HomeMy WebLinkAbout2014 W Hemlock Way & Unit #2 - PlanJAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
00-A-100
TITLE SHEETDEFERRED SUBMITTAL
GENERAL NOTES
INDEX OF SHEETS
“”;
“”
Bldg #'s 101121890-91
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
01-A-101
SITE AND
ROOF PLAN
SITE PLAN1
ROOF PLAN2
DISTANCE BETWEEN THE 3 HOUSE AND BUS STOP: 0.5 miles
10
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7
01-A-107
10
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11
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Unit #2
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
W
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
01-A-102
EXISTING SITE
PLAN AND
FLOOR PLAN
EXISTING FLOOR PLAN2
EXISTING SITE PLAN1
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
W
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
01-A-103
PROPOSED
FLOOR PLAN
NEW ADU PROPOSED FLOOR PLAN1
”
““
”
5
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5
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6
01-A-104
6
01-A-104
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
W
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
01-A-104
PROPOSED
ELEVATIONS
SOUTH ELEVATION4
EAST ELEVATION (FRONT)1
NORTH ELEVATION 3
WEST ELEVATION2
A
-LAHABRA STUCCO BEHR
"SILKY WHITE" #PPU7-12
-
A
B
-
-
-
1
2
-
4
3
5
-
-
6
-
7
-
-
C
8
-
-
-
SANIBEL NATIONWIDE
STONE VENEER
10
-
SECTION5
SECTION6
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
01-A-105
EXISTING
ELEVATIONS
SOUTH ELEVATION4
EAST ELEVATION (FRONT)1
NORTH ELEVATION 3
WEST ELEVATION2
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
W
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
ELECTRICAL FLOOR PLAN1
01-A-106
ELECTRICAL
PLAN
·
·
EF
1
HVAC EQUIPMENT
“”
“”
“”
“”
“”.
“”
SYMBOL SYSTEM
TYPE
HVAC - HEAT PUMPS
COOLING THERMOSTAT REMARKS
AC
1
CENTRAL
SPLIT HP EERSEER
16.0
SEER/SEER2 SETBACK
MIN. EFF.EFF.TYPE
HEATING
HSPF
9.5
HSPF
MIN. EFF.EFF.TYPE
“
”
EF
1
1
26
13
SCREED AT FOUNDATION WALL
3
4
FELT UNDERLAYMENT7
8
WINDOW FLASHING DETAILS
PLUMBING VENT FLASHING
WALL FLASHING
5
BATHROOM DETAIL
DEVICES MOUNTING HEIGHT
”
12FUTURE GRAB BAR BACKING
COMBUSTIBLE AIR LOUVER DOOR
9TYPICAL THRESHOLD DETAIL
111-HR FIRE RATED EAVE DETAIL
101-HR FIRE RATED WALL AND EAVE DETAIL
1-HR FIRE RATED EAVE DETAIL JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
20
1
4
W
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
ARCH
DETAILS
01-A-107
CITY OF SANTA ANA
ROOF FRAMING PLAN
SCALE: 1 /4" =1 '-O"
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SD1
SD1
10
0. 10
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FOUNDATION PLAN
SGALE : 1 /4" = I '-O"
SW-1
SW-2
SW-1
SW-2
FRAMING NOTES
1. REFER TO STRUCTURAL GENERAL NOTES SHEET
SN FOR MORE INFORMATION.
2• SEE SD2 FOR FLOOR & ROOF DIAPHRAGM,
ROOF SHEATHING: AS PER R602 C.R.0
15/32" PLYWOOD W/8d ® 6:6:12 (COMMON NAIL) PANEL
SPAN RATING 24/0 OR BETTER.
FLOOR SHEATHING:
23/32" PLYWOOD W/10d @ 6:6:12 (COMMON NAIL) PANEL
SPAN RATING 32/16 OR BETTER.
3. MULTIPLE ELEMENT MEMBERS (i.e. DBL JOISTS,
DBL STUDS, etc.) SHALL BE NAILED TOGETHER
W/ 16d's ® 8" O.C. STAGGERED. BEAMS
COMPOSED OF MULTIPLE PIECES (4X OR LARGER)
SHALL BE BOLTED TOGETHER W/ 5/8"0 M.B.'S
16" O/C., STAG'D.
4. WALL STUDS:
SIZE OF EXTERIOR AND INTERIOR STUD WALLS SHOULD
MATCH WITH ARCHITECTURAL DRAWINGS.
CONSIDERING THE FOLLOWING MINIM 20
- ALL INTERIOR WALLS SHALL BE 2x6 STUDS @ 16" O.C.,
U.N.O.
- WALLS W/ UNSUPPORTED HEIGHT OF MORE THAN 10'-0",
SHALL BE 2x6 STUDS @ 16" O.C.
5. WHERE HANGERS ARE NEEDED, WHETHER
INDICATED ON PLAN OR NOT, U.N.O., USE "U" OR
"LB" HANGERS FOR JOSTS/RAFTERS, & "HU" OR
"HW" HANGERS FOR BEAMS OR MULTIPLE JOISTS.
6. WHERE SHEAR WALLS ARE THRU WALLS AS
INDICATED ON PLANS, SHEAR MATERIAL SHALL
BE CONT. THRU WALLS.
7. ALL POSTS/MULTIPLE STUDS IN WALLS SHALL
RECEIVE EDGE NAILING FROM WALL SHEATHING.
ALL BM'S, DRAGS GIRDER TRUSSES SHALL
RECEIVE BOUNDARY NAILING FROM SHEATHING.
8. WHENEVER A DETAIL IS CALLED ON A WALL
LINE (FOR EXAMPLE, 1/SD2 WITH A35'S AT 24"
0/C), IT NEEDS TO BE APPLIED TO THE FULL
LENGTH OF THAT WALL. NOT JUST AT THE
SPOTS IT IS KEYED OUT OR JUST AT SHEAR
PANEL PORTION OF THE WALL.
9. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE
COVERING, FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS.
10. NOT USED
11. WHERE TOP PLATES OR SOLE PLATES ARE CUT FOR
PIPES, A METAL TIE MINIMUM 0.058" THICK. AND 1 1/2"
WIDE SHALL BE FASTENED TO EACH PLATE ACROSS
AND TO EACH SIDE OF THE OPENING WITH NOT
LESS THAN 6-16d NAILS.
12. COORDINATE AND VERIFY ALL DIMENSIONS WITH
ARCHITECT DRAWINGS.
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04/04/2025
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FOUNDATION PLAN NOTES
ALLOWABLE SOIL BEARING PRESSURE= 1,500 PSF.
2. SEE SPECIFICATIONS ON SHEET SN-1 FOR ADDITIONAL INFORMATION.
3. CEMENT USED IN FOUNDATIONS SHALL BE TYPE V. UNLESS OTHERWISE REQUIRED
BY THE SOIL ENGINEER.
4. THE FLOOR SLAB SHALL BE POURED LEVEL TO WITHIN 1/8 INCH IN 10 FEET. FOR
5. THE FLOOR SLAB AND FOUNDATION MAY BE POURED HOMOGENEOUSLY (AT THE
SAME TIME), WITH A COLD JOINT BETWEEN THE SLAB AND FOUNDATION,
AT THE CONTRACTORS DISCRESSION. THE DETAILS DRAWN GENERALLY SHOW TWO POURS.
6. ANCHOR BOLTS: AT ALL EXTERIOR WALLS, INSTALL A 5/8" DIA. ANC. BOLTS 0 48" O.C. W/ MIN.
10" EMBEDMENT AND W/3"x3"xO.229 THK. PLATE WASHER (THE HOLE IN THE PLATE WA HER IS
PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 1/16 INCH LARGER TH NMpstei
BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 %" INCHES, PROVIDED A STAND RWSHER IS PLACED
AAMAXIMUM OF 12" BFR MEEEACH ENDETWN THE . PLATES HSMAL ER THAN 24" TE ASER ND THE NUT)IINC LENNIGTH,NLUDNGASHALNE
s BE P Iml-- •
WITH AT LEAST TWO ANCHOR BOLTS UNLESS OTHERWISE INDICATED ON PLANS, PROVIDE ALL
EXTERIOR WALLS AS INDICATED ON PLANS. SEE FLOOR FRAMING PLAN FOR REFERENCE III PROVIDING
AN EXTENSION OF ANCHOR BOLTS ABOVE CONCRETE. HARDWARE SHALL BE TIED N-PILL" PRIOR
TO PLACEMENT OF CONCRETE.
7. SHOT PINS: AT ALL INTERIOR, NON BEARING, NON SHEAR WALLS AND PARTITIONS, INSTALL
A 0.145" DIA. X 2.875" LONG, SHANK AND METAL PLATE WASHER AT 36" O.C. ADDING ONE
AT EACH END. PLATES SMALLER THAN 16" IN LENGTH SHALL HAVE A MINIMUM OF TWO FASTENERS,
ONE AT EACH END. PLATES 16" OR LONGER AND INDICATED AS SHEAR WALLS, PLACE TWO
ADDITIONAL FASTENERS, ONE AT 6" AND ANOTHER AT 10" FROM EACH END.
8. HOLDOWNS: SEE FOUNDATION PLAN OR FLOOR FRAMING PLAN FOR REFERENCE TO HOLDOWN
LOCATION AND HARDWARE EXTENSIONS TO CONCRETE FOUNDATION.
(SEE DETAILS PER PLAN FOR MORE INFORMATION)
9. RESIDENTIAL FLOOR SLAB: PLACE SLAB REINFORCEMENT IN CENTER OF SLAB. REINFORCEMENT
SHALL BE CHAIRED AND TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. A VISQUEEN VAPOR
BARRIER SHALL BE PLACED AT ALL MOISTURE SENSITIVE FLOOR AREAS. PROVIDE SEAMS WITH
AT LEAST A 6" OVERLAP AND SEAL TAPE. A
FLOOR FLOOR VAPOR BARRIER SUBSTRATE
SLAB THICKNESS SLAB REINFORCEMENT SUCH AS VISQUEEN LAYER
5" #4 BARS AT 12 O.C. 10 MIL 4" OF 1/2" OR
EACH WAY LARGER CLEAN
AGGREGATE
10. REFER TO ARCH. DWG. FOR TOP -OF -SLAB ELEVATIONS.
11. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AND SHALL NOTIFY
THE ENGINEER OF ANY DISCREPANCIES OR INCONSISTENCIES WITH ANY WORK SO o
INVOLVED PRIOR TO STARTING CONSTRUCTION.
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13.
WHERE TOP PLATE OR SOLE PLATES ARE CUT FOR PIPES, A
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METAL TIE MINIMUM 0.058" THICK AND 1 1/2" WIDE SHALL BE
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FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE
o
OPENING WITH NOT LESS THAN 6-16 d NAILS.
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14.
ALL SHEAR HARDWARE AND ANCHOR BOLTS WITH NON-STANDARD SPACING ARE TO BE FIXED IN
IN PLACE FOR THE FOUNDATION INSPECTION. INDICATE HOLD-DOWN LOCATIONS, ANCHOR BOLTS WITH
3
NON-STANDARD LENGTH OR SPACING.
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15.
THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED COMPRESSIVE STRENGTH NO
a -
GREATER THAN 3,000 PSI. SPECIAL INSPECTION WILL NOT BE REQUIRED.
0
16.
ANCHOR BOLTS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM OF 0.229" X 3" X 3" IN SIZE,
BETWEEN SILL PLATE AND NUT.
17.
FASTENERS AND CONNECTORS TO BE GALVANIZED FOR PRESERVATIVE TREATED WOOD.
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18.
ANCHOR BOLTS SHALL BE %"O WITH STEEL PLATE WASHERS, A MINIMUM OF 0.229" X 3" X 3" IN SIZE,
BETWEEN SILL PLATE AND NUT. EMBEDDED AT LEAST 7 INCHES IN TO THE CONCRETE, SPACED NOT
MORE THAN 6 FT. APART UNLESS NOTED OTHERWISE ON SHEAR WALL.
m
19.
HOLD DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION
INSPECTION.
0
20.
SCARIFY TOP 12" RE -COMPACT PRIOR TO PRIOR TO TRENCHING FOR THE UTILITY
AND/OR FOUNDATION. 90% COMPACTION REPORT IS REQUIRED AT THE TIME OF
°'
FOUNDATION INSPECTION. PRE -SATURATION SUBGRADE TO 110% OF OPTIMUM
o
MOISTURE CONTENTS IS REQUIRED.
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1. CONTRACTOR TO VERIFY ALL EXISTING FRAMING/CONDITIONS AND NOTIFY THE
ENGINEER OF ANY DISCREPANCIES IMMEDIATELY PRIOR TO COMMENCING ANY WORK. o
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7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
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SIGNED DATE: 04/04/2025
GENERAL CONTRACTOR
PROJECT NO.: 2024-106
DATE: JAN. 12, 2024
#
Date
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■06/07/24■
■01/07/25■
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■03/17/25■
drawing title
Description
PLANNING CHECK #1
BUILDING CHECK #1
BUILDING CHECK #2
FOUNDATION &
ROOF FRAMING
PLANS
drawing no.
S-i
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CITY OF SANTA ANA
arming and Building Agency
(2)16 d FACENAIL
THRU ONE PLATE
TO STUD
2x STUDS
® 16" O.0
SEE PLAN
2x BLOCKING
4'-0" HEIGHT W/
(2) 16d TOENAIL
EACH END —
2X TRIMMER
AND KING STUD
PRESSURE
TREATED
SILL PLATE
TOP OF SLAB
OR SHEATHING
(2)16d FACENAIL OR
(2) 8d TOENAIL EA.
SIDE OF STUD
HEADER PER SEE NON —BEARING
MIN PLATE SPLICE
SCHED PARTITION ANCHORAGE
OR PLAN 4'-0" W/(8) 16d DETAIL FOR CONNECTION
U.N.O. ON PLAN TO FRAMING
SIMPSON A34 T
3" MIN
WHERE SHOWN
9" MAX
16d FACENAIL
0 18" O.C.
MULTIPLE STUD
FULL LENGTH
TYP. INTERIOR NON -BEARING STUD WALL FRAMING
(2)16 d FACENAIL
THRU ONE PLATE —
TO STUD
2x STUDS
0 16" O.C.
SEE PLAN
2x BLOCKING
4'-0" HEIGHT
(2) 16d TOED
EACH END
2X TRIMMER
AND KING STL
PRESSURE
TREATED
SILL PLATE
TOP OF
OR SH
(2) 8d TOENAI
SIDE OF STUD
(2)16d
FACENAIL
STUD TO
HEADER SCHEDULE (SEE NOTE 1)
OPN'G WIDTH
HEADER
UP TO 4'-0"
4x4
6'-0" TO 8'-0"
4x6
8'-0" TO 10'-0"
4x10
HEADER
NOTE:
1. HEADERS, KINGSTUDS AND OTHER
REFERENCES ON PLAN GOVERN
OVER TYPICAL DETAIL.
2. INSTALL 1x6 DIAGONAL LET —IN BRACE
AT 25'-0"AND AT EACH END IN ALL
WALLS NOT PLYWOOD SHEATHED,
MAXIMUM SLOPE OF DIAGONAL SHALL
BE 2 VERTICAL TO 1 HORIZONTAL.
3. NAIL SILL PLATE TO WOOD FRAMED
FLOORS WITH 16d ® 12" O.C. TO
BLOCKING BELOW SHEATHING.
ITW RAMSET 0.145"0
POWDER DRIVEN ANCHOR
(ICC ESR #2690) W/1
3/8 WASHER AND 1"
EMBEDMENT AT 24" O.C.
AND 6" FROM END OF
PLATE (SEE NOTE 3)
HEADER PER PROVIDE DOUBLE SEE SHEAR
MIN PLATE SPLICE
SCHEDULE KINGSTUD WHERE
4'-0" W/(8) 16d
TRANS
OR PLAN OPENING
SECTIO
EXCEEDS 6'-0"
U.N.O. ON PLAN
OR P
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3x
®
PROVIDEX1111,
I
DOUBLE(2)16d
AWLTRIMMERI
FACENAIL
AT OPNG'S
I
STUD
TO
REATER
I
HEADER
THAN 8'-0
OR IF
HDR. IS
GREATER
I
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THAN
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I I
4x8
I I
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SLAB
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I
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ATHING
SIMPSON A34 TYP / "
EA'
3"
MIN WHERE SHOWN
MnA 16d F(�CENAIL
® 12' O.C.
MULTIPLE STUD
FULL LENGTH
FER
N
LAN
BLK'G TYP.
5 80 X12 A.B PER
SH. W. SCHEDULE
OR 4'-0" O.C. MAX
(SEE NOTE 3)
TYP. EXTERIOR AND INTERIOR BEARING/SHEAR WALL FRAMING
HD SEE
PLAN
POST
PFP PI A
HD SE
PLAN
16d C
i ® 6"O.C.
PLAN
1CA .n. 17"D.C.
)ST
:R PLAN
HD
— ---- SEE PLAN
PLYWOOD SHEATHING
WHERE OCCURS
b
HD SEE
PLAN
POST
+ II PER PLAN
16d ® 6"O.C.
PLYWOOD, WHERE OCCURS
c G)_
NOTE: ALL NAILING SHOWN TO BE PLYWOOD
SHEAR WALL E.N., U.O.N.
TYP. SHEAR WALL INTERSECTIONS
HEADER SCHEDULE (SEE NOTE 1)
OPN'G WIDTH
HEADER
UP TO 6'-0"
46
6'-0" TO 8'-0"
48
8'-0" TO 10'-0"
400
NOTE:
1. HEADERS, KINGSTUDS AND OTHER
REFERENCES ON PLAN GOVERN
OVER TYPICAL DETAIL
2. SEE SHEARWALL PLYWOOD NAILING
DETAIL FOR ADDITIONAL INFORMATION
3. AT WOOD FRAMED WALLS USE
SILL CONNECTION PER SHEARWALL
SCHEDULE
L
MAYI BE CONTEOR ADDING
BARS SAME SIZE AND
SPACING AS WALL
REINFORCING
pPLP
SINGLE LAYER INTERSECTION
I I
SINGLE LAYER CORNER
I
LL,VL PLAN LLVLL
DOUBLE LAYER INTERSECTION DOUBLE LAYER CORNER
L = MIN. BAR LAP SEE 16
SD1
18 TYP. REINFORCING BENDS
O�
4d (2 1/2" MIN) D/2 'S�S' a ALTERNATE POSITION
OF SUCCESSIVE
TIE SPLICE
X,
135*
i i I i
H001C�
135'
HOOK
D�/2
"D"=BEND DIAMETER 10 BAR DIA
4" MIN
HOOKS & BENDS COLUMN TIE TYPES
10 BAR DIA
4" MIN —]ALTERNATE
TAILS
1350
SEE SCHEDULE STD
I I HOOK
0
m
BARS SHALL BE IN 6 OPTIONAL
CONTACT & WIRED TOGETHER
LAP SPLICE BEAM STIRRUPS
NOTE: FOR SIZE AND SPACING OF ALL TIES AND
STIR%PS REFER TO FOOTING SCHEDULE
AND/OR DETAILS.
TYPICAL REINFORCEMENT DETAILS
BEND DIAMETER SCHEDULE
BAR SIZE
BEND DIAMETER
#3 THRU #5
D = 4d
#6 THRU #8
D = 6d
#9 THRU #11
D = 8d
#14 THRU #18
D = 10d
2500 PSI MIN. CONCRETE
CONCRETE
BLOCK
REINFORCING BAR LAP SPLICE
BAR #
MINIMUM CLEAR
BAR SPACING
(BAR DIAMETER)
LAP SPLICE LENGTH (INCHES)
BAR LAP
IN INCHES
* TOP BARS
OTHER BARS
#4
MORE THAN 2
30
23
24"
#5
MORE THAN 2
37
29
30"
#6
MORE THAN 2
44
34
54"
#7
MORE THAN 2
81
62
63"
#8
MORE THAN 2
93
72
72"
#9
MORE THAN 2
104
80
82"
#10
MORE THAN 2
116
89
92"
#11
MORE THAN 2
127
98
102"
* HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF FRESH CONCRETE
IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE
VARIES
VARIES
SEE MFGR
SEE MFGR
E.N. TO
4x MIN. U.N.O.
HOLDOWN POST
I 4x MIN. U.N.O.
WHERE REQ'D
"
WHERE
9"
2x OR 2-2x
9
REQ'D
I TYP HOLDOWN, SEE
TRIM
TYP
HOLDOWN, SEE
PLAN FOR
PLAN FOR TYPE
I TYPE AND
AND LOCATION
LOCATION
I
SIDS SCREWS
SILL PLATE
CUURBR�E
SILL
PLATE
FF
FF
II SILL BOLT
I II�
I�SILL BOLT I II
u lU II II
f HOLDOWN ii� HOLDOWN
ANCHOR SEE it ANCHOR SEE
SCHED. it SCHED.
— -- LI --
z
SEE NOTE #3 6" MIN
SEE NOTE #3 6" MIN
INTERIOR WALL
Q AT CONCRETE CURB
r , 1 3/4" AT 2X4 STUDS
NOTE: 1 1 2 3/4" AT 2X6 STUDS
PLYWOOD NOT
SHOWN
FOR CLARITY
I I
13 I,
,I
II
I,
.I
I� J
J�
e�
EXTERIOR WALL
INTERIOR WALL
3
HOLDOWN AND EMBEDMENT SCHEDULE
(MIN. 2500 PSI CONCRETE)
MODEL
NO
MINIMUM
POST SIZE
ANCHOR
BOLT SIZE
MIN. EMBED
"Le"
ANCHOR *
TYPE
CAPACITY (Ibs.)
CORNER
END
HDU2—SDS2.5
2-2X ( 4X ® CORNER)
5/8"
21"
SSTB24
3325
3325
HDU4—SDS2.5
2-2X ( 4X ® CORNER)
5/8"
18"
SB5/8X24
5730
5730
HDU5—SDS2.5
2-2X ( 4X ® CORNER)
5/8"
18"
SB5/8X24
5730
5730
HDU8—SDS2.5
4x
7/8"
25"
SSTB28
7315
*s
HDU8—SDS2.5
6X6
7/8"
18"
SB7/8X24
7855
**
HDU11—SDS2.5
4X8 OR 6X6
1"
24"
SB1X30
**
**
HDU14—SDS2.5
6X6 OR 6X8
1"
24"
SB1X30
**
**
* MATERIAL OF SSTB & SB IS ASTM F 1554 GRADE36 PER ICC ESR-2611
** NOT APPLICABLE FOR HOLDOWN LOCATION ® CORNER OR END
NOTES: 1. BOLT HOLD DOWN TO POST PER MFGR, PROVIDE STANDARD CUT WASHERS ON
OPPOSITE SIDE OF POST FROM HOLD DOWN. POST MAY BE COUNTER SUNK A
MAXIMUM OF 1/2 INCH TO RECESS BOLT AND WASHER.
2. TO PROPERLY LOCATE HOLDOWN ANCHOR BOLTS, CONTRACTOR TO CHECK STRUCTURAL
AND ARCHITECTURAL DRAWINGS, FOR OPENINGS ETC. BEFORE PLACING BOLTS.
3. DEEPEN FOOTING AREA AS REQUIRED AT HOLDOWN ANCHORS TO INSURE PROPER
EMBEDMENT.
14 TYP. HOLDOWN AT FTG.
TOO DI ATC ODE -AV
UVVULL JIVVJ
U.N.O. PER PLAN
ELEVATION
15 TYP. TOP PLATE CONNECTION AT SPLICE
oc
oc
oc
00
10
PLATE
2— (2) 2x6 POST W/ TWO ROWS OF
STAGGERED 10d COMMON NAILS
1— (2) 2x4 POST W/ TWO ROWS OF 3— (3) 2x6 POST W/ TWO ROWS OF
STAGGERED 10d COMMON NAILS STAGGERED 30d COMMON NAILS
16 1 MULTI -STUD POST NAILING DETAIL
11
E.N.
PLYWOOD
TYP.
NOTE:
3-16d �
SHOT PINS: AT ALL
EA. END
INTERIOR, NON
BEARING, NON SHEAR
WALLS AND PART1TlO is
U
INSTALL A 0.145"
DIA. X 2.875" LONG,
SHANK AND METAL
PLATE WASHER AT 36"
O.C. ADDING ONE AT
� o
EACH END. PLATES
CL
x
04
SMALLER THAN 16" IN
/
SHEAR WALL 2x STUD
WHERE OCCURS
PER PLAN
WALL INSULATION
5/8"0 A. B. THRU
FE'S P.T. OR 3X SILL SILL P.T. TREATED PLATE
PER S SH. W. SCHED. �
Q. xj @48" O.C. MAX. CONCRETE HOUSE SLAB
�Sr N. P \� SEE FOUNDATION PLAN
'V E.N. PER SH. W.
SCHEDULE
. 00 Z a d
Z.
CNr�� 0 24"x24"
{� y� M #4x @24" O.C—.—,a OF
CA�k� 1
#3 TIES ® 48" O.C. W/ STANDARD
° HOOKS ® EA. END FOR TWO POUR S
N
02/28/2025 ° ° (4) #5 CONT. BARS
Of
K, (2) TOP & (2) BOT.
F R 1 STORY 15" IN. TYPICAL
F R 2 STORY 18" IN.
2x BLKG.
® 24' O.C. MAX.
/_DTC EA. FRAMING MEMBER
# (OR BLK'G.)
—FRAMING MEMBER
LENGTH SHALL HAVE A
SEE ARCH. FOR WALL
2x P.T. SILL TYP.
MINIMUM OF TWO
FINISHES —
W/ 5/8"O A.B.'S
FASTENERS, ONE AT
®4'-0" O.C. MAX.
EACH END. PLATES
2x P.T. SILL, TYP. W/
16" OR LONGER AND
5/8"0 A.B.'S ® 4'-0"
INDICATED AS SHEAR
O.C. MAX. OR SHOT
CURB
WALLS, PLACE TWO
z PINS SEE NOTE.
S.A.D.
ADDITIONAL FASTENERS,
ONE AT 6" AND
ANOTHER AT 10" FROM
EACH END.
PARTITION PARALLEL PARTITION PERPENDICULAR
TO JOISTS TO JOISTS
12 1 NON-STRUCTRAL PARTITION
5 1 EXT. WALL AT FTG.
SHEAR WALL
2x STUD
WHERE OCCURS
PER PLAN
5/8"0 A. B. THRU
WALL INSULATION
P.T. 2x OR 3X SILL
PER SH. W. SCHED.
SILL P.T. TREATED PLATE
@48" O.C. MAX.
�
CONCRETE HOUSE SLAB
E.N. PER SH. W.
SEE FOUNDATION PLAN
SCHEDULE
\�
�L -
D_ —
• II -III' III III-III-11
24"x24" I I v a —
#4x®24" O.C. #3 TIES ® 48" O.C. W/ STANDARD
N HOOKS ® EA. END FOR TWO POUR SLABS.
a
(4) #5 CONT. BARS
(2) TOP & (2) BOT.
F ER2
STORY 15" IN. TYPICAL
F STORY 18" MIN.
6 EXT. ENTRY WALL AT FTG.
CENTER OF POST
I
SIMPSON A35
EACH SIDE
OR BC BASE
PER PLAN
PRESSURE TREATE
CONTINUOUS SILL
PLATE SEE SECTI(
7 1 TYP. WOOD POST ON SILL PLATE
PLAN
TOP OF
CONCRETE
PRESERVATIVE —TREATED WOOD POST
SIMPSON CBSQ44
0
0
a
N CONCRETE PATIO SLAB
SEE FOUNDATION PLAN
p
L4 d
a.
I l;;� l lml lLU
ED
,. II
24"
' #4 X F_ @24" O.C.
(4) #5 CONT. BARS
(2) TOP & (2) BOT.
12" MIN. TYPICAL
8 POST FTG.@ PATIO
E^P 81*
0 �Pp�Rl Mj IJSSUANCE
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
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stamp
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* EXP.06-30-2026
s�q� C / V J V
F OF CA0
SIGNED DATE: 02/28/2025
GENERAL CONTRACTOR
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PROJECT NO.: 2024-106
3
OE
DATE: JAN. 12, 2024
# Date Description
a
■ ■
1 06/07/24 PLANNING CHECK #1
N
� �
a
L 01/07/25 BUILDING CHECK #1
o
■ ■
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■ ■
00
■ ■
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9drawing title
0
'STRUCTURAL
00 -0
H DETAILS
0
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M
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a�
co
4 S D 1
48 PLYWOOD STAGGER JOINTS
SHEETS TYP (TYP) r^I
PERPENDICULAR TO FRAMING B.N.
EDGE OF PLYWD SHEETS
ON CE OF JOISTS OR
RAFTERS
SEE PLAN FOR SPACING
OF JOISTS OR RAFTERS
EDGE OF NAIL CENTER
PLYWOOD JOINTS ON
JOINTS OR RAFTERS
3/8" MIN EDGE DISTANCE
FOR NAILING (TYP)
E.N. FLAT BLKG PER
OR SCHEDULE
TYPE
PLYWOOD
NAIL SIZE
BOUNDARY
EDGE
FIELD
PANEL
THICKNESS
INDEX
ROOF
5/8" COX
8d
6"
6"
12"
24/0
FLOOR
Y" T&G
10d
6"
6"
12"
32 16
PLY.FLR./ROOF DIAPHRAGM-TYP
4'-0" MIN.
y� JOINT JOINT
PLATE SIZE & NUMBER OF II
NAILS S[E SCHEDULE
16d ®6" MIN. TYP.
BETWEEN SPLICES
3-8d
BRACE MIN. 1x6 LET —IN BRACE
I:I FROM SILL TO TOP PLATE
ALL UNSHEATHED WALLS
AT 25'-0" O.C. MAX.
USE —
4'-0" MIN.
JOINT
BOLTS, S�E SCHEDULE
1 �1Z" TYP. i, i 3"� 6" 6" 3"
1iT T �
I I MINI MIN.1 I
II I I I Ir
12 GA x PLATE WIDTH
SPLICE STRAP
BETWEEN PLATES
AT JOINT
SCHEDULE
TYPE
NO. NAILS OR BOLTS EACH SIDE
OF JOINT
PLATE
SIZE UNO
A
8 — 16d NAILS
2 — 2x
B
12 — 16d NAILS
2 — 2x
C
16 — 16d NAILS
2 — 2x
D
22 — 16d NAILS
2 — 2x
E
3 — 3/4" 0 BOLTS OR MST60
2x 2x
TYP. TOP PLATE SPLICE
EXTERIOR _ INTERIOR
BEARING& NON —BEARING WALLS
NOTCH OR BORE
FRACTION OF STUD 2 4 2X6 2X8
4/10 D 13�.... 3"
6/10 D 2" 3Y4 4Y4"
TYP. BORE & NOTCH PLATES
PLAN VIEW
BOLT SPLICE
PLATE CUT THROUGH
FOR PIPE OR VENT
SIMPSON FHA SERIES
STRAP ® EACH PLATE
ON EACH SIDE
4/10 D MAX. STUD
WIDTH BORE
6/10 D MAX. STUD
WIDTH BORE
NOTE:
NAIL FHA STRAP W/
(4) 16d COMMON NAILS
® EACH END
-WOOD
-'G.'G
IL. TOP PLATES
i SOLE PLATES
MIN.
GE DISTANCE
:'FQ TYP
SHEAR SCHEDULE (CDX STRUCTURAL 1)
SYM SIDE #FT MATERIAL NAILS EDGE FIELD ORD. FLOOR UPPER FLR. A35
Ag ONE 225 7/8" PAPER 3 6 5/8" @ 48" 16d ® 7" 24" O.C.
BAKED LATH
D W/16 GA. STAPLES
ONE 280 15/32" PLYWD (24/0) 8d 6 6 5/8" ® 48" 1 16d ® 6" 15" O.C.
10 WALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER HOLDOWN REQUIREMENTS
TWO 1560 1 15/32" PLYWD (24/0) 1 8d 1 6 1 6 5/8" @ 24" 15/32"0@7" O.C. 1 7" O.C.
WALL CONSTRUCTION: 3X SILL, 3X STUDS ® BOUNDARIES, & 3X TOP PLATE, OFFSET
ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
ONE 1350 15/32" PLYWD (24/0) 1 8d 1 4 1 6 5/8" ® 32" 1 16d ® 5" 12"
11 WALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER HOLDOWN REQUIREMENTS
3 X ONE 430 15/32" PLYWD (24/0) 8d 4 6 5/8" 32" 16d 4" 10" O.C.
1 1 WALL CONSTRUCTION: 3X SILL® FOUNDATION, 2X SILL @ RAISED FLOOR R SECOND STORY, 3X
STUDS ® ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST MIN) OR AS REQD BY HOLDOWN
3 X TWO 1860 1 15/32" PLYWD (24/0) 1 8d 1 4 1 6 5/8" ® 16" 15/32"0®7" O.C. 1 5" O.C.
1 1 WALL CONSTRUCTION: 3X SILL, 3X STUDS ® BOUNDARIES, & 3X TOP PLATE, OFFSET
ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
3 X ONE 1550 15/32" PLYWD (24/0) 8d 3 1 6 5/8" 0 24" 1 16d ® 3" 7" O.C.
12 WALL CONSTRUCTION: 3X SILL® FOUNDATION, 2X SILL @ RAISED FLOOR OR ECOND STORY, 3X
STUDS ® ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS REQD BY HOLDOWN
TWO 1 1100 15/32" PLYWD (24/0) 1 8d 1 3 1 6 5/8" 0 16" 15/32"0®6" O.C. 7" O.C. ® E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS ® BOUNDARIES, & 3X TOP PLATE, OFFSET
ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
3 X ONE 1730 1 15/32" PLYWD (24/0) 1 8d 1 2 1 6 5/8" ® 16" 1 16d ® 2" 6" O.C.
13 WALL CONSTRUCTION: 3X SILL® FOUNDATION, 2X SILL ® RAISED FLOOR OR ECOND STORY(0//3X BLK'G, 3X
STUDS ® ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS REQ'D by HOLDOWN
TWO 11460 15/32" PLYWD (24/0) 1 8d 1 2 1 6 1 5/8" ® 16" 1/2"007.5" O.C. 6" O.C. ® E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS ® BOUNDARIES, & 3X TOP PLATE, OFFSET
ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
3 X ONE 1870 15/32" PLYWD (32/16) 1 10d 1 2 1 6 1 5/8" ® 16" 1 16d ® 2" 5" O.C.
ZLL WALL CONSTRUCTION: 3X SILL® FOUNDATION, 2X SILL ® RAISED FLOOR OR SECOND STORY(0/3X BLK'G, 3X
STUDS ® ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS REQ'D BY HOLDOWN
1 TWO 1740 15/32" PLYWD (32/16) 10d 2 6 5/8" ®8" 1/2"4®6" O.C. 5" O.C. ®E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET
ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
NOTES:
1. WHERE PANEL NAILING IS SPACED ® 2" O.C. OR CALCULATED SHEAR LOAD EXCEEDS 11 350 PLF, USE:
a) 3X STUDS ® ADJOINING PANELS W/ STAGGERED NAILS
b) 3X SILLS ® FOUNDATION LEVEL.
c) NAIL DOUBLE TOP PLATES TOGETHER W/ 16d SINKER NAILS ® 4" O.C.
d) PLYWOOD PANEL EDGE NAILING SHALL BE STAGGERED.
2. WHERE PLYWOOD SHEAR PANELS OCCUR ON BOTH SIDES OF WALL:
a) USE 3X STUDS 0 ALL BOUNDARIES (TOP PLATES, & ADJOINING PANELS)
b) OFFSET ADJOINING PANELS ON OPPOSING SIDES W/ PLYWOOD PANEL EDGE NAILING SHALL BE STAGGERED.
3. WHERE SILL NAILING IS 2" OR LESS, OR LAG SCREW IS USED PROVIDE 3X BLK'G, RIM JOIST, OR BEAM
INSURE THAT THE WOOD BEAM BELOW AND DOES NOT TEND TO SPLIT. PRE —DRILL FOR NAILS IF
SPLITTING IS OBSERVED, USING A DRILL SIZE 3/4 OF THE DIAMETER OF THE SILL NAILING.
4. MINIMUM 3X NOMINAL FRAMING AT ADJOINING PANEL EDGES AND STAGGERED EDGE NAILING WHERE 10d NAILS WIHT
MORE THAN 1 1/2 INCHES PENETRATION INTO FRAMING ARE SPACED 3 INCHES ON CENTER OR CLOSER.
5. NO ADJOINING PANEL JOINTS SHALL NOT BE USED AT 2X SILL PLATE AT RAISED FLOOR OR 2nd. STORY
OTHERWISE, USE 3X SILL PLATE.
6. ALL PLYWOOD EDGES TO BE BLOCKED —USE 3X BLOCKING AT 2" O.C. NAILING.
7. NAILS SHALL BE COMMON OR GALVANIZED BOX (HOT —DIPPED OF TUMBLED).
8. ALLOWABLE LOADS FOR "SDS" SCREWS ARE BASED ON SIMPSON CATALOG AND ICC—ES CODE REPORT ESR-2236.
9. "SDS" SCREWS INSTALL BEST WITH A LOW SPEED 1/2" DRILL WITH A 15/32" HEX HEAD DRIVER.
10. FULL PENETRATION INTO MAIN MEMEBR IS REQUIRED FOR SIMPSON "SDS" WOOD SCREWS.
11. LOAD DURATION FACTOR OF CD=1.6 IS CONSIDERED IN ALLOWABLE VALUES OF "SDS" SCREWS.
12. THE ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHER, A MIN. 0.229x3x3 IN SIZE.
13. SEISMIC FORCE IS INCREASED 25% FOR CONNECTIONS OF DIAPHRAGM TO SHEAR WALL.
14. TABLE BASED ON C.R.C. 2022 EDITION.
15. SPECIAL INSPECTION REQUIRED FOR SHEARWALLS OVER 350 LB VALUE
16. WHERE PANELS ARE APPLIED ON BOTH FACES OF A SHEARWALL AND NAIL SPACING IS LESS THAN 6" ON CENTER ON EITHER
SIDE, PANEL JOISTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED
FACE OF FRAMING MEMBERS SHALL BE 3" OR GREATER AT ADJOINING PANEL EDGES AND NAILS AT ALL PANEL EDGES SHALL BE
STAGGERED.
17. ALL ANCHOR BOLTS AND PLATE WASHERS SHALL BE GALVANIZED STEEL.
18 TYP. SHEAR WALL SCHEDULE 14
4/10 MAX. STUD
1/4 D MAX. STUD
WIDTH NOTCH
`�
WIDTH NOTCH
5/8" MIN.
EDGE DIST
6/10 MAX. STUD
TYP. ALL
WIDTH BORE
O
STUDS
0
4/10 D MAX. STUD
WIDTH BORE
NON— BRG. STUDS
EXT. - BRG. STUDS
NOTE:
NOTCH / BORE
NOTCH AND BORE
FRAC. OF STUD
2X4
2X6
NOT TO OCCUR ON
1/4 D
Y8"
1%11
SAME STUD WITHIN
4/10 D
1K
2Ys"
4ft OF EACH OTHER
6/10 D
2"
�4
19 TYP. BORE &NOTCH @STUD
MIDDLE 1/3
OUTER 1/3
OF SPAN
OUTER 1/3
OF OF SPANAT TOP
NO NOTCHES
OF SPAN ONLY
T OR BOTTOM
ALLOWED U.N.O.
AT TOP OR BOTTOM
o �
0
J1
1
�
MIDDLE 1/3
OUTER 1/3
OF SPAN THAN ONE NOTCH MUST HAVE
OF SPAN
NO BORING
APPROVAL OF THE STRUCTURAL
(2) HOLES MAX
ALLOWED U.N.O.
ENGINEER.
z
ols
x N
_i
2X LARGEST `1 2
BORE DIA. ON.
BORING
FRACTION OF
JOIST
2X6
2X8
2X10
2X12
2X14
D/6
7 8
1-1/8"
1-1 2
1-7/8'
11
2-1 8
D/3
1-1/4-2-15/32-13"
3-3/4"
—15/32'
NOTE: PLACE BORED HOLE
® CENTER OF DEPTH OF BEAM
OR JOIST IF POSSIBLE. CONTACT
STRUCTURAL ENGINEER FOR
EVALUATION OF BORED OR
NOTCHED BEAMS OR JOISTS
PRIOR TO MODIFICATION OF
FRAMING MEMBER.
15
TYP. PIPE PENETRATION AT PLATES 20 TYP. BORE &NOTCH @ BM OR JOIST 16
2X C.J.
WHERE OCCURS
SEE ARCH'L
5/8" DRYWALL
A-35 OR LTP4 ® 32" O.C.
U.N.O. ON SHEAR WALL SCHEDULE
2-2X TOP PLATE
W/16d @ 16'
BEAM (WHERE OCCURS) —
2X STUDS ® 16" — TYP.—
MARK
NAILS
A
(3) 16d
B
(4) 16d
C
(5) 16d
D
(6) 16d
E
(8) 16d
9 EXT. BEARING WALL @ROOF
STRA
SIMP
® 41
ROOFING SEE ARCH'L
PLY'D STH'G
SEE WOOD NOTES
B.N.
(4)-16d, (TYP)
® EA. C.J. TO R.R.
2X FASCIA BOARD
W/ 3-16d TYP.
2X SOLID BLK'G
W/ 3-16d EA. END TO JSTS
PLY'D SHEAR WALL
B.N. SEE SCHED.
PLYWOOD AT SHEAR WALL
WHERE OCCURS, SEE PLAN
RIDGE BOARD/BEAM "IN
2" DEEPER THAN R.R. U.N.O.
PER PLAN W/ SIMP. A35 ® E.S.*
OR 'U' HGR. OF EACH R.R.
USE SKEW HANGERS AT HIPS TYP. SIMPSON STRAP TIE NAILING
* OPTIONAL ROOF RAFTER W/(4)-16d'S TOE NAIL'G ST22 USE (18) 16d NAILS
TO RIDGE/HIP WHEN SPAN < 8'-0"
10 TYP. ROOF FRAMING DETAIL
11 BEAM TO POST DETAIL
12 GABLE END FRAMING
L
2X C.J.
WHERE OCCURS
SEE ARCH'L I
5/8" DRYWALL
A-35 OR LTP4 ® 32" O.C.
U.N.O. ON SHEAR WALL SCHEDULE
2-2X TOP PLATE
W/16d ® 16"
BEAM (WHERE OCCURS) —
2X STUDS @ 16" — TYP.—
MARK
NAILS
A
(3) 16d
B
(4) 16d
C
(5) 16d
D
(6) 16d
E
(7) 16d
EXT. BEARING WALL ROOF
EDGE NAIL SHEATHING
TO UPPER TOP PLATE
SHEAR WALL
WHERE OCCU
2x4 BRACING @ 4
O.C. W/ (3) 8d N
AT EACH END
ROOF FRAMING
END
CITY OF SANTA ANA
ar�ning and Building Agency
1 r�
ROOFING SEE ARCH'L ,
PLY'D STH'G E
SEE WOOD NOTES
B.7)�PPT ISSUANCE
@ EA. C.J.(TYP) �Ri MI
® EA. CTO R.R.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
�_2X FASCIA BOARD Phone: (909) 538-7067
w/ 3-16d TYP. Email: bao@bdpeng.com
2X SOLID BLK'G C y I
W/ 3-16d EA. END TO JSTS .7 1
PLY'D SHEAR WALL stamp
B.N. SEE SCHED. DEItEk OFESS/p�
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WHERE OCCURS, SEE PLAN f f-. �
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* EXP.06-30-2026
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SIGNED DATE: 09/11 /2024
GENERAL CONTRACTOR
BOUNDARY NAIL
ROOF SHEATHING
2X4 FLAT OUTLOOKER @32" O.C.
W/(2) 16d SHORT END NAILS
AT EACH END
I•as'00] a021a10f,
2X FULL DEPTH BLOCKING AT 48" O.C.
W/ BOUNDARY NAIL ® ROOF SHT'G & (3)
8d COMMON TOENAILS TO TOP PLATES
A35F AT 32" O.C. U.N.O. PER
SHEAR WALL SCHEDULE INATALLED
BELOW SHT'G OR LTP4 AT SAME
SPACING 0/ SHT'G (ALT: A35 ABOVE
PLATE AT SAME SPACING) NAIL W/
(6) 8d JOIST NAILS AT RAFTERS
AND PLATES. USE APPLIED 0/
SHEATHING
STUD WALL OR BM
PER PLAN
C.L. SPLICE AT
C.L. POST �
BEAM PER PLAN STRAP PER PLAN \�
SIMP. EF
POST CA
POST PER
INTERMEDIATE
7 BEAM TO POST DETAIL
I 1— 2x4 WALL STUDS (BALLOON FRAMING)
2— ROOF SHEATHING
I
I 3— SHEAR —WALL WHERE OCCURS PER PLAN
J4— RR PER PLAN
5— NOT USED
6— CEILING JOIST PER PLAN
7— AT STUDS GREATER THAN 10' HIGH, PROVIDE
2x6 DIAGONAL BRACING 0 32" O.C. W/ (3)
16d NAIL TO THE BLOCKING AT EACH END
7A— 2x6 TO SUPPORT STUD WALL GREATER THAN
10' HIGH. PROVIDE (3) 16d NAIL TO EACH
BLOCKING (ITEM 78)
7B— 2X BLOCKING ® 32" O.C. W/ (2) 16d
SHORT END NAILS AT EACH END
7C— 2x6 LATERAL BRACING (3) 16d NAIL TO
EACH DIAGONAL BRACING (NOT REQUIRED IF
THE LENGTH OF DIAGONAL BRACING, L, IS
LESS THAN 6'-0")
SPLICE
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PROJECT NO.: 2024-106
3 DATE: JAN. 12, 2024
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# Date Description
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G E N E R A L S T R U C T U R A L N O T E S
FOUNDATION
GENERAL
STRUCTURAL DESIGN CRITERIA
CONCRETE WOOD
REINFORCING STEEL
EPOXY ANCHORS
MANUFACTURED WOOD MEMBERS
STRUCTURAL
SN-1
GENERAL
NOTES
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REG
ISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
CITY OF SANTA ANA
P-'ar�ning and Building Agency
FASTENING
SCHEDULE
TABLE R602.3(1) - FASTENING SCHEDULE
Floor
M
D
21
Joist to sill, top plate or girder
4-8d box (21/2" x 0.113"); or
3-8d common (21/2" x 0.131"); or 3-10d box (3" x
0.128"); or 3-3" x 0.131" nails
Toe nail
ITEM
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND TYPE
SPACING AND LOCATION
OF FASTENERa' "' c
Roof
22
Rim joist, band joist or blocking to sill or top
plate (roof applications also)
8d box (21/2" x 0.113")
4" o.c. toe nail
1
Blocking between ceiling joists or rafters to top plate
4-8d box (21/2" x 0.113") or
3-8d common (21/2" x 0.131"); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails
Toe nail
8d common (21/2" x 0.131"); or
10d box (3 x 0.128 ), or 3 x 0.131 nails
„
6 o.c. toe nail
23
1" x 6" subfloor or less to each joist
�
1
1 „
3-8d box (2 /2 x 0.113 ), or
" or 3-10d box (3" x
2-8d common (21/2" x 0.131)�
(
0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long
Face nail
2
Ceiling joists to top plate
4-8d box (21/2" x 0.113"); or
3-8d common (21/2" x 0.131"); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails
Per joist, be nail
24
2" subfloor to joist or girder
3-16d box (31/2" x 0.135"); or
2-16d common (31/2" x 0.162")
Blind and face nail
3
Ceiling joist not attached to parallel rafter, laps over
partitions see Section R802.5.2 and Table R802.5.2
p ( )
.
4-10d box (3" x 0.128"); or
3-16d common (31/2" x 0.162 or
( 2 )'
4-3" x 0.131" nails
Face nail
25
2 planks (plank & beam -floor & roof)
„ .
3-16d box (31/2" x 0.135 ), or
2-16d common (31/2' x 0.162")
At each bearing, face nail
26
Band or rim joist to joist
3-16d common (31/2" x 0.162")
4-10 box (3" x 0.128"), or 4-3" x 0.131" nails; or
4-3" x 14 ga. staples,'/16" crown
End nail
4
Ceiling joist attached to parallel rafter (heel joint)
(see Section R802.5.2 and Table R802.5.2)
Table R802.5.2
Face nail
5
Collar tie to rafter, face nail or 11/4" x 20 ga. ridge
strap to rafter
4-10d box (3" x 0.128"); or
3-10d common (3" x 0.148"); or
4-3" x 0.131" nails
Face nail each rafter
Built up girders and beams, 2-inch lumber
layers
„ „
20d common (4 x 0.192 ), or
Nail each layer as follows: 32" o.c.
at top and bottom and staggered.
3-16d box nails (31/2" x 0.135"); or
2 be nails on one side and 1 toe nail
10d box (3" x 0.128"); or
24" o.c. face nail at top and bottom
6
Rafter or roof truss to plate
27
3" x 0.131" nails
staggered on opposite sides
3-10d common nails (3" x 0.148"); or 4-10d box
(3" x 0.128"); or 4-3" x 0.131" nails
on opposite side of each rafter or truss
And:
2-20d common K' x 0.192"); or 3-10d box (3" x
0.128"); or 3-3" x 0.131" nails
Face nail at ends and at each splice
7
Roof rafters to ridge, valley or hip rafters or roof rafter
to minimum 2" ridge beam
4-16d (31/2" x 0.135"); or
3-10d common (3" x 0.148"); or 4-10d box (3" x
0.128"); or 4-3" x 0.131" nails
Toe nail
2$
Ledger strip supporting joists or rafters
4-16d box (31/2" x 0.135"); or
3-16d common (31/2" x 0.162"); or 4-10d box (T
At each joist or rafter, face nail
3-16d box 31/2" x 0.135"); or
2-16d common (31/2" x 0.162"); or 3-10d box (3"
x 0.128"); or 3-3" x 0.131" nails
End nail
x 0.128"); or 4-3" x 0.131" nails
29
Bridging or blocking to joist
2-10d box (3" x 0.128"), or 2-8d common
(2 /2„ x 0.131"; or 2-3 x 0.131) nails
Each end, be nail
Wall
ITEM
DESCRIPTION
OF BUILDING ELEMENTS
NUMBER AND
TYPE OF FASTENER a, "' c
SPACING OF FASTENERS
8
Stud to stud (not at braced wall panels)
16d common (31/2" x 0.162")
24" o.c. face nail
Edges
(inches)"
Intermediate
10d box (3" x 0.128"); or
3" x 0.131" nails
16 o.c. face nail
supports` e
(inches)
9
Stud to stud and abutting studs at intersecting wall
corners (at braced wall panels)
16d box (31/2" x 0.135"); or
3" x 0.131" nails
12„ o.c. face nail
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to
framing
16d common (31/2" x 0.162")
16" o.c. face nail
[see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
10
Built-up header (2" to 2" header with 1/2" spacer)
16d common (31/2" x 0.162")
16" o.c. each edge face nail
30
3/8" - �/2"
6d common (2" x 0.113") nail (subfloor, wall)'
8d common (21/2" x 0.131") nail (roof); or RSRS-
01 (23/8" x 0.113") nail (roof)i
6
12f
16d box (31/2" x 0.135")
12" o.c. each edge face nail
11
Continuous header to stud
5-8d box (21/2" x 0.113"); or
4-8d common (21/2" x 0.131"); or 4-10d box (3" x
0.128")
Toe nail
31
19/ 1��
32
8d common nail (21/2" x 0.131"); or RSRS-01;
(23/8" x 0.113") nail (roofll
6
12f
12
Top plate to top plate
16d common (31/2" x 0.162")
16" o.c. face nail
32
1 1 /8 -1 /4
10d common (3" x 0.148") nail; or
8d (21/2" x 0.131") deformed nail
6
12
10d box (3" x 0.128"); or
3" x 0.131" nails
12" o.c. face nail
Other wall sheathing g
13
Double to late splice
p p p
8-16d common (31/2" x 0.162"); or
12-16d box (31/2" x 0.135"); or
12-10d box (3" x 0.128"); or
12-3" x 0.131" nails
Face nail on each side of end joint
(minimum 24" lap splice length each
side of end joint)
33
1/2, structural cellulosic fiberboard
11/2" galvanized roofing nail, 7/16"
head diameter, or 11/4" long 16 ga. staple
with 7/16" or 1" crown
3
6
sheathing
34
25/32" structural cellulosic
13/4" galvanized roofing nail, 7/16"
head diameter, or 11/2" long 16 ga. staple
with 7/16" or 1" crown
3
6
14
Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)
16d common (31/2" x 0.162")
16" o.c. face nail
fiberboard sheathing
16d box (31/2" x 0.135"); or
3" x 0.131" nails
12" o.c. face nail
35
1/2" gypsum sheathingd
11/2" galvanized roofing nail; staple galvanized,
1 /2 1 „
1 long; 1 /4 screws, Type W or S
7
7
15
Bottom plate to joist, rim joist, band joist or
blocking (at braced wall panel)
3-16d box (31/2" x 0.135"); or
3 each 16" o.c. face nail
2-16d common (31/2" x 0.162"); or 4-3" x 0.131"
nails
2 each 16" o.c. face nail 4 each 16" o.c.
face nail
36
5/8" gypsum sheathingd
13/4" galvanized roofing nail; staple galvanized,
15/8" long; 15/8" screws, Type W or S
7
7
16
To or bottom late to stud
p p
4-8d box (21/2" x 0.113"); or
3-16d box (31/2" x 0.135"); or 4-8d common
(21/2" x 0.131"); or 4-10d box(3" x 0.128"); or 4-
3" x 0.131" nails
Toe nail
Wood structural panels, combination subfloor underlayment to framing
37
3/4" and less
6d deformed (2" x 0.120") nail; or
8d common (21/2" x 0.131") nail
6
12
3-16d box (31/2" x 0.135"); or
2-16d common (31/2" x 0.162"); or 3-10d box (3"
x 0.128"); or 3-3" x 0.131" nails
End nail
38
7/8 -1
1
8d common (2 /2�� x 0.131) nail; or
8d deformed (21/2" x 0.120") nail
6
12
17
To plates, laps at corners and intersections
p p p
3-10d box (3" x 0.128"); or
2-16d common 31/2" x 0.162" ; or 3-3" x 0.131"
( )
nails
Face nail
39
1 ,- 1 „
1 /8 1 /4
10d common (3" x 0.148") nail; or
8d deformed (21/2" x 0.120") nail
6
12
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
1. Nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have
minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than
0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
18
1 brace to each stud and plate
3-8d box (21/2" x0;113"); or
2-8d common (21/2 x 0.131"); or 2-10d box (3 x
0.128"); or 2 staples 13/4"
Face nail
3-8d box (21/2" x 0.113"); or
19
1" x 6" sheathing to each bearing
2-8d common (21/2" x 0.131"); or 2-10d box (3" x
0.128"); or 2 staples, 1" crown, 16 ga., 13/4" long
Face nail
2. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
3. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
4. Four -foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
5. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
3-8d box (21/2" x 0.113"); or
6. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges,
3-8d common (21/2" x 0.131"); or 3-10d box (3" x
nails shall be spaced at 6 inches on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches on center where
0.128"); or 3 staples, 1" crown, 16 ga., 13/4"long
the ultimate design wind speed is 130 mph or greater but less than 140 mph.
20
1" x 8" and wider sheathing to each bearing
Face nail
7. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C201
8. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor
perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking.
Wider than 1" x 8"
4-8d box (21/2" x 0.113"); or 3-8d common (21/2"
x 0.131'T or 3-10d box (3" x 0.128"); or 4
Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other
staples, 1" crown, 16 ga., 13/4" long
provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
9. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe
nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.
10. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
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7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
er ID:
amp
QROFESS/�
E6-23 2026 Or
C I V I V
F OF CA1.\F0
SIGNED DATE: 09/11 /2024
GENERAL CONTRACTOR
PROJECT NO.: 2024-106
DATE: JAN.12,2024
# Date
■ ■
ZL 06/07/24
■ ■
■ ■
■ ■
■ ■
■ ■
drawing title
Description
PLANNING CHECK #1
STRUCTURAL
GENERAL
NOTES
drawing no.
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 A4, 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 A4, 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 11B, 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 11A, 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 11B, 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 11B. EV ready
spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section
1109A.
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.
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 (January 2023)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.
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REG
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BAO D . PHAM
C I V I L
EXP. 06-30-2026
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
03-GN-1
GREEN
BUILDING
CODE NOTES
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 LIMIT1,2
(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 LIMITS1
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 COATINGS2,3
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 COATINGS1 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.
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 (January 2023)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REG
ISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
03-GN-2
GREEN
BUILDING
CODE NOTES
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
03-T24-1
TITLE 24
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
03-T24-2
TITLE 24
JAN. 12, 2024
#Description
2024-106
DATE:
PROJECT NO.:
drawing no.
drawing title
Date
GENERAL CONTRACTOR
stamp
STATE OF CALIFORNIA
REGISTERED PROFESS IONAL ENGINEER
BAO D . PHAM
C I V I L
EXP. 06-30-2026
C 60087
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BDP Engineering, Inc.
7744 Westminster Blvd, Suite 201
Westminster, CA 92683
Phone: (909) 538-7067
Email: bao@bdpeng.com
03-T24-3
TITLE 24
RESTRICTIVE NOTICE
DATE REVISIONS
SHEET DESCRIPTION
PROJECT OWNER
PROJECT ADDRESS
STAMP
NO:
REVISIONS
DATE SIGNED: 5/1/25
THESE DESIGNS, DRAWINGS, AND
SPECIFICATIONS ARE THE EXCLUSIVE
PROPERTY OF DONG ENGINEERING.
THESE DRAWINGS CANNOT BE COPIED,
TRANSFERRED, OR REPRODUCED NOR
CAN ANY OTHER STRUCTURES BE BUILT
FROM THEM WITHOUT WRITTEN CONSENT.
SHEET
DE#:
TEL- 714-617-5979
GARDEN GROVE, CA 92841
7661 GARDEN GROVE BLVD.,
DONG ENGINEERING, INC.
INFO@DONGENGINEERING.COM
250156
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RESTRICTIVE NOTICE
DATE REVISIONS
SHEET DESCRIPTION
PROJECT OWNER
PROJECT ADDRESS
STAMP
NO:
REVISIONS
DATE SIGNED: 4/7/25
THESE DESIGNS, DRAWINGS, AND
SPECIFICATIONS ARE THE EXCLUSIVE
PROPERTY OF DONG ENGINEERING.
THESE DRAWINGS CANNOT BE COPIED,
TRANSFERRED, OR REPRODUCED NOR
CAN ANY OTHER STRUCTURES BE BUILT
FROM THEM WITHOUT WRITTEN CONSENT.
SHEET
DE#:
TEL- 714-617-5979
GARDEN GROVE, CA 92841
7661 GARDEN GROVE BLVD.,
DONG ENGINEERING, INC.
INFO@DONGENGINEERING.COM
250156
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GEOTECHNICAL INTERNATIONAL
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 – 7974, Email: Lanpham9@hotmail.com
Project No. SA-01-02-25
February 27, 2025
Bao Pham
BP Engineering, Inc.
909-538-7067
bao@bdpeng.com
SUBJECT: Soil Report for Proposed New Detached ADU, 2014 W. Hemlock Way,
Santa Ana, CA 92704.
Dear Mr. Pham:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the City of Santa Ana. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located on the southerly side of W. Hemlock Way, north of W.
San Lorenzo Avenue (north of W. Segerstrom Avenue), south of W. Adam Street, east of
S. Raitt Street, and west of S. Douglas Street (west of S. Bristol Street), within a
developed residential area.
A one-story house with an attached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed new
detached ADU will be located in the rear yard area.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
Page 2
The site is relatively flat; and we understand that additional raw cut/raw fill is not
proposed for the site.
Geotechnical Conditions
Based on the published geologic map prepared by the California Division of Mines and
Geology (CDMG), the site is located within a broad flat alluvium and colluvium area.
Based on the State of California SEISMIC HAZARD ZONES Map, Newport Beach
Quadrangle, the subject site is located within a potential liquefaction zone. For
conservative purposes, we assume that the site will be subjected to liquefaction.
Therefore, a conventional liquefaction study with a 50 ft. deep test hole, and substantial
sampling and laboratory testing and engineering analysis for verification whether the
subject site is subject to liquefaction or is not considered necessary for this project.
To mitigate the potential adverse effects due to potential liquefaction, as for all other
near-by projects, a strengthened/stiffened foundation system [in accordance with the
Special Publication 117A (SP117A), “Guidelines for Evaluating And Mitigating Seismic
Hazards in California” dated 2008, published by California Geotechnical Survey (CGS),
page 60] will be recommended to be used for the proposed new structure.
The subject site is a previously graded lot where a house exists. The underlying soils
were previously properly treated, as necessary, and previously evaluated to be suitable
for structural support prior to approval for construction of the existing house. Distress
to the existing house due to settlement and/or any other geotechnical issues was not
observed / reported. Therefore, drilling a deep test hole, sampling, and performing
consolidation testing for evaluation of the potential deep-seated settlement of the
underlying soils is not considered necessary for this project.
To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a
hand-held drilling tool and soil samples were collected for laboratory testing. The
approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The
geotechnical boring log and summary of results of the laboratory testing are included in
Appendix B.
Based on the data of our test hole, the near ground surface earth materials generally
consisted of silty fine sand with some clay, dry, medium dense and have a very low
expansion potential.
It is noted that, for conservative purposes, current minimum code values such as an
allowable bearing earth pressure of 1,500 psf. and type 5 cement and 4,500 psi concrete
strength, etc. as well as remedial removal of minimum 3 ft deep are recommended for
this project. Deeper & wider footings with heavy reinforcement are also recommended to
be used for this project, Therefore, laboratory testing such as direct shear, grain-size
distribution, consolidation, sulfate content, etc. are not considered necessary and not
performed for this residential development project.
Page 3
Groundwater
Free standing groundwater was not encountered in our test hole.
Based on the “Historically Highest Ground Water Contours and Borehole Log Data
Locations, Newport Beach Quadrangle”, Plate 1.2 of the Open-File Report 97-08
prepared by California Division of Mines and Geology (CDMG), Department of
Conservation, the historically highest groundwater level at the subject site is about 4-5 ft.
below the ground surface.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Seismicity
The subject site is located in Southern California, which is a major earthquake-prone
zone. Therefore, the owner(s) of this property should be aware of the seismic risks
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
California] in conjunction with California’s Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
• Fa = 1.2
• Fv = null*
• Mapped Spectral Accelerations Values:
Ss = 1.293 (for the short period of 0.2 second)
S1 = 0.463 (for the 1-second period)
• Maximum Considered Earthquake Spectral Response Accelerations:
Page 4
SMs = FaSs = 1.551 (for the short period of 0.2 second)
SM1 = FvS1 = null* (for the 1-second period)
• Design Spectral Response Accelerations:
SDs = 2/3 SMs = 1.034 (for the short period of 0.2 second)
SD1 = 2/3 SM1 = null* (for the 1-second period)
• PGA = 0.553
*Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX C for additional seismic parameters, as needed.
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for structural seismic design.
Faults
No active faults are known to exist within or near the site. The probability of primary
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
As previously mentioned, for conservative purposes, the subject site is assumed to be
subject to the liquefaction. Therefore, the owner(s) of this property should be aware of
the risks associated with the potential liquefaction such as structural distress due to the
potential differential settlement caused by the potential liquefaction.
As previously mentioned, for conservative purposes, a strengthened / stiffened
foundation system (having thicker slabs with more reinforcements and deeper and
wider footings with more reinforcement as recommended in this report) should be
used for support of the proposed structure.
Page 5
Potential Consequences of Liquefaction or Secondary Liquefaction Included Hazards
Potential consequences of liquefaction or secondary liquefaction included hazards
generally consist of differential settlement (vertical deformations), lateral
movement/lateral spreading (horizontal deformations), oscillation, and reduction in
foundation soil-bearing capacity (bearing failure).
A sloping condition or drainage or stream channel does not exist at the site; therefore,
lateral movement/lateral spreading, oscillation, etc. due to potential liquefaction are not
anticipated to be credible hazards for the proposed new structure.
We believe if the area would be “liquefied” in the future due to a very strong earthquake,
the potential damage to the proposed new structures which will be properly structurally
designed in accordance with the new up-to-date codes would be much less severe than
the existing on-site structures and surrounding existing houses which have been
previously structurally designed based on old codes (which are much less stringent than
the current new codes). However, the owner(s) of this property should be aware of the
potential damage to the new structures due to liquefaction.
In summary, it should be recognized that structural mitigation may not reduce the
potential of the soils to liquefy during an earthquake; and there will remain some risk that
the new structures could still suffer damage if liquefaction occurs, during a very strong
earthquake.
For conservative purposes, a strengthened / stiffened foundation system as
recommended in this report should be used for support of the proposed structure.
Slope Stability
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
Page 6
The following recommendations are considered minimum and may be superseded by
more restrictive requirements of the architect, civil/structural engineer, building codes, or
governing agencies.
Geotechnical Impact on Neighboring Properties
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Site Preparation/Grading
To create a relatively uniform new engineered compacted fill layer for a proposed new
structural slab-on-grade area, over-excavation and recompaction of about 3 ft. deep
(measured from the existing ground surface) of the existing on-site soils should be
performed. The lateral limits of the over-excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the
overexcavation and recompaction should be minimum 1 ft deep and 1 ft. outside of the
new slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near-horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
Page 7
structural object, if any to ensure no damage is done to the existing object.
In general, based on our experience with many similar projects in the City of Santa Ana,
temporary excavation next to existing building footings does not affect the existing
footings. However, if needed, excavations in sections, about 10 to 15 ft. long can be
performed. This will be determined by the geotechnical engineer of record based on the
conditions to be exposed during excavation.
For this project, the proposed new structure will be located far away from the existing
building. Therefore, temporary excavation for this project does not impact the existing
footings.
The above temporary excavation recommendations can be changed by the geotechnical
consultant based on conditions to be exposed in the field during excavations.
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural Design
For conservative purposes, the following “lowest” code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 psf. per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New Building Footings
In general, the foundation system for the proposed structure must be properly designed by
the civil/structural design engineer of record for this project and reviewed and approved
by the city prior to construction.
Page 8
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 15-inches for one-story and 18-
inches for two story portions, if any.
Minimum reinforcement for new continuous footings should be two #5 re-bars at top and
two #5 re-bars at bottom.
Settlement
As previously mentioned, the subject site is a previously graded lot where a house exists.
The underlying soils were previously properly treated, as necessary, and previously
evaluated to be suitable for structural support prior to approval for construction of the
existing house. Distress to the existing house due to settlement (and/or any other
geotechnical issues) was not observed / reported. Therefore, deep-seated settlement of the
soils underlying the site is not considered to be a concern for the proposed new structures.
In general, based on our experience, the conventional total settlement of ½ inch and a
differential settlement of ¼ inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage.
New (Interior) Building Slabs-on-Grade
New (interior) building slabs-on-grade should be minimum 5 inches thick, reinforced
with #4 re-bars at 12 inches on centers, or equivalent, placed at mid-height of the slab.
New slabs should be underlain by a 2-inch thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City’s requirements should govern
and be followed. The entire slab-on-grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs-on-Grade
To reduce the potential for excessive cracking, new exterior concrete slabs-on-grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re-bars at 24 inches on-centers, or equivalent, placed at the mid-height of the
Page 9
slab should be considered. The subgrade soils for the exterior slabs should be properly re-
compacted.
Slab Subgrade Pre-Saturation
The conventional pre-saturation of subgrade soils to minimum 140% of the optimum
moisture content to minimum 24 inches deep is not considered necessary for this project.
However, spraying with water should be performed prior to concrete pour.
Other Recommendations for Reducing Slab Cracking
While not a geotechnical issue, the potential for slab cracking may also be reduced by
careful control of water/cement ratio and slump of concrete. The contractor should take
appropriate curing precautions during the pouring of concrete in hot weather to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack-
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid-height of slabs) at 18 inches on-centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
Page 10
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Seismic Design
We recommend the proposed new structure be structurally designed to meet the
applicable building codes and requirements of the controlling governmental agencies.
The seismic parameters provided in the “Seismicity” section of this report can be used.
The civil/structural design engineer should consult with the project geotechnical
consultant, if additional geotechnical information is needed for the seismic design.
Cement Type For Concrete in Contact with On-Site Earth Materials
Our previous tests performed on the soils of many lots in the City of Santa Ana which are
similar to the on-site soils show negligible water-soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on-site house and other houses in the
surrounding areas. It appears sulfate attack on concrete is not considered to be a problem
for this project. However, for conservative purpose, Type V cement with a maximum
water/cement ratio of 0.45 and a minimum concrete strength, f'c of 4,500 psi is
recommended to be used for concrete in contact with the on-site soils. Additional water-
soluble sulfate content testing can be performed for the soils at the site, as needed. The
test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBC) and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on-site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City’s requirements, the project geotechnical consultant should review,
“approve” and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Page 11
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
construction phase of the project. This is to verify the compliance with the design,
specifications and/or recommendations, and to allow design changes in the event that
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
During ANY grading operations, including excavation, removal, filling and
backfilling, etc.
During and after excavation for footings to verify the adequacy of underlying
materials.
After pre-saturation of slab subgrade earth materials, if any, prior to pouring
concrete.
After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
Page 12
CLOSURE
The conclusion and recommendations contained in this report are presented based on
geotechnical data as described herein which are believed representative of the total
project area. However, earth materials can vary in characteristics, both laterally and
vertically, and those variations could affect the conclusions and recommendations
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
The following are attached and complete our report:
Appendix A – References
Appendix B – Geotechnical Log of Test Hole and Laboratory Test Results
Appendix C – Seismic Data
Figure 1 – Vicinity Map
Figure 2 – Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/27
Page 13
APPENDIX A
REFERENCES
Page 14
REFERENCES
1. California Division of Mines and Geology (CDMG), the Resources Agency,
Dept. of Conservation, 1981, “Geology Map of Orange County Showing
Mines and Mineral Deposits”, scale 1:48,000, 1” = 4000’, or 1” = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1997, 1998, “Seismic Hazard Zones, Newport Beach
Quadrangle”, Scale 1:24,000 (1” = 2,000 ft or 1” = 0.38 miles), Liquefaction
Zone Released April 17, 1997, Landslide Released: April 15, 1998.
3. California Division of Mines and Geology, 1997, “Seismic Hazard Zone
Report for The Anaheim and Newport Beach 7.5-minute Quadrangle, Orange
County, California,” Seismic Hazard Zone Report 03,” revised 2006.
Page 15
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
AND
LABORATORY TEST RESULTS
Page 16
GEOTECHNICAL LOG OF TEST HOLE
Date: February 19, 2025 TEST HOLE No. 1
Project No. Bao Pham Job No.: SA-01-02-25
Hole Diameter: 4 + inches Equipment: Hand-Auger
DEPTH DESCRIPTION
0’ - 2’+ (Grass). Medium grey silty fine sand with some clay
moist, medium dense.
2’- 4.5’+ Medium grey silty fine sand, moist, medium dense.
4.5’- end Medium grey silty fine sand with some clay, moist
to very moist, medium dense.
Total Depth: 5 ft. +
No Caving
No Free-Standing Groundwater
Hole backfilled with onsite soils
Page 17
EXPANSION INDEX TEST RESULTS
Sample Compacted Moisture Content Expansion Expansion
Location Dry Compacted Final Index Potential
Density (pcf) (%) (%) Classification
TH-1 @ 0’ – 3’ 107.0 10.0 21.1 4 very low
Test Method: ASTM D4829
Page 18
ATTERBERG LIMITS TEST RESULTS
Sample Location Liquid Limit Plastic Limit Plasticity Index
TH-1 @ 0’ - 3’ 40 28 12
Test Method: ASTM D4318
Page 19
APPENDIX C
SEISMIC DATA
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.
2014 W Hemlock Way, Santa Ana, CA 92704, USA
Latitude, Longitude: 33.7092846, -117.8961513
Date 2/26/2025, 6:27:41 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.293 MCER ground motion. (for 0.2 second period)
S1 0.463 MCER ground motion. (for 1.0s period)
SMS 1.551 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.034 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 0.553 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.663 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.293 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.399 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.838 Factored deterministic acceleration value. (0.2 second)
S1RT 0.463 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.501 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.63 Factored deterministic acceleration value. (1.0 second)
PGAd 0.753 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.553 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.924 Mapped value of the risk coefficient at short periods
CR1 0.924 Mapped value of the risk coefficient at a period of 1 s
CV 1.359 Vertical coefficient
2/26/25, 6:28 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
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.
2/26/25, 6:28 PM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/2
SITE
VICINITY MAP
FIGURE 1
2014 W. HEMLOCK WAY
SANTA ANA, CA 92704
SITE PLAN/GEOTECHNICAL MAP
FIGURE 2
2014 W. HEMLOCK WAY
SANTA ANA, CA 92704
REDUCED SCALE
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TH-1
Approximate
Location of
Test Hole
Patrick Truong Residence
BDP ENGINEERING
16541 Gothard St., Suite 108, Huntington Beach, CA 92647
Tel: (909) 538-7067
Structural Calculations
for
(New Accessory Dwelling Unit)
2014 W Hemlock Way,
Santa Ana, CA 92704
2024-106
04/04/25
JOB NAME:Patrick Truong Residence JOB NO:2024-106 SHEET NO:
2014 W Hemlock Way, Santa Ana, CA 92704 ENGINEER:BP DATE:
Design Load ……………………………………………...……………………………..
Shearwall Allowable Load Table ……………………………………………...………..
Lateral load design ………………………...…………………………………................ 3 ~ 13
Vertical Design ………………………...…………………………………...................... 14 ~ 29
BDP ENGINEERING
TABLE OF CONTENTS
4/4/2025
1
2
2024-106 Design Load.xlsx\content
BDP ENGINEERING
JOB NAME:Patrick Truong Residence JOB NO:2024-106 SHEET NO:
2014 W Hemlock Way, Santa Ana, CA 92704 ENGINEER:BP DATE:1/23/2025
Dead Loads:
At Top Chord or Roof Rafter
Solar panel 2.5 psf
Concrete Tile 10.0 psf
15/32" plywood 2.1 psf
30 lb Felt 0.3 psf
2x Roof truss @ 24" o.c.1.5 psf
At TC or Rafter Subtotal 16.4 psf
Slope:5 Slope Correction Factor 1.08
Total TC or Rafter Corrected DL 17.8 psf
At Bottom Chord or Ceiling Joist
Roof Truss or Ceiling Joist 1.5 psf
Insulation 0.6 psf
1/2" Drywall 2.0 psf
Miscellaneous(mech, elec. Etc)1.0 psf
Subtotal 5.1
Total Dead Load 22.9 psf
Live Loads for roof:20 psf
Live Loads for ceiling:10 psf
Roof Live Load (2022 CRC Table R301.6):
USE rise = 5:12 20 psf
Exterior wall 14.0 psf
Interior wall 7.5 psf
Design Load At Roof
use 23 psf for roof & ceiling
use 18 psf for roof
use 5 psf for ceiling
SYM ffi
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M
� 1
� 1
xx
�
ll
SHEAR SCHEDULE (CDX STRUCTURAL 1)
SIDE #FT MAlERIAL NAILS EDGE FIELD GRD. FLOOR UPPER FLR. A35
ONE 225 J/.c.8" PAPER 3 6 5/8" 0 48" 16d O 7• 24" o.c. �KED LATH , I.C.B.0 1823 UNBLK D W/1 GA. STAPLES
ONE 280 15/32" PLYWD (24/0) 8d 6 12 5/8" 0 48" 16d O 6" 15" o.c.
WALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER H0LD0WN REQUIREMENTS
TWO 560 15/32" PLYWD (24/0) 8d 6 12 5/8" 0 24" 15/32"9101· o.c. I 1· o.c.
WALL CONSTRUCTION: 3X SILL, 3X STUDS O BOUNDARIES, & 3X TOP PLAlE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
ONE 350 15/32" PLYWD (24/0) 8d 4 12 5/8" 0 32" 16d O 5• 12·
WALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER H0LD0WN REQUIREMENTS
ONE 430 15/32" PLYWD (24/0) 8d 4 12 5/8" 0 32" 16d O 4• 10· o.c.
WALL CONSTRUCTION: 3X SILLO FOUNDATION, 2X SILL O RAISED FLOOR 8R �EC0ND STORY, 3X STUDS O ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST MIN OR IS REQD BY H0LD0WN
TWO 860 15/32" PLYWD (24/0) 8d 4 12 5/8" 0 16" 15/32•9101· o.c. I 5• o.c.
WALL CONSTRUCTION: 3X SILL, 3X STUDS O BOUNDARIES, & 3X TOP PLAlE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
ONE 550 15/32" PLYWD (24/0) 8d 3 12 5/8" 0 24" 16d O 3• 7• o.c.
WALL CONSTRUCTION: 3X SILLO FOUNDATION, 2X SILL O RAISED FLOOR 8R �EC0ND STORY, 3X STUDS O ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST MIN OR IS REQD BY H0LD0WN
TWO 1100! 15/32" PLYWD (24/0) 8d 3 12 5/8" 0 16" 15/32"9106" o.c. I 7• o.c. 0 E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS O BOUNDARIES, & 3X TOP PLAlE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
ONE 730 15/32" PLYWD (24/0) 8d 2 12 5/8" 0 16" 16d O 2· 6" o.c.
WALL CONSTRUCTION: 3X SILLO FOUNDATION, 2X SILL O RAISED FLOOR 8R �EC0ND STOF!f�O{JX BLK'
1YN
3X STUDS O ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST MIN OR IS REQ H0LD0
TWO 1460 15/32" PLYWD (24/0) 8d 2 12 5/8" 0 16" 1/2"tl07.5" 0.C. 16" 0.C. 0 E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS O BOUNDARIES, & 3X TOP PLAlE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST.
ONE 870 15/32" PLYWD (32/16) 10d 2 12 5/8" 0 16" 16d O 2· 5• o.c.
WALL CONSTRUCTION: 3X SILLO FOUNDATION, 2X SILL O RAISED FLOOR 8R �EC0ND STOF!f�O{JX BLK'
1YN
3X STUDS O ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST MIN OR IS REQ H0LD0
TWO 1740 15/32" PLYWD (32/16) 10d 2 12 5/8" o 8" 1/2"9106" o.c. I 5• o.c. 0 E.S.
WALL CONSTRUCTION: 3X SILL, 3X STUDS O BOUNDARIES, & 3X TOP PLAlE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST •
1.WHERE PANEL NAILING IS SPACED O 2" 0.C. OR CALCULAlED SHEAR LOAD EXCEEDS.& 350 PLF, USE:
a)3X STUDS O ADJOINING PANELS W/ STAGGERED NAILSb)3X SILLS O FOUNDATION LEVEL c)NAIL DOUBLE TOP PLATES TOGETHER W/ 16d SINKER NAILS O 4" 0.C.d)PLYWOOD PANEL EDGE NAILING SHALL BE STAGGERED.2.WHERE PLYWOOD SHEAR PANELS OCCUR ON BOTH SIDES OF WALL:a)USE 3X STUDS O ALL BOUNDARIES (TOP PLATES, & ADJOINING PANELS)
b)OFFSET ADJOINING PANELS ON OPPOSING SIDES W/ PLYWOOD PANEL EDGE NAILING SHALL BE STAGGERED.
3.WHERE SILL NAILING IS 2" OR LESS, OR LAG SCREW IS USED PROVIDE 3X BLK'G, RIM JOIST, OR BEAM
INSURE THAT THE WOOD BEAM BELOW AND DOES NOT lEND TO SPLIT. PRE-DRILL FOR NAILS IF
SPLITTING IS OBSERVED, USING A DRILL SIZE 3/4 OF THE DIAMElER OF THE SILL NAILING.
4.MINIMUM 3X NOMINAL FRAMING AT ADJOINING PANEL EDGES AND STAGGERED EDGE NAILING WHERE 10d NAILS WIHT
MORE THAN 1 1/2 INCHES PENETRATION INTO FRAMING ARE SPACED 3 INCHES ON CENTER OR CLOSER.
5.NO ADJOINING PANEL JOINTS SHALL NOT BE USED AT 2X SILL PLAlE AT RAISED FLOOR OR 2nd. STORY OTHERWISE,
USE 3X SILL PLAlE.6.ALL PLYWOOD EDGES TO BE BLOCKED-USE 3X BLOCKING AT 2" 0.C. NAILING. 7.NAILS SHALL BE COMMON OR GALVANIZED BOX (HOT-DIPPED OF TUMBLED).
8.ALLOWABLE LOADS FOR "sos· SCREWS ARE BASED ON SIMPSON CATALOG AND ICC-ES CODE REPORT ESR-2236.
9."sos· SCREWS INSTALL BEST WITH A LOW SPEED 1/2" DRILL WITH A 15/32" HEX HEAD DRIVER.
10.FULL PENETRATION INTO MAIN MEMEBR IS REQUIRED FOR SIMPSON ·sos· WOOD SCREWS.
11.LOAD DURATION FACTOR OF Co=1.6 IS CONSIDERED IN ALLOWABLE VALUES OF "sos· SCREWS.
12.THE ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE SlEEL PLAlE WISHER, A MIN. 0.229x3x3 IN SIZE.13.SEISMIC FORCE IS INCREASED 25,C FOR CONNECTIONS OF DIAPHRAGM TO SHEAR WALL
14.TABLE BASED ON C.B.C. EDm0N.
"ASCE7-16W.xls" Program Version 2.1
WIND LOADING ANALYSIS - Main Wind-Force Resisting System
Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height
Job Name:Subject:
Job Number:Originator:Checker:
Input Data:
Wind Direction =Normal (Normal or Parallel to building ridge)
Wind Speed, V =110 mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification =II (Table 1.4-1 Risk Cat.)
Exposure Category =C (Sect. 26.7)
Ridge Height, hr =14.30 ft. (hr >= he)
Eave Height, he =9.00 ft. (he <= hr)
Building Width =23.00 ft. (Normal to Building Ridge)
Building Length =48.00 ft. (Parallel to Building Ridge)
Roof Type =Gable (Gable or Monoslope)
Topo. Factor, Kzt =1.00 (Sect. 26.8 & Table 26.8-1)
Direct. Factor, Kd =0.85 (Table 26.6-1)
Enclosed? (Y/N)Y (Sect. 6.2 & Figure 6-5)
Hurricane Region?N
Damping Ratio, b =0.050 (Suggested Range = 0.010-0.070)
Period Coef., Ct =0.0350 (Suggested Range = 0.020-0.035)
(Assume: T = Ct*h^(3/4) , and f = 1/T)
Resulting Parameters and Coefficients:
Roof Angle, q =18.43 deg.
Mean Roof Ht., h =11.65 ft. (h = (hr+he)/2, for roof angle >10 deg.)L = 23 ft.
Windward Wall Cp =0.80 (Fig. 27.4-1)B = 48 ft.
Leeward Wall Cp =-0.50 (Fig. 27.4-1)
Side Walls Cp =-0.70 (Fig. 27-4.1)
Windward Roof Cp =-0.50 (Fig. 27-4.1)(Condition #1)
Windward Roof Cp =-0.06 (Fig. 27-4.1)(Condition #2)
Leeward Roof Cp =-0.57 (Fig. 27-4.1)
(Fig. 27-4.1)
+GCpi Coef. =0.18 (Table 26.11-1)(positive internal pressure)
-GCpi Coef. =-0.18 (Table 26.11-1)(negative internal pressure)
If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 27.3-1)
a =9.50 zg =900 (Table 26.9-1)
Kh =0.85 (Kh = Kz evaluated at z = h)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1)
qh =22.35 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)
Ratio h/L =0.507 freq., f =4.531 hz.(f >= 1, Rigid structure)
Gust Factor, G =0.850 (Sect. 26.9)
Design Net External Wind Pressures (Sect. 27.4):
p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1)
p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1)
q o
L
B
hr
he
h
Plan
Elevation
L
Wind
1 of 4 4/4/2025 11:50 AM
"ASCE7-16W.xls" Program Version 2.1
Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height
Surface z Kz qz Cp p = Net Design Press. (psf)
(ft.)(psf)(w/ +GCpi)(w/ -GCpi)
Windward Wall 0 0.85 22.35 0.80 11.18 19.22
For z = hr:14.30 0.85 22.35 0.80 11.18 19.22
For z = he:9.00 0.85 22.35 0.80 11.18 19.22
For z = h:11.65 0.85 22.35 0.80 11.18 19.22
Leeward Wall All ---0.50 -13.52 -5.48
Side Walls All ---0.70 -17.32 -9.28
Roof (windward) cond. 1 ----0.50 -13.49 -5.44
Roof (windward) cond. 2 ----0.06 -5.13 2.92
---
Roof (leeward)----0.57 -14.83 -6.79
---
Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Per Code Section 27.1.5, the minimum wind load for MWFRS shall not be less than 16 psf.
2 of 4 4/4/2025 11:50 AM
"ASCE7-16W.xls" Program Version 2.1
Determination of Gust Effect Factor, G:
Is Building Flexible?No f >=1 Hz.
1: Simplified Method for Rigid Building
G =0.850
Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1):
a^ =0.105
b^ =1.00
a(bar) =0.154
b(bar) =0.65
c =0.20
l =500 ft.
e(bar) =0.200
z(min) =15 ft.
Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:
z(bar) =15.00 = 0.6*h , but not < z(min) , ft. Table 26.9-1
Iz(bar) =0.228 = c*(33/z(bar))^(1/6) , Eq. 26.9-7
Lz(bar) =427.06 = l*(z(bar)/33)^(e(bar)) , Eq. 26.9-9
gq =3.4 (3.4, per Sect. 26.9.4)
gv =3.4 (3.4, per Sect. 26.9.4)
gr =4.535 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11
Q =0.920 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8
2: Calculation of G for Rigid Building
G =0.883 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6
3: Calculation of Gf for Flexible Building
b =0.050 Damping Ratio
Ct =0.035 Period Coefficient
T =0.221 = Ct*h^(3/4) , sec. (Approximate fundamental period)
f =4.531 = 1/T , Hz. (Natural Frequency)
V(fps) =N.A.= V(mph)*(88/60) , ft./sec.
V(bar,zbar) =N.A.= b(bar)*(z(bar)/33)^(a(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16
N1 =N.A.= f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14
Rn =N.A.= 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13
hh =N.A.= 4.6*f*h/(V(bar,zbar))
Rh =N.A.= (1/hh)-1/(2*hh^2)*(1-e^(-2*hh)) for hh>0, or = 1 for hh=0 ,Eq. 26.9-15a, b
hb =N.A.= 4.6*f*B/(V(bar,zbar))
RB =N.A.= (1/hb)-1/(2*hb^2)*(1-e^(-2*hb)) for hb>0, or = 1 for hb=0,Eq. 26.9-15a, b
hd =N.A.= 15.4*f*L/(V(bar,zbar))
RL =N.A.= (1/hd)-1/(2*hd^2)*(1-e^(-2*hd)) for hd>0, or = 1 for hd=0 ,Eq. 26.9-15a, b
R =N.A.= ((1/b)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12
Gf =N.A.= 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) ,
Use: G =0.850 Eq. 26.9-10
3 of 4 4/4/2025 11:50 AM
"ASCE7-16W.xls" Program Version 2.1
Figure 6-9 - Design Wind Load Cases of MWFRS for Buildings of All Heights
Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of
the structure, considered separately along each principal axis.
Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each
principal axis of the structure in conjunction with a torsional moment as shown, considered
separately for each principal axis.
Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the
specified value.
Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the
specified value.
Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in
accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings
of all heights.
2. Above diagrams show plan views of building.
3. Notation:
Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.
PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.
e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.
MT = Torsional moment per unit height acting about a vertical axis of the building.
4 of 4 4/4/2025 11:50 AM
WIND LOADING ANALYSIS - Main Wind-Force Resisting System
Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analytical Procedure (Section 6.5) for Buildings of Any Height
Job Name:Subject:
Job Number:Originator:Checker:
Roof Pitch =4.00
ASD Load Factor:0.6
Level
Story Height
(ft)
Windward
Wall
(PWW )
Leeward
Wall (P LW)
Windward
Roof1
(Normal)
(PWR)
Windward
Roof2,3
(Horiz.)
(PWR)
Leeward
Roof1
(Normal)
(PLR)
Leeward
Roof2,3
(Horiz.)
(PLR)
Roof 14.30 11.53 -8.11 -8.09 0.000 -8.90 -4.80
1. Normal - normal to roof surface
2. Horiz. - Horizontal projection
3. Per Code Section 27.1.5, the minimum wind load for MWFRS shall not be less than 8 psf on roof areas horizontal projection.
SW-1
Level Total
(lbs)
10 psf min
(lbs)
Control
(lbs)
Roof 83.0 957.2 83.0 -673.4 12.0 0.0 12.0 -57.6 1688.2 950.0 1688.2 1688.2
SW-2
Level Total
(lbs)
10 psf min
(lbs)
Control
(lbs)
Roof 83.0 957.2 83.0 -673.4 12.0 0.0 12.0 -57.6 1688.2 950.0 1688.2 1688.2
SW-A
Level Total
(lbs)
10 psf min
(lbs)
Control
(lbs)
Roof 99.0 1141.8 99.0 -803.2 101.0 0.0 101.0 -484.8 2429.8 2000.0 2429.8 2429.8
SW-B
Level Total
(lbs)
10 psf min
(lbs)
Control
(lbs)
Roof 99.0 1141.8 99.0 -803.2 101.0 0.0 101.0 -484.8 2429.8 2000.0 2429.8 2429.8
Wind Pressure (psf)
Windward Wall Leeward Wall Windward Roof Leeward Roof Wind Forces
Trib. Roof
Area (ft2)
Wind Forces
(lbs)
Story Forces Story Shear
(lbs)
Windward Wall Leeward Wall Windward Roof Leeward Roof Wind Forces
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Roof
Area (ft2)
Wind
Forces (lbs)
Trib. Roof
Area (ft2)
Wind Forces
(lbs)
Story Forces Story Shear
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Roof
Area (ft2)
Wind
Forces (lbs)
Windward Wall Leeward Wall Windward Roof Leeward Roof Wind Forces
Trib. Roof
Area (ft2)
Wind Forces
(lbs)
Story Forces Story Shear
(lbs)
Windward Wall Leeward Wall Windward Roof Leeward Roof Wind Forces
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Roof
Area (ft2)
Wind
Forces (lbs)
Trib. Roof
Area (ft2)
Wind Forces
(lbs)
Story Forces Story Shear
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Wall
Area (ft2)
Wind Forces
(lbs)
Trib. Roof
Area (ft2)
Wind
Forces (lbs)
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SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTION
Per CBC 2022 and ASCE 7-16 Specifications
Using Equivalent Lateral Force Procedure for Regular Multi-Level Building/Structural Systems
Job Name:Subject:
Job Number:Originator: Checker:
Structure Weight Distribution:
No. of Seismic Levels =1
Seismic Height Roof Roof Floor Floor Ext. Wall Wall Int. Wall Wall Weight
hx DL Area DL Area DL Area DL Area Wx
Level x (ft.) psf ft2 psf ft2 psf ft2 psf ft2 (kips)
1 14.300 23.0 1039.0 14.0 650.0 8.0 325.0 35.60
Total Weight, W = SWx =35.60 kips (ASCE 7-16 Section 12.7.2)
SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTION
Per CBC 2022 and ASCE 7-16 Specifications
Using Equivalent Lateral Force Procedure for Regular Multi-Level Building/Structural Systems
Job Name:Subject:
Job Number:Originator: Checker:
Input Data:
Occupancy Category =II CBC 2022, Table 1604.5, page 7
Importance Factor, I =1.00 ASCE 7-16 Table 1.5-2, page 5 F10
Soil Site Class =D ASCE 7-16 Table 1.5-2, page 5 F9
Location Zip Code =92704 F8
Spectral Accel., SS =1.293 Per USGS Seismic Design Map F7
Spectral Accel., S1 =0.463 Per USGS Seismic Design Map F6
Long. Trans. Period, TL =8.000 sec. ASCE 7 Fig's. 22-12 to 22-16 F5
Structure Height, hn =8.000 ft. F4
Actual Calc. Period, Tc =0.000 sec. from independent analysis F3
Seismic Resist. System =A15 F2
F1
Structure Weight Distribution: V = C s*W = SF
No. of Seismic Levels =1 Seismic Base Shear
Seismic Height, hx Weight, Wx
Level x (ft.) (kips)
1 14.300 35.597
Total Weight, W = SW x =35.60 kips (ASCE 7-16 Section 12.7.2)
Results:
Site Coefficients:
Fa =1.200 ASCE 7-16 TABLE 11.4-1
Fv =1.837 ASCE 7-16 TABLE 11.4-2
Maximum Spectral Response Accelerations for Short and 1-Second Periods:
SMS =1.552 SMS = Fa*SS, ASCE 7-16 Eqn. 11.4-1
SM1 =0.851 SM1 = Fv*S1, ASCE 7-16 Eqn. 11.4-2
Design Spectral Response Accelerations for Short and 1-Second Periods :
SDS =1.034 SDS = 2*SMS/3, ASCE 7-16 Eqn. 11.4-3
SD1 =0.567 SD1 = 2*SM1/3, ASCE 7-16 Eqn. 11.4-4
(continued:)
15. Light-frame (wood) walls
sheathed with wood structural
panels rated for shear resistance or
steel sheets walls (ASCE 7-16
hn
hx
Seismic Design Category:
Category(for SDS) =D CBC 2022 Table 1613.3.5(1), page 37
Category(for SD1) =D CBC 2022 Table 1613.3.5(2), page 37
Use Category =D Most critical of either category case above controls
Fundamental Period:
Period Coefficient, CT =0.020 ASCE 7-16 Table 12.8-2, page 90
Period Exponent, x =0.75 ASCE 7-16 Table 12.8-2, page 90
Approx. Period, Ta =0.095 sec., Ta = CT*hn^(x), ASCE 7-16 Section 12.8.2.1, Eqn. 12.8-7
Upper Limit Coef., Cu =1.400 ASCE 7-16 Table 12.8-1, page 90
Period max., T(max) =0.133 sec., T(max) = Cu*Ta, ASCE 7-16 Section 12.8-2, page 129
Fundamental Period, T =0.095 sec., T = Ta <= Cu*Ta, ASCE 7-16 Section 12.8.2, page 129
Seismic Design Coefficients and Factors:
Response Mod. Coef., R =6.5 ASCE 7-16 Table 12.2-1, pages 120-122
Overstrength Factor, Wo =3 ASCE 7-16 Table 12.2-1, pages 120-122
Defl. Amplif. Factor, Cd =4 ASCE 7-16 Table 12.2-1, pages 120-122
CS =0.159 CS = SDS/(R/I), ASCE 7-16 Section 12.8.1.1, Eqn. 12.8-2
CS(max) =0.917 For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-16 Eqn. 12.8-3
CS(min) =0.046 CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-16 Eqn. 12.8-5 (Suppl. 2)
Use: CS =0.159 CS(min) <= CS <= CS(max)
0.7CS =0.111
Seismic Base Shear:
V =5.66 kips, V = CS*W, ASCE 7-16 Section 12.8.1, Eqn. 12.8-1
Use 0.7 V = 3.97 kips
Seismic Shear Vertical Distribution:
Distribution Exponent, k =1.00 k = 1 for T<=0.5 sec., k = 2 for T>=0.5 sec.
k = (2-1)*(T-0.5)/(2.5-0.5)+1, for 0.5 sec. < k < 2.5 sec.
Lateral Force at Any Level: Fx = Cvx*V, ASCE 7-16 Section 12.8.3, Eqn. 12.8-11, page 130
Vertical Distribution Factor: Cvx = Wx*hx^k/(SWi*hi^k), ASCE 7-16 Eqn. 12.8-12, page 130
Seismic Weight, Wx hx^k W x*h^k Cvx Shear, Fx S Story
Level x (kips)(ft.) (ft-kips)(%) (kips)Shears
1 35.60 14.300 509.0 1.000 3.97 3.97
S =35.60 509.0 1.000 3.97
Comments:
Lateral Forces on Shear Walls and Shear Wall Nailing
Calculate Seismic Tributary Weight
Plywood and Hardy Frame Shear Walls Plywood and Hardy Frame Shear Walls (two story) Cantilever Steel Column (R= 2.5)
psf
4.83
Lateral Forces on Shear Walls and Shear Wall Nailing Use 75% Capacity: No Per City Code for Hold down
Fseismic = r * Ftotal Foundation Type: Slab on Grade
Redundancy Factor, r =1.3
height
h
Trib.
Area S Fabove S F FTotal rFseismic S Fabove S F FTotal L1 L2 L3 L4 Total
Length
Shear
v
h/bs
Max
3.5
Allow.
Shear
Reduced
All.
Shear
(2bs/h)
Edge
Nail
Spacing
Total
Dead
Load
[0.6-
0.14SDS]
D.L
Uplift HD Anchor Allow.
Load
Min
End
Post
Sizes
ft.ft2 lbs lbs lbs lbs lbs lbs ft ft ft ft ft plf plf plf in. lbs lbs lbs lbs 2.5
SW-1 10.00 495 1889 1889 2456 1688 1688 2456 8.20 8.20 300 1.2 11 1 350 350 4 1148 523 3038 HDU2 SSTB20 3075 2-2x 5760
SW-2 10.00 545 2080 2080 2704 1688 1688 2704 8.90 8.90 304 1.1 11 1 350 350 4 1246 567 3061 HDU2 SSTB20 3075 2-2x 5843
SW-A 12.00 545 2080 2080 2704 2430 2430 2704 7.90 7.90 342 1.5 11X 1 430 430 4 1327 604 4228 HDU4 SB5/8x24 4565 2-2x 7899
SW-B 13.00 495 1889 1889 2456 2430 2430 2456 12.00 12.00 205 1.1 10 1 280 280 6 2184 994 2404 HDU2 SSTB20 3075 2-2x 5117
Tributary
Weight
Seismic
Forces
kips
Level
Low RoofHigh Roof 209
kips
1.01#REF!
Level
Roof/Floor Area Roof/Floor
Area
ft2
0.00
Tributary
Weight
psf
874
Seismic
Forces
Tributary
Weight
3.97
Level
ft2 kips psf
3.82
ft2
Shear Wall LengthWind Structural 1 CDX Sheathing
Shtg.
1 or 2
sides
Tension with
Overstrength
Factor
Control
Design
Load
Seismic Forces
Seismic
Roof/Floor
Area
Roof 1039
Hold Down Design
Hold
Down
Type
Wall S.W
Type
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:R.R.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
Load for Span Number 2
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.569: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.860ft
42.87 psi=
=
1,681.88psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.191 : 1
9.553 ft=
=
957.81psi
Maximum Deflection
462 >=360
367
Ratio =242 >=180
Max Downward Transient Deflection 0.172 in 698Ratio = >=360
Max Upward Transient Deflection -0.078 in Ratio =
Max Downward Total Deflection 0.326 in Ratio = >=180
Max Upward Total Deflection -0.148 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
Span: 2 : Lr Only
Span: 1 : +D+Lr
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 10.0 ft 1 0.375 0.125 0.90 1.300 1.15 1.00 1.00 0.29 453.70 1210.95 0.11 162.001.00 20.31
1.00Length = 1.50 ft 2 0.035 0.125 0.90 1.300 1.15 1.00 1.00 0.03 42.74 1210.95 0.03 162.001.00 20.31
1.00+D+Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.0 ft 1 0.569 0.191 1.25 1.300 1.15 1.00 1.00 0.60 957.81 1681.88 0.24 225.001.00 42.87
1.00Length = 1.50 ft 2 0.054 0.191 1.25 1.300 1.15 1.00 1.00 0.06 90.22 1681.88 0.05 225.001.00 42.87
1.00+D+0.750Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.0 ft 1 0.495 0.165 1.25 1.300 1.15 1.00 1.00 0.52 831.79 1681.88 0.20 225.001.00 37.23
1.00Length = 1.50 ft 2 0.047 0.165 1.25 1.300 1.15 1.00 1.00 0.05 78.35 1681.88 0.05 225.001.00 37.23
1.00+0.60D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:R.R.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 10.0 ft 1 0.126 0.042 1.60 1.300 1.15 1.00 1.00 0.17 272.22 2152.80 0.07 288.001.00 12.18
1.00Length = 1.50 ft 2 0.012 0.042 1.60 1.300 1.15 1.00 1.00 0.02 25.64 2152.80 0.02 288.001.00 12.18
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3262 4.972 0.0000 0.000
+D+Lr2 0.0000 4.972 -0.1476 1.500
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.247 0.334
Overall MINimum 0.130 0.176
D Only 0.117 0.158
+D+Lr 0.247 0.334
+D+0.750Lr 0.215 0.290
+0.60D 0.070 0.095
Lr Only 0.130 0.176
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:R.R.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
Load for Span Number 2
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.115: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
25.96 psi=
=
1,940.63psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.115 : 1
3.226 ft=
=
222.79psi
Maximum Deflection
0 <360
3690
Ratio =26396 >=180
Max Downward Transient Deflection 0.006 in 7011Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.011 in Ratio = >=180
Max Upward Total Deflection -0.001 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 3.50 ft 1 0.076 0.076 0.90 1.500 1.15 1.00 1.00 0.03 105.53 1397.25 0.04 162.001.00 12.30
1.00Length = 1.50 ft 2 0.076 0.076 0.90 1.500 1.15 1.00 1.00 0.03 105.53 1397.25 0.03 162.001.00 12.30
1.00+D+Lr 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 3.50 ft 1 0.115 0.115 1.25 1.500 1.15 1.00 1.00 0.06 222.79 1940.63 0.09 225.001.00 25.96
1.00Length = 1.50 ft 2 0.115 0.115 1.25 1.500 1.15 1.00 1.00 0.06 222.79 1940.63 0.06 225.001.00 25.96
1.00+D+0.750Lr 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 3.50 ft 1 0.100 0.100 1.25 1.500 1.15 1.00 1.00 0.05 193.47 1940.63 0.08 225.001.00 22.54
1.00Length = 1.50 ft 2 0.100 0.100 1.25 1.500 1.15 1.00 1.00 0.05 193.47 1940.63 0.05 225.001.00 22.54
1.00+0.60D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:R.R.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 3.50 ft 1 0.025 0.026 1.60 1.500 1.15 1.00 1.00 0.02 63.32 2484.00 0.03 288.001.00 7.38
1.00Length = 1.50 ft 2 0.025 0.026 1.60 1.500 1.15 1.00 1.00 0.02 63.32 2484.00 0.02 288.001.00 7.38
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0114 1.603 0.0000 0.000
+D+Lr2 0.0000 1.603 -0.0014 0.696
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.072 0.181
Overall MINimum 0.038 0.095
D Only 0.034 0.086
+D+Lr 0.072 0.181
+D+0.750Lr 0.063 0.157
+0.60D 0.021 0.051
Lr Only 0.038 0.095
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:C.J.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.733: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 10.000ft
25.91 psi=
=
1,242.00psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.144 : 1
0.000 ft=
=
910.92psi
Maximum Deflection
0 <360
253
Ratio =0 <240
Max Downward Transient Deflection 0.632 in 379Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.948 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 20.0 ft 1 0.272 0.053 0.90 1.200 1.15 1.00 1.00 0.33 303.64 1117.80 0.06 162.001.00 8.64
1.00+D+L 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 20.0 ft 1 0.733 0.144 1.00 1.200 1.15 1.00 1.00 1.00 910.92 1242.00 0.19 180.001.00 25.91
1.00+D+0.750L 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 20.0 ft 1 0.489 0.096 1.25 1.200 1.15 1.00 1.00 0.83 759.10 1552.50 0.16 225.001.00 21.59
1.00+0.60D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 20.0 ft 1 0.092 0.018 1.60 1.200 1.15 1.00 1.00 0.20 182.18 1987.20 0.04 288.001.00 5.18
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.9478 10.073 0.0000 0.000
.
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:C.J.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.200 0.200
Overall MINimum 0.133 0.133
D Only 0.067 0.067
+D+L 0.200 0.200
+D+0.750L 0.166 0.166
+0.60D 0.040 0.040
L Only 0.133 0.133
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:C.J.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.308: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
18.35 psi=
=
1,552.50psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.102 : 1
6.719 ft=
=
478.80psi
Maximum Deflection
0 <360
664
Ratio =0 <240
Max Downward Transient Deflection 0.084 in 996Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.126 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 7.0 ft 1 0.114 0.038 0.90 1.500 1.15 1.00 1.00 0.04 159.60 1397.25 0.02 162.001.00 6.12
1.00+D+L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.308 0.102 1.00 1.500 1.15 1.00 1.00 0.12 478.80 1552.50 0.06 180.001.00 18.35
1.00+D+0.750L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.206 0.068 1.25 1.500 1.15 1.00 1.00 0.10 399.00 1940.63 0.05 225.001.00 15.29
1.00+0.60D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.039 0.013 1.60 1.500 1.15 1.00 1.00 0.02 95.76 2484.00 0.01 288.001.00 3.67
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.1264 3.526 0.0000 0.000
.
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:C.J.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.070 0.070
Overall MINimum 0.047 0.047
D Only 0.023 0.023
+D+L 0.070 0.070
+D+0.750L 0.058 0.058
+0.60D 0.014 0.014
L Only 0.047 0.047
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:BM.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir - Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (Roof & Ceiling)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.253: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.500ft
30.82 psi=
=
1,625.00psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.137 : 1
0.000 ft=
=
411.22psi
Maximum Deflection
0 <360
1808
Ratio =0 <240
Max Downward Transient Deflection 0.015 in 3888Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.033 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 5.0 ft 1 0.188 0.102 0.90 1.300 1.00 1.00 1.00 0.32 219.95 1170.00 0.21 162.001.00 16.48
1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 5.0 ft 1 0.253 0.137 1.25 1.300 1.00 1.00 1.00 0.60 411.22 1625.00 0.40 225.001.00 30.82
1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 5.0 ft 1 0.224 0.121 1.25 1.300 1.00 1.00 1.00 0.53 363.40 1625.00 0.35 225.001.00 27.23
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 5.0 ft 1 0.063 0.034 1.60 1.300 1.00 1.00 1.00 0.19 131.97 2080.00 0.13 288.001.00 9.89
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0332 2.518 0.0000 0.000
.
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:BM.-1
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.484 0.484
Overall MINimum 0.225 0.225
D Only 0.259 0.259
+D+Lr 0.484 0.484
+D+0.750Lr 0.428 0.428
+0.60D 0.155 0.155
Lr Only 0.225 0.225
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:BM.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir - Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.830 ft, (Roof & Ceiling)
Uniform Load : D = 0.0140 ksf, Tributary Width = 2.0 ft, (Wall above)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.384: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
35.76 psi=
=
1,625.00psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.159 : 1
6.566 ft=
=
623.50psi
Maximum Deflection
0 <360
851
Ratio =0 <240
Max Downward Transient Deflection 0.037 in 2253Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.099 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LC CCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 7.0 ft 1 0.331 0.137 0.90 1.300 1.00 1.00 1.00 0.57 387.75 1170.00 0.29 162.001.00 22.24
1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.384 0.159 1.25 1.300 1.00 1.00 1.00 0.92 623.50 1625.00 0.46 225.001.00 35.76
1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.347 0.144 1.25 1.300 1.00 1.00 1.00 0.83 564.56 1625.00 0.42 225.001.00 32.38
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 7.0 ft 1 0.112 0.046 1.60 1.300 1.00 1.00 1.00 0.34 232.65 2080.00 0.17 288.001.00 13.34
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0986 3.526 0.0000 0.000
.
Wood Beam
LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022
DESCRIPTION:BM.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.524 0.524
Overall MINimum 0.198 0.198
D Only 0.326 0.326
+D+Lr 0.524 0.524
+D+0.750Lr 0.474 0.474
+0.60D 0.195 0.195
Lr Only 0.198 0.198
Wood Beam
LIC# : KW-06019053, Build:20.24.10.03 BDP Engineering, Inc.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 11.50 ft, (ROOF & CEILING)
Uniform Load : D = 0.0140 ksf, Tributary Width = 4.0 ft, (WALL ABOVE)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.871: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.750ft
99.02 psi=
=
1,625.00psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.440 : 1
5.058 ft=
=
1,415.57psi
Maximum Deflection
1143
<360
477
Ratio =0 <240
Max Downward Transient Deflection 0.058 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.138 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 5.50 ft 1 0.704 0.356 0.90 1.300 1.001.00 1.00 1.21 824.1 1,170.0 0.74 162.01.00 57.61.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.871 0.440 1.25 1.300 1.001.00 1.00 2.08 1,415.6 1,625.0 1.27 225.01.00 99.01.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.780 0.394 1.25 1.300 1.001.00 1.00 1.86 1,267.7 1,625.0 1.14 225.01.00 88.71.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.238 0.120 1.60 1.300 1.001.00 1.00 0.73 494.5 2,080.0 0.44 288.01.00 34.61.00
.
Wood Beam
LIC# : KW-06019053, Build:20.24.10.03 BDP Engineering, Inc.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR.-2
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1382 2.770 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.514 1.514
Max Upward from Load Combinations 1.514 1.514
Max Upward from Load Cases 0.881 0.881
D Only 0.881 0.881
+D+Lr 1.514 1.514
+D+0.750Lr 1.356 1.356
+0.60D 0.529 0.529
Lr Only 0.633 0.633
Wood Beam
LIC# : KW-06019053, Build:20.24.10.03 BDP Engineering, Inc.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR.-3
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 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 :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.830 ft, (ROOF & CEILING)
Uniform Load : D = 0.0140 ksf, Tributary Width = 8.0 ft, (WALL ABOVE)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.833: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 2.750ft
53.54 psi=
=
1,350.00psi
4x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
162.00 psi==
Section used for this span 4x4
Maximum Shear Stress Ratio 0.330 : 1
5.219 ft=
=
1,124.50psi
Maximum Deflection
1197
<360
289
Ratio =0 <240
Max Downward Transient Deflection 0.055 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.228 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 5.50 ft 1 0.833 0.330 0.90 1.500 1.001.00 1.00 0.67 1,124.5 1,350.0 0.44 162.01.00 53.51.00
1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.791 0.314 1.25 1.500 1.001.00 1.00 0.88 1,483.9 1,875.0 0.58 225.01.00 70.71.00
1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.743 0.295 1.25 1.500 1.001.00 1.00 0.83 1,394.0 1,875.0 0.54 225.01.00 66.41.00
1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 5.50 ft 1 0.281 0.112 1.60 1.500 1.001.00 1.00 0.40 674.7 2,400.0 0.26 288.01.00 32.11.00
.
Wood Beam
LIC# : KW-06019053, Build:20.24.10.03 BDP Engineering, Inc.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:HDR.-3
Project File: 2024-106 calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2277 2.770 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.643 0.643
Max Upward from Load Combinations 0.643 0.643
Max Upward from Load Cases 0.487 0.487
D Only 0.487 0.487
+D+Lr 0.643 0.643
+D+0.750Lr 0.604 0.604
+0.60D 0.292 0.292
Lr Only 0.156 0.156
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
CITY OF SAT ANA
Planning and Building Agency
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
DETACHED
GRADING PI
WAIVER REG
Approved
R PERMIT ISSUANCE
QR�MIT
Master ID:
Date:
PCC-20
THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROPERTY OWNER(S)
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered
professional engineer shall be required to be submitted before or concurrently with the
architectural plans submittal to the Building Safety Division.
Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a
total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if
all of the following conditions are met. The property owner(s) shall take full responsibility for the
site drainage by signing this waiver request agreement below. In order to qualify for the grading
permit waiver, the property owner(s) shall complete all sections, check appropriate boxes, and
sign this waiver request. A copy of this completed checklist shall be made part of the each set of
plans. If answering NO to any of the questions, a grading plan and permit shall be required.
Project Property Address: 2014 W Hemlock Wa
Yes
No
1
®
❑
The project property is NOT located on a FEMA designated flood zone (Zone A
or AE).
2
®
❑
The total amount of soil being cut or filled on this project is less than 50 cubic
yards.
3
®
❑
The site drainage shall be constructed such that surface water flows away from
buildings and adjoining property lines, in accordance with all applicable codes.
4
IN
❑
The site drainage shall be constructed such that the drainage will not adversely
affect the adjoining properties.
5.
®
❑
The project plans includes a site plan that shows site drainage patterns.
Grading Permit Waiver Request
/we are requesting a waiver from the standard requirements for a precise grading plan and permit
for our ADU project to be constructed at the project address indicated above. In doing so, I/we
accept that the design of the site drainage patterns must adhere to the minimum requirements
set forth in the current building codes and the County of Orange Drainage Design Manual. By
signing this waiver request: (1) I/we certify that I/we are the legal property owner(s); (2) I/we agree
to take full liability for the site drainage; (3) I/we agree that the checked box conditions above are
true; and (4) I/we agree to defend, indemnify, and hold harmless the City of Santa Ana, its officials,
employees, and agents against any and all claims for damages and costs arising out of the site
drainage at the project property.
Owner Name(s):
Owner Signature(s):
PATRICK TRUONG
Date: I / /cf y Phone Number: qlo
Notes: 1. The building official reserves the right to require a grading permit based on site conditions.
2. This grading permit waiver request does not apply to projects in the FEMA Flood Zones.
ISSUED: 7/1/2024 Page 1 of 1
SpHTA A�4
�\ �
N00��`S�
NalZe (First, MI, Last)
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
Project Address
X\L� \i"I Auy�00K-
City, State, Zip Code,,
Name (First, MI, Last)
Use of Building (check)
ResidentiSgi� Commercial ❑ Senior Housing ❑
Description of Proj
Number of Square Feet of
�
Residential Space
Number of Square Feet of
Commercial Space
Telephone
CITY OF-5*,f hTA ANA
Planning and Building Agency
App?%1?t?
FOR PERMIT ISSUANCE
Mast__I a.: _
Date:
Tract/Parcel Number
Telephone
Type of Project (check)
NeSX Addition ❑ Alteration ❑
Sq. Ft x S 11r � \
(Dev. Fee)
Sq.Ft x S
(Dev. Fee)
Total $
LA I\.
, Zko
Total S
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
T/1141- I'I , T',/'vrultV to )- s
Appl ant Name (Please Print) bate
/gZnature
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Government Code and Education Code.
AWVd4/U(�M1C'V--' DAVNOZ't�) �/g 12-��—
Santa Aha Unified School District Authorized Representative Date
DISTRIBUTION
While - Clt')-XouwY
Canon_ . - Applicant
Pink -Facilities