MASONRY DURING
CONSTRUCTION. REFERENCE “CONTRACTOR RESPONSIBILITIES” SECTION FOR FURTHER INFORMATION AND
REQUIREMENTS.
POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY)
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 19 “CONCRETE”
2. ACI 318-11 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”
3. CBC CHAPTER 21 “MASONRY”
4. ACI 530-11/ASCE 5-11/TMS402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”
POST-INSTALLED ANCHORS: INSTALL ONLY WHERE SPECIFICALLY SHOWN IN DETAILS AND PLANS OR ALLOWED BY
EOR. ALL POST-INSTALLED ANCHORS TYPES AND LOCATIONS SHALL BE APPROVED BY THE EOR AND SHALL HAVE A
CURRENT ICC-EVALUATIONS SERVICE REPORT THAT PROVIDES RELEVANT DESIGNS VALUES NECESSARY TO
VALIDATE THE AVAILABLE STRENGTH EXCEEDS THE REQUIRED STRENGTH. ANCHORS SHALL BE INSTALLED IN
STRICT ACCORDANCE TO ICC-ESR AND MANUFACTURER'S INSTRUCTIONS. NO REINFORCING BARS SHALL BE
DAMAGED DURING INSTALLATION OF POST-INSTALLED ANCHORS. SPECIAL INSPECTION SHALL BE PER THE TESTS
AND INSPECTIONS SECTION. ANCHOR TYPE, DIAMETER AND EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.
1.ADHESIVE ANCHORS: THE FOLLOWING ADHESIVE-TYPE ANCHORING SYSTEMS HAVE BEEN USED IN THE DESIGN
AND SHALL BE USED FOR ANCHORAGE TO CONCRETE AND MASONRY, AS APPLICABLE AND IN ACCORDANCE
WITH CORRESPONDING CURRENT ICC ESR REPORT. DRILLED-IN ANCHOR EMBEDMENT LENGTHS SHALL BE AS
SHOWN ON DRAWINGS, OR NOT LESS THAN 7 TIMES THE ANCHOR NOMINAL DIAMETER (7D).
a. HILTI “HIT-HY 200” - ICC ESR- 3187 FOR ANCHORAGE TO CONCRETE WITH MIN EMBEDMENT DEPTH OF 20 BAR
DIAMETERS
b. HILTI “HIT-HY 500 SD”- ICC ESR 2322 FOR CONCRETE ONLY
c. SIMPSON “SET-XP”- ICC ESR 2508 FOR ANCHORAGE TO CONCRETE IAPMO 265 FOR ANCHORAGE TO MASONRY
d. POWERS “PE1000”-ICC ESR 2583 FOR ANCHORAGE TO CONCRETE
e. HILTI “HY-150 MAX”-ICC ESR-1967- FOR ANCHORAGE TO MASONRY ONLY
2.EXPANSION ANCHORS: THE FOLLOWING EXPANSION TYPE ANCHORS ARE PRE-APPROVED FOR ANCHORAGE TO
CONCRETE OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
a. HILTI “KWIK BOLT TZ”- ICC ESR-1917 FOR CONCRETE ONLY
b. SIMPSON “STORNG-BOLT 2” - ICC ESR-3037 FOR CONCRETE ONLY
c. POWERS “POWER-STUD+SD1”- ICC ESR-28181 FOR CONCRETE ONLY AND ICC ESR-2966 FOR MASONRY ONLY
d. HILTI “KWIK BOLT 3- ICC ESR-1385 FOR ANCHORAGE TO MASONRY ONLY
e. SIMPSON “WEDGE-ALL” ICC ESR-1396 FOR ANCHORAGE TO MASONRY ONLY
3.SCREW ANCHORS: THE FOLLOWING SCREW TYPE ANCHOR IS PRE-APPROVED FOR ANCHORAGE TO CONCRETE
OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
a. SIMPSON “TITAN HD”-ICC ESR-2713 FOR CONCRETE ONLY AND ICC ESR-1056 FOR MASONRY ONLY
b. POWERS “WEDGE-BOLT +” - ICC ESR 2526 FOR CONCRETE ONLY AND ICC ESR 1678 FOR MASONRY ONLY
c. POWERS “SNAKE”-ICC ESR 2272 FOR ANCHORAGE TO CONCRETE ONLY
d. HILTI “HUS-EZ” - ICC ESR 3027 FOR ANCHORAGE TO CONCRETE ONLY AND ICC ESR-3056 FOR MASONRY ONLY28
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DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
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RE
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BY
1 3 4 5
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MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
STRUCTURAL STEEL
REFERENCE STANDADS: CONFORM TO:
1. CBC CHAPTER 22- “STEEL”
2. NASI/AISC 303-10- “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES”
3. ANSI/AISC 325-10- “STEEL CONSTRUCTION MANUAL”
4. ANSI/AISC 360-10- “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
5. AWS D1.1:2010- “STRUCTURAL WELDING CODE-STEEL”
6. 2009 RCSC- “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”
7. ANSI/AISC 341-10- “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
8. AWS D1.8:2009- “STRUCTURAL WELDING CODE- SEISMIC SUPPLEMENT”
SPECIAL PROVISIONS FOR ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS): SELECTED STEEL
ELEMENTS OF THIS PROJECT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM” (SFRS) AND, THUS ARE SUBJECT
TO SPECIAL REQUIREMENTS DETAILED IN THE AISC “SEISMIC PROVISIONS”. ELEMENTS OF THE SFRS DESIGNATED ON
PLANS. REFER TO DRAWING LEGEND FOR SYMBOLS USED TO DESIGNATE ELEMENTS ON THE PLANS AND
STRUCTURAL STEEL SEISMIC PROVISIONS SECTION OF GENERAL NOTES FOR SUPPLEMENTAL REQUIREMENTS.
SUBMITTALS: SUBMIT THE FOLLOWING DOCUMENTS TO THE SER FOR REVIEW:
1.SHOP DRAWINGS COMPLYING WITH AISC 360 SECTIONS M1 AND N3 AND AISC 303 SECTION 4.
2.ERECTION DRAWINGS COMPLYING AISC 360 SECTION M1 AND N3 AND AISC 303 SECTION 4
3.WELD PROCEDURE SPECIFICATION (WPS'S) FOR SHOP AND FIELD WELDING.
4.MANUFACTURER'S CERTIFICATES OF CONFORMANCE FOR ELECTRODES, FLUXES AND GASES (WELDING
CONSUMABLES).
MAKE COPIES OF THE FOLLOWING DOCUMENTS “AVAILABLE UPON REQUEST” TO THE SER OR OWNER'S INSPECTION
AGENCY IN ELECTRONIC OR PRINTED FORM PRIOR TO FABRICATION PER AISC 360 SECTION N3.2 REQUIREMENTS:
1.FABRICATOR'S WRITTEN QUALITY CONTROL MANUAL THAT INCLUDES, AS A MINIMUM:
1.a. MATERIAL CONTROL PROCEDURES
1.b. INSPECTION PROCEDURES
1.c. NON-CONFORMANCE PROCEDURES
2.STEEL & ANCHOR ROD SUPPLIERS' MATERIAL TEST REPORTS (MTR'S) INDICATING THE COMPLIANCE WITH
SPECIFICATIONS.
3.FASTENER MANUFACTURER'S CERTIFICATION DOCUMENTING CONFORMANCE WITH THE SPECIFICATION.
4.FILLER METAL MANUFACTURER'S PRODUCT DATA FOR SMAW, FCAW AND GMAW INDICATING:
4.a. PRODUCT SPECIFICATION COMPLIANCE
4.b. RECOMMENDED WELDING PARAMETERS
4.c. RECOMMENDED STORAGE AND EXPOSURE REQUIREMENTS INCLUDING BAKING
4.d. LIMITATIONS OF USE
5.WELDED HEADED (SHEAR) STUD ANCHORS MANUFACTURER'S CERTIFICATIONS INDICATING AND MEET
SPECIFICATIONS.
6.PROCEDURE QUALIFICATION RECORDS (PQP'S FOR WPS'S THAT ARE NOT PREQUALIFIED IN ACCORDANCE WITH
AWS.
7.WELDING PERSONNEL PERFORMANCE QUALIFICATION RECORDS (WPQP) AND CONTINUITY RECORDS
CONFORMING TO AWS STANDARDS.
MATERIALS:
STRUCTURAL STEEL MATERIALS SHALL CONFORM TO MATERIALS AND REQUIREMENTS LISTED IN AISC 360 SECTION
A3 INCLUDING, BUT NOT LIMITED TO:
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLT:
1. ASTM A325-N BOLTS- “THREADS NOT EXCLUDED IN THE SHEAR PLANE.”
2. HIGH-STRENGTH BOLTED JOINTS HAVE BEEN DESIGNED AS 'BEARING” CONNECTIONS.
3. PROVIDE ASTM BOLT GRADE AND TYPE AS SPECIFIED IN THE MATERIALS SECTION ABOVE.
4. PROVIDE WASHERS OVER OUTER PLY OF SLOTTED HOLES AND OVERSIZE HOLES PER RCSC TABLE 6.1.
5. PROVIDE NUT AND WASHERS GRADES, TYPES AND FINISHES CONFORMING TO RCSC SPECIFICATION TABLE 2.1.
6. PROVIDE FASTENER ASSEMBLIES FROM A SINGLE SUPPLIER.
7. JOINT TYPES SHALL BE:
8. ST - “SNUG TIGHT FOR TYPICAL BEAM END “SHEAR” CONNECTIONS, UNLESS NOTED OTHERWISE.
9. SC - “SLIP CRITICAL”, WHERE SPECIFICALLY INDICATED. PROVIDE WITH CLASS A FAYING SURFACE.
10. INSTALL BOLTS IN JOINTS IN ACCORDANCE WITH THE RCSC SPECIFICATION SECTION 8 AND TABLE 4.1
11. INSPECTION IS PER RCSC SECTION 9.
ANCHORAGE TO CONCRETE:
1.EMBEDDED STEEL PLATES FOR ANCHORAGE TO CONCRETE: PLATES (PL) EMBEDDED IN CONCRETE WITH STUDS
(WHS) OR DOWEL BAR ANCHORS (DBA) SHALL BE OF THE SIZES AND LENGTHS AS INDICATED ON THE PLANS
WITH MINIMUM ½” DIA. WHS X 6” LONG BUT PROVIDE NOT LESS THAN ¾” INTERIOR COVER OR 1 ½” EXTERIOR
COVER TO THE OPPOSITE FACE OF CONCRETE, UNLESS NOTED OTHERWISE.
2.COLUMN ANCHOR RODS AND BASE PLATES: ALL COLUMNS (VERTICAL MEMBER ASSEMBLIES WEIGHING OVER 300
POUNDS) SHALL BE PROVIDED WITH A MINIMUM OF FOUR ¾” DIAMETER ANCHOR RODS. COLUMN BASE PLATES
SHALL BE AT LEAST ¾” THICK, UNLESS NOTED OTHERWISE. CAST-IN-PLACE ANCHOR RODS SHALL BE PROVIDED
UNLESS OTHERWISE APPROVED BY THE ENGINEER. UNLESS NOTED OTHERWISE, EMBEDMENT OF
CAST-IN-PLACE ANCHOR RODS SHALL BE 12 TIMES THE ANCHOR DIAMETER (12D)
FABRICATION:
1. CONFORM TO AISC 360 SECTION M2 “FABRICATION” AND AISC 303 SECTION 6 “SHOP FABRICATION”
2. QUALITY CONTROL (QC) SHALL CONFORM TO:
a. AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND
b. AISC 303 SECTION 8 “QUALITY CONTROL”.
c. FABRICATOR AND ERECTOR SHALL ESTABLISH AND MAINTAIN WRITTEN QUALITY CONTROL (QC)
PROCEDURES PER AISC 360 SECTION N3.
d. FABRICATOR SHALL PREFORM SELF-INSPECTIONS PER AISC 360 SECTION N5 TO ENSURE THAT THEIR WORK
IS PERFORMED IN ACCORDANCE WITH CODE OF STANDARD PRACTICE, THE AISC SPECIFICATION,
CONTRACT DOCUMENTS AND THE APPLICABLE BUILDING CODE.
e. QC INSPECTIONS MAY BE COORDINATED WITH QUALITY ASSURANCE INSPECTIONS PER SECTION N5.3
WHERE FABRICATORS QA PROCEDURES PROVIDE THE NECESSARY BASIS FOR MATERIAL CONTROL,
INSPECTION, AND CONTROL OF THE WORKMANSHIP EXPECTED BY THE SPECIAL INSPECTOR
WELDING:
1. WELDING SHALL CONFORM TO AWS D1.1 AND D1.8 AS APPLICABLE FOR SEISMIC ELEMENTS WITH PREQUALIFIED
WELDING PROCESSES EXCEPT MODIFIED BY AISC 360 SECTION J2 AND AISC 341 AS APPLICABLE. WELDERS
SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 (AND D1.8 FOR DEMAND CRITICAL WELDS WHERE
APPLICABLE) REQUIREMENTS
2. USE 70KSI STRENGTH, LOW-HYDROGEN TYPE ELECTRODES (E7018) OR E71T AS APPROPRIATE FOR THE
PROCESS SELECTED.
3. WELDING OF HIGH STRENGTH ANCHOR RODS IS PROHIBITED UNLESS APPROVED BY ENGINEER
4. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING”
ERECTION:
1. CONFORM TO AISC 360 SECTION M4 “ERECTION” AND AISC 303 SECTION 7 “ERECTION”
2. CONFORM TO AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND AISC 303 SECTION 8
3. THE ERECTOR SHALL MAINTAIN DETAILED ERECTION QUALITY CONTROL PROCEDURES THAT ENSURE THAT THE
WORK IS PERFORMED ON ACCORDANCE WITH THESE REQUIREMENTS AND THE CONTRACT DOCUMENTS
4. STEEL WORK SHALL BE CARRIED UP TRUE AND PLUMB WITHIN THE LIMITS DEFINES IN AISC 303 SECTION 7.13.
5. HIGH STRENGTH BOLTING SHALL COMPLY WITH THE RCSC REQUIREMENTS INCLUDING RCSC SECTION 7.2
“REQUIRED TESTING”, AS APPLICABLE AND AISC 360 CHAPTER J, SECTION M2.5 AND SECTION N5.6.
6. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING.
7. PROVIDE HEADED (SHEAR) STUD ANCHORS WELDED THROUGH METAL DECK TO TOPS OF BEAMS DENOTED IN
PLANS
8. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SAFETY PROTECTION REQUIRED AISC 360
SECTION M4.2 AND AISC 303 SECTION 7.10 AND 7.11.
PROTECTIVE COATING REQUIREMENTS
1. SHOP PAINTING: CONFORM TO AISC 360 SECTION M3 AND AISC 303 SECTION 6.5 UNLESS OTHERWISE SPECIFIED
BY THE PROJECT SPECIFICATIONS
2. INTERIOR STEEL:
a. UNLESS NOTED OTHERWISE, DO NOT PAINT ANY STEEL SURFACES MEETING THE FOLLOWING CONDITIONS:
·CONCEALED BY INTERIOR BUILDING FINISHES,
·FIREPROOFED,
·EMBEDDED IN CONCRETE,
·SPECIALLY PREPARED AS A “FAYING SURFACE” FOR TYPE-SC “SLIP-CRITICAL” CONNECTIONS INCLUDING
BOLTED CONNECTIONS THAT FORM A PART OF THE SEISMIC FORCE RESISTING SYSTEM GOVERNED BY
AISC 341 UNLESS THE COATING CONFORMS TO REQUIREMENTS OF THE RCSC BOLT SPECIFICATION AND IS
APPROVED BY THE ENGINEER.
·WELDED; IF AREA REQUIRES PAINTING, DO NOT PAINT UNTIL AFTER WELD INSPECTIONS AND
NON-DESTRUCTIVE TESTING REQUIREMENT, IS ANY, AE SATISFIED
b. INTERIOR STEEL, EXPOSED TO VIEW, SHALL BE PAINTED WITH ONE COAT OF THE SHOP PRIMER UNLESS
OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS. FIELD TOUCH-UPS TO MATCH THE FINISH COAT
OF AS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS.
1.EXTERIOR STEEL: EXPOSED EXTERIOR STEEL SHALL BE PROTECTED BY EITHER:
a.PAINT WITH AN EXTERIOR MULTI-COAT SYSTEM AS PER THE PROJECT SPECIFICATIONS. FIELD TOUCH-UP
PAINTING SHALL BE AS PER THE PROJECT SPECIFICATIONS.
b.GALVANIZING: UNLESS PROTECTED WITH A PAINT SYSTEM, EXPOSED STEEL (OUTSIDE THE BUILDING
ENVELOPE) SHALL BE HOT DIPPED GALVANIZED, WHERE NOTED ON PLANS OTHERWISE INDICATED BY THE
FINISHES SPECIFIED BY THE ARCHITECT. APPLY FIELD TOUCH-UPS PER PROJECT SPECIFICATIONS.
ARCHITECTURALLY EXPOSED STRUCTUAL STEEL: STEEL IDENTIFIED BY ARCHITECT ON THE ARCHITECTURAL
DRAWINGS AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM AISC 303 SECTION 10
STRUCTURAL STEEL-SEISMIC PROVISIONS
REFERENCE STANDARDS: CONFORM TO THE STANDARDS IN THE STRUCTURAL STEEL SECTION AND THE FOLLOWING:
1. ANSI/AISC 341-10 - “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
2. AWS D1.8”2009 - “STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT”
SCOPE: IN ADDITION TO THE STANDARDS SPECIFIED IN THE STRUCTURAL STEEL SECTION OF THESE GENERAL
REQUIREMENTS, STRUCTURAL STEEL THAT IS PART OF OR THAT TRANSFERS SEISMIC LOADS TO THE DESIGNATED
SEISMIC FORCE RESISTING SYSTEM (SFRS) DEFINED IN THE DESIGN CRITERIA AND LOADS SECTION OF THESE
GENERAL REQUIREMENTS, SHALL COMPLY WITH APPLICABLE SEISMIC PROVISIONS BELOW.
SEISMIC FORCE RESISTING SYSTEM (SFRS): THE SFRS IS AN ASSEMBLAGE OF BEAMS, COLUMNS, BRACES AND WALLS
THAT HAVE BEEN SPECIALLY PROPORTIONED INTO VERTICAL FRAME AND SHEAR WALL] SYSTEMS TO RESIST
LATERAL SEISMIC FORCED. BEYOND THE FRAMES AND WALLS ARE TYPICALLY OTHER HORIZONTAL MEMBERS
CONNECTING TO THE VERTICAL SHEAR-RESISTING FRAMES AND WALLS THAT “DRAGS”, AND “DIAPHRAGMS” (SUCH AS
THE FLOOR SLAB AND ROOF DECK), WHICH ALSO FORM PART OF THE SFRS AND ARE SUBJECT TO THE “SEISMIC
PROVISIONS” OF AISC 341.
DESIGNATION OF PRIMARY SFRS FRAMING SYSTEM FOR THIS PROJECT IS PROVIDED IN THE DESIGN CRITERIA AND
LOADS SECTION OF THESE GENERAL REQIREMENTS. STABILITY OF THE STRUCTURE UNDER SEISMIC LOADS IS
RELIANT UPON STRUCTURAL STEEL COLLECTORS, DRAG AND DIAPHRAGM CHORDS WHICH ARE GOVERNED BY THE
SEISMIC PROVISIONS.
LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST): THE PRIMARY SFRS FRAMING FOR THIS PROJECT IS TO BE
ENCLOSED AND EXPECTED TO B MAINTAINED WITH THE LAST OF 50 DEGREES FAHRENHEIT.
STRUCTURAL MEMBERS AND THEIR CONNECTIONS CONSIDERED IN THE DESIGN OF THE SFRS ARE SUBJECT TO THE
SPECIAL SEISMIC PROVISIONS OF THIS SECTION. SUBJECT ELEMENTS REQUIRE SPECIAL ATTENTION TO DETAILING,
MATERIAL CONTROL, DOCUMENTATION, FABRICATION, INSPECTION, AND PROTECTIONS FROM ALL TRADES. SPECIAL
REQUIREMENTS INCLUDE BUT ARE NOT LIMITED TO:
1.IDENTIFICATION OF SFRS MEMBERS AND THEIR CONNECTIONS ON SHOP AND ERECTION DRAWINGS; INCLUDE
SPECIAL DETAILING, WELDING AND INSPECTION REQUIREMENTS AND LIMITATIONS ON WHERE OTHER TRADES
ARE RESTRICTED FROM ANY ATTACHMENTS. REFER TO AISC 341 SECTION D1.3 PROTECTED ZONES.
2.CONNECTION CONFIGURATIONS DETAILED TO SCALE, INCLUDING THE LAYOUT OF BOLTS, PLATES, WELDS AND
ANY SPECIAL ERECTION PROCEDURES AND WELDING SEQUENCE REQUIREMENTS.
3. DEMAND CRITICAL WELDS (DCW) SHALL BE NOTED ON SHOP AND ERECTION DRAWINGS.
4. MEMBERS AND PLATES SUBJECT TO CHARPY V-NOTCH (CVN) TOUGHNESS TESTING'S.
5. INDICATE STEEL ELEMENTS WHERE LOWEST ANTICIPATED SERVICE TEMPERATURE, (LAST) IS BELOW 50
DEGREES F.
QUALITY CONTROL AND QUALITY ASSURANCE PLAN: QUALITY CONTROL (QC) (BY CONTRACTOR) AND QUALITY
ASSURANCE (QA) (BY AN APPROVED SPECIAL INSPECTION AGENCY) FOR MEMBERS OF THE SFRS SHALL BE
PROVIDED IN ACCORDANCE WITH AISC 341, CHAPTER J AND COORDINATED PER SECTION J6.4.
1. FABRICATOR AND ERECTOR SHALL HAVE QUALITY CONTROL PROGRAM PER AISC 360 SECTION N2
2. FABRICATOR AND ERECTOR SHALL PROVIDE ACCESS TO THE QUALITY ASSURANCE/SPECIAL INSPECTION
AGENCY, PRIOR TO THE START OF WORK, FOR PURPOSES OF REVIEW OF THE QUALITY CONTROL PROGRAM
REQUIRED PER AISC 360 SECTION N2 PER CBC 1704.2.5.1
3. SPECIAL INSPECTIONS REQUIRED PER CBC SECTIONS 1705.2.1 AND 1705.11.1 AND THE STATEMENT OF SPECIAL
INSPECTIONS SECTION OF THESE GENERAL REQUIREMENTS.
SUBMITTALS:
1. SUBMIT FABRICATOR AND ERECTOR DOCUMENTS PER AISC 360 SECTION N3 AND AISC 341 SECTION J2.1.
2. SHOP DRAWINGS OF THE SFRS SHALL BE PREPARED IN ACCORDANCE WITH AISC 303 SECTION 4, AISC 341
3. SECTIONS A4.1, A4.2, AND I1 AND SHALL INCLUDE THE FOLLOWING:
3.·DESIGNATION OF THE SFRS
3.·MEMBER AND CONNECTIONS OF THE SFRS CLEARLY IDENTIFIED
3.·PRE-TENSIONED BOLTS AND FAYING SURFACE PREPARATION LOCATIONS IN SFRS
3.·WELD ACCESS HOLD DIMENSIONS, SURFACE PROFILE AND FINISH REQUIREMENTS
3.·NDT WHERE PERFORMED BY THE FABRICATOR
4. WELD PROCEDURES SPECIFICATIONS (WPS'S)
5. BOLT INSTALLED PROCEDURES
6. CHARPY V-NOTCH CONFORMANCE CERTIFICATION FOR WELDING ELECTRODES, FLUXES AND SHIELDING
7. GASES
8. MATERIAL DATA FOR DEMAND CRITICAL WELDS PER AISC 341 J2.1(3).
9. CHARPY V-NOTCH CONFORMANCE CERTIFICATION/VERIFICATION TEST RESULTS FOR “HEAVY SHAPES” OR
10. JUMBO SECTIONS, IF APPLICABLE.
11. SPECIFIC ASSEMBLY ORDER, WELDING SEQUENCE, WELDING TECHNIQUE, OR OTHER SPECIAL PRECAUTIONS
12. FOR JOINTS OR GROUPS OF JOINTS WHERE SUCH ITEMS ARE DESIGNATED TO BE SUBMITTED TO THE SER.
SFRS MATERIALS: STRUCTURAL STEEL PART OF THE SFRS SHALL MEET THE REQUIREMENTS OF AISC 341, SECTION
A3.1. REFERENCE THE MATERIALS SECTION OF THE STRUCTURAL STEEL FOR SPECIFIC ASTM SPECIFICATIONS.
HEAVY SECTIONS - SPECIAL REQUIREMENTS: IN ADDITION TO AISC 360 A3.1C REQUIREMENTS:
HOT-ROLLED SHAPES WITH FLANGES 1 ½ INCH THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH
TOUGHNESS OF 20 FT-LBS AT 70 DEGREES F TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN ASTM A6
SUPPLEMENTARY REQUIREMENT S30
PLATES, 2 INCHES THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT 70
DEGREES F MEASURED AT ANY LOCATION PERMITTED BY ASTM A673, FREQUENCY P, WHERE THE PLATE IS USED
FOR:
A. CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING IS EXPECTED
B. BUILT-UP MEMBERS
SFRS BOLTED JOINT REQUIREMENTS: ALL BOLTS SHALL BE INSTALLED AS PRE-TENSIONED HIGH-STRENGTH BOLTS
OF SIZE AND ORIENTATIONS AS SHOWN ON THE DRAWINGS. BOLT HOLES SHALL STANDARD HOLES OR
SHORT-SLOTTED PERPENDICULAR TO THE APPLIED LOAD UNLESS OTHERWISE NOTED. EXCEPTION: FOR DIAGONAL
BRACES IN OCBF, SCBF, OR EBF FRAMES, OVERSIZED HOLES ARE PERMITTED IN ONE CONNECTION PLY PROVIDED
BRACE CONNECTION STRENGTH IS BASED ON SLIP-CRITICAL CAPACITIES. ALL BOLTED JOINTS SHALL BE PREPARED
WITH CLASS A FAYING SURFACES (OR BETTER) PER RCSC SPECIFICATION SECTION 3.2 AND SHALL HAVE FAYING
SURFACES PREPARED AND BOLTS INSTALLED IN ACCORDANCE WITH JOINT TYPE SC - CLASS A (UNCOATED) -
“SLIP-CRITICAL” PER RCSC SPECIFICATION TABLE 4.1 AND SECTION 8.2. INSPECTIONS SHALL BE PER RCSC SECTION
9.3
SFRS WELDING REQUIREMNTS: ALL WELDING SHALL BE DONE WITH APPROPRIATE WELD PROCEDURES PREPARED
THE SEISMIC SUPPLEMENT, AWD D1.8, INCLUDING, BOTH SHOP FABRICATION AND FIELD ERECTION WELDING.
1.WELDING PROCEDURE SPECIFICATIONS (WPS): WELDING SHALL BE DONE WITH APPROPRIATE WELD
PROCEDURES PREPARED IN ACCORDANCE WITH AWS D1.1, AWS D1.8 CLAUSES 6.1. SUBMIT FOR REVIEW PER
AISC 341 SECTION
2.FILLER METAL: WELDS OF MEMBERS OF THE SFRS SHALL BE MADE WITH FILLER METAL CONFORM TO THE
REQUIREMENTS OF AISC 341 SECTION A3.4 AND AWS D1.8 CLAUSES 6.3, WHICH CAN PRODUCE WELDS THAT
HAVE MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT. SUBMIT
EVIDENCE OF COMPLIANCE.
3.WELD (RUNOFF) TABS: REMOVE WELD (RUNOFF) TABS, UNLESS NOTED OTHERWISE, AND GRIND SURFACES PER
AWS D1.8 CLAUSES 6.11 UNLESS NOTED OTHERWISE.
4.CONTINUINTY PLATES AND STIFFENERS PLACED INTO THE WEBS OF ROLLED SHAPED SHALL BE DETAILED IN
ACCORDANCE WITH AWS D1.8 CLAUSES 4.1.
5.WELD ACCESS HOLES OF DEMAND CRITICAL WELDS SHALL EITHER BE PER AWS D1.8 SECTION 6.10.1.2. OR AS
OTHERWISE PERMITTED PER AISC 360 SECTION J1.6.
6.BACKING BARS:
a. BACKING IN GROOVE WELDED BUTT SPLICED OF COLUMNS NEED NOT BE REMOVED
b. BACKING IN GROOVE WELDS OF COLUMNS TO BASEPLATES SHALL BE REMOVED EXCEPT WHEN BACKING IS
PLACED AND REINFORCED PER THE REQUIREMENTS OF AISC 341 SECTION D2.6
7.TACK WELDS: ALL TACK WELDS PART OF THE SFRS SHALL COMPLY WITH REQUIREMENTS OF AWS D1.8 SECTION
6.16.
8.DEMAND CRITICAL WELDS (DCW): WELDS DESIGNATED AS “DEMAND CRITICAL WELDS” OR “DCW” IN THE TAIL OF
WELD SYMBOLS ON DRAWINGS SHALL COMPLY WITH THE ADDITIONAL REQUIREMENTS OF SECTIONS A3.4B AND
I2.3 IN AISC 341 AND SHALL BE MADE WITH FILLER METALS CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH
TOUGHNESS OF 20 FT-LB AT 0 DEGREES FAHRENHEIT AND 40 FT-LB AT 70 DEGREES FHARENHEIT AS
DETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD OR MANUFACTURER CERTIFICATION.
UNLESS OTHERWISE NOTES, THE FOLLOWING NOTED, THE FOLLOWING WELDS IN THE SFRS SHALL BE
CONSIDERED “DEMAND CRITICAL”:
9. COMPLETE-JOINT-PENETRATION (CJP) GROOVE WELDS OF:
a. COLUMN SPLICES
b. COLUMN-TO-BASEPLATE
c. BEAM FLANGE-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
d. BEAM WEB-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
STEEL STAIRS
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 10 - “MEANS OF EGRESS”, CBC TABLE 1607.1
2. NAAMM - “METALS STAIRS MANUAL”
3. ANSI/AISC 360-10 - “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
4. AISI 2007 - “NORTH AMERICA SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”
5. AWS D1.1-0 “STRUCTURAL WELDING CODE- STEEL”,
6. AWS D1.3-08 “STRUCTURAL WELDING CODE- SHEET STEEL.”
SUBMITTALS: STEEL STAIRS ARE TO BE PREPARED BY A SSE. REFERENCE DEFINITIONS AND DEFERRED SUBMITTALS
ABOVE. SUBMIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) STAMPED BY
A PROFESSIONAL CIVIL PF STRUCTURAL ENGINEER REGISTERED OM THE STATE OF CALIFORNIA.
MATERIALS:
STRUCTURAL WF SHAPES…………………............................ASTM A992 - GR50
STEEL CHANNELS, ANGLES, AND PLATES & BAR...............ASTM A36
SHEET STEEL (GALVANIZED)………………...........................ASTM A446
STEEL PIPE RAIL……………………………..............................ASTM A53, GRADE B
STEEL TUBING ……………………………................................ASTM A500, GRADE B
STEEL ROD…………………………………...............................ASTM A36 OR A307
STEEL DECK……………………………….................................1- ½” COMPOSITE FLOOR DECK
BOLTS……………………………………….................................ASTM A325N
WELDS, STRUCTURAL STEEL………………….AWS D1.1
WELDS, SHEET STEEL………………………......AWS D1.3
WELDED HEADED STUDS (WHS)………….......ASTM A108, AWS D1.1
HEADED CONCRETE ANCHORS (HCA)……….ASTM A108, AWS D1.1
STRUCTURAL REQUIREMENTS:
1.SCOPE: INCLUDE TREADS, RISERS, STINGERS, LANDINGS, RAILINGS AND ALL CONNECTIONS INCLUDING
CONNECTIONS TO THE PRIMARY STRUCTURE UNLESS NOTED OTHERWISE. ALL INSERTS REQUIRED FOR
ATTACHMENT TO THE PRIMARY STRUCTURE SHALL BE DESIGNED AND PROVIDED BY THE STAIR SUPPLIER.
2.LOADS: STAIR TREADS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD OR 300LB. CONCENTRATED LOAD PLACED
TO PRODUCE MAXIMUM STRESS, WHICHEVER CONTROLS. STRINGERS AND LANDINGS SHALL BE DESIGNED FOR
100 PSF LIVE LOAD. LIVE LOAD DEFLECTION SHALL NOT EXCEED 1/360 OF THE SPAN. THE STAIR ASSEMBLY AND
ATTACHMENT TO THE MAIN STRUCTURE SHALL BE DESIGNED FOR LATERAL LOADS PER CBC CHAPTER 16
3.RAILINGS: THE COMPLETED HANDRAIL, GUARDRAIL, AND SUPPORTING STRUCTURE AND THEIR CONNECTIONS
SHALL BE DESIGNED TO RESIST LOADS AS SPECIFIED IN THE CBC SECTION 1607.8.
4.ARCHITECTURAL REQUIREMENTS: CONFORM TO SHAPE AND CONFIGURATION SHOWN ON THE ARCHITECTURAL
DRAWINGS. CONSULT THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. ALL STEEL SHALL BE
PAINTED PER PROJECT SPECIFICATIONS WITH ONE COAT OF STANDARD SHOP PRIMER UNLESS NOTED
OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS
5.CONCRETE FILL: CONFORM TO NOTES, THIS SHEET FOR CAST-IN-PLACE CONCRETE AND CONCRETE
REINFORCEMENT. PROVIDE MINIMUM 3000 PSI CONCRETE AND WWF 6X6-W1.4 OR FIBER MESH UNLESS NOTED
ON THE DRAWINGS.
STRUCTURAL (S), (W) & (HP) SHAPES
CHANNEL (C) & ANGLE (L) SHAPES
STRUCTURAL PLATE (PL)
HIGH STRENGTH PLATE (GR 50 PL)
HOLLOW STRUCTURAL SECTION-SQUARE/RECT(HSS)
STRUCTURAL PIPE (PIPE) 12” DIA. AND LESS
HOLLOW STRUCTURAL SECTION-ROUND (HSS)
HEAVY HEX NUTS
WASHERS (HARDENED FLAT OR BEVELED)
ANCHOR RODS (ANCHOR BOLTS, TYPICAL)
MILD THREADED RODS
HIGH STRENGTH THREADED RODS
ASTM A992 FY=50 KSI
HIGH STRENGTH THREADED RODS
WELDED HEADED (SHEAR) STUD ANCHORS
WELDED HEADED STUD (WHS) ANCHORS
DOWEL BAR ANCHORS (DBA)
ASTM A36, FY=36 KSI
ASTM A36 FY=36 KSI
ASTM A36 FY=36 KSI
ASTM A572 FY=50 KSI
ASTM A500 GRADE B FY= 46 KSI
ASTM A53 GRADE B FY= 35 KSI
ASTM A325/F1852 TYPE 1 OR 3, PLAIN OR GALVANZED (AS
REQ'D)
ASTM A563 GRADE AND FINISH PER RCS TABLE 2.1
ASTM F436 GRADE AND FINISH PER RCSC TABLE 2.1
ASTM F1554 GR.36
ASTM F1554 GR.55 (WELD ABLE) PER SUPPLEMENT S1
ASTM A36 FY= 36 KSI
ASTM A36 FY= 50 KSI
ASTM A193 GRADE B7 FY = 100 KSI
ASTM A108-NELSON/TRW S3L
HIGH STRENGTH HEAVY HEX STRUCTURAL BOLTS
ASTM A500 GRADE B FY= 42 KSI
ANCHOR RODS (HIGH STRENGTH)
ASTM A496- NELSON/TRW D2L FY = 70 KSI
ASTM A108 NELSON /TRW H4L
STRUCTURAL STEEL MATERIALS
WIDE FLANGE (WF), TEE (WT) SHAPES
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Beams All DF/DF 24F-V4 Simple Spans
Beams All DF/DF 24F-V4 Continuous or with Cantilever Spans
Columns All DF L2 Post, Truss Member
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
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MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
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MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
WOOD FRAMING
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 23 "WOOD"
2. NDS - "2018 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION
3. ANSI/AWS - SDPWS-2015: SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC WITH
COMMENTARY
4. APA PDS-04 PLYWOOD DESIGN SPECIFICATIONS
5. ANSI/TPI 1-2007 "NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD TRUSS
CONSTRUCTION"
6. BCSI "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATED
CONNECTED WOOD TRUSSES.
7. TPI DSB "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE
CONNECTED WOOD TRUSSES"
8. APA REPORT TT-045B "MINIMUM NAIL PENETRATION FOR WOOD STRUCTURAL PANEL
CONNECTIONS SUBJECT
9. TO LATERAL LOADS"
SUBMITTALS: SUBMIT SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. SHOP DRAWINGS
SHALL INCLUDE MEMBER SIZE, SPACING, CAMBER, MATERIAL TYPE, GRADE, SHOP AND FIELD
ASSEMBLY DETAILS AND CONNECTIONS, TYPES AND LOCATION OF BOLTS AND OTHER FASTENERS.
SUPPLY SHOP DRAWINGS FOR THE FOLLOWING:
1. GLUED LAMINATED MEMBERS
2. PSL MEMBERS
3. LVL MEMBERS
4. LSL MEMBERS
5. TAPERED & PARALLEL WOOD I JOISTS (SOLID WEB-WOOD JOISTS)
6. PANELIZED WOOD WALLS & CONNECTION DETAILS
7. WOOD TIE-DOWN SYSTEMS
DEFERRED SUBMITTALS: SUBMIT PRODUCT DATA AND PROOF OF ICC APPROVAL FOR FRAMING
MEMBERS AND FASTENERS THAT HAVE BEEN DESIGNED BY OTHERS. SUBMIT CALCULATIONS
PREPARED BY THE EOR IN THE STATE OF CALIFORNIA FOR ALL MEMBERS AND CONNECTIONS DESIGN
BY OTHERS ALONG WITH SHOP DRAWINGS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS
AND WEB STIFFENERS SHALL BE DETAILED AND FURNISHED BY THE SUPPLIER. TEMPORARY AND
PERMANENT BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
SPECIFICATIONS. DEFLECTION LIMITS SHALL BE NOTED UNDER "DEFERRED SUBMITTALS" SECTION
SPECIFIC DETAILS. PRODUCTS INCLUDED ARE:
1.SOLID WEB WOOD JOISTS (I-JOISTS)
2.WOOD TIE DOWN SYSTEMS: CONTINUOUS ROD HOLD-DOWN SYSTEMS, WITH TAKE-UP DEVICES,
SHALL BE SPECIFIED. TAKE-UP DEVICES ARE REQUIRED AT EACH FRAMING LEVEL. ADDITIONAL
FRAMING MEMBERS SHALL BE PROVIDED PER THE SYSTEM REQUIREMENTS REFER TO DETAILS
AND LOADING ON THE STRUCTURAL DRAWINGS.
IDENTIFICATIONS: ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE
IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING
AGENCY.
MATERIALS:
1.SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB OR NLGA AND "TABLE OF
SAWN LUMBER" FOUND ON THIS SHEET. FINGER JOINTED STUDS ACCEPTABLE AT INTERIOR
WALLS ONLY.
2.WOOD STRUCTURAL SHEATHING (PLYWOOD): WOOD APA-RATED STRUCTURAL SHEATHING
INCLUDES: ALL VENEER PLYWOOD, ORIENTED STRAND BOARD, WAFERBOARD,
PARTICLEBOARD, T1-11 SLIDING, AND COMPOSITES OF VENEER AND WOOD BASED MATERIAL
WITH T&G JOINT. ARCHITECT MAY DISALLOW OSB. CONFIRM WITH ARCHITECT. CONFORM TO
"CONSTRUCTION AND INDUSTRIAL PLYWOOD" BASED ON PRODUCT STANDARD PS 1-07 BY THE
U.S. DEPT OF COMMERCE, AND "PERFORMANCE STANDARD FOR WOOD-BASED
STRUCTURAL-USE PANELS" BASED ON PRODUCT PS 2-04 BY THE U.S. DEPT. IF CINNERCE AND
"PLYWOOD DESIGN SPECIFICATION" BASED ON APA PDS-04 BY THE AMERICAN PLYWOOD
ASSOCIATION. UNLESS NOTED OTHERWISE, SHEATHING SHALL COMPLY WITH THE "TABLE OF
SHEATHING" FOUND ON THIS SHEET.
3.GLUED LAMINATED TIMBER: CONFORM TO AITC 117-2004 "STANDARD SPECIFICATIONS FOR
STRUCTURAL GLUE-LAMINATED TIMBER OF SOFTWOOD SPECIES, MANUFACTURING AND
DESIGN" AND ANSI/AITC A190.1 "STRUCTURAL GLUED LAMINATED TIMBER." CAMBER ALL GLUED
LAMINATED BEAMS, EXCEPT CANTILEVERED AND CONTINUOUS BEAMS, TO 3000' RADIUS,
UNLESS SHOWN OTHERWISE ON PLANS.
4.ENGINEERED WOOD PRODUCTS (TrusJoist): THE FOLLOWING MATERIALS ARE BASED ON
LUMBER MANUFACTURED BY TrusJoist AND WERE USED FOR THE DESIGN AS SHOWN ON PLANS.
ALTERNATE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY
HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER LOAD AND STIFFNESS
PROPERTIES AND ARE REVIEWED AND APPROVED BY THE EOR. A HUD MATERIAL RELEASE
FORM IS REQUIRED FORE ALL MANUFACTURED WOOD PRODUCTS LISTED BELOW:
a.LAMINATED VENEER LUMBER (LVL): CONFORM TO ICC-ES REPORT NO. ESR-1387 OR CCMC
REPORT NO. 08675-R.
b.PARALLEL STRAND LUMBER (PSL): CONFORM TO ICC-ES REPORT NO. ESR-1387 OR CCMC
REPORT NO. 11161-R
c.LAMINATED STRAND LUMBER (LSL): CONFORM TO ICC REPORT NO. ESR-1387 OR CCMC
REPORT NO.
12627-R.
d.PARALLEL CHORD I-JOISTS (DEFERRED SUBMITTAL): CONFORM TO ICC REPORT NO. ESR-1153.
THE
MANUFACTURER SHALL DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON
THE PLANS. JOISTS SHALL HAVE WOOD CHORDS AND SOLID WOOD WEBS. JOISTS SHALL BE
TAPERED OR PARALLELL AS SHOWN ON THE PLANS.
5.TIMBER CONNECTORS: SHALL BE "STRONG TIE" BY SIMPSON COMPANY AS SPECIFIED IN THEIR
LATEST CATALOG. ALTERNATE CONNECTORS BY OTHER MANUFACTURERS MAY BE
SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER
LOAD CAPACITIES AND ARE REVIEWED AND APPROVED BY THE SER. PRIOR TO ORDERING.
CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. WHERE
CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN
EACH MEMBER. WHERE STRAPS ARE USED AS HOLD-DOWNS, NAIL STRAPS TO WOOD FRAMING
JUST PRIOR TO DRYWALL APPLICATION, AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO
ALLOW WOOD TO SHRINK AND THE BUILDING TO SETTLE. PREMATURE NAILING OF THE STRAP
MAY LEAD TO STRAP BUCKLING AND POTENTIAL FINISH DAMAGE.
6. WHERE CONNECTORS ARE IN EXPOSED EXTERIOR APPLICATIONS IN CONTACT WITH
PRESERVATIVE TREATED WOOD (PT) OTHER THAN CCA, CONNECTORS SHALL BE EITHER BATCH
HOT-DIPPED GALVANIZED (HDG), MECHANICALLY GALVANIZED (ASTM B695, CLASS 55 MINIMUM)
STAINLESS STEEL, OR PROVIDED WITH 1.85 OZ/SF OF ZINC GALVANIZING EQUAL TO OR BETTER
THAN SIMPSON ZMAX FINISH.
7.FASTENERS: (NAILS, BOLTS, SCREWS, ETC) ATTACHING TIMBER CONNECTORS (JOIST HANGERS,
POST CAPS, AND BASSES, ETC) TO PT WOOD SHALL HAVE SIMILAR CORROSION RESISTANT
PROPERTIES (MATCHING PROTECTIVE TREATMENTS) AS THE PROTECTED CONNECTOR.
FASTENERS (NAILS, BOLTS, SCREWS, ETC.) ATTACHING SAWN TIMBER MEMBERS OR
SHEATHING (SHEAR WALLS) TO PT WOOD SHALL BE CORROSION RESISTANT; NAILS AND LAG
BOLTS SHALL BE EITHER HDG (ASTM A153) OR STAINLESS STEEL. VERIFY THE SUITABILITY OF
THE FASTENER PROTECTION/COATING WITH THE WOOD TREATMENT CHEMICAL
MANUFACTURER/SUPPLIER. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS
AND LAG SCREWS BEARING ON WOOD.
8.LAG BOLTS/BOLTS: CONFORM TO ASTM A307 AND CBC SECTION 2304.9
ROOF AND FLOOR PANELS: UNLESS NOTED OTHERWISE ON DRAWINGS, INSTALL ROOF AND FLOOR
PANELS WITH LONG DIMENSIONS ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR
MORE SPANS. END JOINTS SHALL OCCUR OVER SUPPORTS. HUD MATERIALS BULLETIN 40C GRADE
MARKING OF SHEATHING CERTIFICATION IS REQUIRED.
NAILING REQUIREMENTS: CONFORM TO CBC SECTION 2304.9 "CONNECTIONS AND FASTENERS." UNLESS
NOTED ON PLANS, NAIL PER TABLE 2304.9.1. NAILING FOR ROOF/FLOOR DIAPHRAGMS/SHEARWALLS
SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE
OF SHEATHING. ALTERNATE NAILS MAY BE USED BUT ARE SUBJECT TO REVIEW AND APPROVAL BY THE
EOR. SUBSTITUTION OF STAPLES FOR THE NAILING OF RATED SHEATHING IS SUBJECT TO REVIEW BY
THE EOR PRIOR TO CONSTRUCTION.
STANDARD LIGHT-FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL
CONFORM TO CBC SECTION 2308 "CONVENTIONAL LIGHT-FRAME CONSTRUCTION."
NAILERS ON STEEL COLUMNS AND BEAMS: WOOD 3X NAILERS ARE GENERALLY REQUIRED ON ALL HSS
COLUMNS AND STEEL BEAMS ABUTTING OR EMBEDDED WITHIN WOOD FRAMING. UNLESS NOTED
OTHERWISE, ATTACH WITH 5/8" DIAMETER BOLTS OR WELDED STUDS @ 16" ON CENTERS. WOOD
NAILERS ON BEAMS SUPPORTING JOIST HANGER SHALL BE FLUSH WITH BEAM FLANGE.
MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE
CONTENT OF 19% EXCEPT FOR THE PRESSURE-TREATED WOOD SILL PLATE. REFER TO "TESTING &
INSPECTIONS" FOR THE VERIFICATION OF THESE LIMITS. THE MAXIMUM MOISTURE CONTENT REQUIRED
MAY BE LESS THAN 19% WHEN BASED ON A PARTICULAR CLADDING/INSULATION SYSYTEM. REFER TO
THE ARCHITECTURAL DRAWINGS, AND PROJECT SPECIFICATIONS, OR WITH CLADDING INSTALLER FOR
MAXIMUM RECOMMENDED MOISTURE CONTENT.
SHRINKAGE COMPENSATION FOR MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS: MEP SYSTEMS,
INCLUDING DUCTWORK, PIPES, AND OTHER ELEMENTS THAT RUN CONTINUOUSLY BETWEEN LEVELS
SHALL BE INSTALLED/DESIGNED IN SUCH A MANNER TO ACCOMMODATE SHRINKAGE IN THE WOOD
FRAMING. WOOD SHRINKAGE AMOUNTS WILL VARY DEPENDING ON THE CONSTRUCTION PROCESS AND
MATERIALS USED. THE ANTICIPATED SHRINKAGE UNDER TYPICAL CONDITIONS IS EXPECTED TO RANGE
BETWEEN 1/8" TO 1/4" PER FLOOR.
CLADDING COMPATIBILITY: THE ARCHITECT/OWNER SHALL REVIEW THE CLADDING AND INSULATION
SYSTEMS PROPOSED FOR THE PROJECT WITH RESPECT TO THEIR PERFORMANCE OVER WOOD STUDS
WITH MOISTER CONTENTS GREATER THAN 19%. EIFS SYSTEMS SHOULD BE AVOIDED ON
WOOD-FRAMED PROJECTS DUE TO PROBLEMS WITH MOISTURE PROOFING.
PRESERVATIVE TREATMENT (PT): WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" IN
ACCORDANCE WITH CBC SECTION 2304.11 "DECAY AND TERMITE PROTECTION" SHALL CONFORM TO
THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA) FOR
SAWN LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW
AMERICAN LUMBER STANDARDS COMMITTEE (ALSC) QUALITY ASSURANCE PROCEDURES. PRODUCTS
SHALL BEAR THE APPROPRIATE MARK. FASTENERS OR ANCHORS IN TREATED WOOD SHALL BE OF
STAINLESS STEEL OR HOT-DIPPED GALVANIZED OR AS PER CBC 2304.9.5. HUD UM48a
PRESSURE-TREATED LUMBER AND PLYWOOD CERTIFICATION IS REQUIRED.
MEMBER USE SIZE SPECIES GRADE
Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No.2
Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No.2
Post 4x4, 4x6, 4x8 Doug Fir Larch No.2
Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No.2
Beam 4x8 through 4x12 Doug Fir Larch No.2
Beam 6x8 through 6x12 Doug Fir Larch No.1
Post or Timber 6x6, 8x8 Doug Fir Larch No.1
TABLE OF SAWN LUMBER
LOCATION THICKNESS SPAN RATING PLYWOOD GRADE EXPOSURE
Roof 15/32"32/16 C-D 1
Floor 23/32" T&G 24 OC STUD-I-FLOOR 1
Walls 15/32"32/16 C-D 1
TABLE OF SHEATHING - USE, MINIMUM THICKNESS AND MINIMUM APA RATING
TYPE USE WIDTHS E (106) (psi)Fb
(psi)Fv (psi) Fc// (psi)
LSL Rimboard Rimboard or Stair Stringer 1 1/2"1.3E 1700 400 1835
Timberstrand LSL Header, Beam or Column < 9"
depth 3 1/2"1.3E 1700 400 1835
Timberstrand LSL Rimboard, Header or Beam ≥
9" depth 1 3/4" , 3 1/2"1.55E 2325 310 2170
Timberstrand LSL Wall Stud 2x4 & 2x6 1 1/2"1.3E 1700 400 1300
Wall Stud > 2x6 1 1/2"1.5E 2250 400 1950
Microllam LVL Header, Beam 1 3/4"2.0E 2600 285 2510
Parallam PSL Header, Beam 3 1/2" , 5 1/4", 7"2.0E 2900 290 2900
Parallam PSL Column 3 1/2" , 5 1/4", 7"1.8E 2400 190 2500
TABLE OF ENGINEERED WOOD REQUIREMENTS
TABLE OF GLULAM AND GRADE
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Wood structural panels, combination subfloor underlayment to framing
35. 3/4" and less 8d common (2 1/2" x 0.131"); or
6d deformed (2" x 0.113")6 12
36. 7/8" - 1"8d common (2 1/2" x 0.131"); or
8d deformed (2 1/2" x 0.131")6 12
37. 1 1/8" - 1 1/4"10d common (3" x 0.148"); or
8d deformed (2 1/2" x 0.131")6 12
ROOF
1. Blocking between ceiling joists rafters or trusses
to top plate or framing below
3-8d common (2 1/2" X 0.131"); or
3-10d box (3" X 0.128"); or
3-3" 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Each end, toenail
Blocking between rafters or truss not at the wall top
plate, to rafter or truss
2-8d common (2 1/2" X 0.131")
2-3" x 0.131" nails
2-3" 14 gage staples
Each end, toenail
2-16d common (3 1/2" x 0.162"
3-3" x 0.131" nails
3-3" 14 gage staples
End nail
Flat blocking to truss and web filler
16d common (3 1/2" x 0.162") @ 6"
o.c.
3" x 0.131" nails @ 6" o.c.
3" x 14 gage staples @ 6" o.c.
Face nail
2. Ceiling joists to top plate
3-8d common (2 1/2" x 0.131"); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Each joist, toenail
3. Ceiling joist not attached to parallel rafter, laps
over partitions (no thrust) (see Section 2308.7.3.1,
Table 2308.7.3.1)
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" X 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Face nail
4. Ceiling joist attached to parallel rafter (heel joint)
(see Section 2308.7.3.1, Table 2308.7.3.1)Per Table 2308.7.3.1 Face nail
5. Collar tie to rafter
3-10d common (3 1/2" x 0.148"); or
4-10d box (3" X 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Face nail
6. Rafter or roof truss to itop plate (See Section
2308.7.5, Table 2308.7.5)
3-10d common (3 1/2" x 0.148"); or
3-16d box (3 1/2" x 0.135"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Toenailc
7. Roof rafters to ridge valley or hip rafters; or roof
rafter to 2-inch ridge beam
2-16d common (3 1/2" x 0.162"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131 nails; or
3-3" 14 gage staples, 7/16" crown;
or
End nail
3-10d common (3 1/2" x 0.148"); or
4-16d box (3 1/2" x 0.135"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Toenail
WALL
8. Stud to stud (not at braced wall panels)
16d common (3 1/2" x 0.162");24" o.c. face nail
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
16" o.c. face nail
9. Stud to stud and abutting studs at intersecting
wall corners (at braced wall panels)
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
16d box (3 1/2" x 0.135"); or 12" o.c. face nail
3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown 12" o.c. face nail
10. Built-up header (2" to 2" header)
16d common (3 1/2" x 0.162"); or 16" o.c. each
edge, face nail
16d box (3 1/2" x 0.135")12" o.c. each
edge, face nail
11. Continuous header to stud 4-8d common (2 1/2" x 0.131"); or
4-10d box (3" x 0.128")Toenail
12. Top plate to top plate
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
12" o.c. face nail
13. Top plate to top plate, at end joints
8-16d common (3 1/2" x 0.162"); or
12-10d box (3 1/2" x 0.128"); or
12-3" x 0.131" nails; or
12-3" 14 gage staples, 7/16" crown
Each side of end
joint, face nail
(minimum 24" lap
splice length each
side of end joint)
14. Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
16d box (3 1/2" x 0.135"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
12" o.c. face nail
15. Bottom plate to joist, rim joist, band joist or
blocking at braced wall panels
2-16d common (3 1/2" x 0.162"); or
3-16d box (3 1/2" x 0.135"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
16" o.c. face nail
16. Stud to top or bottom plate
4-8d common (2 1/2" x 0.131"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
or
Toenail
2-16d common (3 1/2" x 0.162"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
End nail
17. Top plates, laps at corners and intersections
2-16d common (3 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Face nail
18. 1" brace to each stud and plate
2-8d common (2 1/2" x 0.131"); or
2-10d box (3 1/2" x 0.128"); or
2-3" x 0.131" nails; or
2-3" 14 gage staples, 7/16" crown
Face nail
19. 1" x 6" sheathing to each bearing 2-8d common (2 1/2" x 0.131"); or
2-10d box (3 1/2" x 0.128"); or Face nail
20. 1" x 8" and wider sheathing to each bearing 3-8d common (2 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or Face nail
FLOOR
21. Joist to sill, top plate, or girder
3-8d common (2 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Toenail
22. Rim joist, band joist, or blocking to top
plate, sill or other framing below
8d common (2 1/2" x 0.131"); or
10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
6" o.c., toenail
23. 1" x 6" subfloor or less to each joist 2-8d common (2 1/2" x 0.131"); or
2-10d box (3" x 0.128")Face nail
24. 2" subfloor to joist or girder 2-16d common (3 1/2" x 0.162")Face nail
25. 2" planks (plank & beam - floor & roof)2-16d common (3 1/2" x 0.162")Each bearing, face nail
26. Built-up girders and beams, 2" lumber
layers
20d common (4" x 0.192")
32" o.c., face nail at top and
bottom staggered on opposite
sides
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
24" o.c., face nail at top and
bottom staggered on opposite
sides
And:
2-20d common (4" x 0.192); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Ends and at each splice, face
nail
27. Ledger strip supporting joists or rafters
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Each joist or rafter, face nail
28. Joist to band joist or rim joist
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
End nail
29. Bridging or blocking to joist, rafter or
truss
2-8d common (2 1/2" x 0.131"); or
2-10d box (3" x 0.128"); or
2-3" x 0.131" nails; or
2-3" 14 gage staples, 7/16" crown
Each end, toenail
Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particle wall sheathing to
framinga
Edges
(inches)
Intermediate
supports
(inches)
30. 3/8" - 1/2"
6d common or deformed (2" x 0.113")
(subfloor and wall)6 12
8d common or deformed (2 1/2" x 0.131")
(roof) or RSRS-01 (2 3/8" x 0.113") nail
(roof)d
6 12
2 3/8" x 0.113" nail (subfloor and wall)6 12
1 3/4" 16 gage staple, 7/16" crown (subfloor
and wall)4 8
2 3/8" x 0.113" nail (roof)4 8
1 3/4" 16 gage staple, 7/16" crown (roof)3 6
31. 19/32" - 3/4"
8d common (2 1/2" x 0.131"); or
6d deformed (2" x 0.113") (subfloor and
wall)
6 12
8d common or deformed (2 1/2" x 0.131")
(roof) or RSRS-01 (2 3/8" x 0.113") nail
(roof)d
6 12
2 3/8" x 0.113" nail; or
2" 16 gage staple, 7/16" crown 4 8
32. 7/8" - 1/4"10d common (3" x 0.148"); or
8d deformed (2 1/2" x 0.131")6 12
Other Exterior Wall Sheathing
33. 1/2" fiberboard sheathingb
1 1/2" galvanized roofing nail
(7/16" head diameter); or
1 1/4" 16 gage staple with 7/16" or
1" crown
3 6
34. 19/32" - 3/4"
1 3/4" galvanized roofing nail
(7/16" head diameter); or
1 1/2" 16 gage staple with 7/16" or
1" crown
3 6
Interior paneling
40. 1/4"4d casing (1 1/2" x 0.080"; or
4d finish (1 1/2" x 0.072")6 12
41. 3/8"6d casing (2" x 0.099"; or
6d finish (Panel supports at 24 inches)6 12
Panel siding to framing
38. 1/2" or less
6d corrosion-resistant siding
(1 7/8" x 0.106"); or
6d corrosion-resistant casing (2" x 0.099")
6 12
39. 5/8"
8d corrosion-resistant siding
(2 3/8" x 0.128"); or
8d corrosion-resistant casing
(2 1/2" x 0.113")
6 12
FOR SI: 1 INCH = 25.4 mm.
a. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE48 INCHES OR MORE. FOR
NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO
SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
b. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH
AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
c. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS
SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE,
THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED TO ONE NAIL.
d. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667
NAILING SCHEDULE
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
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DA
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RE
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BY
1 3 4 5
-
2
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MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
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I
P
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I
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N
DA
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RE
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BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
P/BC 2017-024
GENERAL NOTES FOR STRUCTURAL OBSERVATION
(1) Structural Observation is required for the structural system in accordance with the Information Bulletin
No. P/BC 2017-024. Structural Observation is the visual observation at the construction site of the
elements and connections of the structural system at significant construction stages, and the
complete structure for general conformance to the approved plans and specifications. Structural
Observation does not waive the responsibility for the inspections required of the building inspector
or the deputy inspector.
(2) The owner shall employ a State of California registered civil or structural engineer or licensed architect
to perform the Structural Observation. The Los Angeles Department of Building and Safety (LADBS)
requires the use of the engineer or architect, or his/her designee responsible for the structural design
who are independent of the contractor.
(3) The Structural Observer shall provide evidence of employment by the owner or the owner’s
representative. A letter from the owner, the owner’s representative, or a copy of the agreement for
services shall be sent to the building inspector before the first site visit.
(4) The owner or owner's representative shall coordinate and call for a meeting between the engineer or
architect responsible for the structural design, Structural Observer, contractor, affected subcontractors
and deputy inspectors. The purpose of the meeting shall be to identify the major structural elements
and connections that affect the vertical and lateral load systems of the structure and to review
scheduling of the required observations. A record of the meeting shall be included in the first
observation report submitted to the building inspector.
(5) The Structural Observer shall perform site visits at those steps in the progress of the work that allow
for correction of deficiencies without substantial effort or uncovering of the work involved. At a
minimum, the listed significant construction stages on either the “Structural Observation/Significant
Construction Stages” form or the “Structural Observation Program and Designation of the Structural
Observer” form IN/Form.08 (Part 2) require a site visit and an observation report from the Structural
Observer.
(6) The Structural Observer shall prepare a report of the “Structural Observation Report Form”
IN/Form.08 (Part 1) for each significant stage of construction observed. The original of the Structural
Observation report shall be sent to the building inspector's office and shall be signed and sealed (wet
stamp) by the responsible Structural Observer. One copy of the observation report shall be attached
to the approved plans. The copy attached to the plans shall be signed and sealed (wet stamp) by the
responsible Structural Observer or their designee. Copies of the report shall also be given to the
owner, contractor, and deputy inspector. Any deficiency noted on the observation report will become
the responsibility of the structural engineer or architect of record to verify its completion by the
Structural Observer.
(7) A final observation report must be submitted which shows that all observed deficiencies were resolved
and structural system generally conforms with the approved plans and specifications. The Los
Angeles Department of Building and Safety (LADBS) will not accept the structural work without the
final observation report and the correction of specific deficiencies noted during normal building
inspection.
(8) The Structural Observer shall provide the original stamped and signed “Structural Observation Report
Form” to the City of Los Angeles Department of Building and Safety Building Inspector.
(9) When there is a need to replace the Structural Observer of record, the owner shall:
a) Notify the building inspector in writing before the next inspection by submitting completed
“Structural Observation Program and Designation of the Structural Observer” form IN/Form.08
(Part 2).
b) Call an additional preconstruction meeting, and
c) Furnish the replacement Structural Observer with a copy of all previous observation reports.
d) The new Structural Observer must be designated by the engineer or architect of record.
The replacement Structural Observer shall approve the correction of the original observed deficiencies
unless otherwise approved by plan check supervision. The policy of the Department shall be to correct
any properly noted deficiencies without consideration of their source.
(10) The engineer or architect of record shall develop all changes relating to the structural systems. The
building department shall review and approve all changes to the approved plans and specifications.
FOUNDATION
(required if the Structural Observer is
Signature License No. Date
_________________________________________________________
individual is designated by me to be responsible for the Structural Observation.
I, the Architect or Engineer of record for the project, declare that the above listed firm or
DECLARATION BY ARCHITECT OR ENGINEER OF RECORD
different from the Architect or Engineer of Record)
Signature Date
________________________________________
DECLARATION BY OWNER
I, the Owner of the project, declare that the above listed firm or individual is hired
Structural Observer.
STRUCTURAL OBSERVATION PROGRAM
AND DESIGNATION OF THE
STRUCTURAL OBSERVER
Owner:__________________ Architect:____________________ Engineer:_____________________
Description of Work:
PROJECT ADDRESS: 4703 W MCFADDEN AVE PERMIT APPL. NO.:___________________
(only checked items are required)
STRUCTURAL OBSERVATION
Firm or Individual to be responsible for the Structural Observation:
Name: Phone: (818) 521-6342 Calif. Registration: C76761
DIAPHRAGMFRAMEWALL
Others:
Others:
Wood
Steel Deck
ConcreteSteel Moment Frame
Steel Braced Frame
Concrete Moment Frame
Masonry Wall Frame
Concrete
Masonry
Wood
Others:
Others:
Hillside Special Anchors
Stepp' g/Retain' g Foundation,
Caisson, Piles, Grade Beams
Mat Foundation
Footing, Stem Walls, Piers
by me to be the
REQUIRED NOTES ON PLANS
MATERIAL SPECIFICATION & INSPECTIONS
1.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC
FORCE RESISTING SYSTEM/COMPONENT LISTED IN
THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER
PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR
COMPONENT. (1704.4)
2.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS
REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS
INSTALLED HORIZONTALLY OR UPWARDLY INCLINED TO RESIST TENSION
LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f 'c > 2500 PSI,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, , HIGH
LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND
HELICAL PILE FOUNDATIONS. (1705 & CHAPTERS 19, 21, AND 22)
3. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED
WOOD. (2304.12.1.4)
4.FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR
(STRUCTURAL STEEL)(REINFORCING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS
INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED.
5. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATOR'S SHOP.
6. LADBS LICENSED FABRICATOR IS REQUIRED FOR (TRUSSES), (STRUCTURAL STEEL).
7. GLUED-LAMINATED TIMBERS MUST BE FABRICATED IN A LADBS LICENSED SHOP.
IDENTITY GRADE SYMBOL AND LAMINATION SPECIES PER 2018 NDS SUPPLEMENT
TABLE 5A.
8.PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL
DIAMETER FOR SMOOTH SHANK PORTION.\
9.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR
PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND
OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM.
SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE
FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS.
(1707.5.12.2)
10.SPECIAL ACTIVITY INSPECTION IS REQUIRED FOR (BUILDINGS OVER 5 STORIES OR
60' IN HEIGHT) (BUILDINGS OVER 50,000 SQ. FT. OF GROUND FLOOR AREA)
(BUILDING OVER 200,000 SQ. FT. OF TOTAL FLOOR AREA.) (1705.1.6)
11.A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF
LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE.
FOUNDATIONS AND GRADING
1.IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
REPORT MAY BE REQUIRED.
SHEAR WALLS
1. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE
WASHERS; AND HOLD-DOWNS SHALL BE FINGER TIGHT AND ½ WRENCH TURN
JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD
FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE
SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.299
INCH BY 3 INCHES BY 3 INCHES. (2305.5)
2. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING". FACE GRAIN OF
PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE
AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM
WITH TABLE 2304.8(1).
3.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX.
4. ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED. (NDS 12.1.3.2)
5.HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION
INSPECTION.
S-0.14
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SHEARWALL SCHEDULE
TYPE SHEATHING
THICKNESS
MIN. BOT. SILL PL. ,
STUD, BLK'G. @
ADJOINING PANEL
EDGES
EDGE NAILING
(E.N.)FIELD NAILING SIMPSON 'A35' OR
'LTP4' SPACING
SILL PL. ATTACHMENT ANCHOR BOLTS
RESISTANCE (PLF) (ɸVn)
OPTION A: SIMPSON 'SDS'
LAG SCREW OPTION B: 16d NAILS 2x BOT. SILL PL.3x BOT. SILL PL.
A 15/32" EXP. 1
STRUCTURAL 1 2X 8d @ 6" O.C.12" O.C.22" O.C.14" O.C.8" O.C.5/8" Ø x 10" LONG @ 48" O.C. 5/8" Ø x 12" LONG @ 48" O.C.440
B 15/32" EXP. 1
STRUCTURAL 1 2X 10d @ 6" O.C.12" O.C.18" O.C.11" O.C.6" O.C.5/8" Ø x 10" LONG @ 48" O.C. 5/8" Ø x 12" LONG @ 48" O.C.540
C 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 4" O.C.12" O.C.12" O.C.7" O.C.4" O.C.N.A.5/8" Ø x 12" LONG @ 32" O.C.810
D 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 3" O.C.12" O.C.9" O.C.5" O.C.3" O.C.N.A.5/8" Ø x 12" LONG @ 25" O.C.1060
E 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 2" O.C.12" O.C.7" O.C.4" O.C.2" O.C.N.A.5/8" Ø x 12" LONG @ 19" O.C.1390
F
15/32" EXP. 1
STRUCTURAL 1
BOTH SIDES
3X 10d @ 3" O.C.12" O.C.4" O.C.3" O.C.N.A.N.A.5/8" Ø x 12" LONG @ 12" O.C.2100
G
15/32" EXP. 1
STRUCTURAL 1
BOTH SIDES
3X 10d @ 2" O.C.12" O.C.3" O.C.2" O.C.N.A.N.A.5/8" Ø x 12" LONG @ 11" O.C.2750
SHEAR WALL SCHEDULE NOTES:
1. LUMBER SHALL BE DF-L W/ SPECIFIC GRAVITY OF 0.50
MIN.
2. ALL PANEL EDGES SHALL BE FASTENED TO 2-INCH
NOMINAL OR WIDER FRAMING
3. FRAMING MEMBERS RECEIVING EDGE NAILING FROM
ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE
3x STUD OR WIDER NOMINAL.
4. ALL WOOD STRUCTURAL PANEL JOINTS AND SILL PLATE
NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
5. NAILS SHALL BE PLACED AT LEAST 1/2" FROM PANEL
EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
MEMBERS.
6. PROVIDE A MINIMUM OF TWO ANCHOR BOLTS PER
SHEARWALL. SEE DETAIL 6 / S0.21 FOR EDGE AND END
DISTANCES.
7. SPACING FOR 'A35' & 'LPT4' MAY BE REDUCED MAX. 16"
O.C. IF ADDITIONAL 'A35' & 'LTP4' ARE INSTALLED ALONG
SAME SHEARWALL LINE TO MEET MIN. QTY. REQUIRED FOR THE
IDENTIFIED SPACING MULTIPLIED BY SHEARWALL LENGTH.
ALSO, SPACING OF 'A35' & 'LTP4' MAY BE DOUBLED IF PLACED
ON BOTH SIDES OF THE SHEARWALL.
8. ALL NAILS SHALL BE COMMON NAILS, U.O.N.
9. E.N. = EDGE NAILING
10. F.N. - FIELD NAILING
11. ALL PANEL EDGES SHALL BE FRAMED W/ 2" NOMINAL OR
WIDER BACKING (BLOCKING OR STUD) U.O.N.
12. PANELS CAN BE INSTALLED HORIZONTALLY OR
VERTICALLY.
13. ALL ANCHOR BOLTS SHALL HAVE A MINIMUM EMBEDMENT
OF 7" INTO CONCRETE, U.O.N.
14. ALL SHEARWALLS SHALL EXTEND FROM SILL PLATE TO
FLOOR/ROOF DIAPHRAGM SEHATHING
15. MINIMUM 3"x3x0.299" WASHER PLATE REQUIRED UNDER
ANCHOR BOLT NUTS AT ALL SHEARWALLS.
16. ALL OTHER "SHEARWALL" NOTES WRITTEN IN THE
STANDARD NOTE SHEETS SHALL APPLY.
17. DEPUTY INSPECTION REQ'D FOR TYPES C,D,E,F, & G
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
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DA
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BY
1 3 4 5
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2
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MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
EDGE NAILING (E.N.)
STAGGER
2x OR 3x BLK'G. PER
SHEARWALL SCHEDULE ON
HORIZ. PANEL JOINTS
EDGE NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
2x OR 3x PANEL JOISTS (PER
SHEARWALL SCHED.) TO BE
CENTERED ON STUDS)
SHEARWALL PANEL PER
SHEAR WALL SCHEDULE
STAGGER HORIZ.
PANEL JOINTS
2x OR 3x SILL PL. PER
SHEARWALL SCHEDULE
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES FOR 2x's & 1/2" FOR 3x's
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
1 N.T.S
SHEAR PANEL ELEV. (ONE SIDE 4" & 6" O.C. E.N.)
EDGE NAILING (E.N.)
STAGGER
3x BLK'G CENTER ON
HORIZ. PANEL JOINTS
STAGGER ALL EDGE
NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
3x STUD @ PANEL JOINTS. PLYWOOD
JOINTS TO BE CENTERED ON STUDS ON
SHEARWALL PANEL PER
SHEARWALL SCHEDULE
STAGGER HORIZ.
PANEL JOINTS
3x SILL PL.
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
2 N.T.S
SHEAR PANEL ELEV. (DENSE NAILING 2" & 3" O.C. E.N.)
3 N.T.S
SHEAR PANEL ELEV. (BOTH SIDES)
EDGE NAILING (E.N.)
STAGGER
3x BLK'G CENTER ON
HORIZ. PANEL JOINTS
STAGGER ALL EDGE
NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
3x STUD @ PANEL JOINTS. PLYWOOD
JOINTS TO BE CENTERED ON STUDS
(JOINT ON ONE SIDE OF FRAMING MUST BE
OFFSET FROM THOSE ON OTHER SIDE)
SHEARWALL PANEL
BOTH SIDES
STAGGER HORIZ.
PANEL JOINTS
3x SILL PL.
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
4 PLYWOOD SHEARWALL SCHEDULE
N.T.S
-L =HEADER PER
PLAN
--
STRAP / HD
CALL-OUT. TYP.
SHEARWALL @
LEVEL ABV.
SHEARWALL @
LEVEL BELOW
SHEARWALL TYPE
PER SCHED.
MIN. SHEARWALL
LENGTH
SHEARWALL LEGEND ON PLANS
DRAG STRAP
PER PLAN
5 N.T.S
3-
1
/
2
"
3/
4
"
3/
4
"
1/
2
"
M
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1/
2
"
M
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FASTENER SPACING
4" NOMINAL - TWO LINES OF FASTENERS
3-
1
/
2
"
ADJOINING
PANEL EGDE
4" NOMINAL - THREE LINES OF FASTENERS
ADJOINING
PANEL EGDE
3/
8
"
M
I
N
.
3/
8
"
M
I
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.
1/
2
"
1/
2
"
1/
2
"
1/
2
"
HIGH LOAD DIAPHRAGM SHEATHING
5/8" MIN.
EA. SIDE
2.2" MAX.
1.375" MAX.
2x6 & 3x6 STUDS
5/8" MIN.
EA. SIDE
1.4"
7/8" MAX.
2x4 & 3x4 STUDS
EXTERIOR OR BEARING WALLS NON-BEARING WALLS
5/8" MIN.
EA. SIDE
3.3" MAX.
2.2" MAX.
2x6 & 3x6 STUDS
5/8" MIN.
EA. SIDE
1.4" MAX.
2x4 & 3x4 STUDS
2.1"
3 1/2"5 1/2"3 1/2"5 1/2"
6 N.T.S
WOOD STUD NOTCHES
DIAPHRAGM BOUNDARY
4'X8'
PLYWOOD
PANEL
BOUNDARY NAILING PANEL EDGE NAILING IF BLOCKING
REQ'D. SEE ROOF FRAMING PLAN
FIELD
NAILING
BLOCKING AT
PANEL EDGES IF
REQUIRED. SEE
ROOF FRAMING
PLAN. IF BLOCKING
IS NOT NOTED ON
ROOF FRAMING
PLAN THEN NOT
REQUIRED.
JOISTS (FLOOR OR ROOF)
LOCATION SHEATHING & NAILING
ROOF 15
32" BLOCKED OSB SHEATHING PANEL
10d @ 6" BOUNDARIES,10d @ 6"
EDGES,10d @ 12" INTERIORS
FLOOR 3
4" T & G PLYWOOD SHEATHING OR
SLAB ON GRADE PER PLAN.
10d @ 6" BOUNDARIES,10d @ 6"
EDGES,10d @ 12" INTERIORS
7 ROOF AND FLOOR DIAPHRAGM DETAIL AND SCHEDULE
N.T.S
E.N.
HOLD-DOWN
POST PER PLAN
16d @ 4" O.C.
VERTICALLY
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN.
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
SHEAR PANEL
PER PLAN
E.N.
E.N.
E.N.
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
E.N.
SHEAR PANEL
PER PLAN
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN.
(WHERE OCCURS)
E.N.
E.N.E.N.
HOLD-DOWN PER PLAN
(WHERE OCCURS)
STRAP PER PLAN
(WHERE OCCURS)
4x OR 6x POST
PER PLAN
SHEAR PANEL
PER PLAN
SHEAR PANEL
PER PLAN
E.N.
E.N.
HOLD-DOWN PER
PLAN (WHERE
OCCURS)
4x OR 6x POST
PER PLAN
SHEAR PANEL
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
SHEAR PANEL PER
PLAN
E.N.
HOLD-DOWN PER PLAN
(WHERE OCCURS)
SHEAR PANEL
PER PLAN
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
NOTES:
1. SHEARWALL w/ TIGHTEST NAILING PATTERN
SHALL EXTEND OVER HOLD-DOWN POST
A - SHEAR TRANSFER AT CORNER W/ HOLDOWN B - SHEAR TRANSFER AT CORNER W/ STRAP C - SHEAR TRANSFER AT CORNER W/ STRAP & HD D - SHEAR TRANSFER AT WALL INTERSECTION
E.N.
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN
(WHERE OCCURS)
HOLD-DOWN PER
PLAN (WHERE
OCCURS)
4x OR 6x POST PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
E - SHEAR TRANSFER AT T-INTERSECTION F - SHEAR TRANSFER AT CORNER W/ STRAP & HD G - SHEAR TRANSFER AT WALL END W/ STRAP & HD
5 N.T.S
UPDATE THIS DESCRIPTION
7"
E
M
B
E
D
.
MI
N
.
24" MIN.12"
E.N.E.N.
2x TRIMMERS
OR 4x POST
4x MIN. POST PER PLAN @
HOLDOWN LOCATION.
HD PER PLAN
HEADER PER PLAN
60" SIMPSON 'CS16'
STRAP
E.
N
.
E.
N
.
HD BOLT PER SCHEDULE
CONT. TOP
PLATES. SEE
DETAIL 1/S-0.2
FOR SPLICE
REQUIREMENTS
4x MIN. POST PER
PLAN @ HOLDOWN
LOCATION
2'-0" MIN.
3x4 MIN. FLAT BLKG.
@ ALL PANEL JOINTS
A35 EA. SIDE
2'
-
0
"
M
I
N
.
F.
N
.
F.
N
.
SEE PLANS FOR SHEARWALL LENGTH
F.
N
.
F.
N
.
E.N.E.N.
E.N.E.N.
E.
N
.
E.
N
.
E.
N
.
E.
N
.
SIMPSON "CS16"
WRAPPED AROUND SILL
PL. @ PIPE OPENING
E.N.E.N.
9"6"9"
PLYWOOD
SHEATHING
ROOF DRAIN PIPE
WHERE OCCURS
E.N.
A.B. EA. SIDE
OF PIPE
HOLDOWN
POST PER PLAN
SIMPSON "CS16" WRAPPED
AROUND SILL PL.
PLAN VIEW @ DRAIN PIPE
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
TYP. MINIMUM ROOF HEADER SCHEDULE
(U.O.N. ON PLANS)
WIDTH OF
OPENING
NUMBER OF
TRIMMERS
HEADER SIZE
2x4 Wall Framing 2x6 Framing
up to 4'-0"1 4x4 6x6
up to 6'-0"1 4x6 6x6
up to 8'-0"2 4x8 6x8
up to 10'-0"2 4x10 6x12
up to 12'-0"3 4x12 6x12
TYP. MINIMUM FLOOR & ROOF DECK HEADER SCHEDULE
(U.O.N. ON PLANS)
WIDTH OF
OPENING
NUMBER OF
TRIMMERS
HEADER SIZE
2x4 Wall Framing 2x6 Framing
up to 4'-0"2 4x4 6x6
up to 6'-0"2 4x6 6x6
up to 8'-0"2 4x8 6x8
up to 10'-0"2 4x10 6x12
up to 12'-0"3 4x12 6x12
STUD WALL
PER PLAN
(6) - 16d NAILS
EA. SIDE OF
SPLICE. TYP.SILL PL.
SPLICE
"A""B"
NOTES:
USE THIS DETAIL WHEN EITHER "A" OR "B" IS GREATER THAN 1'-0"
ANCHOR BOLT PER
SW SCHED. TYP.
NOTES:
1. USE 5/8" Ø ANCHOR BOLTS PER SCHEDULE ON DETAIL X / S0.XX
2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE NOT
CONSIDERED AN ANCHOR BOLT.
3. LOCATE BOLTS WITHIN 9" OF SILL PLATE ENDS AND AT 4'-0" O.C. MAX.
4. USE PLATE WASHER PER SHEARWALL SCHEDULE AT EA. BOLT. STANDARD CUT WASHERS
ARE ACCEPTABLE AT NON-SHEAR WALLS.
5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. UISE 11/16" Ø DRILL BIT.
6. SILL PLATE THICKNESS AND FASTENING AT SHEARWALLS PER SHEAR WALL SCHEDULE ON
DETAIL X/S0.XX
7. CONTACT THE ENGINEER-OF-RECORD FOR POST-INSTALLED ANCHOR OPTIONS.
9" MAX.
4 1/2" MIN.
4
1
/
2
"
M
I
N
.
9"
M
A
X
.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
NOTCH IN SILL PL.
PER DETAIL 2
PLYWOOD
SHEATHING PER PLAN
DRAG STRAP PER PLAN
SIMPSON 'ECCQ'
FLOOR BEAM PER PLAN
OVER TOP PL'S.
WOOD POST
PER PLAN
STUD WALL
FRAMING PER
PLAN
CRIPPLE WALL
FRAMING
DOUBLE TOP PL'S.
WINDOW
OPENINING
NON-LOAD BEARING HEADER
SIZES PER SCHEDULE
DOUBLE TRIMMER
2 TYPICAL HEADER CONSTRUCTION WITH BEAM ABOVE
N.T.S
DBL. TOP PL.
(2) ROWS - 0.148"Ø x 3.25"
NAILS (16 - TOTAL).
STAGGERED WITHIN AREA
OF SPLICE @ 6" O.C.
PLATE SPLICE TO
OCCUR OVER
STUDS, TYP.
STUD WALL
PER PLAN
4'-0" MIN. SPLICE LAP
NOTES:
1. USE 5/8" Ø ANCHOR BOLTS PER SCHEDULE ON DETAIL X / S0.XX
2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE NOT CONSIDERED AN
ANCHOR BOLT.
3. LOCATE BOLTS WITHIN 9" OF SILL PLATE ENDS AND AT 4'-0" O.C. MAX.
4. USE PLATE WASHER PER SHEARWALL SCHEDULE AT EA. BOLT. STANDARD CUT WASHERS ARE ACCEPTABLE
AT NON-SHEAR WALLS.
5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. UISE 11/16" Ø DRILL BIT.
6. SILL PLATE THICKNESS AND FASTENING AT SHEARWALLS PER SHEAR WALL SCHEDULE ON DETAIL X/S0.XX
7. CONTACT THE ENGINEER-OF-RECORD FOR POST-INSTALLED ANCHOR OPTIONS.
5 TYP. PLATE SPLICE DETAIL
N.T.S4SILL PLATE SPLICE
N.T.S
1 PLYWOOD SHEARWALL ELEVATION DETAIL
N.T.S
6 TYP. SILL PLATE BOLTING
N.T.S
S0.21
TY
P
.
W
O
O
D
F
R
A
M
I
N
G
D
E
T
A
I
L
S
WA
L
L
C
O
N
S
T
R
U
C
T
I
O
N
SILL END
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
HOLDOWN @ INTERIOR FOUNDATION
SHEAR TRANSFER @ EXTERIOR FOUNDATION HOLDOWN @ EXTERIOR FOUNDATION
GIRDER POST
6"MIN 18
"
M
I
N
.
PER HOLDOWN SCHEDULE
NOTE:
FOOTING DETAILS NOT IDENTIFIED. SEE
DETAIL 2 THIS SHEET FOR FOOTING
DETAILS.
EM
B
E
D
.
PE
R
S
C
H
E
D
NOTE: (TABLE BELOW)
1-LOAD AND RESISTANCE FACTOR DESIGN.
2-MINIMUM END DISTANCE SHALL BE 5".
5-POST MAXIMUM HEIGHT OF 10.0 ft.
PER PLAN
PER PLAN
18
"
3"
C
O
V
E
R
(T
Y
P
.
)
6"
MI
N
24
"
PER PLAN
1'
-
6
"
6" MIN
NOTE:
FOOTING DETAILS NOT
IDENTIFIED. SEE DETAIL 5
THIS SHEET FOR FOOTING
DETAILS.
NOTE: (TABLE BELOW)
1-LOAD AND RESISTANCE FACTOR
DESIGN.
2-MINIMUM END DISTANCE SHALL BE
5".
5-POST MAXIMUM HEIGHT OF 10.0 ft.
EM
B
E
D
.
PE
R
S
C
H
E
D
1'
3"
M
I
N
.
CO
V
E
R
6"MIN
.
1'
-
6
"
M
I
N
.
I
N
T
O
AP
P
R
O
V
E
D
S
O
I
L
PER PLAN
E.N.
F.N.F.N.
E.N.
E.N.
F.N.
F.N.F.N.
S-0.31
FO
U
N
D
A
T
I
O
N
D
E
T
A
I
L
S
1 2 4
TYP. STAIRS ON GRADE
5 6 7
-8 9
PER PLAN
24
"
3"
C
O
V
E
R
(T
Y
P
.
)
2"
M
I
N
PER PLAN
3"
C
O
V
E
R
(T
Y
P
.
)
6"
MI
N
18
"
M
I
N
INTERIOR PAD FOOTING
24
"
M
I
N
I
N
T
O
AP
P
R
O
V
E
D
S
O
I
L
24
"
M
I
N
I
N
T
O
AP
P
R
O
V
E
D
S
O
I
L
E.N. E.N.F.N.F.N.
SCALE:1"=1'-0"SCALE:1"=1'-0"SCALE:1"=1'-0"
SCALE:1"=1'-0"SCALE:1"=1'-0"SCALE:1"=1'-0"
SCALE:1"=1'-0"SCALE:1"=1'-0"
#4 NOSING BAR
(1-1/2" COVER TYP.)
#4 @ 16" O.C.
EA. WAY
(2) -#4 BOT. BARS
POST PER PLAN
L.C.B. COLUMN BASE
HARDSCAPE PER ARCH
REINF. PER PLAN
SEE S-1 SHEET
SDS LAG / NAILING PER
SHEAR WALL SCHED.
PLYWOOD SHEATHING
PER PLAN
SIMPSON A35
PER S.W. SCHED
JOIST PER PLAN
(2) -#4 TOP BARS
ANCHOR BOLT
PER S.W. SCHED.
SHEAR WALL
PER PLAN
2x BLKING
#4 @ 24" O.C.
(2) -#4 BOT. BARS
SSTB ANCHOR BOLT PER
SCHED.
COUPLER AS NECESSARY
FULL WIDTH
BLKING @ H.D.
HOLDOWN PER PLAN
PLYWOOD SHEATHING
PER PLAN
3x P.T. SILL
SSTB ANCHOR BOLT PER
SCHED.
COUPLER AS NECESSARY
FULL WIDTH
BLKING @ H.D.
HOLDOWN PER PLAN
PLYWOOD SHEATHING
PER PLAN
GIRDER PER PLAN
PC CAP
P.T. 4x4 POST
LCB COLUMN BASE
JOIST PER PLAN
2x BLKING
A35 @ 32" O.C.
PLYWOOD SHEATHING
PER PLAN
(3) -#4 BARS EA. WAY
ADD JOIST OR BLKING
@ POST PENETRATION
ON 4 SIDES (TYP.)PLYWOOD
SHEATHING PER
PLAN
JOIST PER PLAN
P.T. 4x4 POST
SIMPSON CB-COLUMN BASE
REINF. PER PLAN
2x JOIST BLKING
@ 48" O.C.
3 SCALE:1"=1'-0"
NEW FOOTING CONNECTION TO EXISTING
RAISED FOUNDATION
THREADED ROD PER SCHED.
5" MIN. EMBEMENT SIMPSON SET-3G EPOXY
DEPUTY INSPECTION REQ'D.
2x BLKG. W/ SHEAR CLIPS
PER SCHED. 3/S0.2
(E) SILL - EPOXY SILL BOLTS
PER SCHED. 3/S0.2
JOISTS PER PLAN
(E) SHEATHING
SILL PLATE & LAGS PER
SCHED. 3/S0.2
SHEAR WALL PER PLAN
MIN.
EDGE DIST.
PER SCHED.
B.N.
(E) STEM WALL
FOOTING
6" MIN
VERIFY
12" MIN
VERIFY IN FIELD
B.N.
THREADED ROD PER SCHED.
EMBEDMENT PER SCHED.
SIMPSON SET-3G EPOXY
VERIFY STEM WALL WIDTH
DEPUTY INSPECTION REQ'D.
(SEE SCHEDULE)
FULL WIDTH
BLOCKING
(E) SILL
JOISTS PER PLAN
(E) SHEATHING
SILL PLATE
HD PER PLAN
2 3
4" MIN
6" MIN
VERIFY
EM
B
E
D
M
E
N
T
NOTE: (ON TABLE BELOW)
1-LOAD AND RESISTANCE FACTOR DESIGN.
4-OVERALL CONCRETE FOOTING DEPTH
SHALL BE 5D DEEPER THAN ANCHOR
EMBEDMENT.
5-POST MAXIMUM HEIGHT OF 10.0 ft.
18
"
M
I
N
12
"
M
I
N
POST PER PLAN
8"
12"
EX FOOTING
NEW FOOTING
REBAR DOWELS TO
MATCH # AND SIZE
OF NEW FOOTING
SIMPSON SET-3G
ESR 4057
3"
M
I
N
THREADED ROD
PER SCHED.
5" MIN. EMBEMENT
SIMPSON SET-3G
EPOXY
DEPUTY
INSPECTION
REQ'D.
2x BLKG. W/ SHEAR CLIPS
PER SCHED. 3/S0.2
(E) SILL - EPOXY SILL
BOLTS PER SCHED.
3/S0.2
JOISTS PER PLAN
(E) SHEATHING
1.75"
B.N.
(E) FOOTING
6" MIN
VERIFY
12" MIN
VERIFY IN FIELD
18
"
M
I
N
B.N.
RAISED AT EX FOOTING
24
"
I
N
T
O
A
P
P
R
O
V
.
SO
I
L
PER PLAN
1'
-
6
"
6" MIN
3"
C
L
R
E.N.F.N.F.N.
SDS LAG / NAILING PER
SHEAR WALL SCHED.
PLYWOOD SHEATHING
PER PLAN
2x JOIST BLKING
@ 48" O.C.
JOIST PER
PLAN
3x P.T. SILL W/ ANCHOR
BOLT PER S.W. SCHED.
#4 @ 24" O.C.
FOOTING PER PLAN
(2) -#4 BOT. BARS
10 SCALE:1"=1'-0"
SHEAR TRANSFER @ INTERIOR FOUNDATION
11 SCALE:1"=1'-0"12 SCALE:1"=1'-0"
PAD FOOTING
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
S-0.51
RO
O
F
F
R
A
M
I
N
G
D
E
T
A
I
L
S
E.N.
E.N.
A35 PER S.W.
SCHED.
JOIST PER
PLAN
RAFTER PER
PLAN
2x BLKING
PLYWOOD SHEATHING
PER PLAN
SHEAR WALL
PER PLAN
DBL TOP PLATES
(5) -10d NAILS
@ EA. LAP
1 SCALE:1"=1'-0"
TYPICAL SHEAR TRANSFER 4 SCALE:1"=1'-0"
TYPICAL SHEAR TRANSFER
2 SCALE:1"=1'-0"
E.N.
E.N.
A35 PER S.W.
SCHED.
RAFTER PER
PLAN
2x BLKING
PLYWOOD SHEATHING
PER PLAN
SHEAR WALL
PER PLAN
DBL TOP PLATES
TYPICAL SHEAR TRANSFER
STRAP OVER
HIP/RIDGE
PLYWOOD
SHEATHING PER
PLAN
HIP/VALLEY
BOARD PER
PLAN
RAFTER PER
PLAN
SIMPSON
U-HANGER
(N) 2X4 @ 16" OC
CRIPPLE WALL AND
DOUBLE TOP
PLATES CONT.
UNDER HIP
C.J. PER PLAN
2x BLKG.
STRAP OVER
HIP/RIDGE
PLYWOOD
SHEATHING PER
PLAN
HIP/VALLEY
BOARD PER
PLAN
RAFTER PER
PLAN
SIMPSON
U-HANGER
2x SLEEPER
MST 48 @ 48" O.C.
RAFTER PER
PLAN
PLYWOOD SHEATHING
PER PLAN
STRAP OVER
HIP/RIDGE
PLYWOOD SHEATHING
PER PLAN
HIP/VALLEY
PER PLAN
RAFTER PER PLAN
SIMPSON
U-HANGER
(N) 2X4 @ 16" OC
CRIPPLE WALL AND
DOUBLE TOP
PLATES CONT.
UNDER HIP
C.J. PER PLAN
2x BLKG.
3 SCALE:1"=1'-0"
5 SCALE:1"=1'-0"6 SCALE:1"=1'-0"7 SCALE:1"=1'-0"
TYPICAL SHEAR TRANSFER 8 SCALE:1"=1'-0"
TYPICAL SHEAR TRANSFER
9 SCALE:1"=1'-0"10 SCALE:1"=1'-0"11 SCALE:1"=1'-0"
TYPICAL SHEAR TRANSFER
E.N.E.N.
E.N.E.N.
SIMPSON U-HANGER
ST22 @ 32" O.C.
PLYWOOD SHEATHING
PER PLAN
RAFTER PER PLAN
BEAM PER PLAN
MIN (3)- 16d TOE NAILS
@ EA. RAFTER
RAFTER PER PLAN
RIDGE BOARD PER
PLAN
ST22 @ 32" O.C.PLYWOOD SHEATHING
PER PLAN JOIST WHERE THEY
OCCUR
F.N.
F.N.
E.N.
F.N.F.N.F.N.
2x JOIST BLKING
@ 48" O.C.PLYWOOD SHEATHING
PER PLAN
RAFTER PER
PLAN
SIMPSON A35
PER S.W. SCHED
RAFTER PER
PLAN
NOTCH RAFTER AS
NEEDED TO FIT 2x SILL
2X SILL W/ SDS LAGS
PER S.W. SCHED
CONT. SHEATHING
PER PLAN
SIMPSON LTP4
PER S.W. SCHED
JOIST PER
PLAN
(5) -10d NAILS
@ EA. LAP SHEAR WALL
PER PLAN
END JOIST W/(3)-16d
NAILS @ 32" O.C.
E.N. E.N.
SIMPSON U-HANGER
ST22 @ 32" O.C.
PLYWOOD SHEATHING
PER PLAN
RAFTER PER PLAN
RIDGE PER PLAN
SIMPSON LTP4 @ 16"
OC
(N) 2X4 @ 16" OC
CRIPPLE WALL AND
DOUBLE TOP PLATES
CONT. UNDER HIP
JOISTS PER PLAN
2x BLKING
TYPICAL SHEAR TRANSFER
HIP BOARD PER PLAN
SIMPSON HRC22 W/
CUSTOM CUT TO
MATCH ROOF SLOPE
RIDGE BOARD PER
PLAN
HIP BEAM
SIMPSON HCP
DOUBLE PLATE
POST PER PLAN
WHERE OCUURS
TYPICAL SHEAR TRANSFER
RIDGE BOARD PER
PLAN
HIP BOARD PER PLAN
VALLEY BOARD
PER PLAN
SIMPSON HHRC W/
CUSTOM CUT TO
MATCH ROOF SLOPE
TYPICAL SHEAR TRANSFER
TYPICAL SHEAR TRANSFER
SHEAR WALL PER PLAN
6X6 DF-L NO.2
COLUMN
DOUBLE TOP
PLATES
ROOF RAFTERS
PER PLAN
CMST14 STRAPFLOOR SHEATHING PER
S-0.2
ROOF RAFTERS PER PLAN
2X BLOCKING
BEYOND
A35@ 16" OC
TYPICAL SHEAR TRANSFER
A35 PER S.W.
SCHED.
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
Scale: 1/4" = 1'
FOUNDATION PLAN -A
S-1
FO
U
N
D
A
T
I
O
N
P
L
A
N
LEGEND
POST ABOVE
-
HOLDOWN TRANSFER AT:
- EXTERIOR (N) RAISED FND SEE DETAIL 2/S0.31
- INTERIOR (EX) RAISED SEE DETAIL 7/S0.31
(N) 2X STUD WALL
CONC. SPREAD FTG.
SIZE & REINF. PER PLAN
EX 2X STUD WALL
CONC. SPREAD FTG.
SIZE & REINF. PER PLAN
EX RAISED
FOUNDATION
12
"
M
I
N
E
X
F
T
G
V
.
I
.
F
.
1'
1'
1'1'1'
-
6
"
1'-6"
1'
2X
6
D
F
-
L
N
o
.
2
FJ
@
1
6
"
O
.
C
.
2X
6
D
F
-
L
N
o
.
2
FJ
@
1
6
"
O
.
C
.
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
4X6 DF-L
No.2 FG
1
S0.31
1
S0.31
1
S0.31
1
S0.31
1
S0.31
9
S-0.31
6
S0.31
12
S-0.31 12
S-0.31
2
S-0.31
2
S-0.31
2
S-0.31
2
S-0.31
2
S-0.31
2
S-0.31
2
S-0.31
2
S-0.312
S-0.31
2
S-0.31
2'
2'
8
S-0.31
DATE:11/14/2024
JOB NO: MLB24-1210
DESIGNED BY: HK
CHECKED BY: GB
DE
S
C
R
I
P
T
I
O
N
DA
T
E
RE
V
BY
1 3 4 5
-
2
-
-
MLB CONSULTING AND
ENGINEERING, INC
7918 FOOTHILL BLVD
SUNLAND, CA 91040
(818) 521-6342
INFO@MLBENGINEERING.ORG
4703 W McFadden
Ave Santa Ana, CA
92704
S-3
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LEGEND
TYP. HEADER DEATIL
-L =MIN. LENGTH OF SHEAR WALL
S0.21
2
4x4 DF-L No.2 POST
GENERAL NOTES
1. PRIOR TO START OF CONSTRUCTION, ALL DIMENSIONS AND
ELEVATIONS MUST BE VERIFIED WITH THE APPROVED SET OF
ARCHITECTURAL DRAWINGS. IN CASE OF DISCREPANCIES, THE
ENGINEER OF RECORD MUST BE NOTIFIED IN WRITING.
2. PRIOR TO BIDDING, THE GENERAL CONTRACTOR MUST REVIEW
THE STRUCTURAL PLANS THOROUGHLY FOR ALL THE
INFORMATION NEEDED TO PROVIDE AN ACCURATE BID. IF THERE
ARE ANY MISSING DETAILS OR INFORMATION THAT WOULD
IMPACT THE COST OF THE PROJECT, THE GENERAL
CONTRACTOR MUST NOTIFY THE ENGINEER OF RECORD IN
WRITING
FLOOR FRAMING NOTES:
1. FLOOR JOISTS/DECK JOISTS SHALL BE SPACED AT 16" O.C.
UNLESS NOTED OTHERWISE ON PLANS.
2. LARGER COLUMN SHALL GOVERN WHEN SIZES CONFLICT
BETWEEN HOLD DOWN SCHEDULE AND COLUMN SCHEDULE.
3. FOLLOWING WALLS SHALL BE CONSTRUCTED USING 2x6 DF-L NO.
2 @ 16" O.C. U.N.O. ON PLANS:
- PLUMBING WALLS ONLY
4. ALL OTHER STUD WALLS SHALL BE CONSTRUCTED WITH 2x4 DF-L
NO. 2 @ 16" O.C. U.N.O. ON PLANS
AND NOT SPECIFICALLY IDENTIFIED IN NOTE 3 ABOVE.
5. IF ANY DISCREPANCIES IN MEMBER SIZES OCCUR, LARGER SIZE
SHALL GOVERN.
6. ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES.
7. NON LABELED HEADERS SHALL BE PER HEADER SCHEDULE ON
SHEET S-0.21 U.N.O. ON PLANS.
8. CONTRACTOR SHALL PLACE DOUBLE FLOOR JOISTS WHERE
NON-LOAD BEARING WALL STANDS ABOVE, WHERE APPLICABLE.
13. FOR ALL SIMPSON 'CMST' STRAPS REFER TO LA CITY RESEARCH
REPORT NUMBER (ICC ESR #4057 SIMPSON SET -3G)
14. ALL SAWN LUMBER BEAMS SHALL BE MIN. DF-L NO.1
15. ROOF SHEATHING EVERYWHERE SHALL BE:
16. ALL FILL MATERIALS FOR STEEL BEAMS NEED TO BE DF-L NO.1
W/ MOISTURE CONTENT < 10%
17. HOLD-DOWN CONNECTOR BOLTS SHALL BE INSPECTED BEFORE
COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE
AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS
SHALL CONFORM WITH TABLE 2304.8(1).
18. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE
COMMON NAILS OR GALVANIZED BOX.
19. ALL BOLT HOLES SHALL BE DRILLED 1
32" TO 1
16" OVERSIZED.
20. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO
FOUNDATION INSPECTION.
LATERAL LOAD RESISTING SYSTEM DESIGN (CONT.)
SHEARWALL SCHEDULE
Type Sheathing/ Nailing Grade A35/LTP4
Spacing (in)16d Nail Spacing (in)1/4" SDS LAG
Spacing (in)
5/8" Anchor Bolt
Spacing (in)
Resistance
(plf)
Type A 15/32" w/8d nails @6-6-12 Structural I 22.0 8.0 14.0 48.0 440
Type B 15/32" w/10d nails @6-6-12 Structural I 18.0 6.0 11.0 48.0 540
Type C 15/32" w/10d nails @4-4-125 Structural I 12.0 4.0 7.0 32.0 810
Type D 15/32" w/10d nails @3-3-125 Structural I 9.0 3.0 5.0 25.0 1060
Type E 15/32" w/10d nails @2-2-125 Structural I 7.0 2.0 4.0 19.0 1390
Type F Double Sided 15/32" w/10d nails @3-3-124,5,8 Structural I 4.0 n/a 3.0 12.0 2100
Type G Double Sided 15/32" w/10d nails @2-2-124,5,8 Structural I 3.0 n/a 2.0 11.0 2750
Notes:
1. Lumber shall be DF-L with Specific Gravity of 0.50 min. All panel edges shall be fastened to 2-inch nominal or wider framing.
2. Framing members receiving edge nailing from abutting panels shall not be less than a single 3x stud or wider nominal. All wood structural panel joint and sill plate nailing shall be staggered at all panel edges. Nails shall be placed not less than 1/2"
edge distance from the panel edges and 3/8" from the edge of the connecting members.
3. Min two bolts per piece of sill plate and one located within 12" of each end of each sill plate. Placement of lag bolts: Min edge distance shall be (1.5)(bolt diameter); Min end distance shall be (7)(bolt diameter), Min spacing shall be (4)(bolt
diameter). Edge distances, end distances and spacing shall be sufficient to prevent splitting of wood. If splitting occurs, notify the engineer for an alternate product.
4. Type F and G shearwalls shall have plywood installed on both sides. Install A35/LTP4 staggered on both sides. Blocking and studs at panel edges shall be min 3x in thickness.
5. Type D, E, F, G shearwalls shall have min. 3x studs at panel edges. Special Inspection Required.
6. Plywood Panels may be either OSB, 3 ply, 4 ply or 5 ply plywood, unless specifically identified otherwise on plans.
7. For A35 and LTP4, use (12) 8dx1 1/2" nails.
8. Spacing for A35 and LTP4 may be reduced to max 16" oc if additional A35 and LTP4 are installed along same S/W line to meet the min qty required for the identified spacing multiplied by S/W length. Also, Spacing of A35 and LTP4 may be doubled if
placed on both sides of shearwall.
Scale: 1/4" = 1'
ROOF FRAMING PLAN -A
(N) 2X STUD WALLS
STUD WALL CONSTRUCTION TABLE
LEVEL WALL
HEIGHT EXTERIOR INTERIOR LOAD BEARING INTERIOR PARTITION
4" WALL 6" WALL
1st Floor 8'-0"2x4 @ 16" O.C. 2x4 @ 16" O.C. 2x6 @ 16" O.C. 2x4 @ 16" O.C.
NOTES:
1. ALL STUDS SHALL BE DF-L NO.2
2. SIZE INDICATED IS MINIMUM REQUIRED. CONTRACTOR SHALL VERIFY STUD SIZE WITH ENERGY
CALCULATIONS (T24). LARGER SIZE SHALL GOVERN.
3. ALL NEW EXTERIOR WALLS SHALL BE SHEATHED WITH 1/2" THICK OSB OR PLYWOOD SHEATHING
WHERE SHEARWALLS ARE NOT REQUIRED.
* ENGINEER OF RECORD MAY REMOVE THIS REQUIREMENT UPON PROPERTY OWNER'S REQUEST AND
WRITTEN APPROVAL FROM ENGINEER.
4. 3x STUDS MAY BE REQUIRED BASED ON SHEARWALL TYPE. SEE NOTES ON DETAIL 2/S-0.2
(EX) CJ
(N) CJ
(N) RR
EX 2X STUD WALLS
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S-1.3 L=4'-9"A
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sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
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GREEN BUILDING SHEET
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6
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING.Annular spaces around pipes ,electric cables ,conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar ,concrete masonry or a similar method acceptable to the enforcing
agency .
4.408 CONSTRUCTION WASTE REDUCTION ,DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT .Recycle and /or salvage for reuse a minimum of 65
percent of the non -hazardous construction and demolition waste in accordance with either Section
4.408.2,4.408.3 or 4.408.4,or meet a more stringent local construction and demolition waste
management ordinance .
Exceptions:
1.Excavated soil and land -clearing debris .
2.Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite .
3.The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility .
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN .Submit a construction waste management plan
in conformance with Items 1 through 5.The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency .
1.Identify the construction and demolition waste materials to be diverted from disposal by recycling ,
reuse on the project or salvage for future use or sale .
2.Specify if construction and demolition waste materials will be sorted on -site (source separated)or
bulk mixed (single stream).
3.Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4.Identify construction methods employed to reduce the amount of construction and demolition waste
generated .
5.Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume ,but not by both .
4.408.3 WASTE MANAGEMENT COMPANY . Utilize a waste management company ,approved by the
enforcing agency ,which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company .
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills ,which do not exceed 3.4
lbs./sq.ft.of the building area shall meet the minimum 65%construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE . Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills ,which do not exceed 2 pounds
per square foot of the building area ,shall meet the minimum 65%construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION .Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2,items 1 through 5,Section 4.408.3 or Section 4.408.4..
Notes:
1.Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)"located at www .hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section .
2.Mixed construction and demolition debris (C &D)processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle ).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL .At the time of final inspection ,a manual,compact
disc,web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building :
1.Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure .
2.Operation and maintenance instructions for the following :
a.Equipment and appliances ,including water -saving devices and systems ,HVAC systems ,
photovoltaic systems ,electric vehicle chargers ,water -heating systems and other major
appliances and equipment .
b.Roof and yard drainage ,including gutters and downspouts .
c.Space conditioning systems ,including condensers and air filters .
d.Landscape irrigation systems .
e.Water reuse systems .
3.Information from local utility ,water and waste recovery providers on methods to further reduce
resource consumption ,including recycle programs and locations .
4.Public transportation and /or carpool options available in the area .
5.Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range .
6.Information about water -conserving landscape and irrigation design and controllers which conserve
water .
7.Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation .
8.Information on required routine maintenance measures ,including,but not limited to ,caulking,
painting ,grading around the building ,etc.
9.Information about state solar energy and incentive programs available .
10.A copy of all special inspections verifications required by the enforcing agency or this code .
11 .Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures .
12.Information and/or drawings identifying the location of grab bar reinforcements .
4.410.2 RECYCLING BY OCCUPANTS . Where 5 or more multifamily dwelling units are constructed on a
building site ,provide readily accessible area (s)that serves all buildings on the site and are identified for the
depositing,storage and collection of non -hazardous materials for recycling ,including (at a minimum)paper,
corrugated cardboard ,glass,plastics,organic waster ,and metals,or meet a lawfully enacted local recycling
ordinance,if more restrictive.
Exception:Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A)et seq.are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS . Plumbing fixtures (water closets and
urinals)and fittings (faucets and showerheads )shall comply with the sections 4.303.1.1,4.303.1.2,4.303.1.3,
and 4.303.4.4.
Note:All noncompliant plumbing fixtures in any residential real property shall be replaced with water -conserving
plumbing fixtures .Plumbing fixture replacement is required prior to issuance of a certificate of final
completion ,certificate of occupancy ,or final permit approval by the local building department .See Civil
Code Section 1101 .1,et seq.,for the definition of a noncompliant plumbing fixture ,types of residential
buildings affected and other important enactment dates .
4.303.1.1 Water Closets . The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush.Tank -type water closets shall be certified to the performance criteria of the U .S.EPA WaterSense
Specification for Tank -type Toilets .
Note:The effective flush volume of dual flush toilets is defined as the composite ,average flush volume
of two reduced flushes and one full flush .
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush .
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush .
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi.Showerheads shall be certified to the performance criteria of the U .S.EPA
WaterSense Specification for Showerheads .
4.303.1.3.2 Multiple showerheads serving one shower.When a shower is served by more than one
showerhead ,the combined flow rate of all the showerheads and /or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi,or the shower shall be designed to only
allow one shower outlet to be in operation at a time .
Note:A hand -held shower shall be considered a showerhead .
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets . The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi.The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas . The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units )in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle .
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi.Kitchen faucets may temporarily increase the flow above the maximum rate ,but not
to exceed 2.2 gallons per minute at 60 psi,and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note:Where complying faucets are unavailable ,aerators or other means may be used to achieve
reduction .
4.303.1.4.5 Pre-rinse spray valves .
When installed ,shall meet the requirements in the California Code of Regulations ,Title 20 (Appliance
Efficiency Regulations ),Sections 1605.1 (h)(4)Table H -2,Section 1605.3 (h)(4)(A),and Section 1607
(d)(7)and shall be equipped with an integral automatic shutoff .
FOR REFERENCE ONLY : The following table and code section have been reprinted from the California
Code of Regulations ,Title 20 (Appliance Efficiency Regulations ),Section 1605.1 (h)(4)and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A):Commercial prerinse spray values manufactured on or after January
1,2006,shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code .
4.303.3 Standards for plumbing fixtures and fittings.Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code ,and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code .
TABLE -MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX.1.2 GPM @ 60 PSI MIN.0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON &PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS .Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources 'Model Water
Efficient Landscape Ordinance (MWELO),whichever is more stringent .
NOTES:
1.The Model Water Efficient Landscape Ordinance (MWELO)is located in the California Code Regulations ,
Title 23,Chapter 2.7,Division 2.MWELO and supporting documents ,including water budget calculator ,are
available at :https://www .water .ca.gov/
ABBREVIATION DEFINITIONS :
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect ,Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1,AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference )
FRENCH DRAIN .A trench ,hole or other depressed area loosely filled with rock ,gravel,fragments of brick or similar
pervious material used to collect or channel drainage or runoff water .
WATTLES .Wattles are used to reduce sediment in runoff .Wattles are often constructed of natural plant materials
such as hay ,straw or similar material shaped in the form of tubes and placed on a downflow slope .Wattles are also
used for perimeter and inlet controls .
4.106 SITE DEVELOPMENT
4.106.1 GENERAL .Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas .Preservation of slopes ,
management of storm water drainage and erosion controls shall comply with this section .
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION .Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more,shall manage storm water drainage during construction .In order to manage storm water drainage
during construction ,one or more of the following measures shall be implemented to prevent flooding of adjacent
property ,prevent erosion and retain soil runoff on the site .
1.Retention basins of sufficient size shall be utilized to retain storm water on the site .
2.Where storm water is conveyed to a public drainage system ,collection point ,gutter or similar
disposal method ,water shall be filtered by use of a barrier system ,wattle or other method approved
by the enforcing agency .
3.Compliance with a lawfully enacted storm water management ordinance .
Note:Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil ,or
are part of a larger common plan of development which in total disturbs one acre or more of soil .
(Website :https://www .waterboards .ca.gov/water_issues/programs/stormwater /construction.html)
4.106.3 GRADING AND PAVING .Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings .Examples of methods to manage surface
water include ,but are not limited to ,the following :
1.Swales
2.Water collection and disposal systems
3.French drains
4.Water retention gardens
5.Other water measures which keep surface water away from buildings and aid in groundwater
recharge .
Exception:Additions and alterations not altering the drainage path .
4.106.4 Electric vehicle (EV)charging for new construction.New construction shall comply with Sections
4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers .Electric vehicle supply
equipment (EVSE)shall be installed in accordance with the California Electrical Code , Article 625 .
Exceptions:
1.On a case-by-case basis ,where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions :
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power .
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements ,directly related to the implementation of Section
4.106.4,may adversely impact the construction cost of the project .
2.Accessory Dwelling Units (ADU)and Junior Accessory Dwelling Units (JADU)without additional
parking facilities .
4.106.4.1 New one-and two-family dwellings and townhouses with attached private garages.For each
dwelling unit ,install a listed raceway to accommodate a dedicated 208/240-volt branch circuit .The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter ).The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet ,box or other enclosure in close proximity to the
proposed location of an EV charger .Raceways are required to be continuous at enclosed ,inaccessible or
concealed areas and spaces .The service panel and /or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space (s)reserved to permit installation of a branch circuit
overcurrent protective device .
Exemption :A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code .
4.106.4.1.1 Identification.The service panel or subpanel circuit directory shall identify the overcurrent
protective device space (s)reserved for future EV charging as "EV CAPABLE ".The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE ".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE.Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code .Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code ,
but are not required unless adopted by a city ,county ,or city and county as specified in Section 101.7.
301.1.1 Additions and alterations . [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area ,volume,or size.The requirements shall apply only to and /or within the
specific area of the addition or alteration .
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings .See Section
4.106.4.3 for application.
Note: Repairs including ,but not limited to ,resurfacing,restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section .
Note:On and after January 1,2014,residential buildings undergoing permitted alterations ,additions,or
improvements shall replace noncompliant plumbing fixtures with water -conserving plumbing fixtures .
Plumbing fixture replacement is required prior to issuance of a certificate of final completion ,certificate
of occupancy or final permit approval by the local building department .See Civil Code Section 1101 .1,
et seq.,for the definition of a noncompliant plumbing fixture ,types of residential buildings affected and
other important enactment dates .
301.2 LOW-RISE AND HIGH -RISE RESIDENTIAL BUILDINGS . [HCD] The provisions of
individual sections of CALGreen may apply to either low -rise residential buildings high -rise residential
buildings,or both.Individual sections will be designated by banners to indicate where the section applies
specifically to low -rise only (LR)or high-rise only (HR).When the section applies to both low -rise and
high-rise buildings ,no banner will be used .
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS . In mixed occupancy buildings ,each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy .
Exceptions:
1. [HCD]Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A 4,as applicable .
2. [HCD]For purposes of CALGreen,live/work units ,complying with Section 419 of the California
Building Code ,shall not be considered mixed occupancies .Live/Work units shall comply with
Chapter 4 and Appendix A 4,as applicable .
4.106.4.2 New multifamily dwellings,hotels and motels and new residential parking facilities.
When parking is provided ,parking spaces for new multifamily dwellings ,hotels and motels shall meet the
requirements of Sections 4.106.4.2.1 and 4.106.4.2.2.Calculations for spaces shall be rounded up to the nearest
whole number .A parking space served by electric vehicle supply equipment or designed as a future EV charging
space shall count as at least one standard automobile parking space only for the purpose of complying with any
applicable minimum parking space requirements established by a local jurisdiction .See Vehicle Code Section 22511 .2
for further details .
4.106.4.2.1Multifamily development projects with less than 20 dwelling units;and hotels and motels with less
than 20 sleeping units or guest rooms.
The number of dwelling units ,sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable.Ten (10)percent of the total number of parking spaces on a building site ,provided for all types
of parking facilities ,shall be electric vehicle charging spaces (EV spaces)capable of supporting future Level 2
EVSE.Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system,including any on -site distribution transformer (s),have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space (s)reserved
for future EV charging purposes as “EV CAPABLE ”in accordance with the California Electrical Code .
Exceptions:
1.When EV chargers (Level 2 EVSE)are installed in a number equal to or greater than the required number
of EV capable spaces .
2.When EV chargers (Level 2 EVSE)are installed in a number less than the required number of EV capable
spaces,the number of EV capable spaces required may be reduced by a number equal to the number of
EV chargers installed .
Notes:
a.Construction documents are intended to demonstrate the project ’s capability and capacity for facilitating
future EV charging .
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use .
2.EV Ready.Twenty -five (25)percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles .For multifamily parking facilities ,no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit .
Exception:Areas of parking facilities served by parking lifts .
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units,hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units ,sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable.Ten (10)percent of the total number of parking spaces on a building site ,provided for all types
of parking facilities ,shall be electric vehicle charging spaces (EV spaces)capable of supporting future Level 2
EVSE.Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system,including any on -site distribution transformer (s),have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space (s)reserved
for future EV charging purposes as “EV CAPABLE ”in accordance with the California Electrical Code .
Exception:When EV chargers (Level 2 EVSE)are installed in a number greater than five (5)percent of
parking spaces required by Section 4.106.4.2.2,Item 3,the number of EV capable spaces required may be
reduced by a number equal to the number of EV chargers installed over the five (5)percent required .
Notes:
a.Construction documents shall show locations of future EV spaces .
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use .
2.EV Ready. Twenty -five (25)percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles .For multifamily parking facilities ,no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit .
Exception:Areas of parking facilities served by parking lifts .
3.EV Chargers. Five (5)percent of the total number of parking spaces shall be equipped with Level 2 EVSE.
Where common use parking is provided ,at least one EV charger shall be located in the common use parking
area and shall be available for use by all residents or guests .
When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required ,
an automatic load management system (ALMS)may be used to reduce the maximum required electrical
capacity to each space served by the ALMS .The electrical system and any on -site distribution transformers
shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS)
served by the ALMS .The branch circuit shall have a minimum capacity of 40 amperes,and installed EVSE shall
have a capacity of not less than 30 amperes.ALMS shall not be used to reduce the minimum required electrical
capacity to the required EV capable spaces .
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2,Item 3,shall comply with Section 4.106.4.2.2.1.
Exception:Electric vehicle charging stations serving public accommodations ,public housing ,motels and hotels
shall not be required to comply with this section .See California Building Code ,Chapter 11 B,for applicable
requirements.
4.106.4.2.2.1.1 Location.
EVCS shall comply with at least one of the following options :
1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of
the California Building Code ,Chapter 11 A,to allow use of the EV charger from the accessible parking space .
2.The charging space shall be located on an accessible route ,as defined in the California Building Code ,
Chapter 2,to the building .
Exception :Electric vehicle charging stations designed and constructed in compliance with the California
Building Code ,Chapter 11 B,are not required to comply with Section 4.106.4.2.2.1.1 and Section
4.106.4.2.2.1.2,Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS)dimensions.
The charging spaces shall be designed to comply with the following :
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging spaces ,but not less than one ,shall also have an 8-foot (2438 mm)wide minimum
aisle.A 5-foot (1524 mm)wide minimum aisle shall be permitted provided the minimum width of the EV space is
12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope)in any direction .
4.106.4.2.2.1.3 Accessible EV spaces .
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2,all EVSE,when installed ,shall
comply with the accessibility provisions for EV chargers in the California Building Code ,Chapter 11 B.EV ready
spaces and EVCS in multifamily developments shall comply with California Building Code ,Chapter 11 A,Section
1109 A.
4.106.4.2.3 EV space requirements .
1.Single EV space required .Install a listed raceway capable of accommodating a 208/240-volt dedicated branch
circuit.The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter ).The raceway shall
originate at the main service or subpanel and shall terminate into a listed cabinet ,box or enclosure in close
proximity to the location or the proposed location of the EV space .Construction documents shall identify the
raceway termination point ,receptacle or charger location ,as applicable .The service panel and /or subpanel shall
have a 40-ampere minimum dedicated branch circuit ,including branch circuit overcurrent protective device
installed,or space(s)reserved to permit installation of a branch circuit overcurrent protective device .
Exception:A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space ,at the time of original
construction in accordance with the California Electrical Code .
2.Multiple EV spaces required .Construction documents shall indicate the raceway termination point and the
location of installed or future EV spaces ,receptacles or EV chargers .Construction documents shall also provide
information on amperage of installed or future receptacles or EVSE ,raceway method (s),wiring schematics and
electrical load calculations .Plan design shall be based upon a 40-ampere minimum branch circuit .Required
raceways and related components that are planned to be installed underground ,enclosed,inaccessible or in
concealed areas and spaces shall be installed at the time of original construction .
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous ,
irritating and/or harmful to the comfort and well being of a building 's installers,occupants and neighbors .
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference )
AGRIFIBER PRODUCTS .Agrifiber products include wheatboard ,strawboard ,panel substrates and door
cores,not including furniture ,fixtures and equipment (FF&E)not considered base building elements .
COMPOSITE WOOD PRODUCTS.Composite wood products include hardwood plywood ,particleboard and
medium density fiberboard . "Composite wood products "does not include hardboard ,structural plywood ,
structural panels ,structural composite lumber ,oriented strand board ,glued laminated timber ,prefabricated
wood I -joists or finger -jointed lumber ,all as specified in California Code of regulations (CCR),title 17,Section
93120.1.
DIRECT-VENT APPLIANCE .A fuel -burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere .
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN)CODE.DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS ,THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS .THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT ,INCLUDING VERIFICATION WITH THE FULL CODE .
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES ,SHEET 1 (July 1st 2024 )Y =YES
N/A =NOT APPLICABLE
RESPON.PARTY =RESPONSIBLE PARTY (ie:ARCHITECT,ENGINEER,
OWNER,CONTRACTOR ,INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE.For the purposes of mandatory energy efficiency standards in this code ,the California Energy
Commission will continue to adopt mandatory standards .
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H -2
STANDARDS FOR COMMERCIAL PRE -RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28,2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (>5.0 ozf and ≤1.20
Product Class 3 (>8.0 ozf)1.28
Exception:A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space at the time of original
construction in accordance with the California Electrical Code .
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space (s)reserved for
future EV charging purposes as “EV CAPABLE ”in accordance with the California Electrical Code .
4.106.4.2.5 Electric Vehicle Ready Space Signage .
Electric vehicle ready spaces shall be identified by signage or pavement markings ,in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings )or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multifamily buildings.
When new parking facilities are added ,or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit ,ten (10)percent of the total number of parking spaces added or
altered shall be electric vehicle charging spaces (EV spaces)capable of supporting future Level 2 EVSE.
Notes:
1.Construction documents are intended to demonstrate the project ’s capability and capacity for facilitating future
EV charging .
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use .
N
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CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
RESPONSIBLE DESIGNER
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REVISIONS
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MAXIMUM INCREMENTAL REACTIVITY (MIR).The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG)Mixture"per weight of compound added ,expressed to
hundredths of a gram (g O³/g ROC).
Note:MIR values for individual compounds and hydrocarbon solvents are specified in CCR ,Title 17,Sections 94700
and 94701.
MOISTURE CONTENT.The weight of the water in wood expressed in percentage of the weight of the oven -dry wood .
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted -MIR for all ingredients in a product subject to this
article.The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging ).
Note:PWMIR is calculated according to equations found in CCR ,Title 17,Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential ,once emitted,to contribute to
ozone formation in the troposphere .
VOC. A volatile organic compound (VOC)broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature .These compounds typically contain
hydrogen and may contain oxygen ,nitrogen and other elements .See CCR Title 17,Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL .Any installed gas fireplace shall be a direct -vent sealed-combustion type .Any installed
woodstove or pellet stove shall comply with U .S.EPA New Source Performance Standards (NSPS)emission limits as
applicable ,and shall have a permanent label indicating they are certified to meet the emission limits .Woodstoves ,
pellet stoves and fireplaces shall also comply with applicable local ordinances .
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS &PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION.At the time of rough installation ,during storage on the construction site and until final
startup of the heating ,cooling and ventilating equipment ,all duct and other related air distribution component
openings shall be covered with tape ,plastic,sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water ,dust or debris which may enter the system .
4.504.2 FINISH MATERIAL POLLUTANT CONTROL .Finish materials shall comply with this section .
4.504.2.1 Adhesives ,Sealants and Caulks.Adhesives,sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply :
1.Adhesives ,adhesive bonding primers ,adhesive primers ,sealants,sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits,as shown in Table 4.504.1 or 4.504.2,as applicable .
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform,ethylene dichloride ,methylene chloride ,perchloroethylene and
tricloroethylene ),except for aerosol products ,as specified in Subsection 2 below .
2.Aerosol adhesives ,and smaller unit sizes of adhesives ,and sealant or caulking compounds (in
units of product ,less packaging ,which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces )shall comply with statewide VOC standards and other requirements ,including
prohibitions on use of certain toxic compounds ,of California Code of Regulations ,Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings.Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure ,as shown in Table 4.504.3,unless more stringent local limits
apply.The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat ,Nonflat or Nonflat-High Gloss
coating,based on its gloss ,as defined in subsections 4.21,4.36,and 4.37 of the 2007 California Air Resources
Board,Suggested Control Measure ,and the corresponding Flat ,Nonflat or Nonflat -High Gloss VOC limit in
Table 4.504.3 shall apply .
4.504.2.3 Aerosol Paints and Coatings .Aerosol paints and coatings shall meet the Product -weighted MIR
Limits for ROC in Section 94522(a)(2)and other requirements ,including prohibitions on use of certain toxic
compounds and ozone depleting substances ,in Sections 94522(e)(1)and (f)(1)of California Code of
Regulations ,Title 17,commencing with Section 94520;and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8,Rule 49.
4.504.2.4 Verification .Verification of compliance with this section shall be provided at the request of the
enforcing agency .Documentation may include ,but is not limited to ,the following :
1.Manufacturer's product specification .
2.Field verification of on -site product containers .
CHAPTER 7
INSTALLER &SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING .HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program .Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems .
Examples of acceptable HVAC training and certification programs include but are not limited to the following :
1.State certified apprenticeship programs .
2.Public utility training programs .
3.Training programs sponsored by trade ,labor or statewide energy consulting or verification organizations .
4.Programs sponsored by manufacturing organizations .
5.Other programs acceptable to the enforcing agency .
702.2 SPECIAL INSPECTION [HCD].When required by the enforcing agency ,the owner or the
responsible entity acting as the owner 's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code .Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed .In addition to
other certifications or qualifications acceptable to the enforcing agency ,the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector :
1.Certification by a national or regional green building program or standard publisher .
2.Certification by a statewide energy consulting or verification organization ,such as HERS raters ,building
performance contractors ,and home energy auditors .
3.Successful completion of a third party apprentice training program in the appropriate trade .
4.Other programs acceptable to the enforcing agency .
Notes:
1.Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code .
2.HERS raters are special inspectors certified by the California Energy Commission (CEC)to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC]When required by the enforcing agency ,the owner or the responsible entity acting as the owner 's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code.Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed .In addition,the special inspector shall have a certification from a
recognized state,national or international association ,as determined by the local agency .The area of certification
shall be closely related to the primary job function ,as determined by the local agency .
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code .
703 VERIFICATIONS
703.1 DOCUMENTATION .Documentation used to show compliance with this code shall include but is not
limited to,construction documents ,plans,specifications,builder or installer certification ,inspection reports ,or other
methods acceptable to the enforcing agency which demonstrate substantial conformance .When specific
documentation or special inspection is necessary to verify compliance ,that method of compliance will be specified in
the appropriate section or identified applicable checklist .
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General.Buildings shall meet or exceed the provisions of the California Building Standards Code .
4.505.2 CONCRETE SLAB FOUNDATIONS .Concrete slab foundations required to have a vapor retarder by
California Building Code ,Chapter 19,or concrete slab -on-ground floors required to have a vapor retarder by the
California Residential Code ,Chapter 5,shall also comply with this section .
4.505.2.1 Capillary break.A capillary break shall be installed in compliance with at least one of the
following :
1.A 4-inch (101.6 mm)thick base of 1/2 inch (12.7mm)or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design ,which will address bleeding ,
shrinkage ,and curling ,shall be used .For additional information ,see American Concrete Institute ,
ACI 302.2R-06.
2.Other equivalent methods approved by the enforcing agency .
3.A slab design specified by a licensed design professional .
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS .Building materials with visible signs of water damage
shall not be installed .Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content .Moisture content shall be verified in compliance with the following :
1.Moisture content shall be determined with either a probe -type or contact -type moisture meter .Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2.Moisture readings shall be taken at a point 2 feet (610 mm)to 4 feet (1219 mm)from the grade stamped end
of each piece verified .
3.At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing .
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities .Wet-applied insulation products shall follow the manufacturers 'drying
recommendations prior to enclosure .
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans.Each bathroom shall be mechanically ventilated and shall comply with the
following :
1.Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building .
2.Unless functioning as a component of a whole house ventilation system ,fans must be controlled by a
humidity control .
a.Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50%to a maximum of 80%.A humidity control may utilize manual or automatic means of
adjustment.
b.A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e.,built-in)
Notes:
1.For the purposes of this section ,a bathroom is a room which contains a bathtub ,shower or
tub/shower combination .
2.Lighting integral to bathroom exhaust fans shall comply with the California Energy Code .
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR -CONDITIONING SYSTEM DESIGN.Heating and air conditioning systems shall be
sized,designed and have their equipment selected using the following methods :
1.The heat loss and heat gain is established according to ANSI /ACCA 2 Manual J -2011 (Residential
Load Calculation ),ASHRAE handbooks or other equivalent design software or methods .
2.Duct systems are sized according to ANSI /ACCA 1 Manual D -2014 (Residential Duct Systems ),
ASHRAE handbooks or other equivalent design software or methods .
3.Select heating and cooling equipment according to ANSI /ACCA 3 Manual S -2014 (Residential
Equipment Selection ),or other equivalent design software or methods .
Exception:Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 -ADHESIVE VOC LIMIT 1,2
(Less Water and Less Exempt Compounds in Grams per Liter )
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT &ASPHALT TILE ADHESIVES 50
DRYWALL &PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP &TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD )50
WOOD 30
FIBERGLASS 80
1.IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER ,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED .
2.FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE ,SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168 .
TABLE 4.504.2 -SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter )
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 -FORMALDEHYDE LIMITS 1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1.VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF .AIR RESOURCES BOARD,AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333.FOR ADDITIONAL INFORMATION ,SEE CALIF.
CODE OF REGULATIONS ,TITLE 17,SECTIONS 93120 THROUGH
93120.12.
2.THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 -VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS 2,3
GRAMS OF VOC PER LITER OF COATING ,LESS WATER &LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT -HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS )500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS 1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS,SEALERS, &UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS ,SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB &TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1.GRAMS OF VOC PER LITER OF COATING ,INCLUDING WATER &
EXEMPT COMPOUNDS
2.THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE .
3.VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD ,ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE ,FEB.1,2008.MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD .
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS . All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health ,"Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers ,"Version 1.2,January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health 's website for certification programs and testing labs .
https://www .cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health ,"Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers ,"Version 1.2,January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health 's website for certification programs and testing labs .
https://www .cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive . All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed ,at least 80%of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health ,"Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers ,"
Version 1.2,January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health 's website for certification programs and testing labs .
hhtps://www .cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood ,particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB 's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections ,as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency .Documentation shall include at least one of the following :
1.Product certifications and specifications .
2.Chain of custody certifications .
3.Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR ,Title 17,Section 93120,et seq.).
4.Exterior grade products marked as meeting the PS -1 or PS-2 standards of the Engineered
Wood Association ,the Australian AS /NZS 2269,European 636 3S standards,and Canadian CSA
0121 ,CSA 0151,CSA 0153 and CSA 0325 standards.
5.Other methods acceptable to the enforcing agency .
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN)CODE.DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS ,THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS .THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT ,INCLUDING VERIFICATION WITH THE FULL CODE .
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES ,SHEET 2 Y =YES
N/A =NOT APPLICABLE
RESPON.PARTY =RESPONSIBLE PARTY (ie:ARCHITECT ,ENGINEER,
OWNER,CONTRACTOR ,INSPECTOR ETC.)
N
Y
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Y
Y
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CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
CONTRACTOR
(July 1st 2024 )
RESPONSIBLE DESIGNER
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AND CONDITIONS SHOWN BY THESE
PLANS.
THE IDEAS, DRAWINGS AND LAYOUTS
SHOWN IN THESE PLANS ARE THE
INTELLECTUAL PROPERTY OF CASTRO
DRAFTING AND DESIGN. THEREFORE,
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ADMINISTRATIVE REQUIREMENTS:
A) THE PERSON IN CHARGE OF THE CONSTRUCTION OR INSTALLATION, WHO IS ELEGIBLE UNDER
DIVISION 3 OF THE BUSINESS AND PROFESSIONS CODE TO ACCEPT RESPONSIBILITY FOR THE
CONSTRUCTION OR INSTALLATION OF REGULATED MANUFACTURED DEVICES SHALL POST, OR MAKE
AVAILABLE WITH THE BUILDING PERMIT(S) ISSUED FOR THE BUILDIN, THE CERTIFICATE OF INSTALLATION
DOCUMENTATION FOR MANUFACTURED DEVICES REGULATED BY THE APPLAINCE EFFICIENCY REGULATIONS
OR PART 6. SUCH CERTIFICATE OF INSTALLATION DOCUMENTATION SHALL BE MADE AVAILABLE TO THE
ENFORCEMENT AGENCY FOR ALL APPLICABLE INSPECTIONS. THESE CERTIFICATES SHALL:
i) IDENTIFY FEATURES, MATERIALS, COMPONENTS, MANUFACTURED DEVICES AND SYSTEM DIAGNOSTIC
RESULTS REQUIRED TO VERIFY COMPLIANCE WITH THE APPLIANCE EFFICIENCY REGULATIONS AND PART 6.
ii) STATE THE NUMBER OF THE BUILDING PERMIT UNDER WHICH THE CONSTRUCTION OR INSTALLATION
WAS PERFORMED, SECTIONS OF THE CERTIFICATE(S) FOR WHICH SUBMITTAL TO A HERS PROVIDER DATA
REGISTRY IS REQUIRED, SHALL DISPLAY THE UNIQUE REGISTRATION NUMBER ASSIGNED BY THE HERS DATA
REGISTRY.
iii) INCLUDE A DECLARATION STATEMENT INDICATING THAT THE CONSTRUCTED OR INSTALLED
FEATURES, MATERIALS COMPONENTS, OR MANUFACTURED DEVICES GIVEN IN THE PLANS AND
SPECIFICATIONS APPROVED BY THE LOCAL ENFORCEMENT AGENCY.
iv) BE SIGNED BY THE DOCUMENT AUTHOR TO CERTIFY THE DOCUMENTATION IS ACCURATE AND
COMPLETE.
v) BE SIGNED BY THE INDIVIDUAL ELIGIBLE UNDER DIVISION 3 OF THE BUSINESS AND PROFESSIONS
CODE TO ACCEPT RESPONSIBILITY FOR CONSTRUCTION, OR INSTALLATION IN THE APPLICABLE
CLASSIFICATION FOR THE SCOPE OF WORK SPECIFIED ON THE CERTIFICATE OF INSTALLATION DOCUMENT(S).
SECTION 10-103 (a) 3A
B) THE BUILDER SHALL PROVIDE THE BUILDING OWNER OR THE PERSON(S) RESPONSIBLE FOR
OPERATION AND MAINTENANCE OF THE FEATURE, MATERIAL, COMPONENT OR MECHANICAL DEVICE
INSTALLED (IN CASE OF MULTI-TENANT OR CENTRALLY OPERATED BUILDINGS) WITH THE FOLLOWING AT THE
TIME OF OCCUPANCY:
i) COMPLIANCE INFORMATION. THE APPROPRIATE COMPLETED AND SIGNED CERTIFICATE(S) OF
COMPLIANCE, CERTIFICATE(S) OF INSTALLATION AND IF APPLICABLE CERTIFICATE(S) OF VERIFICATION
DOCUMENTATION SUBMITTED.
ii) OPERATION INFORMATION. THE APPROPRIATE CERTIFICATE(S) OF COMPLIANCE AND A LIST OF
FEATURES, MATERIALS, COMPONENTS AND MECHANICAL DEVICES INSTALLED IN THE BUILDING AND
INSTRUCTIONS ON HOW TO OPERATE THEM CORRECTLY AND EFFICIENTLY.
iii) MAINTENANCE INFORMATION. REQUIRED ROUTINE MAINTENANCE ACTIONS SHALL BE CLEARLY
STATED AND INCORPORATED ON A READILY ACCESSIBLE LABEL. THE LABEL MAY BE LIMITED TO
IDENTIFYING THE OPERATION AND MAINTENANCE MANUAL,.
iv) VENTILATION INFORMATION. A DESCRIPTION OF THE QUANTITY OF OUTDOOR AIR THAT THE
VENTILATION SYSTEM IS DESIGNED TO PROVIDE TO THE BUILDING CONDITIONED SPACE AND INSTRUCTIONS
FOR PROPER OPERATION AND MAINTENANCE.SECTION 10-103 (b)
C) THE ENFORCEMENT AGENCY SHALL NOT ISSUE A CERTIFICATE OF OCCUPANCY UNTIL ALL REQUIRED
CERTIFICATES OF VERIFICATION ARE POSTED AND MADE AVAILABLE TO THE BUILDING DEPARTMENT FOR
ALL APPLICABLE INSPECTIONS, AND THAT ALL CERTIFICATED OF VERIFICATION CONFORM TO THE
SPECIFICATIONS OF SECTION 10-103 (a)5.SECTION 10-103(d)2
ENERGY FEATURES SUMMARY
BUILDING ENVELOPE REQUIREMENT HERS VERIFICATION
SLAB FLOORS
RAISED FLOORS
WALLS
ATTIC ROOFS
ETERIOR WALLS (EISTING)
ETERIOR WALLS (NEW)
ROOF
CEILING
RADIANT BARRIER
COOL ROOF (CRRC RATED)
NA
R-1 INSULATION (2 16 O.C.)
NA NONE
NONE
R-15 INSULATION (2 16 O.C.)
R-11 INSULATION (2 16 O.C.)
R-30 INSULATION (210 16 O.C.)
NONE
AGED SOLAR
REFLECTANCE NA THERMAL
EMITTANCE NA
NONE
COOL ROOF (SPECIAL FEATURE)
FENESTRATION
WINDOWS
GLAED DOORS
SKYLIGHTS
NFRC 0.30 U-FACTOR 0.23 SHGC
NFRC 0.30 U-FACTOR 0.23 SHGC
NONE
NONE
NONE
NONE
RAFTER (VAULTED) ROOFS NONE
SOLAR PV SYSTEM NONE
ADDITIONAL MEASURES NONE
NONE
MECHANICAL SYSTEM
HEATING
COOLING
MINI - SPLIT HEAT PUMP
MINI - SPLIT HEAT PUMP
12.5 HSPF
26.1 SEER 13. EER
1 DEGREES HEAT CAPACITY
VERIFIED REFRIGERANT CHARGE
DUCTS MINI - SPLIT HEAT PUMP DUCTLESS NONE
WHOLE HOUSE FAN NONE NONE
INDOOR AIR QUALITY (IAQ) FAN 35 CFM (DEFAULT EHAUST)NONE
HVIKITCHEN RANGE HOOD INSTALLATION HVI CERTIFIED
DOMESTIC HOT WATER GAS TANKLESS 0.1 UEF NONE
COMPACT DISTRIBUTION NONE
NONEPIPE INSULATION
NONE
NONE
NONE
NONE
NONE
NONE
NONE
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RESPONSIBLE FOR ALL DIMENSIONS
AND CONDITIONS SHOWN BY THESE
PLANS.
THE IDEAS, DRAWINGS AND LAYOUTS
SHOWN IN THESE PLANS ARE THE
INTELLECTUAL PROPERTY OF CASTRO
DRAFTING AND DESIGN. THEREFORE,
THEY MUST NOT BE REPRODUCED OR
COPIED IN ANY FORM WITHOUT THE
WRITTEN PERMISSION OF CASTRO
DRAFTING AND DESIGN.
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RESPONSIBLE FOR ALL DIMENSIONS
AND CONDITIONS SHOWN BY THESE
PLANS.
THE IDEAS, DRAWINGS AND LAYOUTS
SHOWN IN THESE PLANS ARE THE
INTELLECTUAL PROPERTY OF CASTRO
DRAFTING AND DESIGN. THEREFORE,
THEY MUST NOT BE REPRODUCED OR
COPIED IN ANY FORM WITHOUT THE
WRITTEN PERMISSION OF CASTRO
DRAFTING AND DESIGN.
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CONTRACTORS SHALL VERIFY AND BE
RESPONSIBLE FOR ALL DIMENSIONS
AND CONDITIONS SHOWN BY THESE
PLANS.
THE IDEAS, DRAWINGS AND LAYOUTS
SHOWN IN THESE PLANS ARE THE
INTELLECTUAL PROPERTY OF CASTRO
DRAFTING AND DESIGN. THEREFORE,
THEY MUST NOT BE REPRODUCED OR
COPIED IN ANY FORM WITHOUT THE
WRITTEN PERMISSION OF CASTRO
DRAFTING AND DESIGN.
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MLB CONSULTING AND ENGINEERING, INC
7918 Foothill Blvd, Sunland, CA 91040
info@mlbengineering.org
818-521-6342
STRUCTURAL CALCULATION PACKAGE
FOR 4703 W MCFADDEN AVE SANTA ANA CA 92704
Prepared By:
Date:
MLB Consulting and Engineering, Inc.
Gegam Burnazyan, P.E.
7918 Foothill Blvd
Sunland, CA 91040
Tel: 818-521-6342
September 22, 2025
Table of Contents:
Description Page
Cover 1
Calculations 2 - 32
Project Information
Type: ADU
Number of Stories: 1
Roof Slope: 4:12
Location:
Risk Category: II ASCE 7-16: TABLE 1.5-1
Design Criteria (LRFD)
Roof DL =15 psf Wind Speed =95mph
Attic DL =10 psf Roughness =
Floor DL = 20 psf Exposure =
Ext Wall DL =17 psf Topo Factor, K ZT =
Int Wall DL =20 psf
D
Roof LL =20 psf TL =8.00 sec
Attic LL =10 psf S1 =0.474 g
Floor LL = 40 psf DS =1.063 g
Bedroom LL =40 psf D1 =0.537 g
Balcony LL =60
Materials
Timber Species:Douglas-Fir Larch (DF-L)
Grades:
References
1 California Building Code, 2022
2 California Residential Code, 2022
3 NDS for Wood Construction, 2022
4 NDS Supplement, 2022
5 ACSE 7-16 Minimum Design Loads for Buildings and Other Structures
6 AWC SDPWS, 2022
7 Los Angeles Building Code, 2022
8 AISC 360-14
Live Loads Seismic Design Category
6.5
1
No.2, No.1, No.1 and better, Select Structural, Dense Select Structural,
Parallam PSL 2.0E
Seismic
Dead Loads Wind
B
B
1
Vertical Loads
Dead Loads
Roof DL =15 psf
Attic DL =10 psf
Floor DL =20 psf
Ext Wall DL =17 psf
Int Wall DL =10 psf
Live Loads
Roof LL =20 psf
Attic LL =10 psf
Floor LL =40 psf
Bedroom LL =40 psf
Balcony = 60 psf
Building Weight
Area (sqft)Weight (k)
Story 1 Roof 1773 26.6
Story 1 Attic 1398 14.0
Story 1 Ext Walls 1624 27.6
Story 1 Int Walls 760 7.6
Total Weight =75.8 kips
ASCE 7-16: TABLE 4.3-1
Wind Load
4703 W MCFADDEN AVE SANTA ANA CA 92704
ASCE 7-16 Table 1.5-1
95 mph ASCE 7-16 Figure 26.5-1A
ASCE 7-16 Sec 26.7.2
ASCE 7-16 Sec 26.7.3
ASCE 7-16 Sec 26.8.2
789
620
624
272
Exposure = B
Location =
Coordinates =33 44 22 N
117 55 54 W
Risk Category = ii
Wind Speed, V =
Roughness = B
Where a: 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least
horizontal dimension or 3ft (0.9m)
Topographic Factor, KZT = 1
Ridge Height =
Eave Height =
Mean Roof Height, h =
Roof Angle =
Adjustment Factor, λ =1
Buidling Width =
Building Length =
a =
Wind Load (Cont.)
Zone PS30 (psf) PS= λKZT PS30 Area (ft2)Force (lb) Total (k)
Wall A 24.1 24.1 31.6 763
Roof B 3.9 3.9 14.4 56
Wall C 17.4 17.4 382.4 6653
Roof D 4.0 4.0 174.2 697
E -10.7 -10.7 30.9 -331
F -14.6 -14.6 30.9 -451
G -7.7 -7.7 373.4 -2875
H -11.7 -11.7 373.4 -4369
Zone PS30 (psf) PS= λKZT PS30 Area (ft2)Force (lb) Total (k)
Wall A 19.2 19.2 15.8 304
Roof B N/A N/A N/A N/A
Wall C 12.7 12.7 174.8 2220
Roof D N/A N/A N/A N/A
E -23.1 -23.1 30.9 -714
F -13.1 -13.1 30.9 -405
G -16.0 -16 373.4 -5975
H -10.1 -10.1 373.4 -3772
Case A: θ = 25
Ho
r
i
z
o
n
t
a
l
9.0
Ve
r
t
i
c
a
l
Roof -8.0
Case B: θ = 0
Ho
r
i
z
o
n
t
a
l
2.5
Ve
r
t
i
c
a
l
Roof -10.9
Seismic Load
Seismic Design Category D see USGS Report
Structural Height, hn =11.1 ft House Mean Roof Height
Ct =0.02 ASCE 7-16 Table 12.8-2
x =0.75 ASC.E 7-16 Table 12.8-2
Approximate Fundamental Period, Ta = Cthn
x =0.121 s ASCE 7-16 Eq. 12.8.2.1
T0=0.2SD1/SDS =0.101 s ASCE 7-16 Sec. 11.4.5
Ts=SD1/SDS =0.505 s ASCE 7-16 Sec. 11.4.5
TL =8.00 s see USGS Report
S1 =0.474 g see USGS Report
SDS =1.063 g see USGS Report
SD1 =0.537 g see USGS Report
Per ASCE 7-16 12.8.1.3,SS =1.329 g
Consequentially,SDS = 2/3FaSS =1.063 g
For Wood Shearwalls, R =6.5 ASCE 7-16 Table 12.2-1
For Special Reinforced CMU Shearwalls, R =5.0 ASCE 7-16 Table 12.2-1
Seismic Importance Factor, Ie =1.0 ASCE 7-16 Table 1.5-2
Redundancy Factor for Shear Walls, ρ =1.3 ASCE 7-16 Sec. 12.3.4.2
Cs =SDS/(R/Ie) =0.164 ASCE 7-16 Eq. 12.8-2
Must not exceed For T≤TL 0.682 ASCE 7-16 Eq. 12.8-3
For T>TL 45.00 ASCE 7-16 Eq. 12.8-4
Where S1 ≥ 0.6g Cs, shall not be less than 0.036 ASCE 7-16 Eq. 12.8-6
For CMU Shearwalls, Cs =SDS/(R/Ie) =0.213 ASCE 7-16 Eq. 12.8-7
Must not exceed For T≤TL 0.886 ASCE 7-16 Eq. 12.8-3
For T>TL 58.50 ASCE 7-16 Eq. 12.8-4
Where S1 ≥ 0.6g Cs, shall not be less than 0.047 ASCE 7-16 Eq. 12.8-6
Must not be less than 0.044SDSIe ≥ 0.01 0.047 ASCE 7-16 Eq. 12.8-5
Effective Building Seismic Weight, W = 58.2 kips
Base Shear, V=CsW =9.5 kips ASCE 7-16 Eq. 12.8-1
Level hx hx
k Wx(kip) Wxhx
k Cvx Fx (kip)V (kip)Fx/Wx ΣFx/ΣWx Coeff Fpx (kip)
Roof (D1)11.1 11.1 58 643 1.00 9.5 0.0 0.164 0.164 1.00 12.37
Σ =58.2 643 1.0 9.5 9.5
Equivalent Lateral Force Procedure
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RR-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.329: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.750 ft
41.34 psi=
=
2,325.02 psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
311.04 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.133 : 1
7.062 ft=
=
765.88 psi
Maximum Deflection
0 <360
865
Ratio =0 <180
Max Downward Transient Deflection 0.057 in 1572Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.104 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.195 0.079 0.60 1.300 1.151.00 1.00 0.21 339.5 1,743.8 0.10 233.318.3
0.00.0
1 0.189 0.076 0.80 1.300 1.151.00 1.00 0.28 439.4 2,325.0 0.13 311.023.7
0.00.0
1 0.125 0.051 0.80 1.300 1.151.00 1.00 0.18 291.0 2,325.0 0.09 311.015.7
0.00.0
1 0.329 0.133 0.80 1.300 1.151.00 1.00 0.48 765.9 2,325.0 0.23 311.041.3
0.00.0
1 0.075 0.030 1.00 1.300 1.151.00 1.00 0.14 218.3 2,906.3 0.06 388.811.8
.
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RR-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1040 3.777 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.181 0.181
Max Upward from Load Combinations 0.181 0.181
Max Upward from Load Cases 0.100 0.100
D Only 0.082 0.082
+D+Lr 0.181 0.181
+D+0.750Lr 0.156 0.156
+0.60D 0.049 0.049
Lr Only 0.100 0.100
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:HVB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0150->0.0150, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 10.50 ft, Trib Width = 4.0->1.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.317: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.752 ft
41.72 psi=
=
2,260.44 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
293.76 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.142 : 1
0.000 ft=
=
716.08 psi
Maximum Deflection
0 <360
711
Ratio =0 <180
Max Downward Transient Deflection 0.095 in 1322Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.177 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.193 0.086 0.60 1.300 1.151.00 1.00 0.84 327.1 1,695.3 0.32 220.318.9
0.00.0
1 0.184 0.082 0.80 1.300 1.151.00 1.00 1.06 416.5 2,260.4 0.41 293.824.2
0.00.0
1 0.124 0.055 0.80 1.300 1.151.00 1.00 0.72 280.4 2,260.4 0.27 293.816.2
0.00.0
1 0.317 0.142 0.80 1.300 1.151.00 1.00 1.83 716.1 2,260.4 0.71 293.841.7
0.00.0
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:HVB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
1.00Length = 10.50 ft 1 0.074 0.033 1.00 1.300 1.151.00 1.00 0.54 210.3 2,825.6 0.21 367.212.1
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1772 5.135 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.580 0.396
Max Upward from Load Combinations 0.580 0.396
Max Upward from Load Cases 0.315 0.210
D Only 0.265 0.186
+D+Lr 0.580 0.396
+D+0.750Lr 0.501 0.344
+0.60D 0.159 0.112
Lr Only 0.315 0.210
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:CJ-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.010, L = 0.020 ksf, Tributary Width = 1.330 ft, (CEILING)
Point Load : D = 0.150, Lr = 0.20 k @ 7.50 ft, (RIDGE LOAD)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.905: 1
Load Combination +1.20D+1.60Lr+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.500 ft
60.64 psi=
=
1,967.33 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr+L
=
=
=
311.04 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.195 : 1
14.234 ft=
=
1,780.31 psi
Maximum Deflection
0 <360
364
Ratio =0 <180
Max Downward Transient Deflection 0.193 in 934Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.494 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.544 0.120 0.60 1.100 1.151.00 1.00 1.43 802.0 1,475.5 0.26 233.328.0
0.00.0
1 0.798 0.194 0.80 1.100 1.151.00 1.00 2.80 1,569.3 1,967.3 0.56 311.060.4
0.00.0
1 0.691 0.177 0.80 1.100 1.151.00 1.00 2.42 1,358.9 1,967.3 0.51 311.055.0
0.00.0
1 0.905 0.195 0.80 1.100 1.151.00 1.00 3.17 1,780.3 1,967.3 0.56 311.060.6
0.00.0
1 0.692 0.133 0.80 1.100 1.151.00 1.00 2.43 1,360.6 1,967.3 0.38 311.041.3
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:CJ-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
1.00+1.20D+L 1.100 1.151.00 1.00 0.0 0.00 0.00.0
1 0.563 0.139 0.80 1.100 1.151.00 1.00 1.97 1,107.1 1,967.3 0.40 311.043.3
0.00.0
1 0.349 0.077 0.80 1.100 1.151.00 1.00 1.23 687.4 1,967.3 0.22 311.024.0
0.00.0
1 0.536 0.125 1.00 1.100 1.151.00 1.00 2.35 1,317.5 2,459.2 0.45 388.848.7
0.00.0
1 0.210 0.046 1.00 1.100 1.151.00 1.00 0.92 515.6 2,459.2 0.17 388.818.0
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.4940 7.555 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.422 0.422
Max Upward from Load Combinations 0.422 0.422
Max Upward from Load Cases 0.200 0.200
D Only 0.197 0.197
+D+L 0.397 0.397
+D+Lr 0.297 0.297
+D+0.750Lr+0.750L 0.422 0.422
+D+0.750L 0.347 0.347
+0.60D 0.118 0.118
Lr Only 0.100 0.100
L Only 0.200 0.200
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (RR-1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.037: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 0.665 ft
3.29 psi=
=
2,086.56 psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
293.76 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.011 : 1
0.728 ft=
=
76.29 psi
Maximum Deflection
0 <360
52695
Ratio =0 <180
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.000 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.021 0.006 0.60 1.200 1.151.00 1.00 0.04 32.5 1,564.9 0.01 220.31.4
0.00.0
1 0.021 0.006 0.80 1.200 1.151.00 1.00 0.05 43.0 2,086.6 0.01 293.81.9
0.00.0
1 0.013 0.004 0.80 1.200 1.151.00 1.00 0.03 27.8 2,086.6 0.01 293.81.2
0.00.0
1 0.037 0.011 0.80 1.200 1.151.00 1.00 0.08 76.3 2,086.6 0.02 293.83.3
0.00.0
1 0.008 0.002 1.00 1.200 1.151.00 1.00 0.02 20.9 2,608.2 0.01 367.20.9
.
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0003 0.670 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.176 0.176
Max Upward from Load Combinations 0.176 0.176
Max Upward from Load Cases 0.100 0.100
D Only 0.076 0.076
+D+Lr 0.176 0.176
+D+0.750Lr 0.151 0.151
+0.60D 0.046 0.046
Lr Only 0.100 0.100
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RB-2
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 7.0 ft, (RR-1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.772: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.000 ft
93.09 psi=
=
2,260.44 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
293.76 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.317 : 1
0.000 ft=
=
1,744.53 psi
Maximum Deflection
0 <360
305
Ratio =0 <180
Max Downward Transient Deflection 0.219 in 547Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.392 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.446 0.183 0.60 1.300 1.151.00 1.00 1.93 756.8 1,695.3 0.68 220.340.4
0.00.0
1 0.438 0.180 0.80 1.300 1.151.00 1.00 2.53 991.1 2,260.4 0.89 293.852.9
0.00.0
1 0.287 0.118 0.80 1.300 1.151.00 1.00 1.66 648.7 2,260.4 0.59 293.834.6
0.00.0
1 0.772 0.317 0.80 1.300 1.151.00 1.00 4.46 1,744.5 2,260.4 1.57 293.893.1
0.00.0
1 0.172 0.071 1.00 1.300 1.151.00 1.00 1.24 486.5 2,825.6 0.44 367.226.0
.
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:RB-2
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3923 5.036 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.252 1.252
Max Upward from Load Combinations 1.252 1.252
Max Upward from Load Cases 0.700 0.700
D Only 0.552 0.552
+D+Lr 1.252 1.252
+D+0.750Lr 1.077 1.077
+0.60D 0.331 0.331
Lr Only 0.700 0.700
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:EX HIP
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Load Resistance Factor D
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0150->0.0150, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 12.0 ft, Trib Width = 7.0->1.0 ft, (RR-1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.653: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.299 ft
79.25 psi=
=
2,260.44 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
293.76 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.270 : 1
0.000 ft=
=
1,476.15 psi
Maximum Deflection
0 <360
304
Ratio =0 <180
Max Downward Transient Deflection 0.260 in 553Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.473 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.386 0.158 0.60 1.300 1.151.00 1.00 1.67 654.3 1,695.3 0.59 220.334.9
0.00.0
1 0.375 0.154 0.80 1.300 1.151.00 1.00 2.16 846.8 2,260.4 0.77 293.845.3
0.00.0
1 0.248 0.102 0.80 1.300 1.151.00 1.00 1.43 560.8 2,260.4 0.51 293.829.9
0.00.0
1 0.653 0.270 0.80 1.300 1.151.00 1.00 3.77 1,476.2 2,260.4 1.34 293.879.2
0.00.0
Wood Beam
LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:EX HIP
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
1.00Length = 12.0 ft 1 0.149 0.061 1.00 1.300 1.151.00 1.00 1.07 420.6 2,825.6 0.38 367.222.4
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.4731 5.869 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.083 0.663
Max Upward from Load Combinations 1.083 0.663
Max Upward from Load Cases 0.600 0.360
D Only 0.483 0.303
+D+Lr 1.083 0.663
+D+0.750Lr 0.933 0.573
+0.60D 0.290 0.182
Lr Only 0.600 0.360
Lateral Load Resisting System Design
Horizontal Diaphragm Design
Roof Diaphragm (D-3)Governing Case
Froof = QE =12.37 kips See Seismic Load Calculations
Redundancy Factor for Diaphragm, ρ =
Overstrength Factor, Ω =
E = ρQE =12.4 kips ASCE 7-16 (12.4-3)
Area Load, a =
Redundancy Factor for Shear Walls, ρ =
Load Transferred to Shear Walls =
Loading Case 1
Total Length, L =40.0 ft
Max Width, W =16.0 ft
L/W Ratio = 2.50 <4:1 Satisfactory
Shear at Supports =
Distance to Shear Wall Line =
Min Shearing Distance =
Shear Transferred from above =value at the location of max shear
Max Shear, Vu =0.1 kips
Max Unit Shear, Vunit =4 plf
Chord Design
Linear Load on the Diaphragm, w = aW = 112 plf
Moment on the Diaphragm, Mu = wL2/8 =22.3 k-ft
Chord Axial Load, Tu = Cu =Mu/W =1395 lb
Use 1 DF-L No.2 or larger w/1 CMST14 Strap(s) at splices
Tall =9781 lb Tall =9271 lb
DCR = Tu/Tall =0.143 <1 Satisfactory DCR = Tu/Tall =0.150 <1 Satisfactory
Alternatively, use 2 continuous DF-L No.2 or larger
Call =17605 lb Tall =9781 lb
DCR = Cu/Call =0.040 <1 Satisfactory DCR = Tu/Tall =0.071 <1 Satisfactory
Lateral Load Resisting System Design (Cont.)
Horizontal Diaphragm Design
Loading Case 2 Blocked Diaphragm
Total Length, L =16.0 ft
Max Width, W =40.0 ft
L/W Ratio = 0.40 <4:1 Satisfactory
Shear at Supports =2.2 kips
Distance to Shear Wall Line =31.0 ft
Min Shearing Distance =40.0 ft
Shear Transferred from above =0.0 kips value at the location of max shear
Max Shear, Vu =6.4 kips
Max Unit Shear, Vunit =160 plf
Chord Design 10.00
Linear Load on the Diaphragm, w = aW = 279 plf
Moment on the Diaphragm, Mu = wL2/8 =8.9 k-ft
Chord Axial Load, Tu = Cu =Mu/W =223 lb
Use 1 2x4 DF-L No.2 or larger w/1 CMST14 Strap(s) at splices
Tall =9781 lb Tall =9271 lb
DCR = Tu/Tall =0.023 <1 Satisfactory DCR = Tu/Tall =0.024 <1 Satisfactory
Alternatively, use 1 continuous 2x4 DF-L No.2 or larger
Call =17605 lb Tall =9781 lb
DCR = Cu/Call =0.013 <1 Satisfactory DCR = Tu/Tall =0.023 <1 Satisfactory
Summary of Results
4 plf
160 plf
Required Nominal Resistance, Vn = Vu/φ 201 plf
Use 15/32" blocked Sheathing Panel w/ 10d nails @6-6-12
L
Provided Resistance
Vn =580 plf
φ =0.8
DCR = Vu/φVn =0.346 <1 Satisfactory
Loading Case Max Unit Shear, Vu
1
2
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.1 (S-1.1)Blocked Panel Segmented Shear Wall
Length, bs =44.00 ft
Height, h =8.0 ft
h/bs Ratio =0.2 ≤2:1 Satisfactory, No Reduction Req-d
Aspect Ratio Factor, (WPS) = 1.0 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =350 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =55 plf
Use TYPE A Shear Wall
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.126 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.153 in
Shear Wall Deflection, δ sw =0.062 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 9.0
Du = (0.9-0.2SDS)D = 191 plf
Post Compression Load, C=hw = 444 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load -3760
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR -0.765 Satisfactory
Footing, lb
-3760
G
3294
Holdowns
-1.142
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.2 (S-1.2) Blocked Panel Segmented Shear Wall
Length, bs =4.66 ft
Height, h =8.0 ft
h/bs Ratio =1.7 ≤2:1 Satisfactory, No Reduction Req-d
Aspect Ratio Factor, (WPS) = 1.0 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =340 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =252 plf
Use TYPE A Shear Wall
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.573 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.064 in
Shear Wall Deflection, δ sw =0.276 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 9.0
Du = (0.9-0.2SDS)D = 191 plf
Post Compression Load, C=hw = 2017 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load 1571
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR 0.320 Satisfactory
Holdowns
Footing, lb
1571
G
3294
0.477
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.3 (S-1.3) Blocked Panel Segmented Shear Wall
Length, bs =4.75 ft
Height, h =8.0 ft
h/bs Ratio =1.7 ≤2:1 Satisfactory, No Reduction Req-d
Aspect Ratio Factor, (WPS) = 1.0 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =340 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =252 plf
Use TYPE A Shear Wall Aspect Ratio Applied
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.573 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.065 in
Shear Wall Deflection, δ sw =0.275 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 8.0
Du = (0.9-0.2SDS)D = 179 plf
Post Compression Load, C=hw = 2017 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load 1590
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR 0.324 Satisfactory
1590
G
3294
0.483
Holdowns
Footing, lb
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.4 (S-1.4) Blocked Panel Segmented Shear Wall
Length, bs =13.75 ft
Height, h =8.0 ft
h/bs Ratio =0.6 ≤2:1 Satisfactory, No Reduction Req-d
Aspect Ratio Factor, (WPS) = 1.0 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =340 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =173 plf
Use TYPE A Shear Wall Aspect Ratio Applied
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.392 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.006 in
Shear Wall Deflection, δ sw =0.112 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 8.0
Du = (0.9-0.2SDS)D = 179 plf
Post Compression Load, C=hw = 1380 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load 147
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR 0.030 Satisfactory
Holdowns
Footing, lb
147
G
3294
0.044
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.5 (S-1.5) Blocked Panel Segmented Shear Wall
Length, bs =6.00 ft
Height, h =8.0 ft
h/bs Ratio =1.3 ≤2:1 Satisfactory, No Reduction Req-d
Aspect Ratio Factor, (WPS) = 1.0 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =340 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =250 plf
Use TYPE A Shear Wall Aspect Ratio Applied
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.567 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.058 in
Shear Wall Deflection, δ sw =0.240 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 9.0
Du = (0.9-0.2SDS)D = 191 plf
Post Compression Load, C=hw = 1997 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load 1424
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR 0.290 Satisfactory
G
Footing, lb
Holdowns
3294
0.432
1424
Lateral Load Resisting System Design (Cont.)
Vertical Diaphragm Design
Roof Shear Walls Loading Case 1
Shear Wall 1.6 (S-1.6) Blocked Panel Segmented Shear Wall
Length, bs =3.50 ft
Height, h =9.0 ft
h/bs Ratio =2.6 >2:1 Reduction Required
Aspect Ratio Factor, (WPS) = 0.9 ANSI/AWC SDPWS-2015 4.3.4.2
Tributary Area, AT =340 ft2 for Shear Wall Line
Diaphragm Area Load =7.0 psf see Diaphragm Calculations
Load from SW Line above =0 lb for Shear Wall Line
Linear Shear Wall Load, w =Vu /bs =250 plf
Use TYPE A Shear Wall Aspect Ratio Applied
Seismic Shear Resistance, φVs =440 plf see Shear Wall Capacity Calcs
DCR=Vu/φVs =0.611 <1 Satisfactory
Deflection Calculation
use 4x4 DF-L No.2 end posts minimum
Elastic Modulus of End Posts, E = 1600000 psi
End Post Cross-Sectional Area, A =12.25 in2
Apparent Shear Wall Stiffness, Ga =13.0 kips/in
Anchorage Elongation, Δa =0.078 in
Shear Wall Deflection, δ sw =0.394 in ANSI/AWC SDPWS-2015 (4.3-1)
Holdown Design
Roof Ceiling Ext. Wall
DL, psf 15 10 17
WT, ft 5 5 9.0
Du = (0.9-0.2SDS)D = 191 plf
Post Compression Load, C=hw = 2247 lb
Holdown Tension Load from SW above =0 lb
Strap, lb
Load 1913
Provide S 75% Holdown Reduction applied
Capacity 4913 see Holdown Capacity Calcs
DCR 0.389 Satisfactory0.581
G
3294
Holdowns
Footing, lb
1913
ID Simpson
Holdown
Anchor Bolt
Dia (in)
Stem Wall Min
Width (in)
Anchor
Bolt2
Min Embed into
Stem Wall (in)
Min Embed
into Footing
(in)
Clear Edge Dist
inside footing
(in)
4" Wall
Post5
6" Wall
Post5
LRFD Allowable
Load 4x (lbs)3
LRFD Allowable
Load 6x (lbs)3
A HDU2 5/8 6 SSTB 16 12 5/8 N/A N/A 4x4 4x6 2732 2732
B HDU4 5/8 6 SSTB20 16 5/8 N/A N/A 4x4 4x6 3171 3171
C HDU5 5/8 6 SSTB 24 20 5/8 N/A N/A 4x4 4x6 3562 3562
D HDU8 7/8 8 SSTB 28 24 7/8 N/A N/A 4x6 4x6 6851 6851
E HDU11 1 8 PAB8 FULL 11 16.5 4x8 6x6 10216 10216
F HDU14 1 8 PAB8 FULL 11 16.5 4x8 6x6 14250 15476
P HD19 1.125 8 PAB9 FULL 13.5 20.5 4x8 6x6 14250 20432
ID Simpson
Holdown
Anchor Bolt
Dia (in)
Stem Wall Min
Width (in)
Anchor
Bolt4
Min Embed into
Stem Wall (in)
Min Embed
into Footing
(in)
Clear Edge Dist
inside footing
(in)
4" Wall
Post5
6" Wall
Post5
LRFD Allowable
Load 4x (lbs)3
LRFD Allowable
Load 6x (lbs)3
G HDU2 5/8 6 SSTB 16 12.625 N/A N/A 4x4 4x6 3294 3294
H HDU4 5/8 6 SSTB20 16.625 N/A N/A 4x4 4x6 4891 4891
I HDU5 5/8 6 SSTB 24 20.625 N/A N/A 4x4 4x6 5500 6048
J HDU8 7/8 8 SSTB 28 24.875 N/A N/A 4x6 4x6 7467 7467
K HDU11 1 8 PAB8 FULL 11 16.5 4x8 6x6 10216 10216
L HDU14 1 8 PAB8 FULL 11 16.5 4x8 6x6 14250 15476
P HD19 1.125 8 PAB9 FULL 13.5 20.5 4x8 6x6 14250 20432
ID Simpson
Holdown
Anchor Bolt
Dia (in)
Stem Wall Min
Width (in)
Simpson
Epoxy
Min Embed into
Stem Wall (in)
Min Embed
into footing
(in)4
Clear Edge Dist
inside footing
(in)
4" Wall
Post5
6" Wall
Post5
LRFD Allowable
Load 4x (lbs)3
LRFD Allowable
Load 6x (lbs)3
M HDU2 5/8 6 SET-XP N/A 12.5 N/A 4x4 4x6 3294 3294
N HDU5 5/8 6 SET-XP N/A 14 N/A 4x6 4x6 6048 6048
O HDU8 7/8 6 SET-XP N/A 20 N/A 4x6 4x6 7467 7467
ID Simpson
Holdown
Anchor Bolt
Dia (in)
Stem Wall Min
Width (in)
Anchor
Bolt2
Min Embed into
Stem Wall (in)
Min Embed
into Footing
(in)
Clear Edge Dist
inside footing
(in)
4" Wall
Post5
6" Wall
Post5
LRFD Allowable
Load 4x (lbs)3
LRFD Allowable
Load 6x (lbs)3
Q HDU11 1 8 PAB8 FULL 11 16.5 4x8 6x6 10001 10001
R HDU14 1 8 PAB8 FULL 11 16.5 4x8 6x6 14250 15476
P HD19 1.125 8 PAB9 FULL 13.5 20.5 4x8 6x6 14250 20432
ID Simpson
Holdown
Anchor Bolt
Dia (in)
CMU Wall Min
Width (in)
Anchor
Bolt2
Min Embed into
CMU Wall (in)
Min Embed
into Footing
(in)
Min End
Distance (in)
4" Wall
Post5
6" Wall
Post5
LRFD Allowable
Load 4x (lbs)3
LRFD Allowable
Load 6x (lbs)3
Am HDU2 5/8 8 SSTB16 12 5/8 N/A 4 1/4 4x4 4x6 1742 1742
Ac HDU2 5/8 8 SSTB16 12 5/8 N/A 4 1/4 4x4 4x6 3294 3294
Dm HDU8 7/8 8 SSTB28 24 7/8 N/A 38 4x6 4x6 4285 4285
Dc HDU8 7/8 8 SSTB28 24 7/8 N/A 38 4x6 4x6 5978 5978
ID
S
T
U
V
W
Notes:
1 Load and Resistance Factor Design.
2 Minimum end distance shall be 5".
3 Minimum end distance shall be 4".
4
5 Post maximum height of 10.0 ft.
(2) CMST12 20" 50-16d 6 19746
Overal concrete footing depth shall be 5D deeper than
CMST12 33" 74-16d 3.5 9873
(2) CMST14 26" 56-16d 6 13907
CMSTC16 20" 50-16d 3.5 4913
CMST14 26" 56-16d 3.5 6954
Underpinning Existing Footing
Holdown into CMU Wall
Strap Holdowns
Simpson Strap End Length Fastners (ea end )Min Column Width (in)Allowable Tension Load (lbs)1
Epoxy into Existing Footing
HOLDOWN SCHEDULE
Raised Foundation
Slab on Grade
ID Simpson
Holdown
Anchor Bolt
Dia (in)
Square
Washer Side
Size (in)
Anchor Bolt2 Stiffness Plate
Thickness (in)
Stiffness Pl.
Weld Size
(in)
Min. Nailer
Size
4" Wall
Post5
6" Wall
Post5
Allowable
Tension (lb)1
A HDU4 5/8 0.375 PAB5 1/4 1/4 2x 4x4 4x6 4565
B HDU5 5/8 0.4 PAB5 1/4 1/4 2x 4x4 4x6 5645
C HDU8 5/8 0.625 PAB7 1/4 1/4 3x 4x4 4x6 6970
D HDU8 7/8 0.625 PAB7 1/4 1/4 3x 4x6 4x6 7870
E HDU11 1 0.875 PAB8 3/8 5/16 3x N/A 6x6 9535
F HDU14 1 1.125 PAB8 3/8 5/16 3x N/A 6x6 14445
ID Simpson
Holdown
Anchor Bolt
Dia GrD. 36
(in)
Stem Wall
Min Width
(in)
Anchor Bolt2
Min Embed
into 10"
Concrete Wall
(in)
Min
Embed
into 12"
Concrete
Wall (in)
Clear Edge
Dist inside
footing (in)
4" Wall
Post5
6" Wall
Post5
Allowable
Tension (lb)1
G HDU2 5/8" N/A PAB5 18" 18" N/A 4x4 4x6 3296
H HDU4 5/8" N/A PAB5 18" 18" N/A 4x4 4x6 4893
I HDU5 5/8" N/A PAB5 18" 18" N/A 4x4 4x6 6077
J HDU8 7/8" N/A PAB7 18" 18" N/A 4x8 4x6 8456
K HDU11 1" N/A PAB8 18" 18" 16.5 N/A 6x6 10219
L HDU14 1" N/A PAB8 21" 18" 16.5 N/A 6x6 15422
M HD12 1-1/8" 6 PAB9 22" 18" N/A N/A 4x6 16623
N HD19 1-1/4" 6 PAB10 27" 24" N/A 4x8 4x6 20749
O 2x-HDU14 (2)-1" 6 (2) PAB10 42" 42" N/A N/A 6X6 30845
ID Simpson
Holdown
Anchor Bolt
Dia (in)
PL Washer
Size &
Thickness
Anchor Bolt2
Allowable
Tension @
Away From
Edge (lb)
P HDU8 7/8" 2"-3/8" PAB7 8456
Q HDU11 1" 2"-3/8" PAB8 10219
R HDU14 1" 2"-3/8" PAB8 15422
X HD12 1-1/8" 2.5"-3/8" PAB9 16623
Y HD19 1-1/4" 3"-3/8" PAB10 20749
Z 2x-HDU14 (2)-1" 2"-3/8" (2) PAB10 30845
Notes:
1 Load and Resistance Factor Design.
S CMSTC16 20"
50-16d 3.5 2 Minimum end distance shall be 5".
T CMST14 26"
56-16d 3.5 3 Minimum end distance shall be 4".
U CMST12 33"
74-16d 3.5 4
V (2)
CMST14
26"
56-16d 6 5 Post maximum height of 10.0 ft.
W (2)
CMST16
20"
50-16d 6 19746
See Sheet SA1 30845
Holdowns Schedule (SW on Beam with strap)
ID Simpson
Strap
End Length
Fastners
(ea end )
Min Column
Width (in)Allowable Tension Load (lbs)1
4913
6954
9873 Overal concrete footing depth shall be 5D
deeper than anchor embendment.
13907
See Sheet SA1 16623
See Sheet SA1 20749
See Sheet SA1 10219
See Sheet SA1 15422
HOLDOWN SCHEDULE
Steel Beam
HOLDOWN ANCHOR IN CONCRETE WALL
12" Thick Slab Podium Anchorage Design Table
Min Embed into Slab (in)Allowable Tension @
13" From Edge (lb)
See Sheet SA1 8456
Lateral Load Resisting System Design (Cont.)
Type Sheathing/ Nailing Grade A35/LTP4
Spacing (in)
16d Nail
Spacing (in)
1/4" SDS LAG
Spacing (in)
5/8" Anchor Bolt
Spacing (in)
Resistance
(plf)
Type A 15/32" w/8d nails @6-6-12 Structural I 22.0 8.0 14.0 48.0 440
Type B 15/32" w/10d nails @6-6-12 Structural I 18.0 6.0 11.0 48.0 540
Type C 15/32" w/10d nails @4-4-125 Structural I 12.0 4.0 7.0 32.0 810
Type D 15/32" w/10d nails @3-3-125 Structural I 9.0 3.0 5.0 25.0 1060
Type E 15/32" w/10d nails @2-2-125 Structural I 7.0 2.0 4.0 19.0 1390
Type F Double Sided 15/32" w/10d nails @3-3-124,5,8 Structural I 4.0 n/a 3.0 12.0 2100
Type G Double Sided 15/32" w/10d nails @2-2-124,5,8 Structural I 3.0 n/a 2.0 11.0 2750
Panel All.
Load (plf)
A35/LTP4
Spacing (ft)
16d Nail
Spacing (in)
1/4" SDS LAG
Spacing (in)
5/8" Anchor Bolt
Spacing (ft)
Type A Req-d Spacing (ft)/ panel all load (plf)= 448 1.85 0.68 1.20 5.05
DCR = 0.98 0.99 0.98 0.97 0.79
Type B Req-d Spacing (ft)/ panel all load (plf)= 544 1.50 0.55 0.98 4.11
DCR = 0.99 1.00 0.91 0.94 0.97
Type C Req-d Spacing (ft)/ panel all load (plf)= 816 1.00 0.37 0.65 2.74
DCR = 0.99 1.00 0.91 0.89 0.97
Type D Req-d Spacing (ft)/ panel all load (plf)= 1064 0.77 0.28 0.50 2.09
DCR = 1.00 0.98 0.89 0.84 0.99
Type E Req-d Spacing (ft)/ panel all load (plf)= 1392 0.58 0.21 0.38 1.60
DCR = 1.00 1.00 0.78 0.88 0.99
Type F Req-d Spacing (ft)/ panel all load (plf)= 2128 0.39 n/a 0.25 1.06
DCR = 0.99 0.86 n/a 0.99 0.95
Type G Req-d Spacing (ft)/ panel all load (plf)= 2784 0.30 n/a 0.19 0.81
DCR = 0.99 0.85 n/a 0.87 1.14
Capacity = varies 580 141 250 1050
KF (NDS Table 10.3.1) =n/a n/a 3.32 3.32 3.32
φ (NDS Table 10.3.1) = n/a n/a 0.65 0.65 0.65
λ (NDS Table N3) = n/a n/a 1.0 1.0 1.0
Geometry Factor, CΔ (NDS Table 11.5.1A) =n/a n/a 1.0 1.0 1.0
Bolt/Screw Diameter, D = n/a n/a 0.192 0.25 0.625
Min Edge Distance =4D = n/a n/a 0.768 1 2.5
Min Embedment = n/a n/a 1.5 2.0 n/a
Res Factor, φD (AWC SDPWS Sec. 4.3.3) = 0.80 n/a n/a n/a n/a
Convert from ASD to LRFD = - 0.7 - - -
safety factory for ductile failure = n/a 100% 98% 98% 98%
Allowable Load = varies 812 298 529 2221
Shearwall Capacities
Notes:
1. Lumber shall be DF-L with Specific Gravity of 0.50 min. All panel edges shall be fastened to 2-inch nominal or wider framing.
2. Framing members receiving edge nailing from abutting panels shall not be less than a single 3x stud or wider nominal. All wood structural panel joint and sill plate
nailing shall be staggered at all panel edges. Nails shall be placed not less than 1/2" edge distance from the panel edges and 3/8" from the edge of the connecting
members.
3. Min two bolts per piece of sill plate and one located within 12" of each end of each sill plate. Placement of lag bolts: Min edge distance shall be (1.5)(bolt diameter);
Min end distance shall be (7)(bolt diameter), Min spacing shall be (4)(bolt diameter). Edge distances, end distances and spacing shall be sufficient to prevent splitting
of wood. If splitting occurs, notify the engineer for an alternate product.
4. Type I and J shearwalls shall have plywood installed on both sides. Install A35/LTP4 staggered on both sides. Blocking and studs at panel edges shall be min 3x in
thickness.
5. Type D, E, F, G, H shearwalls shall have min. 3x studs at panel edges. Special Inspection Required.
6. Plywood Panels may be either OSB, 3 ply, 4 ply or 5 ply plywood, unless specifically identified otherwise on plans.
7. For A35 and LTP4, use (12) 8dx1 1/2" nails.
8. Spacing for A35 and LTP4 may be reduced to max 16" oc if additional A35 and LTP4 are installed along same S/W line to meet the min qty required for the identified
spacing multiplied by S/W length. Also, Spacing of A35 and LTP4 may be doubled if placed on both sides of shearwall.
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.
4703 W McFadden Ave, Santa Ana, CA 92704, USA
Latitude, Longitude: 33.7395545, -117.9315664
Date 11/14/2024, 10:59:32 AM
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 0.474 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 0.568 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.682 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 1.443 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.865 Factored deterministic acceleration value. (0.2 second)
S1RT 0.474 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.515 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.646 Factored deterministic acceleration value. (1.0 second)
PGAd 0.767 Factored deterministic acceleration value. (Peak Ground Acceleration)
11/14/24, 10:59 AM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/3
Type Value Description
PGAUH 0.568 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.921 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
11/14/24, 10:59 AM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/3
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.
11/14/24, 10:59 AM U.S. Seismic Design Maps
https://www.seismicmaps.org 3/3
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem - Ward 2
bvazquez@santa-ana.org
Ward 1
tphan@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Benjamin Vazquez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Thai Viet Phan
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
April 10, 2025
Nathan Coffee
1245 E. Walnut Street, Also sent via email to: nathan@ncaarchitects.com
Suite 112,
Pasadena, CA 91106
Subject: Address Assignment for a new attached ADU at 4703 W McFadden Avenue, Unit C (108-
131-37) in Santa Ana, CA 92704
Dear Mr. Coffee,
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 attached
ADU at 4703 W. McFadden Avenue, Unit C (108-131-37). 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 Address(es) to be deactivated
4715 W. McFadden Avenue (
4717 W. McFadden Avenue (
1. 4703 W. McFadden Avenue, Unit C (Main
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 714-667-2728 or by email at CSantana@santa-ana.org.
Sincerely,
Cristian Santana
Cristian Santana
Assistant Planner II
Exhibit A – Address Plan
Address Letter 4703 W. McFadden Avenue, Unit C
Page 2 of 2
c:
Kris K Chu, Santa Ana Manager, United States Post Office
Fernando Banuelos, Fountain Valley Manager, United States Post Office
Yesenia Torres, Santa Ana Manager, United States Post Office
Enrique Ponce, Sna-North Grand Sta Manager, United States Post Office
Esthephany Treto Ramirez, Admin Supervisor, United States Post Office
Chris Tuiolosega, United States Post Office
Alex Alvarez, Santa Ana Postmaster, 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
Ted Walstrom, Santa Ana Unified School District
Jeremy Cogan, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
GIS
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Arellano, 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 Division Manager
Rudy Rosas, Deputy Public Works Director / City Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Services Principal
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ricardo Soto, Acting Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Manager
Jerry Navarro, Code Enforcement Principal
GSPublisherVersion 0.0.100.100
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sheet number:
REVISIONS
NO.DATE DESCRIPTION
DESIGN
DRAWN
ISSUED
APPROVED
NS
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AS 1 .1
PROPOSED
ARCHITECTURAL SITE
PLAN
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10'10'
34'-2"12'-5"18'-8"3'19'-10"
4'
1'
-
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"
NEW COVER
PERGOLA
PORCH:
66 SQ.FT.
(E) SFR:
868 SQ.FT.
(E)
FE
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(E) CONCRETE
(E) CONCRETE
(E) CONCRETE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
(E) LANDSCAPE
PL
82
.5'
W
C
A
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5%
SL
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5% SLOPE
5% SLOPE
5% SLOPE
2% SLOPE
2%
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W
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2%
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2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
2% SLOPE
PL
82
.5'
PL 88'
PL 88'
NEW ADU
UNIT 2
680 SQ.FT.
10
'
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SETBACK
WH
HEAT PUMP
TANKLESS
1' WIDE EASEMENT
SITE INFORMATION:
GENERAL NOTES:
1. NO BASEMENT ON LOT
2. LANDSCAPING IS EXISTING TO REMAIN UNLESS OTHERWISE NOTED ON THE SITE PLAN
3. ALL TREES ARE EXISTING TO REMAIN
LANDSCAPING NOTES:
1. EXISTING LANDSCAPING AND IRRIGATION CONTROLLER TO REMAIN
DRAINAGE NOTES:
1. PROVISIONS SHALL BE MADE FOR CONTRIBUTORY DRAINAGE AT ALL TIMES
2. OWNER WILL MAINTAIN DRAINAGE DEVICES AND KEEP FREE OF DEBRIS.
3. AN EXCAVATION / ENCROACHMENT PERMIT IS REQUIRED FOR CONSTRUCTION AND/OR
DISCHARGE OF DRAINAGE WITHIN PUBLIC ROAD R/W.
4. NO WORK IS ALLOWED WITHIN THE PROTECTED ZONE LOF TREES WITHOUT A TREE
REPORT AND PERMIT
5. FINISHED FLOOR TO BE 8 INCHES ABOVE FINISHED GRADE
6. LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS.
THE GRADE SHALL FALL A MINIMUM OF 6" WITHIN THE FIRST 10FT (5% SLOPE). WHERE LOT
LINES WALLS, SLOPES OR OTHER PHYSICAL BARRIER PROHIBITS 6" FALL WITHIN 10 FT,
DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE
STRUCTURE. [CRC R401.3, CBC 1804.4]
7. IMPERVIOUS SURFACES WITHIN 10 FT OF THE BUILDING FOUNDATION SHALL BE SLOPED A
MINIMUM OF 2% AWAY FROM THE BUILDING . [CRC R401.3 EXCEPTION, CBC 1804.4]
LEGEND:
(N) ADU
CONCRETE
LANDSCAPE
SHED
PERGOLA
PORCH
COVER PERGOLA
(N) NEW ADDITION
(E) TREE
SITE INFORMATION:
APN 0108-013-039
ADDRESS: 4703 W MCFADDEN AVE, UNIT C,
SANTA ANA , CA
92704
LEGAL DESCRIPTION : TRACT NO. 10558, M.B. 448
- 24/25
LOT AREA: 7260
EXISTING HOUSE AREA: 868 SQUARE FEET
EXISTING COVERED PORCH: 66 SQUARE FEET
EXISITING LOT COVERAGE: 934 SQ. FT. OR 12.8%
PROPOSED ATTACHED ADU: 680 SQ. FT.
PROPOSED LOT COVERAGE: 1614 SQ. FT. OR
22.2%
ALL NEW UTILITIES WILL BE UNDERGROUND PER SAMC
SECTION 41-626
- 1 /8 " = 1 '-0 "
1 PROPOSED ARCHITECTURAL SITE PLAN
SCALE :
NO
R
T
H
4715 W. McFadden Avenue
4717 W. McFadden Avenue
Exhibit A
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-610 8
SFR
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 Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
Updated: 08/30/2021
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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