HomeMy WebLinkAbout1415 & 1417 W 3rd St - PlanFRONT ELEVATION (SOUTH)
LEFT ELEVATION (EAST)
REAR ELEVATION (NORTH)
RIGHT ELEVATION (WEST)
A/C
EXTERIOR ELEVATIONS KEYNOTES
BEDROOM 1 BEDROOM 2BA
T
H
2
KITCHEN DINING
LIVING ROOM798 SQ. FT.
PORCH
105 SQ. FT.
BA
T
H
1
W.I.C.
WINDOW SCHEDULE ADU
DOOR SCHEDULE ADU
GENERAL FLOOR PLAN NOTES:
100
101
102
103
105
106
107
104
108
109
110
111
112
113
MECHANICAL/PLUMBING LEGEND
SECTION
ELEVATION
WINDOW TRIM DETAIL
106a
ENVELOPE & FENESTRATION NOTES:
SHEET
DRAWN BY:
SCALE:
DATE:
JOB #:
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ATTIC
BEDROOM 2 LIVING ROOM
KITCHEN DINING LIVING ROOM
ATTIC
CROSS SECTIONS KEYNOTES
ATTIC-MOUNTED WARM AIR FURNACE TYP. DTL.
NOTES :
WARM AIR FURNACE
ATTIC VENTILATION
ATTIC AREA= 903 SQ. FT.
TOTAL ATTIC VENTILATION PROVIDED= 1,029 SQ. IN.
SHEET
DRAWN BY:
SCALE:
DATE:
JOB #:
SH
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REVISIONS DATE
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MBGA DRAFTING INC.
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1 12/30/2025
BUILDING ANALYSIS:
VICINITY MAP
DETACHED ADU FOR:
CALL 811 BEFORE YOU EXCAVATE;
COMPLIANCE WITH EXCAVATION
SAFETY IN ACCORDANCE WITH
GOVERNMENT CODE 4216 WILL
BE FOLLOWED PRIOR EXCAVATING.
SITE ADDRESS:
LEGAL DESCRIPTION:
BUILDING SUMMARY:
PROJECT
LOCATION
EMERGENCY ESCAPE NOTES
EGRESS WINDOW WALL SEC.
SHEET INDEX
DEFERRED ITEMS:
SCOPE OF WORK:
UNDER SEPARATE PERMIT:
SHRUBS:
TREES:
5 GAL.14
1 GAL.
BOUGAINVILLEA SPP BOUGAINVILLEA
6AGAVE AMERICANA BLUE AGAVE
GROUND COVER:
LAGERSTROEMIA INDICA CRAPE MYRTLE24" BOX 3 4 8b
4
4
MODERATE
LOW 8b
8bVERY LOW
1. INSTALL D.G. 3" DEEP MIN. OR 3/4 GRAVEL AROUND PROP. ADU.
2. USE 2" OF MULCH OR DG FOR PLANTER AREAS. INSTALL PERMANENT WEED BARRIER.
3. FOR WATER FEATURES, RECIRCULATION WATER SYSTEM SHALL BE USED.
4. ANY ADDITIONAL PLANTS SELECTED BY OWNER, SHALL BE OF SIMILAR WATER NEEDS
(water factor use from WUCOLS) AND PLANTED IN THEIR CORRESPONDING HYDROZONE.
5. ROOT BARRIERS TO BE INSTALLED AT ALL TREES WITHIN 5 FEET OF HARDSCAPE.
BIO-BARRIER OR EQUAL.
(SEE SITE PLAN) INSTALL PERMANENT WEED BARRIER PER CITY MUNICIPAL CODE.
PROPOSED
BRISTOL-SANTA ANA
STOP ID: 6072
(0.2 MILES)
TYP. LOT SECTION @ 5'-0" SETBACK
PARK & REC DEVELOPMENT FEE CALCULATION
(E) PORCH
277 SQ. FT.
26
4
S
Q
.
F
T
.
TO BE DEMO.
125 SQ. FT.
FRONT PR0PERTY LINE= 50.00'
REAR PR0PERTY LINE= 50.00'
SI
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0
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0
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(E) DUPLEX
1,574 SQ. FT.
(E) PORCH
277 SQ. FT.
FRONT PR0PERTY LINE= 50.00'
REAR PR0PERTY LINE= 50.00'
SI
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PROP. PORCH
105 SQ. FT.
PROP. ADU
798 SQ. FT.
1415 W. 3rd ST.
(E) PATIO
"THERE ARE NO EASMENTS ON THE PROPERTY"
1415 W. 3rd ST.
(E) DUPLEX
1,574 SQ. FT.
UNIT #2
TO
B
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(E
)
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SHEET
DRAWN BY:
SCALE:
DATE:
JOB #:
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C-1
REVISIONS DATE
AD
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MBGA DRAFTING INC.
NO
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1 12/30/2025
FOUNDATION NOTES
I . ALL CONTINUOUS EXTERIOR AND INTERIOR BEARING WALLS FOOTING5
(SHEAR * NON -SHEAR) SHALL HAVE 5/8" DIAMETERX 1211 A.5.5.WITH
3" X 3" X 0.229" WASHERS, MIN. 7" EMBEDMENT ONTO CONCRETE, AT
72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT
5HOULD BE LOCATED MAX. 1211 AWAY FROM THE END OF THE SILL
PLATE5. MIN. (2) A.B.'S. PER SILL PLATE PER SHEAR PANEL.
2. ALL INTERIOR NON -BEARING WALLS SHALL HAVE HILTI X-U WITH MIN.
PENETRATION OF 1 1/4" INTO SLAB, AT 24" O.C. UNLE55 NOTED
OTHERWISE TO BE INSTALLED IN ACCORDANCE WITH ICC NUMBER
E5R-22G9, ACTUAL 5LA5 THICKNE55 5HALL BE MINIMUM 3-1/2"
3. ALL HOLDOWN5 AND P05T ANCHORS SHALL BE INSTALLED ACCORDING
TO 51MP50N STRONG TIE 5PECIFICATION5 AND REQUIREMENTS OF ICC
ESP # 2330 AND 5HALL Bf TIED IN PLACE PRIORTO FOUNDATION
I N5PECTION.
4. MIN. CONCRETE WIDTH SHALL BE 8" FOR RECEIVING MPA5. AND
5THD 145. VERIFY LOCATIONS OF HOLDOWN5 AND ANCHOR BOLTS
WITH ROUGH FRAMING TO ASSURE PROPER AND ACCURATE
I N5TALLATION.
5. PROVIDE #3X24" DOWEL AT 24" O.C. AND 1211 FROM THE CORNER AT ALL
CONCRETE 5TOOP AND PORCHES.
G. WAITING PERIOD FOR CONCRETE 5LAB-ON-GRADE PRIOR TO START OF
CONSTRUCTION 15 AS FOLLOWS:
a. WALK ON SLAB 24 HOURS AFTER CONCRETE HAS BEEN POURED.
b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POUR.
c. BEGIN ROOF/FLOOR FRAMING 7-1 O DAYS AFTER CONCRETE POUR.
d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR.
7. CONCRETE STRENGTH SHALL BE MINIMUM 250Q P51.
8. FOUNDATION DRAWING 5HALL REFLECT THE STRUCTURAL REQUIREMENT
ONLY. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS NOT SHOWN.
ACCURACY OF THE DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL
BE REVIEWED BY THE ARCHITECT AND THE CONTRACTOR PKIORTO
CONSTRUCTION.
9. VERIFY ALL DIMEN510N5 5HOWN WITH ARCHITECTURAL PLAN5. NOTIFY
ARCHITECT OF ANY INCONSISTENCY.
10. THE ALLOWABLE 501L BEARING PRE55URE 15 2000 PSF. AS PER SOIL REPORT.
PREPARED BY GEOBODEN INC. PROJECT No. 3RD STREET- I -O 1 DATED
1 2-1 9-2025.
1 1. DEEPEN FOOTING @ HARDY FRAME A5 REQUIRED TO ACHIEVE THE A.B.
DEPTH +3" COVER.
12. FOUNDATION PLAN AND DETAILS 5HALL BE REVIEWED BY GEOLOGI5T/501L5
ENGINEERS FOR COMPLIANCE WITH HI5/HER RECOMMENDATIONS.
13. VERIFY MINIMUM FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND
ADDITIONAL EXPANSIVE 501L REQUIREMENTS WITH VALID SOILS REPORT
AND IF ANY MORE RESTRICTIVE THE 5HALL SUPERSEDE THE ABOVE
MINIMUMS.
PAD SCHEDULE
20'-0" 5Q. X 18" DEEP PAD W(4)- # 4 E.W. @ BOTTOM
P
P2 2'-0" 5Q. X 18" DEEP PAD W(5)- # 4 E.W. @ BOTTOM
SYMBOLS LEGEND
- REBAR
OP PAD NUM5ER
X❑ ANCHOR 5OLT5 NUM6ER
Q NEW IXTERIOR FOUNDATION
4 NEW INTERIOR FOUNDATION
ANCHOR BOLT SCHEDULE
❑2
MIN. (2)-5/8" DIAMETER X 12" ANCHOR 5OLT5
❑3
MIN. (3)-5/8" DIAMETER X 1211 ANCHOR 5OLT5
48
5/8" DIAMETER X 12" ANCHOR 13OLT5 @ 46" O.C.
32
5/8" DIAMETER X 12" ANCHOR 60LT5 @ 32" O.C.
6 1
5/8" DIAMETERX 12" ANCHOR 50LT5 @ I G" O.C.
7
5/8" DIAMETER X 12" ANCHOR BOLTS @ 8" O.C.
I G 1*
3/4" DIAMETER X 12" ANCHOR 60LT5 @ I G" O.C.
FTI
3/4" DIAMETER X 12" ANCHOR 60LT5 @ 8" O.C.
TO REPLACE
M1551NG OR MI5LOCATED ANCHOR 5OLT5, U5E DETAIL ( 5/5N2).
re.
List of work requiring special inspection:
CONTINUOUS
PERIODIC
INSPECTION
INSPECTION
501L5 COMPLIANCE PRIOR TO
❑
X
FOUNDATION INSPECTION
❑STRUCTURAL CONCRETE OVER
X
2500 p51
X❑ 5TRUCTURAL SHEAR PANELS
X
(TYPE 3, 4, 5, � G)
1-1 FIELD WELDING
x
1-1 EXPANSION/ EPDXY ANCHOR5
x
WATER/ WEATHER PROOFING
WE " FARAH ENGINEERING " ARE NOT IN ANY WAY OR CONDITION LIABLE FOR
ANY WEATHER/WATER PROOFING DETAIL5,MATEKIAL5 OR METHODS
THIS SHALL BE OBTAINED BY OTHER'S EG. AKCHITECT5,CONTRACTOK5 OR BUILDERS.
A
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BATH 1 BEDROOM 1
ono CLG. 9'-0" CLG.
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TYP. ((�� NON
BR'GTVALL5
KITCHEN
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3 3
L= 3'-0" 10- L= G'-3"
5D1
L= 2'-9" 5?
3L4jXHDR._
DINING
9'-0" CLG.
�4X8H
BATH 2
5-0" CLG.
TYP.
L= 51�0'1
am
\3/
TYP. @ NON
BR'G WALL5
IS
4X8HDR.
BEDROOM 2
9'-0" CLG.
LIVIII ROOM
\\\ 9D" CLG.
-1`5ET SHEAR TRU55 W1 E.
HEAR= 1500 LB.
(PORCH
-8'-2" CLG. - -
ROOF FRAMING PLAN
1 /4"=-0"
FOUNDATION PLAN
1/4"- P-0"
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CITY OF SANTA ANA
aWimlq genco
SHEAR WALL SCHEDULE
SILL P
ATE
SILL PLATE
5.W. TYPE
WALL 5HEATHING
NAIL]
G
ANCHOR BOLTS
ON WOO
FLOOR
ON FOUNDATION
1 5/32" APA RATED PLYWOOD WITH 8d COMMON NAILS AT
I Gd 51
KEK
5/8" O X 12
2
G" O.C. EDGES AND 12"O'.C. FIELD................(230 PLF)
@ 4"
D.C.
@ 48" 0.
AFA ES FOODWITH 8d COMMON NAILS
4"O CIEGADI OFELD. 350PLF
31
@C
RFORoP
1 5/32" STRUCTURAL I PLYWOOD WITH 8d COMMON NAILS AT
3/8" DIP
M x 8"
5/8" 0 X 1211
OATS)
3"O.C. EDGES AND 12"O.C. FIELD ( I )...............(550 PLF)
LAG O C (U
N 111 2
(@ SILL
1 5/32" STRUCTURAL I PLYWOOD WITH I Od COMMON NAILS
5/8" O X 1211
ALAG
AT 3"O.C. AT EDGES AND 2"O.C.FIELD (I)..........(665 PLF)
50L
5 @ 8"
@ 8" O.C.
O.C. (U
N.O.)
(3X SILL PLATE)
1 5/32" STRUCTURAL I PLYWOOD WITH I Od COMMON NAILS
' DI
M x 8"
5/8" O X 1211
AT 2'O.C. AT EDGES 2 O.C. FIELD (I )........ .... (870 PLF)]
LAG
O.C.
N.
I)
PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAIL GGERED FOR
SHEAR PANEL TYPES 4, 5 AND G. a
•
( I)
PROVIDE 3 X MUD SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANELS TYPE N66��•
(I)
NAILS SHALL BE PLACED NOT LESS THAN 2' EDGE DISTANCE FROM THE PANEL EE D AND
2" FROM THE
EDGE OF THE CONNECTING MEMBERS.
(I)
ALL STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL EDGES
RUN PLYWOOD OVER P05T AND/OR APPLY PLYWOOD BEFORE BOX -OUT
PROVIDE z" EDGE DISTANCE FROM THE PANEL EDGES AND 8" FROM THE EDGE Of THE CONNECTING MEMBERS
- ALL WOOD STRUCTURAL PANEL JOINT AND 51LL PLATE NAILING 5HALL BE 5TAGEPRED AT ALL PANEL EDGES.
2 42 z
;R,
�' m
\•
OTHER FOUNDATION NOTE
Scarify (cut and remove) top 12" or recompact 4'
overexcavation prior to trenching for the utility and/or
foundation. 90% compaction report is required at the time
of foundation inspection. Damp proofing, base course and
pre -saturation are required.
FRAMING LEGEND
aI D MANUFACTURED POOP TRUSSES @ 24" O.C.
DESIGN LOADS
I - ROOF DEAD LOAD = 2 1.0 PSF.
" MAX. SHINGLES WEIGHT IS G_0 PSF. "
2- ROOF LIVE LOAD = 20.0 PSF.
3- WIND : EXPOSURE " C "
4- WIND SPEED : 110 MPH.
5- 51TE CLA55 " D - DEFAULT"
G- 55 = 1.490 5m5 = 1.750
5 1 = 0.550 5m 1 = 1.220
5D5 = 1.170
SD 1 = 0.820
FRAMING NOTES
A. BALLOON FRAMED WALLS USE 2X4 STUDS @ I G" O/C TO 1 0-O" IN HEIGHT
OVER 1 0'-0" USE (2) 2X4 STUDS AT I G" O/C TO 1 7-G" IN HGT. FOR WALLS
OVER 17'-0" IN HEIGHT USE (2) 2X4 STUDS AT 1211 O/C (U.O.N.)
B. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL
WITH FRAMING, USE SOLID BLOCKING UNDER INTERIOR WALLS
PERPENDICULAR WITH FRAMING.
C. SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(I 2) 1 Gd AT
4'-0" SPLICE (U.O.N.)
D. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 112"
DIAMETER MACHINE BOLTS AT 1811 O/C STAGGERED (U.O.N.)
E. ALL HEADERS TO BE 4XG (U.O.N.)
F. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE "X"
GYPSUM BOARD. (U.O.N.)
G. PROVIDE 4X POSTS AT ALL HOLD DOWNS (U.O.N.)
H. ALL FRAMING HARDWARE TO BE 115IMP50N STRONG -TIE CO" OR
APPROVED EQUIVALENT.
I. PROVIDE 4X4 POSTS AT EACH END OF 4X 10 OR LARGER MEMBERS
USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.)
PROVIDE MULTIPLE STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS.
(U.0.N.)
J. PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS.
K. INDICATES SHEAR WALL (SEE SHEAR SCHEDULE).
L. /0 INDICATES BEAM OR HEADER AND SPAN PER CALCULATIONS.
M. INDICATES INTERIOR NON -BEARING WALL.
N. INDICATES INTERIOR BEARING WALL.
0. XX'-XX" TOP PLATE HEIGHT
P. ; ; ; ; ; ; ; ; INDICATES EXISTING WALL TO BE DEMOLISHED.
Q. 0 INDICATES WALL TO REMAIN
R. 0 INDICATES NEW WALL.
FRAMING SCHEDULE
❑INDICATES NOTES APPLICABLE TO THIS PLAN ONLY
NOTES APPLY ONLY WHEN REFERENCED BY PLAN.
I . BALLOON FRAMED WALL.
2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS.
3. 2XG STUDS @ I G" O.C.
4. 2X8 5TUD5 @ I G" O.C.
5. 2X4 DIAGONAL SWAY BRACE -CUT INTO TOP PLATES (10'-0" MIN.LENGTH).
G. POINT LOAD FROM ABOVE FLOOR.
7. BEAM TO BE FLUSH W/J015T5. PROVIDE J015T HANGERS AT BEAM.
8. BELOW JOIST W/JOISTS OVERLAPPING AND CONTINUOUS 2X4 BLOCKING
@ J015T OVERLAP.
9. 30" SQUARE ATTIC ACCESS.
10. LINE OF FAU IN ATTIC. SEE MECH/ELEC. PLANS. FRAME AS REQUIRED
TO ACCOMMODATE LOAD.
1 1. LINE OF CEILING BREAK. SEE PLAN FOR HEIGHTS.
12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO.
13. LINE OF 2X BLOCKING WITH EDGE NAILING AND WITH CS I G STRAP TO
CONNECT ALL BAYS.
14. LINE OF FULL HEIGHT BLOCKING.
15. HOLDOWN STRAP FROM FLOOR ABOVE.
I G. CONT. PLYWOOD SHEAT'G UNDER CALIFOKNIA FRAMING.
17. LINE OF FLOOR ABOVE.
18. HANGER PER TRUSS MANUFACTURE.
19. 2XG FULL HEIGHT STUDS D.F.# I @ 12'O.C.
OR 2-2XG FULL HEIGHT STUDS D.F.#2 @ I G" O.C.
TRUSS NOTES
ALL TRUSSES DESIGNED BY TRUSS MFK. SHALL BE DESIGNED TO SUSTAIN ANY
VERTICAL, LATERAL OR ANY OTHER PERTINENT LOAD SUCH AS BRACING OF
TOP CHORDS AND BOTTOM CHORDS IN ADDITION TO ANY CONNECTION
RELATED TRUSSES.
- ALL TRUSSES TOP AND BOTTOM CHORDS SHALL BE D.F. #2 OR BETTER.
- ALL THE TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS MFK.
-TRUSSES ARE A DEFERRED SUBMITTAL ITEM. TRUSS
PLANS AND CALCULATIONS SHALL BE SUBMITTED TO THE
ENGINEER OF RECORD FOR REVIEW BEFORE SUBMITTING
TO THE BUILDING DEPARMENT. THE TRUSS DESIGN SHALL
APPROVED BY THE BUILDING DEPARTMENT BEFORE THE
TRUSSES ARE INSTALLED.
-PER CBC 2022 SECTION 1 G07, THE TRUSS COMPANY
SHALL APPLY AN ADDITIONAL LOAD OF 10 PSF DEAD LOAD
AND 20 PSF LIVE LOAD AT THE BOTTOM CHORD OF THE
TRUSSES LOCATED AT UNINHABITABLE ATTIC WITH LIMITED
STORAGE AREA.
-THE LIVE LOAD NEED ONLY TO BE APPLIED TO THOSE
PORTIONS OF THE BOTTOM CHORD WHERE THERE ARE
TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB
CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE
42 INCHES BY 2 FEET OR GRATER ,LOCATED WITHIN THE
PLANE OF THE TRUSS.
-TRUSSES CALCULATIONS AND LAYOUT PLAN WILL BE
REVIEWED AND ACCEPTED BY ARCHITECT OR ENGINEER OF
RECORD AND SUBMITTED TO THE BUILDING DEPARTMENT
PRIOR TO INSTALLATION.
IV
A
U
P.C.CORRECTION
12 22 2025
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No. C-051477 z
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i0� CAL�FO
JOB#
25-070
SCALED
DESIGN BY-
C.P.
DRAWN BY-
C.P.
S-1
VCE
TRUSS W/ ROOF E.N. ENTIRE
1 5/32'' 0.5.3. PLYWOOD NAILED
NUMBER OF NAILS
LENGTH, TRUSS MANUF. TO
DESIGN TRUSS TO RESIST
2"XI O" CALIF. PAD W/ 3-16d'S SINKERS
W1 5d'5 @ G" O.C. @ FIELD
� 12" O.C. @EDGES
SPECIFIED BETWEEN
16d SINKER NAILS @
@ EA. TOP C10PD.
SPLICING POINTS ON
I G" O.C. U.N.O. ON
SHEAR LOAD INDICATED
THE PLANS AND PER
PLANS AND PER TABLE
ON PLANS (MIN. 1 500 LBS).
2"X CALIF. RAFTERS
TABLE BELOW
BELOW
BLK'G W/ A35 PER
B. N
@ 24"O.C.
PLAN 51MF5ON
2X STUDS @ I G" O.C.
STG224
B.N.
B.N. B.N.
2X P.T.D.F. PLATE WITH
7/32" DIA. X 3 112" SHOT
PINS @ 32" O.C. WITH
LOCATE STUD 11
14 GAGE WASHERS AND
UNDER SPLICE
CONCRETE SLAB FIRST 2 PINS PLACED G"
1/2" CDX. PLYWOOD
AND 10" FROM PLATE
UNDER CALIFORNIA
ENDS.
SIMPSON STRAP PER
EQUAL EQUAL
PLANS AND THE TABLE
STEEL STRAP SPLICE
BELOW
TOP CHORD
2X BLK'G L=2'-G""
OF TRUSS
TYPICAL STUDS
• ' " ` "` • • '
W/ (2)-ROW5 OF I Gd
I I I I I I I I I@
I G" O.C.
.. ,:
TOP PLATES
(OK BEAM)
_
NAILS @ G" O.C.
(STAGG.)
2"1 CALIF. RIDGE
I I
NOTE:
-FULLY NAIL STRAP
/1 Gd 51NKEK O
4X BLK'G
LOCATE STUD
OdCOMMON NAIPLS
2X BLK'G
2"1 CALIF. RAFTERS @ 24"0 C
UNDER SPLICE
PER SOILS ENGINEER
DTL
STRAP
BLK'G LENGTH
A
5TG23G
3'-0"
B
M5T48
4'-0"
C
MSTGO
5'-0"
D
M5TA3G
2'-G" (IF REQ'D)
-NAILS SHALL BE
2"X 10" CALIF. PAD W/ 3-1 Gd'5 SINKERS AT LEAST 2" APART
@ EA. TOP CI10RD.
SECTION SECTION NOTE: BLK'G OMITTED AT MULTIPLE PLAN VIEW
TRUSSES
A
B
C
D
E
F
G
H
# OF I Gd SINKER
8
12
18
24
30
3G
42
52
MIN. PLATE LAP
4 FT.
4 FT.
4 FT.
G FT.
8 FT.
8 FT.
8 FT.
8 FT.
ALT STRAP W/
I Gd SINKER
5T22
M5TA3G
5TG224
5TG23G
M5T37
M5T48
MSTGO
M5T72
HILTI-X-U ICC ESR 22G9
CITY OF SANTA ANA
ai 1 -1 i.q -
,verrcv i
OSEE
PLANS
OMIN.
10"
30" (1) * (2)-5TORY (MIN)
OEXTERIOR:
C
INTERIOR: 30" (1) * (2)-5TORY (MIN)
O7"
(1) * (2)-5TORY
O
5" ACTUAL CONCRETE SLAB W/#4@ 1 611
C. EA.WAY @SLAB MIDHEIGHT.
211 CLEAN SAND OVER
Of
1 0 MIL. POLYETHLENE VAPOR BARRIER
`D1
BASE OF 1 /211 OR LARGER CLEAN AGGR
GATE
@
(2)—#5 BAR AT TOP AND (2)—#5 BAR AT
OTTOM.
O5"
ACTUAL CONCRETE SLAB W/#4@ 1 611
O.C. EA.WAY @ SLAB MIDHEIGHT.
O8"
(1) * (2)-5TORY
#4 DOWELS @ 2411 O.0 FOR DOUBLE POUR CONDITION
OW
/ 24" EMBEDMENT INTO EACH END
NOTE:REQ. ONLY IF EXPANSION INDEX >20
e
p
U
MEMO=
NCE
L� P.C.CORKffCTION
I
1 2 / 22 / 2025
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DROO5
TRU55 TO WALL DNmG
17
RFC320
BUILT-UP
Roof
13
DR049
TYPICAL 5PLICE AT TOP
PLATE
9
FO 010
NON-BEAKI NG I NT. WALL
- TYP.
5
1
W
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W
co
LL O
PLYWOOD
2X BLOCKING W/ A35 @
Z
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N
O>
Ln
2X BLK'G
SHT'G
51MF5ON A35 @ 48" O.C.
48" O.C.( U.N.O. ON
PLANS AND TABLE BELOW
CV
ROOF SHT'G W/ E.N.
(1/411± GAP ALLOWED)
TRUSS TAIL W/
B STARTER BOARD
TRU55 TAIL W/ PLYWOOD
POST, PER PLAN
Z
W
Q
I Z
SIMPSON
BLK'G W/ A35 PER 5TG224
(WHERE OCCURS)
5TAR ER B ARD SHT'G
(WHERE OCCURS)
COLD JOINT
2X OK 3X P.T.D.F. SILL PLATE WITH
W
a/ -
L1%
`/
Q
cn
s
PLAN
TRUSS
TRUSS
5/8" DIAMETER A.B.'s @ 72" O.C.
rr �
+
E7
.N.
SIMP. HI
E.N.
E.N. E.N.
J
U.N.O ON PLANS. W / 7"
i
O
O
Ln
n
@ 48" O.C.
SIMP. H @
48" O.C.`
STRAP PER PLAN
COMPACTED
BED
EMBEDMENT INTO FIRST POUR
^/
LL
.
FILL AS REQ'D
O
Q
TOP PLATES
OR BEAM
H2.5 @ 48" O.C.
ER
(WHEN OVERHANG
E.N.
TOP PLATES
H25 @ 48" O.C.
# 5HIFAK
PER PLAN
r`
v
W
~ W
.
EXCEEDS
OR BEAM
(WHEN OVERHANG
EXCEEDS 18")QR1
° o
ESS/QN
WEEP SCREED
LL
ALT.
SEE D
PLAN # STUD WALL #
°
° ° a a)LA
PER MFR15 SPECS. °� 4� 4
a
ti' �n 7 G
�
2X BLK'G L=2'-G"" W/
ALT.
a Al a �,
C7 c // 2142 � Z
u, T
� � GRADE OR
(2)-ROW5 OF I Gd
TOP PLATES NAILS @ G" O.C.
(OK BEAM) (STAGG.)
4X BLK'G
E.N.
SHAPED 2X
BLK'G W/ I Gd
NAILS @ 8" O.C.11
DTL
6d'S
A35'S
H I'S
E.N.
W/ A E N X f5LKlG @
8" O.C."
� FOOTING PER TYPICAL ►x' m `--
° ° MAN" DETAIL ON PLANS �` ��� �
F Qy
`r�q OjZrCHN�G F
- OF Cal1�C
fr - 2500 PSI (U.N.O.) A.�'
a ,,
, °
• .
,:
I
ENGINEERED
FILL
C
D Q
f�
F , 1
DTL
I Gd'S
A3515
H 115
A
G" O.C.
24" O.C.
24" O.C.
A
G" O.C.
24" O.C.
24" O.C.
120
B
4' O.C.
2" O.C.
I4IF
N/A
C
215 150 O.C.
CC
N/A
C
2.5 O.C.
8" O.C.
N/A
_PY BI K'r I r -le I I Ij I/ eL I I °�, a v (D) I I I �r :; (Y "
DTL STRAP BLK'G LENGTH
A STG23G 3'-0"
B M5T48 4'-0"
C MSTGO 5' 0"
D M5TA36 2'-G" (IF KEQ'D)
O.C.
(WHE OV�RHANG
EXCEEDS 18)
NOTES:
I . ONLY ONE CONDITION REQ'D PER WALL.
2. PROVIDE SIMP. H25 WHERE RAFT. SI
NEXT TO WALL OR WHERE HI CANNOT
BE INSTALLED.
PROVIDE 2X BLK'G. LAID FLAT WHERE
E.N.
#D
(WHEN V� O.C.
OVERHANG
EXCEEDS 18")
NOTES:
I . ONLY ONE CONDITION REQ'D PER WALL
2 NEXT ID WALF. H .5 WHERE RANTNOT
BE INSTALLED
SIMPSON
110LDOWN
ST1D14
POST
(MIN.)
4X4
NAILS
(38) 16d SINKER
110LDOWN CAPACITY
EDGE: 5785 LBS
CORNER: 41 G0 LBS
le
4
MIN DIST.
TO CO RNER
2"
SEE DETAIL I /FD— I
FOR INFORMATION
* DIMENSION
`n
B
VENEER LEDGER AT
, SEE ARCH
�
0
w
=
11
�
�n
V
=
V J
�j
V
NOTE:
SECTION SECTION NO E: bLK;G VMI I I EU HI IVIULI IrLE EAVE VENTS OCCUR. ��--U w ° v`-11 ` — . `� ......" — I - w
RAFTERS EAVE VENTS OCCUR. �- SIMP HI @ EACH SIDE
ALT.
Df\AG DETAIL 18 RFT052 TRU55 TO DROP BEAM AT EAVE 14 KFT001 TRU55 TO WALL AT EAVE 10 F0012 HOLDOWN 5TI\AP I N5TALLATION 6 F0002 EXTERIOR BEARING FOOTING 2 o w uj Q
0 o It TRUSS MANUF TO "MIN. EXT. FT'G.
2X BLK'G PLYWOOD 51MF5ON A35 @ 48" O.C.
SHT'G (1/411+ GAP ALLOWED)
TRUSS TAIL W/
STARTER BOARD
(WHERE OCCURS)
TRUSS
E.N. E.N.
SIMP. HI
@ 48" O.C.
TOP PLATES H25 @ 48" O.C.
OK BEAM (WHEN OVERHANG
EXCEEDS 1811)
ALT. BLK'G
TABLE
DTL
I Gd'S
A3515
H 115
SHAPED 2X
A
G" O.C.
24" O.C.
24" O.C.
BLK'G W/ I Gd
B
4" O.C.
2" O.C.
N/A
E.N.
NAILS @ 8" O.C.
C
2.5" O.C.
(5" O.C.
N/A
NOTES:
i
ACCOUNT FOR ANCHOR de WIDEN FT'G AS REQ'D 2X OK 3X P.T.D.F. SILL PLATE WITH ' ' ' ^
NOTCCED TOP o BOLT AT INT. FT'G TO 0 � u, Z
D.F. #2 FLAT LOOKOUTS: 5/8" DIAMETER A.B.'s @ 72" O.C.
2X4 @ 24" O.C. OR 2XG @ CHORD IN DESIGN o ° RECEIVE HOLDOWN COLD JOINT U.N.O ON PLANS. W / 7"
2 X BLK'G W/ E.N. o L.I. O Q
32" O.C., TAKE BACKTO °
2ND TRUSS (MAX. 18° ROOF SHT'G EMBEDMENT INTO FIRST POUR ! )
° ° COMPACTED V
HDR TOTAL OVERHANG). (4) I Gd o0 a FILL AS REQ'D
0 00 4,Q • SLAB SHEAR
/7o _ � < PER PLAN
—
o 0 5 E 1/2" FIBERBOARD EXPANSION
MIN. d ANCHOR TYPE E JOINT MATERIAL
° d. °d sEE H
PLAN VIEW
"SSTB" ARCH SLOPE "
CONT. SIMP. STRAP TRUSS MANUF. TO °
PER TABLE BELOW DESIGN GABLE END a F.G.
W/ 8d NAILS. TRUSS TO RESIST EA. END OF LOKOUT r $ a GII Q
MATCH SHK. WALL SHEAR LOAD v
NAIL SPACING INDICATED ON PLANS .5 1211 MIN. F cu.lv.oj
(MIN. 1 500 LBS.) S„
DBL. SILL FOOTING C
(STRAP @ LOWER 51MP50N LTP4 M/N ICC ESP, (TABLE-2G I I 3) .4 ..°.°
A35 2 X BRAC'G PER PLAN
PIECE) @ 48" OC' MFR. SPECIFICATION. ICC ESP,-2330
TO TOP # c� U u.1v.o. d
PLATES -PROVIDE MIN. #4 BAR, G'-0" LONG, 3" TO 5" FROM THE TOP OF
SEE PLAN THE FOUNDATION. CENTERED AT "HD" OMIT IF BARS EXISTS AT THIS LOCATION v
LLJ
- DEEPEN FOOTING AS REQUIRED TO ACHIEVE le + d + 3" COVER 121,
- REFER TO MFR. SPECS. FOR INSTALLATION TO WOOD MEMBER B Q
ALT. A35 �— LOCATION -SEE PLANS FOR HOEDOWN TYPE ^
H25 @ 48" O.C. 2. PROVIDE SIMP. H2.5 WHERE RAFT. SI
I� VIVLI VIVL I.VIV VI IVIV\L lX V LI\ VV!',LL.
(WHEN OVERHANG NEXT TO WALL OR WHERE HI CANNOT
EXCEEDS 1 (5") BE INSTALLED.
ALT. 3. PROVIDE 2X BLK'G. LAID FLAT WHERE
— EAVE VENTS OCCUR.
DTL BLK'G STRAP SHEAR MATERIAL
A 2 X (1) CS 1 G TO MATCH SHEAR
B 4 X (2) CS I G WALL TYPE.
C 4X (I)CM5T14
DTL
A
A35F/LTP4 SPACING
32" O C
F. N ALT. ALT.
—
E.N. E.N.
B
I G" O.C.
C
1 2" O.C.
D
8" O.C.
51M75ON
HOLDOWN
POST
(MIN.)
ANCHOR
DIA. AND TYPE
de
le
MIN DIST.
TO CORNER
100%
CAPACITY
75%
CAPACITY
HDU2
4X4
5/8" DIA.
SSTB 1 G
1 3/4"
78"
5"
3075 LB
230G LB
HDU4
4X4
5/8" DIA.
SSTB 1 G
1 3/4"
78`
5"
45G5 LB
3423 LB
HDU5
4X4
5/8" DIA.
55TB24
1 3/4"
20"
5"
5G45 LB
4233 LB
HDU8
4X4
7/8" DIA.
55T828
1 3/4"
20"
5"
G970 LB
5227 LB
HDU8
GXG
7/8" DIA.
5T828
1 3/4"
28"
1 5"
7870 LB
5902 LB
H
SEE DETAI L I /FD— I
FOR INFORMATION
* DIMEN51ON
Q�OFES$�,�
ia D
RFTO52
TRIJ55 TO
DROP BEAM
AT EAVE
19
DR008
5H EAR
WALL OPENING
15
RFTO80
TRU55
TO
WALL GABLE
END
11
FO I 5
0
TYP. HOLDOWN I N5TALLATION
7
FOOOG
H OU5E TO
PORCH
C-051477
� �fo. z
m
TRUSS MANUF. TO
DESIGN TRUSS TO
CONT. SHT'G UNDER
(2) 5/8" DIAM. X
2X STUD
RESIST SHEAR
E.N.
CALIF. FRAMING
10" LONG A.e.'S
5���
LOAD INDICATED
PER SILL
O 2X
OF CA�-�
D.F. #2 FLAT LOOKOUTS:
2X4 @ 24" O.C. OR 2XG @
ROOF SHT'G
ON PLANS. (MIN.
500 LBS.). USE
SHAPED 2X BLK'G
P.T. D.F. SILL
32" O.C., TAKE BACK TO
"FILL" TRUSS AT
SIMP. A35 @ 48" O.C.
O
O
2ND TRUSS (MAX. 1 8"
FIRE WALL SEE TABLE BELOW FOR
TOTAL OVERHANG).
CONDITION.
ADDITIONAL A35 KEQ.
O
JOB#
E.N.
BM. PER PLAN
E.N. PER PLAN
POST
TRUSS
PER PLAN
25-070
I Gd'S AT 4"O.C.
-- —4—
O
AFTER ROOF IS LOADED
E.N.
TOP PLATES OK BEAM
SIMP. COL. BASE
MANUF. TO
TRUSS MANUF. TO
(2)- I Gd @
O
AND
AND POST PER PLAN.
DESIGN GABLE END
ACCOUNT FOR
NOTCHED TOP
EA. END OF LOKOUT
O
STUD WALL
PAD TO BE ONE POUR
BY -
TRUSS TO RESIST
SHEAR LOAD
CHORD IN DESIGN
FIN.
M.F.
INDICATED ON PLANS
O
SEE
PLAN
Cg
°
d
SLAB
(MIN. 1 500 LBS.)
ECCLL
ALT.
8„ !'.
,q a
g°.
°' .d pv
�•
�VM BY
O
POST
PER PLAN
SHAPED 2X BLK'G
FIN.
MIN. d .
° '•:
d
J.F.
SIMP. LTP4 @ 48"
'°a
4+ °
G"TYP. A#LLL AROUND
O.C. OR SEE
E.N.
SIMP. A35 @ 48" O.C.
GRADE
$
TABLE BELOW FOR
SEE TABLE BELOW FOR
NOTE:'lu
COL. W/ 1211
KEQ A35 PER
ADDITIONAL A35 REQ
SHEAR MATERIAL MAY BE
PLANS
DTL
LTF415
I Gd'S SPACING
A
32" O.C.
8" O.C.
B
IG" O.C.
4" O.C.
C
12" O.C.
3" O.C.
D
8" O.C.
2" O.C.
° PER PLAN INSTALLED ON OPPOSITE EACH SIDE SEE ° 9,
E. SIDE OF STUD WALL. PLAN
2X BLK'G W/ E.N.
DTL
A35 OR LTP4
SPAC'G
A
24" O.C.
B
1211 O.C.
C
8" O.C.
EQ. EQ.CLR. SD-1
10 olPOSTr�
SEE PLAN ol
RFT050 TRU55 TO DROP BEAM 201CON002 BEAM TO P05T CONNECTION 161RFT005 TRU55 TO WALL 12VF0020F ISOLATED COLUMN FOOTING 4
CITY
OF SANTA ANA
a
gent\
GENERAL
10.0 FOUNDATION
8,
SPLICES HORIZONTAL NEBAN IN WALL AND OOTING5 SHALL BE STAGGERED 4'-0" MINIMUM.
1.0
WORK PERFORMED SHALL COMPLY WITH THE FOLLOWING:
2.17 PROVIDE P05T5 AT LOWER FLOOR UNDER P05T OR MULTIPLE STUDS ABOVE.
PROVIDE FULL WIDTH AND DEPTH COMPRESSION BLOCK BETWEEN FLOORS AT
j
BAR5 IN MASONRY SHALL BE LAPPED A5 FOLLOW:
1. THE5E GENERAL NEQUINEMENTS UNLE55 OTHERWI5E NOTED ON PLANS OR
SUCH LOCATIONS.
32" FOR #4 5AR5
1 0.1 FOUNDATION PLATES OR SILLS
5PECIFICATION5.
39" FOR #5 BARS
2. CALIFORNIA BUILDING CODE, 2022
2.16 FRAMING CONTRACTOR 15 TO PROVIDE ADDITIONAL STRAPS AT TOP PLATE
43" FOR #G BAR
3. ALL APPLICABLE LOCAL, STATE AND FEDERAL CODE5, ORDINAN, LAWS,
SPLICE WHERE SPECIFIED ON FRAMING PLAN AT TIME OF STUD WALL FRAMING.
1.1
FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO THE FOUNDATION OR
REGULATIONS AND PROTECTIVE COVENANTS GOVERNING THE SITE OF WORK.
4. 5TANDARD SPECIFICATIONS OF A5TM A5 NOTED HEREIN ARE REQUIRED BY
2. 1 9 ALL J015T HANGERS SHALL BE 51MP50N U HANGER, ALL BEAM HANGERS SHALL BE 51MP50N
10.
PROVIDE DOWEL5 IN FOOTING5 AND/OR GRADE BEAM5 THE SAME 512E AND NUMBER A5
VERTICAL WALL OR COLUMN REINFORCING. DOWELS SHALL HAVE A MINIMUM PROJECTION
FOUNDATION WALL WITH NOT LE55 THAN 5/8" NOMINAL DIAMETER STEEL
5OLT5 EMBEDDED AT LEAST 7" INTO THE CONCRETE OR MA50NPY AND
FOR P
U
N0-
THE BUILDING CODE OR C.B.C. 2022
HU HANGERS U.N.O. ON PLAN OR DETAIL
EQUAL TO 5TANDARD LAP SPLICE, U.N.O.
5PACED NOT MORE THAN G' APART. THERE SHALL BE A MINIMUM OF
TWO 5OLT5 PER PIECE WITH ONE BOLT LOCATED WITHIN 1211 OF EACH END
2.0
IN CA5E OF CONFLICT, THE MORE STRINGENT REQUIREMENTS 5HALL GOVERN.
2.20 DURING HANGER INSTALLATION, FILL ALL ROUND AND TRIANGLE NAIL HOLE5
1 1.
#5 OR LARGER BARS SHALL NOT BE NE -BENT WITHOUT APPROVAL OF THE ENGINEER.
OF EACH PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE�
OF 51MP50N "HU" HANGERS. ALL BEAM HANGER5 5HALL BE 51MP. HU (U.N.O.).
ALL BAR5 BENDS SHALL BE MADE COLD.
TIGHTENED ON EACH BOLT TO THE PLATE. U5E 3"X3'X 1/4" SQUARE
3.0
ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS 5HALL BE THE
WASHER. FOUNDATION PLATES AND 51LL5 5HALL BE THE KIND OF WOOD
RESPONSIBILITY OF THE CONTRACTOR AND 5U5-CONTRACTON5. NOTED DIMENSIONS
2.21 IF A DOUBLE 51LL PLATE 15 USED AT LIGHT -WEIGHT CONCRETE FLOORING,
12. ALL REINFORCING STEEL ANCHOR 5OLT5, DOWELS, * INSERTS 5HALL BE WELL 5ECURED
SPECIFIED IN SECTION 2306.
TAKE PRECEDENT OVER SCALE OF DRAWING5.
THEN THE FRAMING CONTRACTOR 5HALL APPLY SILL PLATE NAILING TO
IN P051TION PRIOR TO INSPECTION AND PLACING OF CONCRETE OR GROUTING MASONRY.
4.0
ENGINEER OR ARCHITECT OF RECORD IS TO BE NOTIFIED IMMEDIATELY BY
BOTH SILL PLATES.
13.
VERTICAL BAR5 IN WALL 5HALL BE ACCURATELY POSITIONED AT THE CENTER OF THE
1.2
ALL INTERIOR WALLS NON -SHEAR WALLTO HAVE HILTI X-U (WITH A
n
THE CONTRACTOR SHOULD ANY QUESTION ARI5E PERTAINING THE WORKING DRAWINGS
WALL, U.N.O., AND TIED INTO POSITION AT THE TOP AND BOTTOM AND AT INTERVALS NOT
MINIMUM PENETRATION OF I - I/4" INTO SLAB) AT 24" ON CENTER, UNLESS
ER, UN
r
1 Y 1 a Ste 1 I
Master
AND/OR SPECIFICATIONS.
EXCEEDING .92 BAR DIAMETERS.
NOTED OTHERWISE, TO BE INSTALLED IN ACCORDANCE WITH I # 2269.
ACTUAL SLAB THICKNESS TO BE MINIMUM 3-1/2"
5.0
DEVIATIONS FROM THESE REQUIREMENTS AND STRUCTURAL DETAILS SHALL BE
TRUSSES
Date:
Date.
70 STRUCTURAL STEEL
MADE WITHOUT THE WRITTEN APPROVAL OF FARAH ENGINEERING INC.
M
.
.
I .3
FASTENERS FOR PRESSURE -PRESERVATIVE TREATED WOOD SHALL BE OF
APPROVAL BY THE INSPECTOR DOE5 NOT CONSTITUTE AUTHORITY O DEVIATE FROM
HOT -DIPPED ZINC COATED GALVANIZED. PER CBC SECTION 2304. 10.5. 1 AND
PLANS OR SPECIFICATIONS.
3.1 WOOD TRUSS MANUFACTURER 5HALL 5UPPLY TO THE ENGINEER AND THE
I .
TRUCTURAL STEEL SHALL CONFORM TO A.5.T.M. A-3G, U.N.O.
A5TM "A- 153."
�
N
m
G.0
THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
BUILDING DEPARTMENT CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL
10.2 SHEAR WALL HOLDOWNS•
75
SUPPORTS, ETC.. 15 THE SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT
OF DESIGN LOADS. CONFIGURATION (2 OR 3 POINT BEARING), AND SHEAR
2.
5T PIPE 5HALL CONFORM TO A.5.T.M. A-53, GRADE B.
Z
-
BEEN CONSIDERED BY THE ARCHITECT OR ENGINEER. THE CONTRACTOR
TRANSFER, PRIOR TO FABRICATION. IT 5HALL BE THE RESPONSIBILITY OF THE
I5 RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION
MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATIONS
3.
STEEL ING SHALL CONFORM TO A.5.T.M. A-501 OR A-500, GRADE B.
2.1
THE CONCRETE CONTRACTOR 15 TO VERIFY LOCATION OF HOLDOWN5 AND
W
OF ALL SHEAR WALL, ROOF AND FLOOR DIAPHRAGMS, AND FINISH MATERIALS.
AND SHOP DRAWINGS PRIOR TO FABRICATION.
ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE PROPER AND ACCURATE
�-
00
THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY
4.
STEEL PLAT 5HALL CON TO A.S.T.M. A-283, GRADE A.
INSTALLATION, WITH THE FRAMING CONTRACTOR.
PRIOR TO THE APPLICATION TO THE AFOREMENTIONED MATERIALS. OBSERVATION
3.2 TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL
VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER, 5HALL NOT
BUILDING CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOADS AND
5.
MACHINE BOLT ND ANCHOR BOLTS FOR STEEL MEMBERS 5HALL INFORM TO A.5.T.M.
2.2
ALL HDU15 ARE TO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE
Z
IMPLY THE ASSUMPTION OF ANY RESPONSIBILITY IN THI5 REGARD.
MECHANICAL EQUIPMENT LOADS.
A-307, U.N.O. O NS.
5PECIFICATION5 AND REQUIREMENTS OF ICC-E5R#2330 AND LARK#25720.
v J
THE BUILDER HAS REQUESTED, CONTRACTED WITH AND IS COMPENSATING
3.3 ALL CONNECTIONS INVOLVING TRUSSES SHALL BE I.C.B.O. APPROVED AND
G.
LIGHT GA. COLD FOR STEEL MEMBERS 5HALL CONFORM A.5.T.M. A-441 .
2.3
MPA'S AND HPAHD22'S 5HALL BE INSTALLED IN FOOTINGS HAVING A
N
FARAH ENGINEERING FOR THE LIMITED SERVICES OF PROVIDING THE
OF ADEQUATE 5TRENGY TO NO515T STRESSES DUE TO THE LOADING
MINIMUM WIDTH OF AT LEAST" (U.N.O.)
LL
coMINIMUM
STRUCTURAL ENGINEERING DRAWINGS REQUIRED. WHEN COMBINED WITH THE OTHER
INVOLVED AND SHALL BE DESIGNED AND SPECIFIED BY THE TRU55 MANUFACTURER.
7.
HI -TENSILE BOLTS, WHERE ICATED ON PLANS OR DET SHALL BE OF THE FRICTION
ui
//
BUILDERS CONSULTANTS DRAWINGS. TO OBTAIN A BUILDING PERMIT FOR THIS PROJECT.
TYPE AND THERE 5HALL BEN AINT, OIL, LACQUER O ALVAN12ING BETWEEN THE
CONTACT 5URFACE5. HI-TEN5 5OLT5 5HALL CO RM TO A.5.T.M. A-325, U.N.O.
2.4
ALL HOEDOWN ACHONS MUST BE TIED IN PLACE PRIOR TO FOUNDATION
ui
�^,
L�
CO
�
LL O
THE5E DRAWINGS ARE NOT INTENDED TO, NOR DO THEY, DETAIL ALL CONDITIONS,
3.4 DEAD LOAD AND LIVE LOAD DEFLECTIONS 5HALL BE LIMITED TO L/240,
INSPECTIONS.
IDENTIFY ALL MATERIALS. OR DEFINE OR LIMITTHE SCOPE OF WORK REQUIRED TO
LIVE LOAD DEFLECTION L/3GO.
Z
\
N
COMPLETE THE PROJECT. THE BUILDER HAS REQUESTED, ACCEPTS, AND REPRESENTS
8,
WELDING OF 5TRUCTUNAL STEEL 5 LL CONFO TO A.W.S. D 1, 1 U51NG APPROVED E70XX
ELECTRODES.
2.5
PROVIDE (2) #4 REINFORCING BAR TOP # (2) #4 BOTTOM OF ALL
/
m
_
THAT HE WILL SELECT ALL MATERIALS AND MANUFACTURES, QUALIFY AND SELECT AL
3.5 CR055 BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED BY
CONTINUOU5 FOOTINGS.
v ,
5U5CONTRACTOR5 AND INSTALLERS, DIRECT ALL WAY5 AND MEANS OF CONSTRUCTION,
TRU55 MANUFACTURER A5 REQUIRED TO ADEQUATE BRACE ALLTRU55E5.
9,
ALL SHALL BE PERFORMED BY A TIFIED WELDER U51NG THE ELECTRIC
N\
AND PROVIDE ALL ADDITIONAL INFORMATION, ABOVE AND BEYOND THESE DRAWINGS,
WELDING
z'
�J
REQUIRED TO COMPLETE THE PROJECT IN CONFORMANCE WITH ALL GOVERNING AGENCIES
3.G TRU55 MANUFACTURER TO PROVIDE DETAILS WHICH ALLOW FOR NORMAL
SHIELDED ARC PROCE55 AT LICENSED OR OTHENWI5E APPROVED BYTHE LOCAL
3 ELECTRICAL GROUND
10.3
z
�
U
COC
AND THE WORK WILL MEET OR EXCEED ACCEPTED INDUSTRY STANDARDS.
DEFLECTION WITHOUT IMPOSING LATERAL LOADS ON THEIR
BUILDING DEPARTMENT.
( I.E., SCISSOR TRU55E5 ).
10.
CONTINUOUS INSPECTION 15 RE ED FOR ALL F WELDING.
W
lLl
7.0
SPECIAL INSPECTION PER 5EC. 1 704 OF THE C.B.C. 202215 REQUIRED
z
A5 FOLLOWS:
3.7 TRU55 MANUFACTURER 15 RE5PON515LE FOR PROVIDING ADDITIONAL SHEAR AND
PROVIDE ONE EXTRA #4 BAR IN FOUNDATION FOR ELECTRICAL GROUND.
LOCATION 5HALL BE PER ELECTRICAL CONTRACTOR.
DRAG TRU55E5 A5 SHOWN ON THE FRAMING PLAN.
I I.
ALL STEEL EXPOSED TO WOAT R SHALL BE HOT -DIP G ANIZED AFTER FABRICATION,
OTHER APPROVED WE ER PROOFING METHODS M BE U5ED.
i
O
Lp
7.1 ALL STRUCTURAL WELDING, INCLUDING WELDING OF REINFORCING STEEL
OR
AND WELDING OF 5TEEL DECKING.
3.8 TRU55 MANUFACTURER 15 NE5PON515LE FOR REVIEWING FRAMING PLANS AND
a
O
J
5TRUCTURAL DETAILS PRIOR TO FABRICATION Of TRU55E5 AND 5PECIFYING
12.
WHERE FINISH 15 ATT ED TO STEEL. PROVIDE 1/2" DIA. B HOLE5 @ 3G" O.C.,
U.N.O., FOR ATTACH NT5 OF NAILER5. 5EE ARCHITECTURAL D WINGS FOR FIN15HE5.
d-
O
J
7.2 INSTALLATION AND TIGHTENING OPERATIONS FOR ALL HIGH-5TNENGTH
HANGERS.
4.
BUILDER TO A 5 REPORT TO THE BUILDING
FRICTION BOLTING (A325F).
(ALTERNATE- I/2" X 3" NELSON 5TUD5 @ 36" O.C.).
SUBMIT
Q
U
W
3.9 ALL TRUSSES DESIGNED BY TRU55 MANUFACTURER SHALL BE DESIGNED TO
DEPARTME CHECK PURPOSES.
IL
7.3 INSTALLATION AND TIGHTENING OPERATIONS FOR ALL HIGH -STRENGTH
5U5TAIN ALL VERTICAL, LATERAL AND OTHER PERTINENT LOAD5, INCLUDING
13,
ALL WORKMA IP AND MATERIAL5 5HALL CONFORM TO THE LATEST ITION OF THE
ANCHOR BOLTS.
BRACING OF TOP AND BOTTOM CHORDS, IN ADDITION TO ANY CONNECTIONS
"5PECIFICAT 5 FOR THE DE51GN, FABRICATION, AND ERECTION OF 5T CTURAL5TEEL
RELATED TO TRUSSES. CONTRACTOR 15 TO COORDINATE WITH TRU55 MANUFACTURER.
FOR BUIL G"' BYA.I.5.C.
7.4 DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED
CONCRETE, WITH THE EXCEPTION OF FOUNDATION CONCRETE WHEN THE
3.10 THE TRU55 MANUFACTURER 15 RESPONSIBLE TO MEET THE PROFILE A5
14.
ALL G UT UNDER 5TEEL BEARING PLATES SHALL BE SOLID DRY PACK OR NON RINK
TABLE 1
STRUCTURAL DESIGN STRENGTH 15 NO GREATER THAN F1C=2500 P51.
INDICATED IN THE DRAWINGS.
GP PLACED A5 DIRECTED BY THE MANUFACTURER.
FASTENER TYPES, DIMEN510N5.* ALLOWABLE LOADS
75 DURING THE PLACEMENT OF ALL MASONRY INDICATED ON THE DRAWINGS
15
EEL 15 TO BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR
A5 HAVING "SPECIAL INSPECTION"
3. 1 1 ALL THE TRU55E5 TOP AND BOTTOM CHORD 5HALL BE D.F.#2 OR BETTER.
3. 1 2 ALL THE TRU55 HANGERS 5HALL BE SPECIFIED BYTHE TRU55 MFR.
I SHOP DRAWINGS SHALL BE SUBMITTED O THE STRUCTURAL ENGINEER FOR REVIEW AND
7.G DURING DRIVING AND TESTING Of PILES AND CONSTRUCTION OF CAST -IN -PLACE
COMMENT PRIOR TO FABRICATION.
DRILLED PILES OR CA155ON5.
8.0 DE51GN C:
8.0 REINFORCED CONCRETE
ASSUMES FLEXIBLE DIAPHRAGM: SOILS GEOLOGY, SOLES CHARACTERISTICS,
REDUNDANCY
REDUNDANCY FACTOR. HEIGHT TO WITH RATIO OF 2: I FOR ALL PLYWOOD SHEAR WALLS
4.0 ROOF AND FLOOR SHEATHING
HAS BEEN CONSIDERED.
8.1 GENERAL:
1.0 STRUCTURAL WOOD
4.1 FLOOR SHEATHING: 23/32" THICK WOOD PRODUCT PANEL. EDGES 5HALL BE TONGUE AND
GROOVE 5PAN RATING SHALL BE 24 INCHES. ORIENTATION SHALL BE WITH FACE GRAIN
ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION 5HALL CONFORM
PERPENDICULAR TO 5UPPORT. PROVIDE 2X4 BLOCKING AT ALL EDGE5 (EXCEPTTH05E
TO CHAPTER 19, C.B.C. 2022
MINIMUM QUALITY:
5UPPONTEDBYFRAMING) WHERE BLOCKING15INDICATED. 5HEATHINGADHE5IVETOBE
APPLIED TO FRAMING MEMBERS PRIOR TO PLACEMENT OF 5HEATHING. SHEATHING TO BE
8.2 MATERIALS: CONCRETE MIXTURE
FULLY NAILED PRIONTO ADHESIVE. NAIL SHEATHING A5 FOLLOWS:
1 . 1 ALL STRUCTURAL WOOD SHALL BE OF DOUGLA5 FIR. LARCH
SPECIES. (19% MAXIMUM MOISTURE CONTENT).
4.2 TYPICAL FLOOR SHEATHING FASTENING 5HALL BE:
2,1 CEMENT SHALL CONFORM TO SECTION D SHALL
903 OF BUILDING CODE AN5HALL
I Od COMMON OR I Od PLYWOOD RING 5HANK NAILS OR#8X2" OR LONGER SCREWS
CORRESPOND TO THAT ON WHICH THE SELECTION OF CONCRETE PN
WOOD: AF PA
AT G INCHES O.C. ALONG ALL BOUNDARIES AND EDGES AND 10 INCHES O.C. IN FIELD.
WERE BASED.
DOUGLA5 FIR -LARCH, DOC P5 20-05,
BLOCKING 15 NOT REQUIRED.
2.2 CONCRETE AGGNEGATE5 5HALL CONFORM TO SECTION 1903 OF BUILDING CODE
1. 1. 1.2 WOOD STRUCTURAL PANELS: DOC P5 1-19 OR DOC P5 2- 18.
4.3 BLOCKED FLOOR SHEATHING FASTENING 5HALL BE (WHERE NOTED ON DRAWINGS):
1. 1. 1 .3 WOOD FASTENERS: TABLE 2304. 10.2.
1 Od COMMON OR I Od PLYWOOD RING 5HANK NAILS OR#8X2" OR LONGER5CREW5
2.3 U5E TYPES CEMENT FOR CONCRETE IN CONTACT WITH 501L CONTAINING SULFATE.
AT 4 INCHE5 O.C. ALONG ALL BOUNDARIES AND EDGE5 AND 10 INCHES O.C. IN FIELD.
(MIN. F'c = 4500 PSI, 28 DAY5). CEMENT TYP=. W/C = 0.45 MAX. UNLESS
1.2 ALL MACHINE 5OLT5 5HALL CONFORM TO A5TM A307, UNLE55 OTHER-
PROVIDE PROVIDE 2X4 BLOCKING FLAT.
OTHERWISE NOTED ON A SOILS REPORT.
WI5E NOTED.
4.4 ROOF SHEATHING: 15/32" THICK WOOD PRODUCT PANELS. SPAN INDEX SHALL BE 32/I6.
2.4 REINFORCING 5TEEL SHALL CONFORM TO A5TM AG 1 5. GRADE 40 FOR SIZES
1.3 ALL NAILS 5HALL BE 51NKEN NAILS, UNLESS OTHERWISE NOTED.
ORIENTATION SHALL BE WITH FACE GRAIN PERPENDICULAR TO SUPPORT. PROVIDE 2X4
#3 AND #4 AND GRADE 60 FOR SIZES #5 AND LARGER.
FLAT BLOCKING AT ALL UNSUPPORTED EDGES WHERE BLOCKING 15 INDICATED. CRICKETS
1.4 CONTINUE PLYWOOD ROOF SHEATHING UNDER ALL CALIFORNIA FRAMING.
AND MISCELLANEOUS FRAMING TO OVERLAY PLYUWOOD 5HEATHING. NAIL 5HEATHING A5
OLLOW5:
8.3 STRENGTH'
4.5 TYPICAL ROOF SHEATHING NAILS SHALL BE:
2.0 FRAMING
8d COMMON NAILS AT G INCHES O.C. ALONG ALL BOUNDARIES AND EDGES AND 12
3.1 CONCRETE SHALL BE PROPORTIONED TO PROVIDE A MINIMUM COMPRESSIVE
INCHE5 O.C. IN FIELD. BLOCKING 15 NOT REQUIRED.
STRENGTH, F'C, EQUAL TO 2500 P51 (28 DAYS), UNLESS NOTED OTHERWISE.
4.G BLOCKED ROOF 5HEATHING NAIL5 5HALL BE:
4.0 ALL REINFORCING, DOWELS, HOLDOWN5, AND OTHER INSERTS
2.1 ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE
8d COMMON NAILS AT 4 INCHES O.C. ALONG ALL 5OUNDARIE5 AND EDGE5 AND 12
SHALL BE SECURED IN POSITION AND APPROVED BY THE LOCAL BUILDING
IN ACCORDANCE WITH C.B.C. 2022 UNLE55 MORE STRINGENT REQUIREMENTS
INCHE5 O.C. IN FIELD. PROVIDE PROVIDE 2X4 BLOCKING FLAT.
OFFICIAL PRIOR TO THE POURING OF ANY CONCRETE.
ARE SPECIFIED.
ALTERNATE STRAPS MAY NOT BE U5ED FOR BLOCKED PORTIONS OF THE ROOF.
2.2 AN AITC CERTIFICATE OF CONFORMANCE FOR GLUED - LAMINATED MEMBERS
4.7 FASTENING OF FLOOR AND ROOF 5HEATHING SHALL BE INSPECTED BYTHE BUILDING OFFICIAL
MUST BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO INSTALLATION:
PRIOR TO CONCEALMENT.
ALSO, SHOULD HAVE MINIMUM 24QOP51 FLEXURALSTRE55, DF/DF-V4
WITH STANDARD CAMBER (U.N.O.)
5.0 SAWN LUMBER
9.0 CONCRETE MASONRY
2.3 ALL FOUNDATION PLATE OR 51LL5 AND 5LEEPON5 ON A CONCRETE ON
MASONRY SLAB, WHICH 15 IN DIRECT CONTACT WITH EARTH, AND 51LL5
WHICH RE5T ON CONCRETE OR MASONRY FOUNDATION, SHALL BE PRESSURE
TREATED WOOD, ALL MARKED OR BRANDED BY AN APPROVED AGENCY.
I . ALL SAWN LUMBER SHALL BE GRADE MARKED BY ONE OF THE FOLLOWING ORGANIZATIONS:
.1 GENERAL:
-W.C.L.I.B. (STANDARD GRADING RULE5 # I G)
W W P A (STANDARD GRADING RULE5)
ALLOWABLE LOAD(P0und5) '
Lateral5trength'
Withdrawal5trength'
MIn.Penetrat10n(Ir1Che5)
FASTENER
WIRE
Into Main Member Reg'd for
0.55
0.4G
5outhem Piro
Douglas Flr-larc
5TAPLE(I G Ga)
O.OG25
1
48
42
38
25
Gd Sinker
Gd Cooler
0.0915
1
52
44
28
18
Gd Box
Gd Grim
0.0990
1 1 /8
G 1
51
31
20
5TAPLE(I 5 Ga)
0.0720
1
G4
54
45
29
Gd Common
Gd Box
Gd Cooler
Gd Sinker
0.1 130
1 1/4
79
G7
35
22
Gd Ring Shank
Gd Screw Shank
Gd Casm
5TAPLE(I 4 Ga)
0.0,500
1
GO
G8
50
32
6d Ring Shank
Gd Screw Shank
I Od Cooler
O. 1200
1 3/8
89
7G
37
2G
I Od Sinker
STAPLE(I 3 Ga)
0.0915
1
98
75
57
3G
I Od Box
I Od C051nq
0.1260
1 1/2
101
8G
40
25
8d Common
0. 1 3 10
I OG
90
41
2G
8d Ring Shank
0.1200
89
7G
8d Screw Shank
1 Gd Box
1 2d Sinker
0.1350
1 13
9G
42
27
1Gd Ca5m
5TAPLE(I 2 Ga)
0.1055
1
136
1 1 I G
G5
42
1 Od Common
I Gd Sinker
0.1480
5/8
125
109
Barbed Ply Nail
0.1420
1 I G
100
I Od Ring Shank
I Od Screw 5hank
O. 1 350
1 2d Ring Shank
1 13
9G
45
29
1 2d Screw Shank
5TAPLE(I 2 Ga)
0.1055
1 1 /8
138
1 I G
G5
42
1 Gd Common
0. 1 G20
1 3/4
154
1 3 1
50
32
1 Gd Ring Shank
O. 480
128
109
1 Gd Straw Shank
20d Common
30d Sinker
10.19201
2 1/8
204
173
59
38
20d Ring 5hank
O. 1770
173
147
20d Screw 5hank
J
V I
Ld
U O
2.4 ALL FRAMING CONNECTIONS 5HALL BE 51MP50N STRONG -TIE AS
-
SPECIFIED ON THE PLANS. CONNECTORS BY MANUFACTURERS OTHER THAN 51MP50N
-N.LG.A. (5TANDAPD GRADING RULE5 FOR CANADIAN LUMBER. U5 EDITION)
For 51: 1 pound= 4.45N ,, I Inch=25.4mm, I p51=G.89 kPa
MAY BE USED PROVIDED THE CAPACITY MEETS OR EXCEEDS OF THE SPECIFIED
51MP50N PART AND THERE 15 A CURRENT ICBO APPROVAL, CURRENT E5N REPORT. THE
2. ALL SAWN LUMBER 5HALL BE DOUGLA5 FIR -LARCH.
ALL CRETE MASONRY MATERIAL5 AND CONSTRUCTION 5HALL BE IN
ACCO NCE WITH CHAPTER 2 1, C.B.C. 2022
CONTRACTOR 15 RESPONSIBLE FOR PROVIDING A CONVERSION LI5T REFLECTING THE ALLOWABLE
LOAD5 AND ICC-E5N NUMBER.
3. ALL SAWN LUMBER 5HALL BE DRY AND WELL SEASONED, AND THE MOISTURE CONTENT IN
USE (AT THE TIME THE STRUCTURE 15 WRAPPED) SHALL NOT EXCEED 19 PERCENT,
9.2 ATERIALS:
REGAPDLE55 OF THE MOISTURE CONTENT ATTHE TIME OF MANUFACTURE.
r /�
2.5 STUD WALLS 0 NY WALL 5HALL BE
A CONCRETE ON MASON
ALL MATERIAL KING UP FINISHED CONCRETE MASONRY CON5TNU ION
v )
HPERPENDICULAR CONCRETE
OR
BOLTED TO THE TO OR MASONRY WALL WITH DIAMETER X 8"
4. SAWN LUMBER 5HALL HAVE THE FOLLOWING MINIMUM GRADES (U.N.O.):
SHALL CONFOR TO STANDARDS REQUIRED BY SEC. 2103, C.B.
FOOT NOTES
A307 BOLTS AT 70P, MID -HEIGHT AND BOTTOM.
-ALL 4 X 12 * SMALLER FRAMING MEM5EPR5................... ........ ............................. #2
2.6 HOLES IN UNSEASONED LUMBER 5HALL BE I/32" TO I/16" LARGER THAN
....� � � � �
-ALL 4 X 14, 4 X I G, GX * 8X FRAMING MEM5EN5....................................... # I
2. I MORTAR SHALL BE E M OR 5 AS APPLICABLE AND 5HALL PROPORTIONED
THE BOLT. A WASHER NOT LESS THAN A STANDARD CUT WASHER, ORA
��'�'�' �� �'�' �� ���' �� ���' �� ���' �� ���' �� ���' �� ����� �����
4 X 4 POSTS..... ...... STANDARD
-ALL OTHER P05T5 AND TIM5ER5......................................................................#
PER TABLE 2103 C.B. .AND IN CONFORMANCE WITH AST 270, MORTAR
pFESS/O
QC2 />✓
METAL PLATE OR STRAP IN LIEU THEREOF, SHALL BE PLACED BETWEEN THE
-ALL 2X JOISTS AND REFTER5................ •� ���•���•���•���•�������•���•��" � ���������#2
FOR UNIT MA50NNY.
I SPECIAL LENGTH NAIL5 WITH SHANK DIAMETERS AS NOTED HAVING
�O ��B Fq�
WOOD AND THE BOLT HEAD, AND BETWEEN THE WOOD AND THE NUT.
-ALL 2X 4 3X STUDS (UMBRACED LENGTH UP TO 1 O) .. .....STUD OR5TANDARD
SMOOTH, BARDED, 5CPREWIEN RING SHANKS MAY BE USED PROVIDED
-ALL 2X * 3X STUDS (UMBRACED LENGTH EXCEEDING 101)
2.2 GROUT 5HALL HAVE INGNE NT5 PROPORTIONED PER BLE NO. 2103.1 2,
THE TOTAL LENGTH OF FASTENER PROVIDES THE PENETRATION INTO
t- No. C-051477
2.7 FRAMING IN CONTRACT WITH MASONRY OR CONCRETE SHOULD BE PRE55UNE
......................................#2
ALL 2X TOP PLATES..............................................................................STANDARD
C.B.C. AND IN CONFORMAN WITH A5TM C47G GR T FOR MASONRY
AND SHALL ATTAIN A MINIMUM OMPNE5510N STR TH AT 28 DAY5
THE RECEIVING MEMBER PLUS THE THICKNESS OF THE ATTACHMENT
a., ..
TREATED LUMBER OF SAME SPECIES.
-ALL 2X AND 3X SILLS......
MATERIAL. THE5E FASTENERS WILL HAVE THE SAME VALUES AS
l
................................................................STANDARD
-MANUF. TRU55 COMPONENTS ........................GRADE PER MANUF. (D.F. LARCH ONLY)
OF 2000 P51 OR THE REQUIRED OMPNE551VE 5 NGTH OF THE
TABULATED ABOVE.
2.8 STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS 15 FORTHE MAIN
CONCRETE MASONRY UNITS, WHI VOPR 15 GRE ER.
K_ iF
STRUCTURAL ELEMENTS. NON-STRUCTURAL ELEMENT5 5HALL BE CONSTRUCTED
PER APPROVED CODE REQUIREMENTS.
5. ALL 51LL PLATES RESTING ON CONCRETE OR MASONRY TO BE PRESSURE TREATED
2 3 UIT5 FOR LA BE
2 OR WOOD DIAPHRAGMS RESISTING WIND OR SEISMIC LOADING,
q
DOUGLA5 FIR.
NCPA5ffD 30 PERCENT IN AD DITION TO
5ffITTEDEFOR
5PIICKRA5 5PECIF EDY YNA5TM C550, 5 ATIONS FOR CONCRETE BUFILCDICEBNICK.
33- 1/3THff5ffV ERCENALUff5T PERMIAY
DURATION OF LOAD
OF CF�1
2.9 CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT
G. ALL RE5AWN AND ROUGH5AWN 5EAM5 ARE TO BE FREE OF HEAR CENTER.
FRAMED CONSTRUCTION SHOULD BE FOLLOWED A5 REQUIRED.
2.4 GRADE N CONCRETE BPRICK5 ARE FOR U ARCHITECTURAL VENEER AND
3 THE TABULATED ALLOWABLE VALUES ARE FOR FA5TENEN5 INSTALLED
FACING LIMITS IN EXTERIOR WALLS.
IN DOUGLA5 FIR -LARCH OR 50UTHEM PINE. TO DETERMINE THE ALLOWABLE
2.10 WEIGHT OF THE ROOF 15 CONSIDERED A5 10 P5F MAX. (TOTAL ROOF
VALUE5 FOR SPECIES HAVING A SPECIFIC GRAVITY EQUAL TO OR GREATER
DEAD LOAD OF 19 P5F). IF ROOFING MATERIAL EXCEEDS THI5 LOAD, THE
c
REINFORCING STEEL
2.5 GRADE 5 CONCRETE BRICK5 ARE F GENERAL f WHERE MODERATE 5TRENGTH
THAN 0.42 BY MULTIPLYING THE VALUES ABOVE BY 0.62 FOR SPECIES WITH
FRAMING CONTRACTOR SHOULD NOTIFY FARAH ENGINEERING IN WRITING
V ■O
AND RESISTANCE TO FR05T ACT AND M015TLJ PENETRATION 15 REQUIRED.
SPECIFIC GRAVITY LE55 THAN 0.42, MULTIPLY THE VALUE5 ABOVE BY O.G5.
Joef
PRIOR TO CONSTRUCTION.
4 HTOHE ULD FOR DURATION AD
2.1 1 PROVIDE SOLID BLOCKING UNDER BEARING PERPENDICULAR WALL5 AND
I . ALL REINFORCING 5TEE5HALL CONFORM TO A.5.T.M. A-G 15-40 FOR #4 5AR5 AND SMALLER.
L
9.3 STREN H:
NLAOCCORDANCLE WITH COD SDWHEREDMETA 51DE APE UO5ED
SCAM2.
DBL JOISTS UNDER BEARING PARALLEL WALL5 (U.N.O.).
LATERAL STRENGTH VALUE5 MAY BE INCREASED 25 PERCENT.
ALL REINFORCING STEEL SHALL CONFORM TO A.5.T.M. A-G 15-GO FOR #5 5A15 AND LARGER.
2. 1 2 TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2X15 THE
3.1 THE SPECIFIED COMP 551VE STRENGTH OF MASONRY, F'M, HALL BE
5 WITHDRAWAL VALUE5 ARE FOR FASTENERS IN5ENTED PERPENDICULAR
SAME WIDTH A5 THE 5TUD5 UNLESS OTHERWISE NOTED. TOP PLATES
3. ALL WELDED WIRE FABRIC TO CONFORM TO A.5.T.M. A-185. LAP TO 1-1/2 SPACES,
1 500 PSI, UNLESS ED OTHERWISE. IF HIGHER F'M 15 NOT IT SHALL
TO THE GRAIN IN POUNDS PER LINEAR INCH OF PENETRATION INTO THE
5HALL LAP A MINIMUM OF 48" AND BE SPLICED WITH NOT LE55 THAN
1211 MINIMUM. (YIELD STRENGTH = GO K51)
BE VERIFIED BY P M TE5T5 AND REQUIRED IN SECTION 2 105.
MAIN MEMBER OF SPECIES MUST BE COMPUTED IN ACCORDANCE WITH
DRAWN BY'
G- I GD NAILS SPACED NOT MORE THAN 1211 ON CENTER.
THE CRITERIA DESCRIBED IN THE GENERAL NOTES. WITHDRAWAL 5TNENGTH
4. REINFORCING DETAILING, BENDING, AND PLACING 5HALL CONFORM TO A.C.I. 3 18.
3.2 REINFORCING ALL HAVE A SPECIFIED YIELD STRENGTH, FY. OF 4 0 P51,
FOR FASTENERS SHALL NOT BE INCREASED BY A FACTOR GREATER THAN
2. 1 3 ALL SHEAR PANELS SHALL HAVE CONTINUOUS SHEATHING MATERIAL FROM ONE
UNLESS NOTE OTHERWISE.
TWO REGAPDLE55 OF INCREASED PENETRATION.
END TO THE OTHER AND FROM PLATE TO PLATE A5 SPECIFIED ON THE
5. WELDING OF REINFORCING STEEL 5HALL CONFORM TO THE CURRENT A.W.5. STANDARDS
DRAWINGS. CONTRACTOR 5HALL COORDINATE FRAMING SUCH THAT CONTINUITY
U51NG PROPER LOW HYDROGEN WELDING ROD5.
9.4 PECIAL INSPECTION:
G WITHDRAWAL LOADS FOR DEFORMED SHANK NAIL5 ARE THE SAME A5
OF SHEAR PANEL5 15 A55UNED.
FOR COMMON NAIL5.
G. THE FOLLOWING MINIMUM CLEAR D15TANCE5 BETWEEN REINFORCING STEEL AND FACE OF
2.14 AT ENDS OF SHEAR PANEL5 WITH P05T5, SHEATHING MATERIAL (LE., DRYWALL
CONCRETE 5HALL BE MAINTAINED UNLE55 NOTED OTHERWISE ON PLANS.
7 THE TABULATED PENETRATIONS FOR FASTENERS INSTALLED IN DOUGLA5
OR PLYWOOD) SHALL BE EDGE NAILED TO POSTS.
-SLABS ON GRADE.......................................................................CENTER OF SLAB
FO ONCNETO MASONRY CON5TNUCTION WHICH 15 NOTED A5 REQUIRING
FAIR -LARCH OR 50UTHEM PINE PENETRATION SHALL BE INCREASED TO 13
-CONCRETE BELOW GRADE, FORMED ..................................... "
5P IAL INSPECTION PER DRAWINGS, SUCH INSPECTION SHALL BE CARRIED
DIAMETERS FOR SPECIES WITH 5PECIFIC GRAVITY EQUAL TO OR GREATER
2. 1 5 ALL LEDGERS SHALL BE 5PLICED WITH 5T22 STRAP, UNLE55 OTHERWISE NOTES.
-CONCRETE BELOW GRADE, UNFORMED (POURED AGAINST EARTH).........................3"
T IN ACCORDANCE WITH C.B.C. 5ECTION 1704 CONCRETE
SPECIFIC GRAVITY LE55 THAN 0.42.
-CONCRETE EXPOSED TO WEATHER ....................................... ................... 1- 1/2"
A50NKY CON5TNUCTION WHICH REQUIRE SPECIAL INSPECTION ALSO I5
2. 1 G ALL SHEAR TRANSFER NAILING 5HALL BE PER DRAWINGS, AND THE CONTRACTOR
SHALL PROVIDE PROPER NOTIFICATION FOR INSPECTIONS TO REVIEW SAME.
-WALLS .................... ........................ '
5TOMAI......................................
-COLUMNS AND BEAM5 TO MAIN 5AR5..............................................................2"
REQUIRED TO HAVE MASONRY PP15M TESTING PRIOR TO AND DURING
CONSTRUCTION A5 DESCRIBED IN SECTION 2105.
8 STAPLES 5HALL HAVE A 7/ I G MINIMUM CROWN WIDTH.
SN-1
9 ALL NAILS HAVING THE LETTER (d) IN THEIR DESCRIPTION ARE AL50
7. BARS IN CONCRETE 5HALL BE LAPPED A5 FOLLOW:
MANUFACTURED IN BULK OR COLLATED FORM IN STANDARD PENNY (d)
32" FOR #4 BARS
51ZE LENGTH.
39" FOR #5 BARS
43" FOR #G BAR
F SANTA ANA
I Q. -il -1
�p Agenco
BOUNDARY,
NAILING
FIELD
NAILING
EDGE
NAILING
2X4 FLAT
BLK'G
BOUNDARY
NAILING
_ FIELD
NAILING
4 1/2 SQ.
• NO BLK'G -
.
E.N. REQ'D
•
FRAMING
MEMBEIR5
5ELOW5
GENERAL NOTES
I .
MIN. SIZE OF PLYWOOD SHEET SHALL BE 2'-0" x 2'-0"
2.
SEE PLAN PER PLYWOOD THICKNESS AND NAILING
3.
LONG DIMENSION OF PLYWOOD SHALL RUN ACROSS
(PERPENDICULAR TO) JOISTS OR RAFTERS.
4.
NAIL EDGE DISTANCE SHALL BE MIN. 3/8" AND SHALL
NOT BE DRIVEN THROUGH THE OUTER PLY.
5.
CONTINUOUS BLOCKED PANEL EDGES SHALL RECEIVE
EDGE NAILING (BLOCKED 5HT'G ONLY)
G.
STAGGER END JOINTS 2'-0" MIN. AS SHOWN
7.
ALL JOISTS AND RAFTERS SHALL BE LAID OUT IN A
4'-0" MODULE TO COINCIDE WITH PLYWOOD PATTERN
8,
NAILING SIZE AND SPACING AS NOTED ON PLANS
9.
USE TONGUE -IN -GROOVE PLYWOOD AT FLOORS
ROOF/FLOOR DIAPHRAGM LAYOUT
2X SHAPED BLK'G
W/ 51MP50N A3515
@ 24" O.C.
ALTERNATE
PLYWOOD
5HT'G �/
2X SHAPED BLK'G
W/ 1 Gd's @ 8" O.C.
(AT SHEAR TRU55
CONDITION ONLY)
2X BLK'G @ ALTERNATING
TRUSS BAYS W/ (G)- 16d's
f
TO G.T. PROVIDE (3)-1 Gd
ENDNAIL5 PER EACH TRU55
JACK TO BLK'G
8'-0" MAX. SET -BACK
PROVIDE LATERAL GRACING @ MAX.
24" O.C. @ FLAT PORTION OF GIRDER
TRU55 NOT IN CONTACT WITH ROOF
5HT'G (REFER TO TRU55 DRAWINGS)
TRUSS
JACK TO GIRDER TRUSS
GIRDED
1RUSS
4 112" 5Q.
NO BLK'G
# E.N. REQ'D
48" TYP.
4 1 /2" SQ.
TO 9" 5Q.
BLK'G AND
E.N. REQ'D
48" TYP.
21 SHEAR WALL PENETRATIONS
GO% D
NOTCH/BORE
OF STUD
2X4 5TUD5
2XG STUDS
25%
7/8"
1 3/8"
40%
1 3/8"
2 1 /8"
GO%
2"
3 1 /4"
GO% D
GO% DI
MIN. (4) - 1 Gd @
TOP PL. TO EACH
K. STUD TYP.
EAVE BLK'G
51MP50N H I
@ 48" O.C.
U.N.O. ON PLANS
HE
HEADER
MIN. (G) - I Gd @ KING
STUD TO HEADER —
R W/
�CH W/ I Gd's
BLE KING
NG = 7'-0"
2X FLOATER
DOUBLE SILL IF
OPENING = 7'-0"
OR GREATER
MIN. 2'-0"
IDI-pli\TALplo w I
PANEL SECTIONS
elle o 0 0 0
0 0
0
0 °
0
° 0 e
0
o °
0
o ❑ °
0
0 0
° 0 0
0
° 0 0
0
°
0 o
51MP50N LTP4
@ 48" O.C.
U.N.O. ON PLANS
0
0
HEADER
0
REFER TO FRAMING PLANS
FOR STRAP REQUIREMENTS °
@ KING 3/8" SHEAR NAIL EDGE
ER DISTANCE, TYP. DO
NOT DRIVE THROUGH
OUTER PLY.
2X FLOATER °
DOUBLE SILL IF ,
OPENING 7'-0" OR
GREATER
0
0
RE
SOLID RIM (I.E., 2X, L.V.L. OR L.51.) WITH
FULL BEARING 2X BACKING AT VERTICAL
LOAD BEARING F05T OR MULTI -STUD
-HOLES UP TO 4 1/2"
LOCATIONS.
5Q. DO NOT REQUIRE
BLK'G 4- E.N.
-HOLES FORM 4 1/2"
SQ. TO 9" 50.
REQUIRE BLK'G * E.N.
-HOLES LARGER THAN
VERTICAL LOAD
911 5Q. ARE NOT
le BEARING P05T
ABOVE.
ALLOWED
-HOLE SIZE INCLUDES
THE LENGHT OF THE
OVERCUT
2
PLYWOOD WEB J0I5T W/
-MAX. ACCUMULATED
FULL BEARING 2X SQUASH
LENGHT OF OPENINGS
BLOCKING * 2X FILLER AT 2"
SHALL NOT EXCEED
VERTICAL LOAD BEARING POST
20 PERCEN Of THE
OR MULT-STUD LOCATIONS
WALL LENGHT
-RECOMMEND CIRCULAR
VERTICAL LOAD
BORED HOLES OR
RADIUS CORNER CUTS
BEARING POST,
(TO REDUCE STRESS
CRIPPLE OR BEAM
CONCENTRATIONS)
BELOW
NON BEARING BEARING AND
WALL5 EXTERIOR WALLS
NOTE:
ONLY ONE NOTCH OR HOLE ALLOWED PER EACH STUD.
(EXCLUDING LET -IN BRACES).
8] STUD NOTCHING AND BORING
40% D
31 TYPICAL BLOCKING AT POSTS
J015T
SIZE
MAX. NOTCH
DEPTH: D/4
MAX. NOTCH
DEPTH: D/G
MAX. SIZE
HOLE: D/3
2XG
1 3/8"
7/8"
1 11211
2X8
1 3/4"
1 1 /8"
2 3/8"
2X I O
2 1 /4"
1 1/2"
3"
2X 12
1 2 3/4"
1 Will
3 3/4"
2X) 4
1 3 1 /4"
2 1 /8"
4 3/8"
MIN. (4) - I Gd @
TOP PL. TO EACH
K. STUD TYP.
2-AT TOP #
2-AT BOTT.
EACH SIDE
NOTCHES AND NOTCHES AND NOTCHES AND
HOLES ALLOWED HOLES NOT ALLOWED HOLES ALLOWED
D/4
MIN. 211--> DIG
D D/3 —�
I D/6 MIN. 2"OMIN. I "
NOTES:
-DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN
THE SAME 1/3 SPAN.
-MAX. ALLOWED 15 A COMBINATION OF TWO NOTCHES
AND /OR HOLES PER 1/3 SPAN _
-THIS DETAIL DOES NOT APPLYTO NOTCHES AND HOLES IN
5TRUCTUKAL BEAMS, THEY MUST BE SPECIFICALLY DETAILED
-NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED
J 015T5
-REFERTO MANUFACTURER'S RECOMMENDATION5 FOR NOTCHES
AND HOLES WHERE PLYWOOD WEB TRUSSES ARE USED
JOIST NOTCHING AND BORING
(4) - 1 Gd @
EACH K. STUD
TYP.
MIN. (4) - I Gd @
TOP PL. TO EACH
K. STUD TYP.
EQ.
MIN. (G) - I Gd
KING STUD TO
HEADER
PROVIDE I Gd'5 AT KING
STUD TO TRIMMER
WITH SPACING TO MATCH
SHEAR WALL EDGE NAIL
SPACING
0 o e o e 0 0 0
0 0 0
° MIN. 3x POST AT
VERTCALSPUCES
WHERE STAGGERED
N. I5 REQ'D
EAR WALL
0
°
SOLE PLATE \
NAILING PER
SHEAR WALL
SCHEDULE
e o 0
MIN. (4) - I Gd @
TOP PL. TO EACH
K. STUD TYP.
MIN. (G) - I Gd @
KING STUD TO
HEADER
SIMPSON LTP4
@ 48" O.C. —
U.N.O. ON PLANS
HEADER
MIN. (G) - I Gd @ KING
STUD TO HEADER —
°
MIN. 2X4 FLAT BLK'G AT
HORIZONTAL SPLICES
°
(PREQ'D AT HIGH PLATES
AND BALLOON FRAME5)
°-1
FLOATER
o
MIN. 2X TRIMMER W/
KING STUD ATTACH W/
o
1 Gd's @ G" O.C. (DOUBLE
KING STUDS IF OPENING
o
7'-0" OR GREATER)
SOLE PLATE NAILING
°
@ 8" O.C. AT NON -SHEARING
WALL LOCATIONS
MIN. (4) - I Gd @
TOP PL. TO EACH
K. STUD TYP.
o,.�•�.,o 0 0 0 o e �,-..- o e e o o a
0
--------------
0
°
PLUM NG ° o 0 0 0 0 0
S WALL ° MIN. 3x POST AT
e VERTICAL SPLICES
° HERE 5TAGGERED
° E.N. IS REQ'D
°
0
o °
o °
0
e
0
° CUT KING STUD (5)
° 5HORT AT HDA
° AND MTT26B
o LOCATIONS ONL
0 0 0 0 0 0is 0 0 0 0 0
A- 1Gd@ /
EACH K. STUD
TYP.
2XG JOISTS
@ I Gil O.C.
W/ LLJ52G
2X4 PLATE W/
I Gd s @ 8" O.C.
2X BLOCKING W/
I Gd15 @ 1511 O.C.
E.N. E.N
2XG LEDGER
W/ (4)- 1 Gd'5
PER STUD
2X4 CRIPPLE
@ I G" O.C.
PANEL SECTIONS
SIMP. THA213
@ HEAD -OUT -
CONDITION
2XG LEDGER
W/ A- 1 Gd's
PER STUD @
WALL COND.
E.N.
2X4 P.T.D.F. W/
5HOTPIN5 @ I G" O.C.
2X 14 STRINGERS —
@ I G" O.C. (U.N.O.)
41 TYPICAL STAIR FRAMING
DRAIN
PIPE
2XG PLUMBING
WALL
M5TA24 @
EACH SIDE OF
EACH PLATE
5HEARPANEL
E.N. MARL
PROVIDE PLUMBING
LF'ffNETKATION
PER PLAN
4 1/2" MAX. OPPOSITE
TO SHEAR PANEL SIDE
DO NOT EDGE
NAIL WITHIN PLUMBING
PENETRATION
REFER TO 118/5N2" FOR ALL
NON -SHEAR
WALL APPLICATIONS.
PLUMBING NOTCH AT SHEAR WALL
EQ.
EQ,
PROVIDE I Gd's AT KING
STUD TO TRIM P05T
WITH SPACING TO MATCH
SHEAR WALL EDGE NAIL
SHEAR WALL EDGE NAIL
SPACING
POST
CITY O
pi
SHAPED 2X BLK'G. (@ EAVE)
n� -n—nM CHO D (@ GABLE)
)CATS KU55 Al EDGES OF
REOLA E S 1 ACK. USE 2X I
LAT) 5C AS, L=2I'-011, W/ I Gd
4" o.c @ OFFSET COND.
FOR F
51MP. N 5TA3G
3)- 1 Gd @Maste i I
YWD. C P @ PLATE LINE
FULL.Date:
E STOP) OR FULL
K LEVE (TOW
I G" .c.
CHIMNEY TO PLATE BRACING
2X BLK'G. AT EDGE5 OF FIRPLAC
O TRU55 5AY5.
E N. E.N.
o
SIMP. M5TA3G
2X BLK'G. (@ EAVE)
OR BOTTOM CHORD (@ GABLE)
TOP PLATES AND/OR TRU55 TOP CHORD
(OK RAFT. PER COND.).
FIRPLACE STUDS TO RUN FULL HEIGHTS
FROM FOUNDATION (ONE STORY) OR F
HEIGHT FROM 2nd FLOOR LEVEL (TOW
STORY). MAX. SPACING = 6" o.c.
STACK
JLL
°
HEADER
CHIMNEY TO
PLATE BRACING
°
STONE VENEER AS PER
ARCHITECTURAL PLANS
(I O" MAX. THICKNESS)
° MIN. 2X4 FLAT BLK'G AT
HORIZONTAL SPLICES
VENEER TIES, CORROSION RESISTANT WIRE,
° (REQ'D AT HIGH PLATES
2" GALV. NAIL5 WITH MIN.
MIN. 12 GAUGE, LOOPED THROUGH MESH
AND BALLOON FRAMED)
1 1/8" PENETRATION
WITH LEGS OF MIN. 1511 LENGTH BENT AT
°
RIGHT ANGLES, LAID IN MORTAR JOINT.
TRIMMER POST PER PLAN
PROVIDE FOR EVERY 2 5Q. FT. OF STONE
° W/ KING STUD ATTACH
VENEER AREA
W1 I Gd's @ G" O.C. (DOUBLE
WOOD STUDS AT MAX.
KING STUDS IF OPENING
I G' O.C.
7'-0" OR GREATER)
r
CEMENT GROUT, MIN. 1"
REINFORCEMENT, NOT LESS THAN 2"X2"XIG
2X FLOATER BORE HOLES
THICK
GAUGE GALV. WIRE MESH, 2 PLY
FOR HDA BOLTS AND DO
WATER -PROOFED PAPER- BACKED,
° NOT COUNTERSINK BOLTS
ANCHORED TO WOOD STUDS WITH 2"
AT POST, U.N.O.
GALV. STEEL WIRE FURRING NAILS AT 4"
O.C., AND AT TOP AND AT 8" D.C. BOTTOM
WITH NOT LESS THAN 8d COMMON NAILS
CARPENTER BUILT BRACKET MANUFACURERS BRACE
21lx2" ANGLE IRON
TO (2)-STUDS W/
3/81' x 3" LAG AT
EACH STUD
1 1/2" ANGLE SLIP FIT
OVER H * C TAP5
/4'' BOLT
•o•
RADIUS CUT 3/4"
PLYWD, CRADLE
PLAN GLUE AND 5CREW TO PLAN
2X4 LEDGER
0 STONE VENEER / STUD WALL
EXTERIOR CONDITION INTERIOR CONDITION
MIN 5/8" OR 3/4" DIA.
A307, ALL -THREAD ROD W/
1-3/4" 51MF50N "SET-XP" EPDXY-TI
ADHESIVE.
eQ -
MIN 7" MIN 71'
PAST COLD PAST COI
JOINT(WHERE JOINT(WH
Aj OCCURS) OCCURS)
5/8" OR 3/4" DIA.
A307, ALL -THREAD ROD WI
SIMPSON "SET-XP" EPDXY -TIE
ADHESIVE.
PROVIDE BOLT
TO CINCH 5TRAP
SIMPSON G516 STRAP
@ TOP 1 /3" OF TANK
SPEC NOTES
2X4 LEDGER MIN 1. ANCHORS MUST 6E UNDISTURBED
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3/8" x 3" LAG AT 2. CONTACT ENGINEER WHEN AT TIME
ELEV. EACH STUD ELEV. OF CONSTRUCTION THE TEMPERATUR
NOT BETWEEN 45 F � 110 F.
51MP50N C516 STRAP 3. SPECIAL INSPECTION 15 REQUIRED.
BOTTOM I/3 OF TANK 4. VERIFY MIN. CLEARANCE TO TENDON`
WITI1 POST -TENSION ENGINEER: (WHER
OCCURS).
5. MIN, f,(c) OF EXISTING CONC. = 250
G. REPLACE A.B.'s WITH A SAME DIAMET
ON A ONE-TO-ONE BASIS.
7. A.B. - ANCHOR BOLT.
F0027
5 WATER HEATER SEISMIC ANCHORAGE 6 RETROFIT FOR M155ED A.B. 5/811,3/411 DIA
(I) 51MP50N (STC) PROVIDE A GALVANIZED METAL
STRAP NOT LESS THAN 0.058"
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CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION .WATE EFFICIENCY AND CONSE VATION
.06 ENHANCED DU ABILITY AND EDUCED MAINTENANCE
.06. ODENT P OOFING. 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.
.08 CONST UCTION WASTE EDUCTION, DISPOSAL AND
ECYCLING
.08. CONST UCTION WASTE MANAGEMENT. ecycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
.08.2, .08. or .08., or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
. 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.
. 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.
.08.2 CONST UCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
. 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).
. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
. 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.
.08. 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 .08..
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
.08. WASTE ST EAM EDUCTION ALTE NATIVE [L ]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed .
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section .08.
.08.. WASTE ST EAM EDUCTION ALTE NATIVE. 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 .08.
.08.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section .08.2, items through 5, Section .08. or Section .08...
Notes:
. Sample forms found in "A Guide to the California Green Building Standards Code
(esidential)" 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 esources ecycling and ecovery (Cal ecycle).
.0 BUILDING MAINTENANCE AND OPE ATION
.0. OPE ATION 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:
. 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. oof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 0-60 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.
0. A copy of all special inspections verifications required by the enforcing agency or this code.
. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
2. Information and/or drawings identifying the location of grab bar reinforcements.
.0.2 ECYCLING 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: ural jurisdictions that meet and apply for the exemption in Public esources Code
Section 26 9.82 (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
.0 INDOO WATE USE
.0 . WATE CONSE VING PLUMBING FIXTU ES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections .0 .., .0 ..2, .0 ..,
and .0 ...
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 0 ., et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
.0 .. Water Closets. The effective flush volume of all water closets shall not exceed .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.
.0 ..2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.25 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
.0 .. Showerheads.
.0 ... Single Showerhead. Showerheads shall have a maximum flow rate of not more than .8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
.0 ...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 .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.
.0 .. Faucets.
.0 ... esidential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed .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.
.0 ...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.
.0 ... Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
.0 ... Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed .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 .8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
.0 ...5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of egulations, Title 20 (Appliance
Efficiency egulations), Sections 605. (h)() Table H-2, Section 605. (h)()(A), and Section 607
(d)(7) and shall be equipped with an integral automatic shutoff.
FO EFE ENCE ONLY: The following table and code section have been reprinted from the California
Code of egulations, Title 20 (Appliance Efficiency egulations),Section 605. (h)() and Section
605. (h)()(A).
Title 20 Section 605. (h)()(A): Commercial prerinse spray values manufactured on or after January
, 2006, shall have a minimum spray force of not less than .0 ounces-force (ozf)[ grams-force(gf)]
.0 .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.
.0 . 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
70 . of the California Plumbing Code.
FIXTURE TYPE FLOW RATE
.0 OUTDOO WATE USE
.0 . OUTDOO POTABLE WATE USE IN LANDSCAPE A EAS. esidential developments shall comply
with a local water efficient landscape ordinance or the current California Department of Water esources' Model
Water Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code egulations,
Title 2 , 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 .0 ., AND IS INCLUDED AS A
CONVENIENCE FO THE USE .
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 Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
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.
.06..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 Section .06..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 an 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 225 .2 for further details.
.06..2. eserved.
.06..2.2 Multifamily dwellings, hotels and motels
. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (0) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (0) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (0) percent of the Totaled number of
assigned parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. eceptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. eceptacle configurations. 208/2 0V EV charging receptacles shall comply with one of
the following configurations:
. For 20-ampere receptacles, NEMA 6-20
2. For 0-ampere receptacles, NEMA -0
. For 50-ampere receptacles, NEMA -50
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (0) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J 772 connectors.
b. Multifamily parking facilities. Ten (0) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J 772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers 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 . kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 0 amperes, and installed EV chargers shall have a capacity of not
less than 0 amperes.
.06..2.2. Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section .06..2.2, Item 2, with EV chargers installed shall
comply with Section .06..2.2...
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 B, for applicable
requirements.
.06..2.2.. Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1.The minimum length of each EVCS space shall be 8 feet (5 86 mm).
2.The minimum width of each EVCS space shall be 9 feet (27 mm).
3.One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2 8 mm) wide
minimum
aisle. A 5-foot (52 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 2 feet (658 mm). Surface slope for this EVCS space and the aisle shall not exceed
unit vertical in 8 units horizontal (2.08 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS 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 B, are not required to comply with Section .06..2.2...
.06..2.2..2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section .06..2.2.., all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter A, Section 09A.
.06..2. eserved.
.06..2. eserved.
.06..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 -0 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
.06.. Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where 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 (0) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
.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.
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
5.02. DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AG IFIBE P ODUCTS. 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 P ODUCTS. 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 (CC ), title 7, Section
9 20..
DI ECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
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RESPON.
PARTY
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2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE.
DIVISION 4.2 ENERGY EFFICIENCY
PRODUCT CLASS
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MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed
by adding a compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed
to hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the
oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product
subject to this article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed
per gram of product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to
contribute to ozone formation in the troposphere.
VOC.A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
.50 FI EPLACES
.50 . GENE AL. 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.
.50 POLLUTANT CONT OL
.50 . COVE ING OF DUCT OPENINGS & P OTECTION OF MECHANICAL EQUIPMENT DU ING
CONST UCTION. 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.
.50 .2 FINISH MATE IAL POLLUTANT CONT OL. Finish materials shall comply with this section.
.50 .2. 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:
. 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 ule 68 VOC limits, as shown in Table .50 . or .50 .2, as applicable.
Such products also shall comply with the ule 68 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 pound and do not consist of more
than 6 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of egulations, Title 7,
commencing with section 9 507.
.50 .2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table of
the A B Architectural Suggested Control Measure, as shown in Table .50 ., 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 .50 . shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections .2 , .6, and .7 of the 2007 California Air
esources Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit
in Table .50 . shall apply.
.50 .2. Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MI
Limits for OC in Section 9 522(a)(2) and other requirements, including prohibitions on use of certain
toxic compounds and ozone depleting substances, in Sections 9 522(e)() and (f)() of California Code of
egulations, Title 7, commencing with Section 9 520; 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 egulation 8, ule 9.
.50 .2. 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:
. 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.
.505 INTE IO MOISTU E CONT OL
.505. General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
.505.2 CONC ETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 9, or concrete slab-on-ground floors required to have a vapor retarder by the
California esidential Code, Chapter 5, shall also comply with this section.
.505.2. Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
. A -inch (0 .6 mm) thick base of /2 inch (2.7mm) 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 02.2 -06.
2. Other equivalent methods approved by the enforcing agency.
. A slab design specified by a licensed design professional.
.505. MOISTU E CONTENT OF BUILDING MATE IALS. 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 9 percent
moisture content. Moisture content shall be verified in compliance with the following:
. 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 0 .8 of this code.
2. Moisture readings shall be taken at a point 2 feet (6 0 mm) to feet (2 9 mm) from the grade stamped end
of each piece verified.
. 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.
.506 INDOO AI QUALITY AND EXHAUST
.506. Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
. Fans shall be ENE GY STA 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:
. 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.
.507 ENVI ONMENTAL COMFO T
.507.2 HEATING AND AI -CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 20 (esidential
Load Calculation), ASH AE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA Manual D - 20 (esidential Duct Systems),
ASH AE handbooks or other equivalent design software or methods.
. Select heating and cooling equipment according to ANSI/ACCA Manual S - 20 (esidential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
ARCHITECTURAL APPLICATIONS VOC LIMIT
SPECIALTY APPLICATIONS
SUBSTRATE SPECIFIC APPLICATIONS
SEALANTS VOC LIMIT
SEALANT PRIMERS
PRODUCT CURRENT LIMIT
COATING CATEGORY
SPECIALTY COATINGS
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
.50 . CA PET 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 .2, January 20 7 (Emission testing method for
California Specification 0 50)
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.
.50 .. 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 .2, January 20 7
(Emission testing method for California Specification 0 50)
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.
.50 ..2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table .50 ..
.50 . ESILIENT FLOO ING 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 .2, January 20 7 (Emission testing method for California Specification 0 50)
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.
.50 .5 COMPOSITE WOOD P ODUCTS. 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 A B's Air Toxics Control Measure for Composite Wood (7 CC 9 20 et seq.),
by or before the dates specified in those sections, as shown in Table .50 .5
.50 .5. 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:
. Product certifications and specifications.
2. Chain of custody certifications.
. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CC , Title 7, Section 9 20, et seq.).
. Exterior grade products marked as meeting the PS- or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 6 6 S standards, and Canadian CSA
0 2 , CSA 0 5 , CSA 0 5 and CSA 0 25 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
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PARTY
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PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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WATER HEATER STRAP DETAIL
REINFORCEMENT FOR GRAB BARS. R327.1.1)
SHOWER (BACK)SHOWER (LEFT)SHOWER (RIGHT)
SHOWER (SIDE)BATHTUB (BACK)SHOWER (FRONT)
WATER CLOSET (BACK)WATER CLOSET (SIDE)
2022 CAL GREEN STANDARDS
ELECTRICAL LEGEND
BEDROOM 1 BEDROOM 2BA
T
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2
KITCHEN DINING
LIVING ROOM
PORCH
BA
T
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W.I.C.
NOTE:
AGING-IN-PLACE AND FALL PREVENTION REQUIREMENTS. (R327)
MECHANICAL NOTES
M1
M2
M3
M4
M5
M6
M7
M9
M8
ELECTRICAL NOTES
E1
E2
E3
E4
E5a
E6
E7
E8
E9
E10
E11
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CITY OF SANTA ANA
Planning and Building Agency
South Coast Air Quality Management District
21865 Copley Drive, Diamond Bar, CA 91765-4182
Phone: (909) 396-2336
www.agmd.gov
tule 1403 Notification of Routine Demolition
lease maintain a copy of this Notification at the job site, either electronic or paper.
Approved
V&"PERMf'''1'5�'l' A'N-CE
Master ID:
Date:
Project Type
Project Type
Demolition
Project Urgency
Routine
Origin Date
4/3/2026 8:39:56 AM
Completed By
Miguel Villegas
Phone Number
(714) 337-9940
User Email
myrvillegasl@gmaii.com
Contractor Information
Company Name
M V L CONSTRUCTION INC
Address
3038 BROOK ST
City
SANTA ANA
State
CA
Zip
92704
CSLB License #
839435
OSHA REG #
Supervisor #1
Miguel Villegas
Phone
(714) 337-9940
Site Information
Site Name
Mehdi ADU
Project ?f
Site Street #
1415
Street Name
W 3RD ST
Cross Street
1ST AND BRISTOL
Site County
ORANGE
City
SANTA ANA
State
CA
Zip
92703
Contact Name
Miguel Villegas
Contact Phone
(714)337-9940
Site Owner
Mehdi Saghafi
Owner Address
1415 W 3RD ST
City
SANTA ANA
State
CA
Zip
92703
Project Start Date
4/17/2026
Project End Date
Project Work Shift(s)
Day
Building Size in Sq.ft
Number of Floors
1
Building Age (years)
Number of Building/Dwelling Units
1
Building Prior Use
Asbestos Survey
Yes
Asbestos Found
Asbestos Removed
NA
Building to be Demolished
Describe Work
Demo existing garage including concrete
Describe Work Location
slab and footings
Project Information
Demolition Information
111 Asbestos containing materials must be removed prior to any demolition activity
4/24/2026
264
120
Other Garage
No
Yes
existing garage located in the rear
corner of the property
Certified Asbestos Inspector Name Timothy Maskew
Survey Plan Date 3/12/2026 12,00:00 AM
EMail info@3westenviro.com
Size of Demolition Project in sq. ft: 264
Contingency Demolition plan Stop Work, Isolate Work Area , Notify
Owner, Stabilize, Secure, Characterize
Waste , Survey
Waste Information
Certification Expiration Date 10/2
Phone Number (949
CITY OF SANTA ANA
Planning and Building Agenc
I
)2612:Approved I
.5,QR PERMIT ISSUANC11111
Work Practices at Demolition Site Spray I(Date:
yt'€irowAshing
Waste Transporter Pacific Insulation Inc
Address 2234 W 7th St City Santa Ana
State CA Zip 92703
Landfill Olinda Alpha landfill
Address 1942 Valencia Ave city Brea
State CA Zip 92823
Fee Payment
Size of Demolition Project in sq. ft 264
Tracking Number 4705307
Project: Size Fee 81.61
Additional Fee 0
Total Fee $ 81.61
Payment Made $ 81.61
Balance Due $ 0
ly clicking the Sign & Submit button, I certify that an individual trained in the provisions of SCAQMD Rule 1403 and the Asbestos NESHAP (CFR Title
10, Part 61, Subpart M) will be onsite during the demolition or renovation and evidence that the required training has been accomplished by this
Person will be available for inspection during{ normal business hours. In addition, I certify that all of the information contained herein and information
submitted with this Notification is true and correct.
Thank you for your payment.
Please print this receipt and keep it for your records.
Facility Name: 210353
Invoice Number Invoice Type
4705307 &hcstos
Receipt Number: 3918749844
Transaction Date: 04/03/2026 08:36 AM
Payment Type: FWA
Account Number: ►gag
Terms of Payment I Terms of Use I Pilivacy & Security Policy
CD YOwPfiVaGVCbdwS
Amount Due
Payment Amount. $81.61.
Convenience Fee.
.... . . ....... ------
Totall Payment Amount: $83A2
J„ SAUSD Developer Fees CERTIFI
Powered by facilitron
SANTA ANA UNIFIED SCHOOL DISTRICT
SCHOOL FACILITIES FEE CERTIFICATION OF COMPIL
AND
RECEIPT FOR PAYMENT
FOR
Project Number: PRJ-6572512
Project Request ID: QDXOJ64Y2P
Request Contact: Mehdi Saghafi (OWNER)
Job Location / Address: 1417 w third st., Santa Ana, CA 92703
Permit Issuing Office: City of Santa Ana
CITY OF SANTA ANA
Planning and Building Agency
TE NO. 100049
Approved
FOR PERMIT ISSUANCE
fteer ID:
Date:
This is to certify that all fees due to the Santa Ana Unified School District under Provision of Government Code Section
65995 as a prerequisite to the issuance of a Building Permit have been received, based on the above referenced
information, this Certification is hereby Executed.
PMT-252319
Address Development Type Construction Type Square Feet
1417 w third st., Santa Ana, Residential Accessory Dwelling 798
CA 92703 Unit (ADU)
Permit Number Plan Check Number
101125199 101125199
252319-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of: $4,125.66
($5.17 [Rate] x 798 [Square Footage])
Developer Fees Paid:
Payment Method: CHECK: xxxx 7495
School District Representative
$4,125.66
Check Date: 03/17/2026 01:08 pm
Date: 03/17/2026
NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES
Pursuant to Section 66020 of the California Government Code and other applicable law, you have a period of ninety (90)
days from the date of payment of school fees, mitigation payments or other extractions to protest the validity thereof. This
ninety (90) day period commences upon such payment of performance of any other requirement as provided in Section
66020. Any such protest must be in writing and received by the Santa Ana Unified School District within ninety (90)
calendar days of the date of the School District Certification above.
BUILDING ENERGY ANALYSIS REPORT
PROJECT:
Project Designer:
Report Prepared by:
Job Number:
Date:
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC – www.energysoft.com.
ADU
24658 Oneida St.
24568 Oneida St.
Moreno Valley, CA 92553
MBGA Drafting, Inc.
MBGA Drafting
Jorge Fierros
(951) 751 7813
Santa Ana, CA 92703
8/13/2025
2508-SAG
Moreno Valley, CA 92553
(951) 892-5720
1415 W. 3rd St. Unit #2
TABLE OF CONTENTS
3
1
Form MF1R Mandatory Measures Summary
Table of Contents 2
Form RMS-1 Residential Measures Summary 14
Form CF1R-PRF-01-E Certificate of Compliance
Cover Page
15
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 1 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
GENERAL INFORMATION
01 Project Name Detached ADU
02 Run Title Title 24 Analysis
03 Project Location 1415 W. 3rd St. Unit #2
04 City Santa Ana 05 Standards Version 2022
06 Zip code 92703 07 Software Version EnergyPro 9.4
08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)180
10 Building Type Single family 11 Number of Dwelling Units 1
12 Project Scope Newly Constructed 13 Number of Bedrooms 2
14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1
16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3
18 Total Cond. Floor Area (ft2)798 19 Glazing Percentage (%)21.05%
20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a
22 Fuel Type All electric 23 No Dwelling Unit:No
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider.
03 This building incorporates one or more Special Features shown below
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 2 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
ENERGY DESIGN RATINGS
Energy Design Ratings Compliance Margins
Source Energy
(EDR1)
Efficiency1 EDR
(EDR2efficiency)
Total2 EDR
(EDR2total)
Source Energy
(EDR1)
Efficiency1 EDR
(EDR2efficiency)
Total2 EDR
(EDR2total)
Standard Design 30.2 39.9 26.6
Proposed Design 29.6 34.3 22.6 0.6 5.6 4
RESULT3: PASS
1Efficiency EDR includes improvements like a better building envelope and more efficient equipment
2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries
3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded
•Standard Design PV Capacity: 2.00 kWdc
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 3 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
ENERGY USE SUMMARY
Energy Use Standard Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Standard Design TDV Energy
(EDR2) (kTDV/ft2 -yr)
Proposed Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Proposed Design TDV Energy
(EDR2) (kTDV/ft2 -yr)Margin (EDR1)Margin (EDR2)
Space Heating 0.13 0.67 0.9 6.53 -0.77 -5.86
Space Cooling 1.31 32.55 0.59 22.33 0.72 10.22
IAQ Ventilation 0.45 4.72 0.45 4.72 0 0
Water Heating 2.23 23.56 1.86 19.16 0.37 4.4
Self
Utilization/Flexibility
Credit
0 0 0 0
Efficiency Compliance
Total 4.12 61.5 3.8 52.74 0.32 8.76
Photovoltaics -2.75 -83.22 -2.59 -85.73
Battery 0 0
Flexibility 0
Indoor Lighting 0.94 8.79 0.94 8.79
Appl. & Cooking 2.66 30.09 2.62 29.67
Plug Loads 5.69 57.97 5.69 57.97
Outdoor Lighting 0.21 1.81 0.21 1.81
TOTAL COMPLIANCE 10.87 76.94 10.67 65.25
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 4 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
ENERGY USE INTENSITY
Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Margin (kBtu/ft2 - yr )Margin Percentage
Gross EUI1 18.37 16.99 1.38 7.51
Net EUI2 4.38 3.93 0.45 10.27
Notes
1. Gross EUI is Energy Use Total (not including PV) / Total Building Area.
2. Net EUI is Energy Use Total (including PV) / Total Building Area.
REQUIRED PV SYSTEMS
01 02 03 04 05 06 07 08 09 10 11 12
DC System Size
(kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth
(deg)
Tilt
Input
Array Angle
(deg)
Tilt: (x in
12)
Inverter Eff.
(%)
Annual
Solar Access
(%)
2 NA Standard (14-17%)Fixed none false 270 Degre
es 22 4.85 99 100
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
•Insulation below roof deck
•Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 5 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
HERS FEATURE SUMMARY
The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional
detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry
•Quality insulation installation (QII)
•Indoor air quality ventilation
•Kitchen range hood
•Minimum Airflow
•Verified EER/EER2
•Verified SEER/SEER2
•Verified Refrigerant Charge
•Fan Efficacy Watts/CFM
•Verified HSPF
•Verified heat pump rated heating capacity
•Duct leakage testing
BUILDING - FEATURES INFORMATION
01 02 03 04 05 06 07
Project Name Conditioned Floor Area (ft2)Number of Dwelling
Units Number of Bedrooms Number of Zones Number of Ventilation
Cooling Systems
Number of Water
Heating Systems
Detached ADU 798 1 2 1 0 1
ZONE INFORMATION
01 02 03 04 05 06 07
Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status
Floor Plan Conditioned Res HVAC1 798 8 DHW Sys 1 New
OPAQUE SURFACES
01 02 03 04 05 06 07 08
Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door
Area (ft2)Tilt (deg)
Front Wall Floor Plan R-15 Wall 180 Front 297 84 90
Right Wall Floor Plan R-15 Wall 90 Right 219 15 90
Left Wall Floor Plan R-15 Wall 270 Left 219 0 90
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 6 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
OPAQUE SURFACES
01 02 03 04 05 06 07 08
Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door
Area (ft2)Tilt (deg)
Rear Wall Floor Plan R-15 Wall 0 Back 297 89 90
Roof Floor Plan R-38 Roof Attic n/a n/a 798 n/a n/a
ATTIC
01 02 03 04 05 06 07 08
Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof
Attic Floor Plan Attic RoofFloor Plan Ventilated 5 0.1 0.85 Yes No
FENESTRATION / GLAZING
01 02 03 04 05 06 07 08 09 10 11 12 13 14
Name Type Surface Orientation Azimuth Width
(ft)
Height
(ft)Mult.Area
(ft2)U-factor U-factor
Source SHGC SHGC Source Exterior Shading
Front Window Window Front Wall Front 180 1 64 0.3 NFRC 0.23 NFRC Bug Screen
Right Window Window Right Wall Right 90 1 15 0.3 NFRC 0.23 NFRC Bug Screen
Rear Window Window Rear Wall Back 0 1 41 0.3 NFRC 0.23 NFRC Bug Screen
Sliding Door Window Rear Wall Back 0 1 48 0.3 NFRC 0.23 NFRC Bug Screen
OPAQUE DOORS
01 02 03 04
Name Side of Building Area (ft2)U-factor
Entry Door Front Wall 20 0.5
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 7 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
SLAB FLOORS
01 02 03 04 05 06 07 08
Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value
and Depth
Edge Insul. R-value
and Depth Carpeted Fraction Heated
Slab-on-Grade Floor Plan 798 110 none 0 80%No
OPAQUE SURFACE CONSTRUCTIONS
01 02 03 04 05 06 07 08
Construction Name Surface Type Construction Type Framing Total Cavity
R-value
Interior / Exterior
Continuous
R-value
U-factor Assembly Layers
R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095
Inside Finish: Gypsum Board
Cavity / Frame: R-15 / 2x4
Exterior Finish: 3 Coat Stucco
Attic RoofFloor Plan Attic Roofs Wood Framed
Ceiling 2x4 @ 24 in. O. C.R-15 None / 0 0.07
Roofing: Light Roof (Asphalt Shingle)
Roof Deck: Wood
Siding/sheathing/decking
Cavity / Frame: R-13.0 / 2x4
Around Roof Joists: R-2.0 insul.
R-38 Roof Attic Ceilings (below
attic)
Wood Framed
Ceiling 2x4 @ 24 in. O. C.R-38 None / None 0.025
Over Ceiling Joists: R-28.9 insul.
Cavity / Frame: R-9.1 / 2x4
Inside Finish: Gypsum Board
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04 05
Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50
Required Not Required N/A n/a n/a
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 8 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
WATER HEATING SYSTEMS
01 02 03 04 05 06 07 08 09
Name System Type Distribution Type Water Heater Name Number of Units Solar Heating
System
Compact
Distribution HERS Verification Water Heater
Name (#)
DHW Sys 1 Domestic Hot
Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1)
WATER HEATERS - NEEA HEAT PUMP
01 02 03 04 05 06 07 08
Name # of Units Tank Vol. (gal)NEEA Heat Pump
Brand
NEEA Heat Pump
Model Tank Location Duct Inlet Air Source Duct Outlet Air Source
DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Floor Plan Floor Plan
WATER HEATING - HERS VERIFICATION
01 02 03 04 05 06 07
Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution
Type Recirculation Control Shower Drain Water Heat
Recovery
DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required
SPACE CONDITIONING SYSTEMS
01 02 03 04 05 06 07 08
Name System Type Heating Unit Name Heating Equipment
Count Cooling Unit Name Cooling Equipment
Count Fan Name Distribution Name
Res HVAC1 Heat pump heating
cooling Heat Pump System 1 1 Heat Pump System 1 1 HVAC Fan 1 Air Distribution
System 1
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 9 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
HVAC - HEAT PUMPS
01 02 03 04 05 06 07 08 09 10 11 12 13
Name System Type Number of
Units
Heating Cooling
Zonally
Controlled
Compressor
Type HERS VerificationHeating
Efficiency
Type
HSPF/HS
PF2/COP Cap 47 Cap 17
Cooling
Efficiency
Type
SEER/SE
ER2
EER/EER
2/CEER
Heat Pump
System 1 Central split HP 1 HSPF 9.5 60000 50000 EERSEER 19 12.5 Not Zonal Single
Speed
Heat Pump System
1-hers-htpump
HVAC HEAT PUMPS - HERS VERIFICATION
01 02 03 04 05 06 07 08 09
Name Verified Airflow Airflow Target Verified EER/EER2 Verified
SEER/SEER2
Verified Refrigerant
Charge
Verified
HSPF/HSPF2
Verified Heating
Cap 47
Verified Heating
Cap 17
Heat Pump System
1-hers-htpump Required 350 Required Required Yes Yes Yes Yes
HVAC - DISTRIBUTION SYSTEMS
01 02 03 04 05 06 07 08 09 10 11 12
Name Type Design Type
Duct Ins. R-value Duct Location Surface Area
Bypass Duct Duct Leakage HERS Verification
Supply Return Supply Return Supply Return
Air Distribution
System 1
Unconditioned
attic Non-Verified R-8 R-8 Attic Attic n/a n/a No Bypass Duct Sealed and Tested Air Distribution
System 1-hers-dist
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 10 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
HVAC DISTRIBUTION - HERS VERIFICATION
01 02 03 04 05 06 07 08 09
Name Duct Leakage
Verification
Duct Leakage
Target (%)
Verified Duct
Location
Verified Duct
Design Buried Ducts Deeply Buried
Ducts
Low-leakage Air
Handler
Low Leakage
Ducts Entirely in
Conditioned
Space
Air Distribution
System 1-hers-dist Yes 5.0 Not Required Not Required Not Required Credit not taken Not Required No
HVAC - FAN SYSTEMS
01 02 03 04
Name Type Fan Power (Watts/CFM)Name
HVAC Fan 1 HVAC Fan 0.45 HVAC Fan 1-hers-fan
HVAC FAN SYSTEMS - HERS VERIFICATION
01 02 03
Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM)
HVAC Fan 1-hers-fan Required 0.45
INDOOR AIR QUALITY (IAQ) FANS
01 02 03 04 05 06 07 08 09
Dwelling Unit Airflow (CFM)Fan Efficacy
(W/CFM)IAQ Fan Type
Includes
Heat/Energy
Recovery?
IAQ Recovery
Effectiveness -
SRE/ASRE
Includes Fault
Indicator Display?HERS Verification Status
SFam IAQVentRpt 46 0.35 Exhaust No n/a / n/a No Yes
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:Detached ADU Calculation Date/Time:2025-08-13T12:31:04-07:00 (Page 11 of 11)
Calculation Description:Title 24 Analysis Input File Name:2408-SAG.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2025-08-13 12:41:27
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:Documentation Author Signature:
Company:Signature Date:
Address:CEA/ HERS Certification Identification (If applicable):
City/State/Zip:Phone:
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets,
calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
Responsible Designer Name:Responsible Designer Signature:
Company:Date Signed:
Address:License:
City/State/Zip:Phone:
Jorge Fierros
MBGA Drafting, Inc 08/13/2025
24568 Oneida St
Moreno Valley, CA 92553 (951) 751-7813
Marvin Barriga
MBGA Drafting, Inc 08/13/2025
24568 Oneida St
Moreno Valley, CA 92553 (951) 751-7813
425-P010248932A-000-000-0000000-0000 08/13/2025 13:01 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of
this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information.
RESIDENTIAL MEASURES SUMMARY RMS-1
Project Name Building Type Single Family Addition Alone Date
Multi Family Existing+ Addition/Alteration
Project Address California Energy Climate Zone Total Cond. Floor Area Addition # of Units
INSULATION Area
Construction Type Cavity (ft2) Special Features Status
FENESTRATION Total Area: Glazing Percentage: New/Altered Average U-Factor:
Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status
HVAC SYSTEMS
Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status
HVAC DISTRIBUTION Duct
Location Heating Cooling Duct Location R-Value Status
WATER HEATING
Qty. Type Gallons Min. Eff Distribution Status
New
Page 14 of 19
8/13/2025
none
21.1%
New
ADU
none
none
N/A
n/a
168
Attic
CA Climate Zone 08
Rear (N)
15.0
Rear (N)
0.300
41.0
1
0.300
Heat Pump
0.23
Add=R-15.0
New
1
New
4
Res HVAC Ducted
Roof
Opaque Door
Slab
R 38
Unheated Slab-on-Grade - no insulation -
New
0.300
0.23
798
40
N/A
3.10
New
- no insulation -
Ducted
19.0 SEER
20
844
none
none
1
none
Electric Heat Pump
Standard
Right (E)
Front (S)64.0
8.0
New
798
New
Door
Wall Wood Framed
1415 W. 3rd St. Unit #2 Santa Ana
N/A
New
9.50 HSPF
0.30
Split Heat Pump
User Number: 6059
none48.0
0.300
0.23
none
0.23
N/A
Setback
New
New
ID: 2508-SAG
R 15
Wood Framed Attic
EnergyPro 9.4 by EnergySoft
798
Perim = 110'
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach
used. Review the respective section for more information.
(04/2022)
Building Envelope:
§ 110.6(a)1: Air Leakage.
Labeling.
§ 110.6(b): Field fabricated exterior doors and fenestration *
§ 110.7: Air Leakage.
§ 110.8(a): Insulation Certification by Manufacturers.
Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g).
§ 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified
§ 110.8(j): Radiant Barrier.
§ 150.0(a):
Roof Deck, Ceiling and Rafter Roof Insulation. average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration *
Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value.
§ 150.0(c):
Wall Insulation.
framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-
*
§ 150.0(d): Raised-floor Insulation. *
§ 150.0(f):
Slab Edge Insulation.
without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from
§ 150.0(g)1: Vapor Retarder. vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to
§ 150.0(g)2: Vapor Retarder.
§ 150.0(q): Fenestration Products. *
Fireplaces, Decorative Gas Appliances, and Gas Log:
§ 110.5(e) Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
§ 150.0(e)1: Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox.
§ 150.0(e)2: Combustion Intake. *
§ 150.0(e)3: Flue Damper.
Space Conditioning, Water Heating, and Plumbing System:
§ 110.0-§ 110.3: Certification. *
HVAC Efficiency.
§ 110.2(b):
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and *
§ 110.2(c): Thermostats.
*
Insulation. surface heat loss rating.
§ 110.3(c)6: Isolation Valves.
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 110.5: Pilot Lights.
(except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool
*
§ 150.0(h)1:
Building Cooling and Heating Loads.
Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation
Clearances.
§ 150.0(h)3B: Liquid Line Drier.
Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation.
§ 150.0(j)2:
Insulation Protection.
maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no
adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must
include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and
§ 150.0(n)1:
Gas or Propane Water Heating Systems.
designate a space at least 2.5’ x 2.5’ x 7’ suitable for the future installation of a heat pump water heater, and meet electrical and
plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no
§ 150.0(n)3:
Solar Water-heating Systems.
Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO
R&T), or by a listing agency that is approved by the executive director.
Ducts and Fans:
§ 110.8(d)3:
Ducts.
contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement.
§ 150.0(m)1:
CMC Compliance.
Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to
R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8)
do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be
sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723.
The combination of mastic and either mesh or tape must be used to seal openings greater than ¼”, If mastic or tape is used. Building
cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or
flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in
. *
§ 150.0(m)2:
Factory-Fabricated Duct Systems.
connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive
§ 150.0(m)3: Field-Fabricated Duct Systems.
mastics, sealants, and other requirements specified for duct construction.
§ 150.0(m)7: Backdraft Damper.
§ 150.0(m)8: Gravity Ventilation Dampers.
§ 150.0(m)9:
Protection of Insulation.
Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic
Porous Inner Core Flex Duct.
§ 150.0(m)11:
Duct System Sealing and Leakage Test.
occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in
accordance with Reference Residential Appendix RA3.1.
§ 150.0(m)12:
Air Filtration.
or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A.
Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter
racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 150.0(m)13:
Space Conditioning System Airflow Rate and Fan Efficacy.
a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must
be ≥ 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy ≤ 0.45 watts per CFM for gas furnace air
handlers and ≤ 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow ≥ 250 CFM per ton of nominal
cooling capacity, and an air-handling unit fan efficacy ≤ 0.62 watts per CFM. Field verification testing is required in accordance with
Reference Residential Appendix RA3.3. *
Ventilation and Indoor Air Quality:
§ 150.0(o)1: Requirements for Ventilation and Indoor Air Quality
Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. *
§ 150.0(o)1B: Central Fan Integrated (CFI) Ventilation Systems.
dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that
prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI
ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for
§ 150.0(o)1C:
Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses .
and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial
spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii.
Local Mechanical Exhaust.
controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or
continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1Gv, and rated for sound per
Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems.
be measured by using a flow hood, flow grid, or other airflow measuring device at the fan’s inlet or outlet terminals/grilles per Reference
Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the
§ 150.0(o)2: Field Verification and Diagnostic Testing.
and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods
must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow
Pool and Spa Systems and Equipment:
§ 110.4(a):
Certification by Manufacturers. with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not
§ 110.4(b)1: Piping.
Covers.
§ 110.4(b)3: Directional Inlets and Time Switches for Pools.
Pilot Light.
§ 150.0(p): Pool Systems and Equipment Installation. *
Lighting:
§ 110.9:
Lighting Controls and Components.
*
§ 150.0(k)1A: Luminaire Efficacy.
range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen
Screw based luminaires.
§ 150.0(k)1C: Recessed Downlight Luminaires in Ceilings.
§ 150.0(k)1D: Light Sources in Enclosed or Recessed Luminaires.
§ 150.0(k)1E: Blank Electrical Boxes. luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor
§ 150.0(k)1F: Lighting Integral to Exhaust Fans. *
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
Screw based luminaires.
§ 150.0(k)1H:
Light Sources in Enclosed or Recessed Luminaires.
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
§ 150.0(k)1I: Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required
to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of
power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or
Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A.
§ 150.0(k)2B: Interior Switches and Controls. *
§ 150.0(k)2A: Accessible Controls.
§ 150.0(k)2B: Multiple Controls.
Mandatory Requirements.
§ 150.0(k)2D:
Energy Management Control Systems.
occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified
§ 150.0(k)2E:
Automatic Shutoff Controls.
must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with
§ 150.0(k)2F: Dimmers. mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light
§ 150.0(k)2K: Independent controls.
§ 150.0(k)3A:
Residential Outdoor Lighting.
other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch
control) or an astronomical time clock. An energy management control system
§ 150.0(k)4: Internally illuminated address signs.
§ 150.0(k)5: Residential Garages for Eight or More Vehicles.
Solar Readiness:
§ 110.10(a)1:
Single-family Residences.
application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency,
§110.10(b)1A:
Minimum Solar Zone Area.
access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any
requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5
feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160
square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be
located on the roof or overhang of the building and have a total area no less than 250 square feet. *
§ 110.10(b)2: Azimuth.
§ 110.10(b)3A: Shading. *
§ 110.10(b)3B:
Shading. horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the
*
§ 110.10(b)4: Structural Design Loads on Construction Documents.
§ 110.10(c):
Interconnection Pathways.
pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family
§ 110.10(d): Documentation. provided to the occupant.
Main Electrical Service Panel.
§ 110.10(e)2: Main Electrical Service Panel.
circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.”
Electric and Energy Storage Ready:
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 150.0(s) Energy Storage System (ESS) Ready.
equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, or a dedicated raceway from the
main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their
source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit
near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of
225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3’
§ 150.0(t) Heat Pump Space Heater Ready.
unobstructed 240V branch circuit wiring installed within 3’ of the furnace with circuit conductors rated at least 30 amps with the blank cover
identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker
§ 150.0(u) Electric Cooktop Ready.
240V branch circuit wiring installed within 3’ of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as
“240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently
§ 150.0(v) Electric Clothes Dryer Ready.
dedicated unobstructed 240V branch circuit wiring installed within 3’ of the dryer location with circuit conductors rated at least 30 amps
the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole
*Exceptions may apply.
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
Marvin Barriga
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 ADU
GRADING PERMIT
WAIVER REQUEST
PCC-20
ISSUED: 7/1/2024 Page 1 of 1
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:
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. ☐ ☐ 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
I/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): (Print)
Owner Signature(s):
Date: Phone Number:
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.
1415 & 1417 W. 3RD ST.SANTA ANA, CA 92703
MEHDI SAHGHAFI
9/15/2025 (520) 661 9262
Mehdi Saghafi
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1415 & 1417 WEST 3RD STREET
Santa Ana, California
Prepared for:
MR. MEHDI SAGHAFI
Prepared by:
GEOBODEN INC.
Irvine, CA 92620
December 19, 2025
Project No. 3rd Street -1-01
GEOBODEN INC.
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1415 & 1417 WEST 3RD STREET
SANTA ANA, CALIFORNIA
MR. MEHDI SAGHAFI
Prepared by:
GEOBODEN INC.
5 Hodgenville
Irvine, California 92620
December 19, 2025
J.N. 3rd Street-1-01
5 Hodgenville ŇIrvine, CA 92620ŇOff 949-872-9565 ŇFax 949-743-2935
December 19, 2025 Project No. 3rd Street-1-01
Attention: MR. MEHDI SAGHAFI
Subject: Geotechnical Investigation Report
Proposed Accessory Dwelling Unit
1415 & 1417 West 3rd Street
Santa Ana, California
GeoBoden, Inc. (GeoBoden) is pleased to submit herewith our geotechnical investigation report
for the proposed Accessory Dwelling Unit to be located at 1415 & 1417 West 3rd Street in the
city of Santa Ana, California.
This report presents the results of our field investigation, laboratory testing and our engineering
judgment, opinions, conclusions and recommendations pertaining to geotechnical design
aspects of the proposed development.
Should you have any questions regarding the contents of this report, or should you require
additional information, please contact the undersigned.
Respectfully submitted,
GEOBODEN INC.
Shahrokh (Cyrus) E Radvar,
Principal Engineer, G.E. 2742
Reviewed by:
Parviz Azar, P.E. 37818
Copies: 1/Addressee
i
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1415 & 1417 West 3rd Street
SANTA ANA, CALIFORNIA
TABLE OF CONTENTS
1.0INTRODUCTION ...................................................................................................................................... 1
2.0SITE LOCATION AND DESCRIPTION ................................................................................................ 1
3.0GEOTECHNICAL INVESTIGATION .................................................................................................... 1
3.1FIELD EXPLORATION PROGRAM ..................................................................................................... 2
3.2LABORATORY TESTING ..................................................................................................................... 2
4.0DISCUSSION OF FINDINGS ................................................................................................................... 2
4.1SITE AND SUBSURFACE CONDITIONS ............................................................................................ 2
4.2GROUNDWATER CONDITIONS ......................................................................................................... 3
4.3SOIL ENGINEERING PROPERTIES .................................................................................................... 3
5.0STRONG GROUND MOTION POTENTIAL ........................................................................................ 3
5.1CBC DESIGN PARAMETERS ............................................................................................................... 3
6.0LIQUEFACTION POTENTIAL .............................................................................................................. 4
7.0DESIGN RECOMMENDATIONS ........................................................................................................... 4
7.1EARTHWORK ........................................................................................................................................ 5
7.2SITE AND FOUNDATION PREPARATION ........................................................................................ 5
7.3FILL PLACEMENT AND COMPACTION REQUIREMENTS ............................................................ 6
7.4GEOTECHNICAL OBSERVATIONS ................................................................................................... 6
7.5POST-GRADING CONSIDERATIONS ................................................................................................. 6
7.6UTILITY TRENCH BACKFIL ............................................................................................................... 7
7.7SHALLOW FOUNDATIONS ................................................................................................................. 8
7.7.1Bearing Capacity and Settlement ........................................................................................................ 8
7.7.2Lateral Load Resistance ..................................................................................................................... 8
7.7.3Footing Reinforcement ........................................................................................................................ 9
7.8CONCRETE SLAB ON-GRADE ............................................................................................................ 9
7.9SOLUBLE SULFATES AND SOIL CORROSIVITY .......................................................................... 10
8.0CONSTRUCTION CONSIDERATIONS .............................................................................................. 11
8.1TEMPORARY DEWATERING ........................................................................................................... 11
8.2CONSTRUCTION SLOPES ................................................................................................................. 11
8.3POST INVESTIGATION SERVICES .................................................................................................. 12
9.0CLOSURE ................................................................................................................................................. 12
10.0REFERENCES ......................................................................................................................................... 13
ii
FIGURES
Figure 1 Site Vicinity Map
Figure 2 Boring Location Map
APPENDIXES
Appendix A Boring Logs
Appendix B Laboratory Testing
1 3rd Street-1-01
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1415 & 1417 WEST 3RD STREET
Santa Ana, California
1.0 INTRODUCTION
This report presents the results of our geotechnical study performed by GeoBoden, Inc.
(GeoBoden) for the Proposed Accessory Dwelling Unit on the subject site. The general location
of the project is shown on Figure 1, “Site Vicinity Map”.
The purposes of this study were to determine the geotechnical properties of subsurface soil
conditions, to evaluate their in-place characteristics, evaluate site seismicity, and to provide
geotechnical recommendations with respect to design and construction of the proposed
improvements.
The scope of the authorized investigation included performing a site reconnaissance,
conducting field exploration and laboratory testing programs, performing engineering analyses,
and preparing this Geotechnical Investigation Report. Evaluation of environmental issues or
the potential presence of hazardous materials was not within the scope of services provided.
2.0 SITE LOCATION AND DESCRIPTION
The subject site is located at 1415 & 1417 West 3rd Street in Santa Ana, California. At the time
of field exploration, the site was occupied by a single-family residence. The Accessory
Dwelling Unit will consist of construction of the new building. No basement is planned for the
new construction. The new building will be of maximum two-story with slab on-grade.
3.0 GEOTECHNICAL INVESTIGATION
Our geotechnical investigation included a field exploration program and a laboratory testing
program. These programs were performed in accordance with our scope of services. The field
exploration and laboratory testing programs are described below.
2 3rd Street-1-01
3.1 FIELD EXPLORATION PROGRAM
The field exploration program was performed and involved drilling of one hand auger boring to
depth of 15 feet below existing ground surface. Soil materials encountered were visually
classified and logged in accordance with the Unified Soil Classification System. The
approximate location of the boring is shown on Figure 2.
Log of subsurface conditions encountered in the boring was prepared in the field by an
engineer. Soil samples consisting of relatively undisturbed brass ring samples were collected at
3 and 5-foot depth intervals and were returned to the laboratory for testing. One bulk sample
was collected at depths of 1 to 5 feet below ground surface (bgs). Final boring log was
prepared from the field log and is presented in Appendix A.
3.2 LABORATORY TESTING
Selected samples collected during drilling activities were tested in the laboratory to assist in
evaluating controlling engineering properties of subsurface materials at the site. Physical tests
performed included moisture and density determination, No. 200 Wash, Atterberg limits, direct
shear and corrosion. The results of the laboratory testing are presented in Appendix B.
4.0 DISCUSSION OF FINDINGS
The following discussion of findings for the site is based on the results of the field exploration
and laboratory testing programs.
4.1 SITE AND SUBSURFACE CONDITIONS
Generally, the subsurface conditions encountered in our boring consisted predominately of silty
sand and sandy clay to the maximum depth explored (15 feet bgs). Fill material was
encountered within our exploratory boring to depth of approximately 3 feet below the existing
ground surface. Fill materials consisted of silty sand. Native materials were observed beneath
the fill within our exploratory boring. These materials were observed to be medium dense silty
sand, firm to stiff sandy clay. For more detailed descriptions of the subsurface materials refer
to the boring logs in Appendix A.
3 3rd Street-1-01
4.2 GROUNDWATER CONDITIONS
Groundwater was not encountered within our exploratory boring. Based on information from
the California Geological Survey (California Division of Mines and Geology, 1997), the
historic high ground water level in the site vicinity is at a depth of approximately 35 feet
beneath the existing ground surface.
Fluctuations of the groundwater level, localized zones of perched water, and soil moisture
content should be anticipated during and following the rainy season. Irrigation of landscaped
areas on or adjacent to the site can also cause a fluctuation of soil moisture content and local
groundwater levels.
4.3 SOIL ENGINEERING PROPERTIES
Physical tests were performed on the relatively undisturbed samples to characterize the
engineering properties of the native soils. Moisture content and dry unit weight determinations
were performed on the samples to evaluate the in-situ unit weights of the different materials.
Moisture content and dry unit weight results are shown on the boring logs in Appendix A.
5.0 STRONG GROUND MOTION POTENTIAL
The project site is located in a seismically active area typical of Southern California and likely
to be subjected to a strong ground shaking due to earthquakes on nearby faults.
5.1 CBC DESIGN PARAMETERS
To accommodate effects of ground shaking produced by regional seismic events, seismic
design can, at the discretion of the designing Structural Engineer, be performed in accordance
with the 2022 edition of the California Building Code (CBC). Table 1, 2022 CBC Seismic
Parameters, lists (next) seismic design parameters based on the 2022 CBC methodology, which
is based on ASCE/SEI 7-16:
4 3rd Street-1-01
2 0 2 2 C B C S e i s m i c P a r a m e t e r s
2022 CBC Seismic Design Parameters Value
Site Latitude (decimal degrees) 33.7474
Site Longitude (decimal degrees) -117.8877
Site Class Definition D
Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.299
Mapped Spectral Response Acceleration at 1s Period, S1 0.463
Short Period Site Coefficient at 0.2s Period, Fa 1.2
Long Period Site Coefficient at 1s Period, Fv 1.837
Adjusted Spectral Response Acceleration at 0.2s Period, SMS 1.559
Adjusted Spectral Response Acceleration at 1s Period, SM1 0.851
Design Spectral Response Acceleration at 0.2s Period, SDS 1.039
Design Spectral Response Acceleration at 1s Period, SD1 0.567
6.0 LIQUEFACTION POTENTIAL
For liquefaction to occur, all of three key ingredients are required: liquefaction-susceptible
soils, groundwater within a depth of 50 feet or less, and strong earthquake shaking. Soils
susceptible to liquefaction are generally saturated loose to medium dense sands and non-plastic
silt deposits below the water table.
According to the “Map of Seismic Hazard Zones”, prepared by the California Geologic Survey,
the site is located within a liquefaction hazard zone. Historic high water level is at 25 feet.
The site is currently developed with existing residential building supported on shallow
foundation system. Ground water is deep. Liquefaction mitigation measures are not warranted.
It is our opinion that potential for liquefaction at the site is low and will not adversely impact
the proposed construction. We recommend that the proposed Accessory Dwelling Unit be
supported on shallow foundation system.
7.0 DESIGN RECOMMENDATIONS
Based upon the results of our investigation, the proposed ADU is considered geotechnically
feasible provided the recommendations presented herein are incorporated into the design and
construction. If changes in the design of the structure are made or variations or changed
5 3rd Street-1-01
conditions are encountered during construction, GeoBoden should be contacted to evaluate
their effects on these recommendations. The following geotechnical engineering
recommendations for the Proposed Dwelling Unit are based on observations from the field
investigation program and the physical test results.
7.1 EARTHWORK
All earthworks, including excavation, backfill and preparation of subgrade, should be
performed in accordance with the geotechnical recommendations presented in this report and
applicable portions of the grading code of local regulatory agencies. All earthwork should be
performed under the observation and testing of a qualified geotechnical engineer.
7.2 SITE AND FOUNDATION PREPARATION
All site preparation should be observed by experienced personnel reporting to the project
Geotechnical Engineer. Our field monitoring services are an essential continuation of our prior
studies to confirm and correlate the findings and our prior recommendations with the actual
subsurface conditions exposed during construction, and to confirm that suitable fill soils are
placed and properly compacted.
The site fill material is considered undocumented and may not be suitable for support of the
new footings. We recommend that the upper 3 feet of existing soils be removed and
recompacted. Lateral extent of overexcavation is 5 feet. If loose, disturbed, or otherwise
unsuitable materials are encountered at the bottom of excavation, removal of unsuitable soils
will be required until firm soils are encountered.
Excavations below the final grade level should be properly backfilled using lean concrete or
approved fill material compacted to a minimum of 90 percent of the maximum dry density as
determined by ASTM Test Method D1557. The backfill and any additional fill should be
placed in loose lifts less than 8 inches thick, moisture conditioned to near optimum moisture
content, and compacted to 90 percent. Fill materials should be free of construction debris, roots,
organic matter, rubble, contaminated soils, and any other unsuitable or deleterious material as
determined by the Geotechnical Engineer. The on-site soils are suitable for use as compacted
fill, provided the soil is free of any deleterious substance. All import fill material should be
approved by the Geotechnical Engineer prior to importing to the site for use as compacted fill.
6 3rd Street-1-01
Excavation activities should not disturb adjacent structures or undermine any adjacent footings.
Existing utilities should be removed and adequately capped at the project boundary line or
salvaged/rerouted as designed.
7.3 FILL PLACEMENT AND COMPACTION REQUIREMENTS
Material for engineered fill should be select free of organic material, debris, and other
deleterious substances, and should not contain fragments greater than 3 inches in maximum
dimension. On-site excavated soils that meet these requirements may be used to backfill the
excavated building area.
All fill should be placed in 6-inch-thick maximum lifts, watered or air dried as necessary to
achieve near optimum moisture conditions, and then compacted in place to a maximum relative
compaction of 90 percent. The laboratory maximum dry density and optimum moisture content
for each change in soil type should be determined in accordance with Test Method
ASTM D 1557. A representative of the project consultant should be present on-site during
grading operations to verify proper placement and compaction of all fill, as well as to verify
compliance with the other geotechnical recommendations presented herein.
Imported soils, if any, should consist of clean materials exhibiting a VERY LOW expansion
potential (Expansion Index less than 20). Soils to be imported should be approved by the
project geotechnical consultant prior to importation.
7.4 GEOTECHNICAL OBSERVATIONS
Exposed bottom surfaces in each removal area should be observed and approved by the project
geotechnical consultant prior to placing fill. No fill should be placed without prior approval
from the geotechnical consultant.
The project geotechnical consultant should be present on site during grading operations to
verify proper placement and compaction of fill, as well as to verify compliance with the
recommendations presented herein.
7.5 POST-GRADING CONSIDERATIONS
Positive drainage devices such as concrete flatwork, graded swales, and area drains should be
provided around the new construction to collect and direct all water to a suitable discharge area.
7 3rd Street-1-01
Neither rain nor excess irrigation water should be allowed to collect or pond against building
foundations.
7.6 UTILITY TRENCH BACKFIL
All utility trench backfill should be compacted to a minimum relative compaction of 90
percent. Trench backfill materials should be placed in lifts no greater than approximately 6
inches in thickness, watered or air-dried as necessary to achieve near optimum moisture
conditions, and then mechanically compacted in place to a minimum relative compaction of 90
percent. A representative of the project geotechnical consultant should probe and test the
backfills to verify adequate compaction.
As an alternative for shallow trenches where pipe or utility lines may be damaged by
mechanical compaction equipment, such as under building floor slabs, imported clean sand
exhibiting a sand equivalent (SE) value of 30 or greater may be utilized. The sand backfill
materials should be watered to achieve near optimum moisture conditions and then tamped into
place. No specific relative compaction will be required; however, observation, probing, and if
deemed necessary, testing should be performed by a representative of the project geotechnical
consultant to verify an adequate degree of compaction and that the backfill will not be subject
to settlement.
Where utility trenches enter the footprint of the buildings, they should be backfilled through
their entire depths with on-site fill materials, sand-cement slurry, or concrete rather than with
any sand or gravel shading. This “Plug” of less- or non-permeable materials will mitigate the
potential for water to migrate through the backfilled trenches from outside of the buildings to
the areas beneath the foundations and floor slabs.
8 3rd Street-1-01
7.7 SHALLOW FOUNDATIONS
Following the site and foundation preparation recommended above, foundation for load bearing
walls and interior columns may be designed as discussed below.
7.7.1 Bearing Capacity and Settlement
Load bearing walls and interior columns may be supported on continuous spread footings and
isolated spread footings, respectively, and should bear entirely upon properly engineered fill or
competent native soils. Continuous and isolated footings should have a minimum width of 14
inches and 18 inches, respectively. All footings should be embedded a minimum depth of 18
inches measured from the lowest adjacent finish grade. Continuous and isolated footings
placed on such materials may be designed using an allowable (net) bearing capacity of 2,000
and 2000 pounds per square foot (psf), respectively. Allowable increases of 250 psf for each
additional 1 foot in width and 250 psf for each additional 6 inches in depth may be utilized, if
desired. The maximum allowable bearing pressure should be 3,000 psf. The maximum
bearing value applies to combined dead and sustained live loads. The allowable bearing
pressure may be increased by one-third when considering transient live loads, including seismic
and wind forces.
Based on the allowable bearing value recommended above, total settlement of the shallow
footings are anticipated to be less than one inch, provided foundation preparations conform to
the recommendations described in this report. Differential settlement is anticipated to be
approximately half the total settlement for similarly loaded footings spaced up to approximately
30 feet apart.
7.7.2 Lateral Load Resistance
Lateral load resistance for the spread footings will be developed by passive soil pressure
against sides of footings below grade and by friction acting at the base of the concrete footings
bearing on compacted fill. An allowable passive pressure of 250 psf per foot of depth may be
used for design purposes. An allowable coefficient of friction 0.35 may be used for dead and
sustained live load forces to compute the frictional resistance of the footings constructed
directly on compacted fill. Safety factors of 2.0 and 1.5 have been incorporated in development
of allowable passive and frictional resistance values, respectively. Under seismic and wind
loading conditions, the passive pressure and frictional resistance may be increased by one-third.
9 3rd Street-1-01
7.7.3 Footing Reinforcement
Reinforcement for footings should be designed by the structural engineer based on the
anticipated loading conditions. Footings for lightly loaded wood-frame structures that are
supported in low expansive soils should have No. 4 bars, two top and two bottom.
7.8 CONCRETE SLAB ON-GRADE
Concrete slabs will be placed on undisturbed natural soils or properly compacted fill as
outlined. Moisture content of subgrade soils should be maintained near the optimum moisture
content.
At the time of the concrete pour, subgrade soils should be firm and relatively unyielding. Any
disturbed soils should be excavated and then replaced and compacted to a minimum of 90
percent relative compaction. Slabs should be designed to accommodate low expansive fill
soils. The structural engineer should determine the minimum slab thickness and reinforcing
depending upon the expansive soil condition intended use. Slabs placed on low expansive soils
should be at least 4 inches thick and have minimum reinforcement of No. 3 bars placed at mid-
height of the slabs and spaced 18 inches on centers, in both directions. The structural engineer
may require thicker slabs with more reinforcement depending on the anticipated slab loading
conditions.
Per CALGreen Code, a 4-inch thick base of ½ -inch or larger clean aggregate shall be provided
with a vapor retarder in direct contact with concrete and a concrete mix design which will
address bleeding, shrinkage and curling shall be used. Alternatively, concrete floor slabs should
be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such
as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed, and at least
2 inches of clean sand should be placed over the membrane to promote uniform curing of the
concrete. To reduce the potential for punctures, the membrane should be placed on a pad
surface that has been graded smooth without any sharp protrusions. If a smooth surface can not
be achieved by grading, consideration should be given to placing a 1-inch thick leveling coarse
of sand across the pad surface prior to placement of the membrane.
10 3rd Street-1-01
7.9 SOLUBLE SULFATES AND SOIL CORROSIVITY
Minimum resistivity test on one near surface bulk sample from the site indicated that on-site
soils are moderately corrosive when in contact with ferrous materials. The preliminary
chemical test results are included in Appendix B. Typical recommendations for mitigation of
the corrosive potential of the soil in contact with building materials are the following:
x Below grade ferrous metals should be given a high quality protective coating, such as
an 18 mil plastic tape, extruded polyethylene, coal tar enamel, or Portland cement
mortar.
x Below grade ferrous metals should be electrically insulated (isolated) from above grade
ferrous metals and other dissimilar metals, by means of dielectric fittings in utilities and
exposed metal structures breaking grade.
x Steel and wire reinforcement within concrete in contact with the site soils should have
at least two inches of concrete cover.
x If ferrous building materials are expected to be placed in contact with site soils, it may
be desirable to consult a corrosion specialist regarding chosen construction materials,
and/or protection design for the proposed facility.
x Corrosion test results also indicate that the surficial soils at the site have negligible
sulfate attack potential on concrete. No sulfate-resistant cement will be necessary for
concrete placed in contact with the on-site soils.
It is also recommended that additional sampling and analysis be conducted during the final
stages of site grading to provide a complete assessment of soil corrosivity. GeoBoden does not
practice corrosion engineering. Therefore, we recommend that on-site soils be tested and
analyzed near or at the completion of precise grading by a qualified corrosion engineer to
evaluate the general corrosion potential of the on-site soils and any impact on the proposed
construction.
11 3rd Street-1-01
Corrosion test results also indicate that the surficial soils at the site have negligible sulfate
attack potential on concrete. No special sulfate-resistant cement will be necessary for concrete
placed in contact with the on-site soils.
8.0 CONSTRUCTION CONSIDERATIONS
Based on our field exploration program, earthwork can be performed with conventional
construction equipment.
8.1 TEMPORARY DEWATERING
Groundwater was not encountered within our exploratory boring. Based on the anticipated
excavation depths, it is unlikely that dewatering will be required during construction.
8.2 CONSTRUCTION SLOPES
The temporary excavation side walls may be cut vertically to a maximum height of 3 feet.
Surcharge loads should be kept away from the top of temporary excavations a horizontal
distance equal to at least one-half the depth of excavation. Surface drainage should be
controlled along the top of temporary excavations to preclude wetting of the soils and erosion
of the excavation faces.
Where space permits, and providing that adjacent facilities are adequately supported, open
excavations may be considered. In general, unsupported slopes for temporary construction
excavations should not be expected to stand at an inclination steeper than 1:1
(horizontal:vertical). The temporary excavation side walls may be cut vertically to a height of
3 feet and then laid back at a 1:1 slope ratio above a height of 3 feet.
Surcharge loads should be kept away from the top of temporary excavations a horizontal
distance equal to at least one-half the depth of excavation. Surface drainage should be
controlled along the top of temporary excavations to preclude wetting of the soils and erosion
of the excavation faces. Even with the implementation of the above recommendations,
sloughing of the surface of the temporary excavations may still occur, and workmen should be
adequately protected from such sloughing.
12 3rd Street-1-01
8.3 POST INVESTIGATION SERVICES
Final project plans and specifications should be reviewed prior to construction to confirm that
the full intent of the recommendations presented herein have been applied to design and
construction. Following review of plans and specifications, observation should be performed
by the geotechnical engineer during construction to document that foundation elements are
founded on/or penetrate onto the recommended soils, and that suitable backfill soils are placed
upon competent materials and properly compacted at the recommended moisture content.
9.0 CLOSURE
The conclusions, recommendations, and opinions presented herein are: (1) based upon our
evaluation and interpretation of the limited data obtained from our field and laboratory
programs; (2) based upon an interpolation of soil conditions between and beyond the borings;
(3) are subject to confirmation of the actual conditions encountered during construction; and,
(4) are based upon the assumption that sufficient observation and testing will be provided
during construction.
If parties other than GeoBoden are engaged to provide construction geotechnical services, they
must be notified that they will be required to assume complete responsibility for the
geotechnical phase of the project by concurring with the findings and recommendations in this
report or providing alternate recommendations.
If pertinent changes are made in the project plans or conditions are encountered during
construction that appear to be different than indicated by this report, please contact this office.
Significant variations may necessitate a re-evaluation of the recommendations presented in this
report.
13 3rd Street-1-01
10.0 REFERENCES
California Building Code, 2022 Volume 2.
Department of Conservation, Division of Mines and Geology. 1998. “Seismic Hazard Zone
Report for the Anaheim and Newport Beach 7.5-Minute Quadrangles, Orange County,
California, Seismic Hazard Zone Report 03.
FIGURES
GEOBODEN INC.SITE VICINITY MAP
Proposed Accessory Dwelling Unit
1415 & 1417 West 3rd Street
Santa Ana, CaliforniaGeotechnical Consultants
12-19-25
3rd Street
Map No.
Figure By
Date
Project No.
Figure No.
2
B-1
GEOBODEN INC.
Geotechnical Consultants
LEGEND
NUMBER AND APPROXIMATE
LOCATION OF BORING
B-1
BORING LOCATION PLAN
Proposed Accessory Dwelling Unit
1415 & 1417 West 3rd Street
Santa Ana, California
3rd Street
12-19-25
APPENDIX A
BORING LOGS
3
6
Bottom of borehole at 15 feet below ground surface. No
groundwater at the time of driling. Boring was backfilled with
cuttings.
SANDY CLAY (CL): dark JUD\LVKbrown, moist
SILTY SAND (SM): brown, moist [NATIVE]
SILTY SAND (SM): OLJKWbrown, moist [FILL]
GEOBODEN, INC.
MC
R-2
MC
R-1
AU
SK-1
1
10
4
MATERIAL DESCRIPTION
0
5
10
15
DE
P
T
H
(f
t
)
Bottom of borehole at 15.0 feet.
ATTERBERG
LIMITS
BORING NUMBER B-1
PAGE 1 OF 1
PL
A
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R
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%
(R
Q
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)
PROJECT NAME Proposed Accessory Dwelling Unit
PROJECT LOCATION :HVWUG6WUHHW Santa Ana,
CA GROUND ELEVATION HOLE SIZE ''
GROUND WATER LEVELS:
CHECKED BY
CLIENT 050(+',6$*+$),
PROJECT NUMBER UG6WUHHW-1-01
DATE STARTED /1/24
DRILLING CONTRACTOR GeoBoden,
Inc. DRILLING METHOD Hand Auger
Boring LOGGED BY S.R.
NOTES
COMPLETED /1/2
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
GR
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APPENDIX B
LABORATORY TESTING
B-1
APPENDIX B
LABORATORY TESTING
PROPOSED ACCESSORY DWELLING UNIT
1415 & 1417 West 3rd Street
SANTA ANA, CALIFORNIA
Laboratory tests were performed on selected samples to assess the engineering properties and
physical characteristics of soils at the site. The following tests were performed:
x moisture content and dry density
x No. 200 Wash
x Atterberg limits
x direct shear
x corrosion potential
Test results are summarized on laboratory data sheets or presented in tabular form in this
appendix.
Moisture Density Tests
The field moisture contents, as a percentage of the dry weight of the soils, were determined by
weighing samples before and after oven drying. The dry density, in pounds per cubic foot, was
also determined fir all relatively undisturbed ring samples collected. These analyses were
performed in accordance with ASTM D 2937. The results of these determinations are shown on
the boring log in Appendix A.
No. 200 Wash Sieve
A quantitative determination of the percentage of soil finer than 0.075 mm was performed on
selected soil samples by washing the soil through the No. 200 sieve. Test procedures were
performed in accordance with ASTM Method D1140. The result of the tests are shown on the
boring log.
Atterberg Limits
Liquid limit, plastic limit, and plasticity index were determined for selected soil samples in
accordance with ASTM D 4318. The soil sample was air-dried and passed through a No. 40
sieve and moisturized. The liquid and plastic limit tests were performed on the fraction passing
B-2
the No. 40 sieve. Results of the Atterberg limits tests are shown graphically and presented in
this Appendix.
Direct Shear
Direct shear tests were performed on undisturbed samples of on-site soils. A different normal
stress was applied vertically to each soil sample ring which was then sheared in a horizontal
direction. The resulting shear strength for the corresponding normal stress was measured at a
maximum constant rate of strain of 0.005 inches per minute. The direct shear results are shown
graphically on a laboratory data sheet included in this appendix.
Corrosion Potential
Corrosion was tested on the selected soil sample in the near surface to determine the corrosivity
of the site soil to steel and concrete. The soil samples were tested for soluble sulfate (Caltrans
417), soluble chloride (Caltrans 422), and pH and minimum resistivity (Caltrans 643). The
results of corrosion tests are summarized in Table B-1.
TABLE B-1 (Corrosion Test Results)
Boring
No.
Depth
(ft)
Chloride
Content
(Calif. 422)
ppm
Sulfate Content
(Calif. 417)
% by Weight
pH
(Calif. 643)
Resistivity
(Calif. 643)
Ohm*cm
B-1
0-2 87 0.0149 7.4 1,078
4,000
DIRECT SHEAR TEST
7,0006,0005,000 8,000
5,000
0
1,000
2,000
1,000
4,000
3,000
6,000
7,000
8,000
0 2,000
3,000
B-1
Classification
3.0 SILTY SAND (SM)
CLIENT 050(+',6$*+$),
PROJECT NUMBER UG6WUHHW-1-01
PROJECT NAME Proposed Accessory Dwelling Unit
PROJECT LOCATION :HVWUG6WUHHW6DQWD$QD&$
GEOBODEN, INC.
c
NORMAL PRESSURE, psf
10
MC%
32
Specimen Identification
SH
E
A
R
S
T
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E
N
G
T
H
,
p
s
f
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
H ENGINEERING STRUCTURAL. DESIGN
STRUCTURAL
CALCULATIONS
PROP. DETACHED ADU FOR:
MEHDI SHGHAFI
1415 & 1417 W. 3RD ST.
SANTA ANA, CA 92703
ARCH./ DESIGNER: MBGA
STRUC. JOB NO. 25-070
ARCH. JOB NO.
DATE 7/30/2025
OPERATOR BRYAN
Master ID:
Date:
PRINCIPLE ENGINEER:
MOHEB D. FARAH
4740 GREEN RIVER RD, SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
CITY OF SANTA ANA
Planning and Building Agency
FARAH ENGINEERING
DESIGN CRITERIA
CODE C.B.C. 2022 EDITION
WIND EXPOSURE C
WIND SPEED 130 MPH
ROOF LOAD
Roofing................................ .
Solar Panels ............ . .........
Fire Sprinklers .......................
Sheathing. 15/32"pw............ .
Framing for roof ......................
Insulation ...............................
framing for cl'g........................
Finish, 1/2" dw............ .. .
Mech. ,Elect. & Misc...............
Allowance ..............................
Adjustment for slope ................
Total Dead Load .............. .
Live Load ..........................
Total Load ..........................
ROOF LOAD (PATIO
Roofing .................
Sheathing. 15/32"pw............. .
Framing for roof........... ........
Finish, 1/2" lap siding... .. ...........
Solar Panels .......................
Allowance ................ _ .. ......
Total Dead Load ............ .
Live Load .............
Total Load ...........................
Approved
VL`DtM66 ISSUANCE
Mas 0 0.: 25-070
07-30-25
EXTERIOR WALL
6.00 psf
Stucco, 7/8" ....................... _
_ 10.00 psf
3.00 psf
Sheathing, 15/32"ply..................
1.50 psf
2.00 psf
Framing - 2x4 @ 16" o.c................
1.00 psf
1.50 psf
Insulation .................................
0.50 psf
3.00 psf
Finish, 5/8" dw...........................
2.80 psf
0.50 psf
Item ........................... ...
0.00 psf
0.00 psf
Allowance .............................
.. 0.20 psf
250 psf
Total Dead Load ..................
16.00 psf
1.00 psf
0.50 psf
1.00 psf
21.00 psf
20.00 psf
41.00 psf
INTERIOR WALL
Finish ................. .... _.........
0.00 psf
Sheathing, 3/8"ply......................
1.00 psf
6.00 psf
Framing ............. _ .....
1.50 psf
1.50 psf
Insulation ................ ........
0.25 psf
3.00 psf
Finish, 2-5/8" dw........... .........
5.60 psf
4.25 psf
Item .......................................
0.00 psf
3.00 psf
Allowance ............ .....
1.65 psf
0.25 psf
Total Dead Load.......
10.00 psf
18.00 psf
20.00 psf
38.00 psf
4740 GREEN RIVER RD, SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
NUMBER OF NAILS
SPECIFIED BETWEEN
SPLICING POINTS ON
THE PLANS AND PER
TABLE BELOW
LOCATE STUD
UNDER SPLICE
EQUAL EQUAL
STEEL STRAP SPLICE
CITY OF SANTA ANA
Planning and Building Agency
.� 2
Approved
FOR PERMIT ISSUANCE
Master ID:
I Gd SINKEKI^1°'T, 15 T
I G" O.C. U.N.O. ON
PLANS AND PER TABLE
BELOW
51MP50N STRAP PER
PLANS AND THE TABLE
BELOW
TYPICAL STUDS
AT I G" O.C.
NOTE:
-FULLY NAIL STRAP
W/ I Gd SINKER OR
I Od COMMON NAILS
-NAILS SHALL BE
AT LEAST 2" APART
A
B
C
D
E
F
G
# OF I Gd SINKER
8
12
18
24
30
3G
42
MIN. PLATE LAP
4 FT.
4 FT.
4 FT.
G FT.
8 IT.
8 FT.
8 FT.
ALT STRAP W/
I Gd SINKER
5T22
M5TA3G
5TG22
5TG23
M5T37
M5T48
MSTGO
TYPICAL SPLICE AT TOP PLATE
CITY OF SANTA ANA
Planning and Building Agency
FARAH ENGINEERING
BM #1 HDR. @ BEDROOM 1
LENGTH = 6.25'
D.L. = 14*21
L.L. = 14*20
BM #2 DRP BM. @ PORCH
LENGTH = 20'
D.L. = 2 5*31
L.L. = 2 5*20
BM #3 DRIP BM. @ PORCH
LENGTH = 4.25'
D. L. = 12*31
L.L. = 12*20
Approved
ST R UFC9AkLE 6TNISSUANCE
PAGE : 4
OF: erlt30-25
070
= 294 PLF
280 PLF
USE 4 X 8
78 PLF
50 PLF
USE 6 X 10
372 PLF
240 PLF
USE 6 X 6
4740 GREEN RIVER RD, SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
CITY OF SANTA ANA
Planning and Building Agency
Appr9yed
FOR PERMIT -ISSUANCE
Multiple Simple Beam Project File: ec 25-070.ec6
LIC# : KW-06015642, Build:20.23,08.30 MOHEB FARAH (C) ENERCALC INC 1983-2023
Master ID:
Date:
Description : BEAM #1, 2, 3
Wood Beam Design: BEAM #1
Calculations per NDS 2018, IBC 2021, ASCE 7-16
BEAM Size : 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight
calculated and added to loads
Unif Load: D = 0.2940, Lr = 0.280 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio
= 0.765. 1
fb : Actual :
1,107.42 psi at 3.125 ft in Span # 1
Fb: Allowable:
1,446.92 psi
Load Comb :
+D+Lr
Max fv/FvRatio =
0.387 : 1
fv : Actual :
87.07 psi at 5.667 ft in Span # 1
Fv : Allowable:
225.00 psi
Load Comb:
+D+Lr
Max Reactions (k)
D Lr L S W E
Left Support
0.94 0.88
Right Support
0.94 0.88
Wood Beam Design: BEAM #2
D 0.2940 0.280
4x8
6 250 ft
—M—SX 0eflechons
—
H Transient Downward 0.054 in
Total Downward
0.112 in
Ratio
1380
Ratio
666
LC: Lr Only
LC: +D+Lr
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Calculations per NDS 2018, IBC 2021, ASCE 7-16
BEAM Size: 6x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade: No.1
Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.21 pcf
Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0780, Lr = 0.050 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio
= 0.820. 1
fb : Actual :
1,010.46 psi at 10.000 ft in Span # 1
Fb : Allowable:
1,231.65 psi
Load Comb:
+D+Lr
Max fv/FvRatio =
0.165 : 1
fv : Actual :
37.06 psi at 19.267 ft in Span # 1
Fv : Allowable :
225.00 psi
Load Comb:
+D+Lr
Max Reactions (k)
D Lr L s W E
Left Support
0.89 0.50
Right Support
0.89 0.50
D(0.0780),Lr(0.050)
6x10
20.0 ft
Max Deflections
�I Transient Downward 0.271 in Total Downward 0.755 in
Ratio 885 Ratio 317
LC: Lr Only LC: +D+Lr
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
CITY OF SANTA ANA
Planning and Building Agency
_Multiple Simple Beam
LIC# :: KV--06015642, Build:20.23.08.30 MOHEB FARA
Wood Beam Design: BEAM #3
Approifed
FOR PERMIT IANCE
Project File: ec 25-070.ec6
(C) E4LRCA1C INC 19t.2023_
Master ID:
Date: - — — -
Calculations pel NDS 2018, Ion 2021 7 .
BEAM Size: 6x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade: No.1
Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.21 pcf
Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.3720, Lr = 0.240 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio =
0.484.1
fb : Actual
604.38 psi at 2.125 ft in Span # 1
Fb. Allowable :
1,250.00 psi
Load Comb:
+D+Lr
Max fv/FvRatio =
0.228 : 1
fv : Actual :
51.27 psi at 3.797 ft in Span # 1
Fv : Allowable: 225.00 psi
Load Comb: +D+Lr
Max Reactions (k) D Lr L S W
Left Support 0.80 0.51
Right Support 0.80 0.51
0(0.3720 Lr 0.240
by
6x6 A4
4.250 ft
Wa—x De ecff Lions - - - - —
E H Transient Downward 0.014 in
Ratio 3732
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.035 in
Ratio
1448
LC: +D+Lr
Total Upward
0.000 in
Ratio
9999
LC:
Announcement
ASCE 7-22 is now available.
M1
1417 W 3rd St, Santa Ana, CA 92703, USA
Latitude, Longitude: 33.7473184,-117.887718
do-N-Out Burger
ARTESIA PILAR
C;1
z EJ Tore Carniceria
W 1st St
co
o
m �
Go g e 0
Date
Design Code Reference Document
Risk Category
Site Class
CITY OF SANTA ANA
Planning and Building Agency
�0Yv
Approve{!
FOR PERMIT IS UANCE
OSHPD
Master ID:
Date:
FRENCH PARK
Old Orange
County Courthouse
Downtown Santa
Ana Historic District
FLOWER PARK
W 1st St
Santa Ana
H E N I N G E R Map data (02025 Googie
7/30/2025, 5:07:54 PM
ASCE7-22
II
Default
Type Value Description (Data)
SS
1.49
The MCER spectral response acceleration at 0.2 seconds for Site Class BC, in units of g.
S,
055
The MCER spectral response acceleration at 1 second for Site Class BC, in units of g.
SMS
1.75
SMS = 1.5 X SDS, the Risk -Targeted Maximum Considered Earthquake (MCER) spectral response acceleration for short periods (of the two -period
spectrum) and the user -specified Site Class.
SMt
1.22
SM, = 1.5 x SDI, the MCER spectral response acceleration for 1 second (of the two -period spectrum) and the user -specified Site Class.
SDS
1.17
The design spectral response acceleration for short periods (of the two -period spectrum) and the user -specified Site Class, in units of g.
SDI
0.82
The design spectral response acceleration for 1 second (of the two -period spectrum) and the user -specified Site Class, in units of g
Type Value Description (Data Contd.)
SDC D Seismic design category
PGAM 0.66 PGAM, the Geometric -Mean Maximum Considered Earthquake (MCER) peak ground acceleration for the user -specified Site Class, in units of g
TS 0.698 TS = SD11SD8, in seconds, for construction of the two -period design spectrum
To 0.14 To = 0.2 x TS, in seconds, for construction of the two -period design response spectrum
TL 8 TL, the long -period transition period, in seconds, for construction of the two -period design response spectrum
Type
Value
PGA�h
See underlying data for Site
Classes C, CD, and D
PGA84rh
See underlying data for Site
Classes C, CD, and D
VS30
260
Spatial Interpolation
Method
linearloglinear
PGAdFloor
riskTargetedSpectrum
eightyFourthSpectrum
CITY OF SANTA ANA
Planning and Building Agency
U
Description (Underlying Data and Metadata) � nnrrnn�/�
Probabilistic uniform -hazard (2%-in-50-years), geometric -mean eak ground Ap�'Ifdhq dngd
of g. FOR PERMIT ISSUANCE
Deterministic 84th-percentile, geometric -mean peak ground acceleration (without deterministic
lower limit), in units of g.
The shear -wave velocity used for the user -specified Site Class, i i WSILT) p:
Identifier for spatial interpolation method used to obtain values fc r e�ig7 of interest from
underlying gridded values: " linearloglinear for bilinear of natural low of values.
Deterministic lower limit peak ground acceleration (PGA) for the,, -
units of g.
Probabilistic risk -targeted, maximum direction response spectrum (for 1%-in-50-years collapse
risk)
Deterministic 84th-percentile, maximum -direction response spectrum (without deterministic lower
limit)
FARAH ENGINEERING
CITY OF SANTA ANA
Planning and Building Agency
STRUCTURAL E ESIGN
LATERAL ANALYSIS - SECTION 1
WEIGHT CALCULATIONS
VARIABLES:
1ST. FLOOR
Roof DL
21 PSF
Roof Area=
1075.9 SF
Ext Wall Wt.=
16 PSF
Ext Wall L=
96.9 FT
Ext Wall Ht=
9.0 FT
Ext Wall w/ Veneer Wt.=
0.0 PSF
Ext Wall w/ Veneer L=
0.0 FT
Ext Wall w/ Veneer Ht=
0.0 FT
Int Wall Wt=
10 PSF
Int Wall L=
56.5 FT
Int Wall Ht=
9.0 FT
Parapet Wt=
0 PSF
Parapet L=
0.0 FT
Parapet Ht=
0.0 FT
CALCULATE ROOF WEIGHT "Wi"
PAG E roved
DABS goRr
4 }T ISSUANCE
Master ID:
Date:
Floor=DL*Floor Area = 22594 LBS
Ext Wall=Wt.*L*H/2+FIr Abv = 6977 LBS
Ext Wall w veneer=Wt.*L*H/2+FIr Abv = 0.00 LBS
Int Wall= Wt*L*H/2+FIr Abv = 2543 LBS
Parapet=Wt.*L*H = 0.0
I— Wi = 32113 LBS
I 5.5 FT
IST. FLR 9.5 FT
Hi
4740 GREEN RIVER RD.SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
FARAH ENGINEERING STRUCTU
PAGE
JOB NO
DATE
LATERAL ANALYSIS - SECTION 1
BASE SHEAR CALCULATIONS
DATA FROM SEISMIC MAPS:
Ss = 1.490
S1 = 0.550
FOR SITE CLASS "DEFAULT"
SMs =
1.750
SM1 =
1.220
SDs(2/3 SMs) =
1.170
SD1(2/3 SM1) =
0.820
ICALCULATE BASE SHEAR "V":
V=Cs*W
Cs = SD1 * I --�,SDs*I
R*T R
VARIABLES:
CITY OF SANTA ANA
Idegli�jNg and Building Agency
2
Master ID:
Date:
T = Ct * HnAX =
0.1082 SEC
1 =
1.0
R =
6.5
Cs = SD1 X 1 =
1.1657
Ct=
0.020
R * T
Hn=
9.5 FT
X=
0.75
Cs = SDs X 1 =
0.1800
R
USE Cs =
0.1800
V = Cs * W =
5,780.38 LBS
working stress=V/1.4*1.3V =
5,367.49 LBS
redundancy factor per
ASCE 7-16
12.3.4.2
LATERAL LOAD PER UNIT AREA OF HORIZONTAL PROJECTION
F1 (PSF)=Fl/(Roof Area)
5.0 PSF
4740 GREEN RIVER RD.SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
roved
+ii ISSUANCE
CITY OF SANTA ANA
Planning and Building Agency
WIND LOADS ANALYSIS
BASED ON ASCE7-16 (28.6.3)
PER ASCE 7-16 (28.6.1) :
Ps = k * Kzt x Ps30
PROJECT DATA:
1- WIND EXPOSURE: C
2- WIND SPEED 110 MPH
3- LOAD CASE 1
4- ROOF ANGLE 23.0 DEGREES
5- ROOF HEIGHT 15.0 FEET
VARIABLES :
X = 1.21 (FROM FIGURE 28.6-1-ASCE7-16)
Kzt = 1 (FROM SECTION 26.8)
Ps30 = 17.6 (FROM FIGURE 28.6-1-ASCE7-16)
WIND LOAD = Ps = k * Kzt * Ps30
V ULT = 21.3 PSF
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
Vggp = 16.5 PSF (IBC 2021-1609.3.1)
VASD = VULT*vV•6
4740 GREEN RIVER RD,
CITY OF SANTA ANA
Planning and Building Agency
SHEAR WALL SCHEDULE
App�ed
FOR PERMIT ISSUANCE
S.W. TYPE
WALL SHEATHING
SILL PLATEN
ON WOOD FL2.9ON
I qt
I[&PLATE A.B'S
FOUNDATION
2
15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS AT 6" O.C. A
EDGES AND 12" O.C. FIELD. ...... (230 PLF)
16 d SINNK
AT 4" O.0
5/8" DIAMETER X12"
3
15/32" APA RATED STRUCTURAL 1 PLYWOOD WITH 8d
COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELI (350 PLF)
16 d SINNKER
AT 3" O.0
5/8" DIAMETER X12"
A.B'S AT 32" O.0
4
15/32" STRUCTURAL I PLYWOOD WITH 8d COMMON NAILS AT 3"
O.C. AT EDGES AND 12" O.C. FIELD. (-)........................ (550 PLF)
3/8" DIAM X8" LAG
BOLTS @ 12" O.C.
(U.N.0)
5/8" DIAMETER X12"
A.B'S AT 16" O.0
(3X SILL PLATE)
5
15/32" STRUCTURAL I PLYWOOD WITH 10d COMMON NAILS AT 3"
O.C. AT EDGES AND 12" O.C. FIELD. (*)........................ (665 PLF)
3/8" DIAM X8" LAG
BOLTS @ 8" O.C.
(U.N.0)
5/8" DIAMETER X12"
A.B'S AT 8" O.0
(3X SILL PLATE)
6
15/32" STRUCTURAL I PLYWOOD WITH 10d COMMON NAILS AT 2"
O.C. AT EDGES AND 12" O.C. FIELD. (")........................ (870 PLF)
3/8" DIAM X6" LAG
BOLTS @ 8" O.C.
(U.N.0)
5/8" DIAMETER X12"
A.B'S AT 8" O.0
(3X SILL PLATE)
(*) PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS
STAGGERED FOR SHEAR PANEL TYPES 4,5 AND 6.
(*) PROVIDE 3X MUD SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4,
5AND 6.
RUN PLWOOD OVER POST AND/OR APPLY PLYWOOD BEFORE BOX -OUT.
CITY OF SANTA ANA
Planning and ljding Agency
SHEAR WALL VALUES FOR DIFFERENT HEIGHT TO WIDTH RATI proved
PER 2022CBC (TABLE 4.3.4 ofAF & PA SDPWS) : FOR PERMIT ISSUANCE
FOR SHEAR WALLS DESIGN TO RESIST SEISMIC FORCES,SHEAR WALL HEIGHT TO WIDTH RATI DS
GREATER THAN 2:1,BUT NOT EXCEEDING 3.5:1, ARE PERMITTED PER TABLE 4.3.4.1 OF "2015 Master ID:
SDPWS." PROVIDED THE ALLOWABLE SHEAR VALUES IN TABLE 4.3.4.1 OF "AF&PA SDPWS" Pete:
MULTIPLIED BY 1.25-(.125 h/bs).
SHEAR VALUES FOR DIFFERENT H:W RATIOS (PLF)
ATIO
SH. 2:1 2 1/4 :1 2 1/2 :1 2 3/4 :1 3:1 3 1/4 :1 3 1/2 :1
TYPE
2 230 223 216 207 201 194 187
3 350 340 328 315 306 295 284
550 533 516 495 481 464 447
4
665 645 623 599 582 561 540
5
870 844 816 783 761 734 707
6
FARAH ENGINEERING
UPLIFT CALCS.
Ps
= LATERAL DUE TO SEISMIC
Pw
= LATERAL DUE TO WIND
W
= D.L.+ OWN WT.
Uw
= UPLIFT DUE TO WIND
US
= UPLIFT DUE TO SEISMIC
P PLF
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
PAGE
JOB NO.: _r ID:
DATE Md)2625
W PLF
UPLIFT DUE TO SEISMIC PER ASCE 7-16:12.14.3.1
Us = [Ps*B*H - (0.6-0.1 SDs)*W*B*B/2]/B
= Ps*H - (0.3 - 0.07SDs)*W*B
UPLIFT DUE TO WIND PER CBC2022 EQ. #16-15
Uw = [0.6*Pw*B*H-0.6*W*B*B/2]/B
0.6*Pw*H - 0.3*W*B
US = Ps*H - (0.3 - 0.07SDS)*W*B
Uw = 0.6*Pw*H - 0.3*W*B
4740 GREEN RIVER RD, SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
FARAH ENGINEERING
CITY OF SANTA ANA
Planning and Building Agency
STRUCTURAL DESIGN
Shear Wall Design Page : 5 Approved
SDs = 1.170 Job No.: 2E -D R PERMIT ISSUAN
Date: 0 /30/25
1) 1st -Floor - On Grid Line 1
Seismic Dia Shear = (5*24+14*35.5)*5 = Ma YPID: Ibs
= Seismic force / Wall Length = Dat34 plf
Wind Dia Shear = (6*6.5+12.5*9.5)*l6.5 = 2602.9 Ibs
= Wind force / Wall Length =281 plf
Diaphragm Length = 32.8 = 32.8 ft
Use Shear Type 3
Wall Length (ft)
3.00
6.25
Height (ft)
3.50
3.50
Dead Wt. (plf)
417
417
"X" (ft)
0.00
7.00
Uplift Abv. (lb)
Uplift (lb)
894
599
Hold Down
STHD14/HDU5
STHD14/HDU5
Drag (lb)
718
1837
Splice Detail*
13*
B*
2) 1st -Floor - On Grid Line 2
Seismic Dia Shear = 14*35.5*5 = 2485 Ibs
= Seismic force / Wall Length = 321 plf
Wind Dia Shear = 12.5*7.5*16.5 = 1546.9 Ibs
= Wind force / Wall Length = 200 plf
Diaphragm Length = 32.8 = 32.8 ft
Use Shear Type 3
Wall Length (ft)
2.75
5.00
Height (ft)
2.00
2.00
Dead Wt. (plf)
417
417
"X" (ft)
13.75
20.50
Uplift Abv. (lb)
Uplift (lb)
391
187
Hold Down
NO HOLDOWN
NO HOLDOWN
Drag (lb)
1043
674
Splice Detail*
B*
B*
3 1st -Floor - On Grid Line 3
Seismic Dia Shear = 18*32*5 = 2880 Ibs
= Seismic force / Wall Length = 137 plf
Wind Dia Shear = 16.5*10*16.5 = 2722.5 Ibs
= Wind force / Wall Length = 130 plf
Diaphragm Length = 29.5 = 29.5 ft
Use Shear Type 3
Wall Length (ft)
850
12.50
Height (ft)
9.00
9.00
Dead Wt. (plf)
197
197
"X" (ft)
5.00
17.00
Uplift Abv. (lb)
Uplift (lb)
870
699
Hold Down
STHD14/HDU5
STHD14/HDU5
Drag (lb)
488
494
Splice Detail*
B*
B*
* NOTE: FOR (SPLICE DETAIL*) ...... SEE PAGE 2 OF CALCS.
4740 GREEN RIVER RD, SUITE 312 CORONA. CA 92878 TEL: (951) 738-1215 FAX: (951) 738-1153
FARAH ENGINEERING
CITY OF SANTA ANA
Planning and Building Agency
STRUCTURAL DESIGN
Shear Wall Design Page Approved
SDs = 1.170 Job No.: 254bR PERMIT ISSUAN
Date: 0 /30/25
4 1st -Floor - On Grid Line 4
Seismic Dia Shear = (7*32+12*27)*5 = Mas6D: lbs
= Seismic force / Wall Length = Date228 plf
Wind Dia Shear = 16.5*10*16.5 = 2722.5 Ibs
= Wind force / Wall Length = 227 plf
Diaphragm Length = 24.5 = 24.5 ft
Use Shear Type 3
`mall Length (ft)
12.00
Height (ft)
9.00
Dead Wt. (plf)
197
X, (ft)
12.50
Uplift Abv. (lb)
Uplift (lb)
1541
Hold Down
STHD14/HDU5
Drag (lb)
1398
Splice Detail*
13*
1st -Floor - On Grid Line
Seismic Dia Shear = = 0 Ibs
= Seismic force / Wall Length = #DIV/0! plf
Wind Dia Shear = = 0 Ibs
= Wind force / Wall Length = #DIV/0! plf
Diaphragm Length = 0.0 = 0.0 ft
Use Shear Type ###
Wall Length (ft)
Height (ft)
Dead Wt. (plf)
"X" (ft)
Uplift Abv. (lb)
Uplift (lb)
Hold Down
Drag (lb)
Splice Detail*
1st -Floor - On Grid Line
Seismic Dia Shear = = 0 Ibs
= Seismic force / Wall Length = #DIV/0! plf
Wind Dia Shear = = 0 Ibs
= Wind force / Wall Length = #DIV/0! plf
Diaphragm Length = = 0.0 ft
Use Shear Type ###
Wall Length (ft)
Height (ft)
Dead Wt. (plf)
" X" (ft)
Uplift Abv. (lb)
Uplift (lb)
Hold Down
Drag (lb)
Splice Detail*
NOTE: FOR (SPLICE DETAIL*) ...... SEE PAGE 2 OF CALCS.
E
'4/'4u l7mCCIV rCIvr-M mu. JUI I t 51z UURONA, CA 928i8 TEL: (951) 738-1215 FAX: (951) 738-1153
FARAH ENGINEERING
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
STRUCTURAL DESIGN
PAGE
Mast D:
JOB C)'t35- 70
DATE : 7/30/2025
FOUNDATION DESIGN
SOIL BEARING
CAPACITY = 1500 PSF
FOOTING LOAD (a) GRID # 2
D.L. = 14*21+9*16 = 438 PLF
L.L. = 14*20 = 280 PLF
TOTAL = 718 PLF
Footing Size = 12" wide X 26" deep --- (1.0' X 2.17')
Conc. Self Wt. = 1.0 ft*2.17 ft *150pcf
= 325.5 plf
Bearing Load = (Conc. Self Wt.+Total Load)/footing width
_ (325.5+718)/l
= 1043.5 < 1500 (allowable soil bearing capacity)
therefore footing is okay
For steel reinforcement
As = 0.0018*18*12
= 0.3888 sq. in.
use (2)-#4 at top and (2)-#4 bottom
USE 1.0' WIDE X 1.5' DEEP FOOTING W/(21-# 4 (cry TOP & BOT.
IR
RED
4740 GREEN RIVER RD, SUITE 312 CORONA, CA 92878 TEL.: 951 738 1215 FAX: 951 738 1153
CITY OF SANTA ANA
Planning and Building Agency
Ap"oved
FOR PER& ISSUANCE
General Footing P oject File: ec 25-014 ADU.ec6
LIC#: KW06015542, Build-20.23.08.30 OHEB FARAH (c) ENERCALC INC 1983-2023-
DESCRIPTION: PAD DESIGN FOR POST SUPPORTING BEAM #2 AND 3 Master ID:
Date:
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
fy : Rebar Yield =
60.0 ksi
Soil Density =
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) _
T Values Flexure =
0.90
Soil/Concrete Friction Coeff. _
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
Min. Overturning Safety Factor
= 1.0 _ 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure
No
-
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.0 ft
Length parallel to Z-Z Axis =
2.0 ft
Z
Footing Thickness =
18.0 in
1.50 ksf
pcf
No
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
Pedestal dimensions..
X
X
px : parallel to X-X Axis =
in
b
pz : parallel to Z-Z Axis =
in
Height
in
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
3.0 in
-
Z 5
v
Reinforcing
m
2.0" w
Bars parallel to X-X Axis
Number of Bars -
4
Reinforcing Bar Size = #
4
—
Bars parallel to Z-Z Axis
_
Number of Bars =
4
CO
Reinforcing Bar Size = #
4
4 - # 4 Bars
4 - # 4 Bars
_1
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation00
M
n/a
X-X Section Looking to'+Z
Z-Z Section Looking to +X
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D
Lr L S
W E H
P : Column Load = 1.690
1.010
k
OB : Overburden =
ksf
M-xx =
k-ft
M-zz =
k-ft
V-x =
k
V-z =
k
General Footing _
LICiI . KW-06015642, BuiId:20.23.08.30 MOHEB FARAH
DESCRIPTION: PAD DESIGN FOR POST SUPPORTING BEAM #2 AND 3
CITY OF SANTA ANA
Planning and Building Agency
f
� "-
Appr d
_FOR PERMITUANCE
Dject File: ec 25-014 ADU.ec6
(0) ENERCALC INC 19833-2023~
Master ID:
DESIGN SUMMARY
® •
Min. Ratio
Item
Applied
Capacity
Governing LoadComisirratF6F
PASS 0.5950
Soil Bearing
0.8925 ksf
1.50 ksf
+D+Lr about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.01742
Z Flexure (+X)
0.4555 k-ft/ft
26.153 k-ft/ft
+1.20D+1.60Lr
PASS 0.01742
Z Flexure (-X)
0.4555 k-ft/ft
26.153 k-ft/ft
+1.20D+1.60Lr
PASS 0.01742
X Flexure (+Z)
0.4555 k-ft/ft
26.153 k-ft/ft
+1.20D+1.60Lr
PASS 0.01742
X Flexure (-Z)
0.4555 k-ft/ft
26.153 k-ft/ft
+1.20D+1.60Lr
PASS n/a
1-way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1-way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS n/a
1-way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS n/a
2-way Punching
2.493 psi
75.0 psi
+1.20D+1.60Lr
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.640
0.640
n/a n/a
0.427
X-X, +D+Lr
1.50
n/a 0.0
0.8925
0.8925
n/a n/a
0.595
X-X, +D+0.750Lr
1.50
n/a 0.0
0.8294
0.8294
n/a n/a
0.553
X-X, +0.60D
1.50
n/a 0.0
0.3840
0.3840
n/a n/a
0.256
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.640 0.640
0.427
Z-Z, +D+Lr
1.50
0.0 n/a
n/a
n/a
0.8925 0.8925
0.595
Z-Z, +D+0.750Lr
1.50
0.0 n/a
n/a
n/a
0.8294 0.8294
0.553
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.3840 0.3840
0.256
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
All
units k
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As Actual As Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2 k-ft
X-X, +1.40D
0.2958
+Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.40D
0.2958
-Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D+0.50Lr
0.3166
+Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D+0.50Lr
0.3166
-Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D
0.2535
+Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D
0.2535
-Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D+1.60Lr
0.4555
+Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +1.20D+1.60Lr
0.4555
-Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +0.90D
0.1901
+Z
Bottom
0.3888
AsMin
0.40 26.153
OK
X-X, +0.90D
0.1901
-Z
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.40D
0.2958
-X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.40D
0.2958
+X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.20D+0.50Lr
0.3166
-X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.20D+0.50Lr
0.3166
+X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.20D
0.2535
-X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.20D
0.2535
+X
Bottom
0.3888
AsMin
0.40 26.153
OK
Z-Z, +1.20D+1.60Lr
0.4555
-X
Bottom
0.3888
AsMin
0.40 26.153
OK
CITY OF SANTA ANA
Planning and Building Agency
General Footing
LIC# : KW06615642, 66ild:20.23.08.30
MOHEB F RAH
DESCRIPTION: PAD DESIGN FOR POST SUPPORTING BEAM #2 AND 3
Footing Flexure
Flexure Axis & Load Combination
Mu Side
k-ft
Tension
Surface
As Req'd
in12
Gvrn. .
in12
Z-Z, +1.20D+1.60Lr
0.4555
+X Bottom
0.3888
AsMin
Z-Z, +0.90D
0.1901
-X Bottom
0.3888
AsMin
Z-Z, +0.90D
0.1901
+X Bottom
0.3888
AsMin
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z
+1.40D
0.00 psi
0.00 psi
0.00 psi
0.00 p;
+1.20D+0.50Lr
0.00 psi
0.00 psi
0.00 psi
0.00 p:
+1.20D
0.00 psi
0.00 psi
0.00 psi
0.00 p;
+1.20D+1.60Lr
0.00 psi
0.00 psi
0.00 psi
0.00 p;
+0.90D
0.00 psi
0.00 psi
0.00 psi
0.00 p;
Two -Way "Punching" Shear
Load Combination...
Vu
Phi*Vn
+1.40D
1.62 psi
150.00psi
+1.20D+0.50Lr
1.73 psi
150.00psi
+1.20D
1.39 psi
150.00psi
+1.20D+1.60Lr
2.49 psi
150.00psi
+0.90D
1.04 psi
150.00psi
ApproV
-FOR
PERMIT S ANCE
)jest File: ec 25-014 ADU.ec6
(0) EN£RCALC INC 1983.2023
Master ID:
Date:
Actual Asp
Rb'*gR
stagy
in^2
k-ft
0.40
26.153
OK
0.40
26.153
OK
0.40
26.153
OK
'u:Max Phi Vn Vu I Phi*Vn
Status
0.00 psi
75.00 psi
0.00
OK
0.00 psi
75.00 psi
0.00
OK
0.00 psi
75.00 psi
0.00
OK
0.00 psi
75.00 psi
0.00
OK
0.00 psi
75.00 psi
0.00
OK
All
units k
Vu / Phi*Vn
Status
0.01079
OK
0.01155
OK
0.009248
OK
0.01662
OK
0.006936
OK