HomeMy WebLinkAbout2039 N Victoria Drive #2 - PlanADU NEW CONSTRUCTION
COUNTY OF ORANGE
PROJECT SCOPE
PROPERTY INFORMATION
VICINITY MAP
COVER SHEET
SHEET:
NORTH SITE PLAN 1 A101
DATE:
SCALE:
JOB NUMBER:
as noted
9/13/2024
24-1055
# DESCRIPTION DATE
STATE OF CALIFORNIA
2039 N VICTORIA DR UNIT #2,
SANTA ANA, CA, 92706
HOME OWNER
OWNER:
MICHAEL & CYNTHIA SITTON
PHONE: (714) 654-7201
EMAIL: MICHAEL3761@GMAIL.COM
CJSITTON@GMAIL.COM
ENGINEER:
JRS ENGINEERING & DESIGN
3325 E 4TH STREET
LONG BEACH,CA, 90814
PHONE: 652-850-1223
JEFF@JRSENGINEERINGDESIGN.COM
3325 E 4TH STREET
LONG BEACH, CA, 90814
JRSENGINEERINGDESIGN.COM
562-850-1223
SHEET LIST SDC INFORMATION
CA LICENSE NAME: JEFFREY SCHAEFER
DISCIPLINE: CIVIL ENGINEER
CA LICENSE NO: C-91734
RENEWAL DATE: Dec 31, 2026
JEFF@JRSENGINEERINGDESIGN.COM
2039 N VICTORIA DR,
SANTA ANA, CA, 92706
A101 COVER SHEET
A102 SITE PLAN
A104 FLOOR PLAN
A105 EXTERIOR ELEVATIONS
SOIL BEARING CAPACITY
SDC
SITE CLASS
IMPORTANCE FACTOR
Ss
S1
2000 PSF
D
D
II, STANDARD
1.51
0.52
1. CONSTRUCT A DETACHED 998-SF, 1-BED, 1BATH ACCESSORY DWELLING UNIT (ADU)
NOTES APPLICABLE CODES
ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE
FOLLOWING CODES AND STANDARDS
1.1. 2022 CALIFORNIA BUILDING CODE (CBC)
1.2. 2022 CALIFORNIA RESIDENTIAL CODE (CRC)
1.3. 2022 CALIFORNIA PLUMBING CODE (CPC)
1.4. 2022 CALIFORNIA MECHANICAL CODE (CMC)
1.5. 2022 CALIFORNIA BUILDING CODE (CBC)
1.6. 2022 CALIFORNIA ELECTRICAL CODE (CEC)
1.7. 2022 CALIFORNIA ENERGY CODE (CENC)
1.8. CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN)
1.9. CITY OF SANTA ANA MUNICIPAL CODE
1. WORK PERFORMED SHALL COMPLY WITH THE CURRENT APPLICABLE CODES. SEE TABLE:
1.1. THESE GENERAL NOTES UNLESS OTHERWISE NOTED ON PLANS OR SPECIFICATIONS.
1.2. STANDARD SPECIFICATIONS OF A.S.T.M.
1.3. AMENDMENTS BY THE LOCAL JURISDICTION
2. ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND
SUB-CONTRACTORS. NOTES AND DIMENSIONS TAKES PRECEDENCE OVER SCALING OF THE DRAWING. EACH CONTRACTOR OR
SUB-CONTRACTOR SHALL REPORT TO PROJECT OWNER AND DESIGNER ALL CONDITIONS WHICH PREVENT THE PROPER
EXECUTION OF THEIR WORK.
3. TYPICAL DETAILS AND SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT OTHERWISE
SHOWN.
4. SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE
NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT.
5. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH THE PLANS AND
SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER IN
WRITING FOR INTERPRETATION OR CLARIFICATION
6. ADHESIVES, SEALANTS AND CAULKS SHALL BE COMPLIANT WITH VOC AND OTHER TOXIC COMPOUND LIMITS PER CALIFORNIA
GREEN BUILDING STANDARDS (CGBS) SECTION 4.504.2
6.1. PAINT, STAINS AND OTHER COATINGS SHALL BE COMPLIANT WITH VOC LIMITS
6.2. AEROSOL PAINTS AND COATINGS SHALL BE COMPLIANT WITH PRODUCT WEIGHTED MIR LIMITS FOR ROC AND OTHER TOXIC
COMPOUNDS
6.3. DOCUMENTATION SHALL BE PROVIDED TO VERIFY COMPLIANT VOC LIMIT FINISH MATERIALS HAVE BEEN USED
6.4. CARPET AND CARPET SYSTEMS SHALL BE COMPLIANT WITH VOC LIMITS
6.5. 80% OF FLOOR AREA CONTAINING RESILIENT FLOORING SHALL COMPLY WITH VOC EMISSION LIMITS PER THE
COLLABORATIVE FOR HIGH-PERFORMANCE SCHOOLS (CHPS) LOW-EMITTING MATERIALS LIST OR BE CERTIFIED UNDER THE
RESILIENT FLOOR COVERING INSTITUTE (RFCI) FLOOR SCORE PROGRAM
6.6. PARTICLEBOARD, MEDIUM DENSITY FIBERBOARD (MDF) AND HARDWOOD PLYWOOD USED IN INTERIOR FINISH SYSTEMS
SHALL COMPLY WITH LOW FORMALDEHYDE EMISSION STANDARDS
7. PRE-CONSTRUCTION MEETING TO BE SCHEDULED WITH INSPECTION PRIOR TO ANY WORK DONE
8. THE ADU SF / SFD RATIO IS FOR PARK AND REC FEE PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "SFR SF"
OF THE EXISTING PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN
"SFR SF" OF THE EXISTING RESIDENCE
A106 EXTERIOR PERSPECTIVE
A108 MEP PLAN
S101 FOUNDATION PLAN
S102 ROOF FRAMING PLAN
S103 WALL FRAMING PLAN
S104 STRUCTURAL DETAILS
T101 TITLE 24 ENERGY CALCULATIONS
T102 CALIFORNIA GREEN MANDATORY MEASURES
T103 CALIFORNIA GREEN MANDATORY MEASURES
ADDRESS 2039 N VICTORIA DR UNIT #2, SANTA ANA, CA, 92706
CONSTRUCTION TYPE V-B
AIN 399-111-12
PROPERTY BOUNDARY COLES NORTH SANTA ANA TR LOT BLK B
N 90.02 FT S 187.98 FT E 200 FT W 240 FT TR 181
DESCRIPTION
LOT AREA (SF) 18,172 SQ FT
ZONING R-1
OCCUPANCY TYPE R3/U
STORIES MAIN - 2, ADU - 1
(E) MAIN DWELL 2,996 SF
(N) ACCESSORY DWELLING UNIT (ADU) 998 SF (NEW SF)
(E) GARAGE 660 SF
FLOOR AREA RATIO (FAR) 25.6%
ADU-SF / SFD-SF RATIO 998 SF / 2,996 SF = 0.333 (33.3%)
FIRE SPRINKLERS IN MAIN? NONE EXISTING
METHANE MITIGATION ZONE NO
LIQUEFACTION ZONE NO
FEMA FLOOD ZONE ZONE X (LOW RISK FLOOD ZONE)
ADU <0.5 MILES OF
PUBLIC TRANSIT. NO
PARKING REQUIRED
2039 N VICTORIA DR
UNIT #2
A107 INTERIOR PERSPECTIVE
A109 BUILDING SECTIONS
A110 CABINETRY ELEVATIONS
A111 EXISTING PRIMARY DWELLING FLOOR PLAN
A112 EXISTING PRIMARY DWELLING EXTERIOR ELEVATIONS
A103 DRAINAGE PLAN
S105 STRUCTURAL DETAILS
T104 TITLE 24 SFR MANDATORY MEASURES
Bldg #101122463
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
2039 N Victoria Drive
#24/28/2025
GENERAL INFORMATION
1. WORK PERFORMED SHALL COMPLY WITH THE CURRENT APPLICABLE CODES. SEE TABLE:
1.1. THESE GENERAL NOTES UNLESS OTHERWISE NOTED ON PLANS OR SPECIFICATIONS.
1.2. STANDARD SPECIFICATIONS OF A.S.T.M.
1.3. AMENDMENTS BY THE LOCAL JURISDICTION
2. ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR AND SUB-CONTRACTORS. NOTES AND DIMENSIONS TAKES PRECEDENCE OVER
SCALING OF THE DRAWING. EACH CONTRACTOR OR SUB-CONTRACTOR SHALL REPORT TO PROJECT
OWNER AND DESIGNER ALL CONDITIONS WHICH PREVENT THE PROPER EXECUTION OF THEIR
WORK.
3. TYPICAL DETAILS AND SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO BE USED WHEN
CONDITIONS ARE NOT OTHERWISE SHOWN.
4. SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES
AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO
SIMILAR WORK ON PROJECT.
5. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY
WITH THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS
MUST BE REFERRED TO THE ENGINEER IN WRITING FOR INTERPRETATION OR CLARIFICATION.
PROPERTY INFORMATION
SITE WORK
1. FINISH GRADE FROM ANY FOUNDATION FACE SHALL FALL NOT FEWER THAN 6
INCHES WITHIN THE FIRST 10 FEET. IMPERVIOUS SURFACES WITHIN 10 FEET OF
THE BUILDING FOUNDATION SHALL BE SLOPED NOT LESS THAN 2% AWAY FROM
THE BUILDING.
2. CONTRACTOR TO VERIFY EXISTING UTILITY LINES BEFORE TRENCHING
3. TOTAL NEW IMPERVIOUS SQUARE FOOTAGE IS LESS THAN 500-SF THEREFORE NO
BMPS FOR WATER RUNOOF (I.E. RAIN BARRELS, PLANTER, ETC.)
4. FOUNDATION CUT WILL BE 29.8 CUBIC YARDS. THIS WILL BE RECOMPACTED AND
FOUNDATION PLACED OVERTOP. NET CUT/FILL FOR SITE WILL BE <1 CU.FT
N
SITE PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/8" = 1'-0"
A102
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
ADDRESS 2039 N VICTORIA DR UNIT #2,
SANTA ANA, CA, 92706
CONSTRUCTION TYPE V-B
AIN 399-111-12
PROPERTY BOUNDARY COLES NORTH SANTA ANA TR LOT BLK B
N 90.02 FT S 187.98 FT E 200 FT W 240 FT TR 181
DESCRIPTION
LOT AREA (SF)18,172 SQ FT
ZONING R-1
OCCUPANCY TYPE R3/U
STORIES MAIN - 2, ADU - 1
(E) MAIN DWELL 2,996 SF
(N) ACCESSORY DWELLING UNIT (ADU) 998 SF (NEW SF)
(E) GARAGE 660 SF
FLOOR AREA RATIO (FAR)25.6%
FIRE SPRINKLERS IN MAIN?NONE EXISTING
METHANE MITIGATION ZONE NO
LIQUEFACTION ZONE NO
FEMA FLOOD ZONE NO
PROPERTY LINE
PROPERTY LINE
PR
O
P
E
R
T
Y
L
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N
E
PR
O
P
E
R
T
Y
L
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N
E
200'
90
'
VI
C
T
O
R
I
A
D
R
8'-9"
7'
-
6
"
EXISTING MAIN DWELLING (2996 SF)
NOT IN PROJECT SCOPE
EXISTING GARAGE (660 SF)
NOT IN PROJECT SCOPE
NEW 998-SF
SINGLE-STORY ADU
(N) 30,000 BTU
CONDENSER
(N) 200-AMP PANEL
TO SERVICE ADU
4" SEWER LINE BURIED 18"
BELOW GRADE
1" WATER LINE BURIED
12" BELOW GRADE
(N) WATER METER FOR ADU
(E) WATER METER FOR SFD
(N) ADU SEWER
CLEANOUT
6'
7'-3"39
'
34'54'-3"67'
17
'
-
6
"
26
'
FEMA FLOOD MAP
SITE DRAINAGE FLOW LINES
LOCATION OF PREVIOUSLY
DEMOLISHED POOL (NO POOL
CURRENTLY EXISTS; RE-COMPACTED
SOIL FROM FORMER DEMOLITON)
SOUTH ROOF EAVES TO HAVE 1-HR FIRE
PROTECTION (5
8" TYP X FIBER CEMENT
BOARD PER DETAILS 1/S104, 3/S104)
EAST ROOF EAVES TO HAVE 1-HR FIRE
PROTECTION (5
8" TYP X FIBER CEMENT
BOARD PER DETAILS 1/S104, 2/S104)
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 SHALLBE 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 concurrentlywith the
architectural plans submittal to the Building Safety Division.
Grading Permit Waiver:Residential detached Accessory Dwelling Unit (ADU) projectswith 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 thiswaiver request. A copy of thiscompletedchecklistshall be made partofthe each set of
plans. If answering NO to any of the questions, a grading plan andpermit shall be required.
ProjectPropertyAddress:
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 drainagepatterns.
Grading Permit Waiver Request
I/we arerequesting a waiver from the standard requirements for a precise grading planand permit
for our ADU project to be constructedat 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 anyand all claims for damages and costs arising outof 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 permitbased on site conditions.
2.This grading permit waiver request does not apply to projects in the FEMA Flood Zones.
2039 N Victoria Dr Unit #2, Santa Ana CA 92706
X
X
X
X
X
Michael Sitton
1/27/2025 714-654-7201
8'X8' CONCRETE PAD
FOR FUTURE SPA
(N) 100-AMP SUBPANEL TO
SERVICE GARAGE/WORKSHOP
(E) 200-AMP PANEL
TO SERVICE SFD
PUBLIC RIGHT-OF-WAY
2039 N Victoria Drive
#24/28/2025
N
DRAINAGE
PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/8" = 1'-0"
A103
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
PROPERTY LINE
PROPERTY LINE
PR
O
P
E
R
T
Y
L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
200'
90
'
VI
C
T
O
R
I
A
D
R
5'
EXISTING MAIN DWELLING (2996 SF)
NOT IN PROJECT SCOPE
EXISTING GARAGE (660 SF)
NOT IN PROJECT SCOPE
NEW 998-SF
SINGLE-STORY ADU3'
-
6
"
39
'
34'57'67'
20
'
26
'
FEMA FLOOD MAP
SITE DRAINAGE FLOW LINES
142'
142'138'
138'
STORM WATER POLLUTION PLAN NOTES:
1. IN CASE OF EMERGENCY, CALL: TBD
2. A STAND-BY CREW FOR EMERGENCY WORK SHALL BE AVAILABLE AT ALL TIMES DURING THE RAINY
SEASON(OCTOBER 1 TO APRIL 30). NECESSARY MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED AT
CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF EMERGENCY DEVICES WHEN RAIN IS
IMMINENT.
3. EROSION CONTROL DEVICES SHOWN ON THIS PLAN MAY BE REMOVED WHEN APPROVED BY GRADING
INSPECTOR IF THE GRADING IF THE GRADING OPERATIONS HAS PROGRESSED TO THE POINT '/MERE THEY ARE
NO LONGER REQUIRED.
4. GRADING AREAS ADJACENT TO THE SLOPES LOCATED AT THE SITE PERIMETER MUST DRAIN AWAY FROM
THE TOP OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY
5.ALL SILT AND DEBRIS SHALL BE REMOVED FROM ALL DEVICES WITHIN 24 HOURS OF EACH RAINSTORM AND
BE DISPOSED OF PROPERLY
6. A GUARD SHALL BE POSTED ON THE SITE WHENEVER THE DEPTH OF WATER IN ANY DEVICE EXCEEDS 2'. THE
DEVICE SHALL BE DRAINED OR PUMPED DRY WITHIN 24 HOURS AFTER EACH RAINSTORM.
7. EXCEPT AS OTHERWISE APPROVED BY THE GRADING INSPECTOR, ALL REMOVABLE PROTECTIVE DEVICES
SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY OR ON WEEKENDS WHEN THE 5 DAY RAIN
PROBABILITY EXCEEDS 40%.
8. ALL LOOSE SOILS AND DEBRIS WHICH MAY CREATE A POTENTIAL HAZARD TO OFF SITE PROPERTY SHALL BE
REMOVED FROM THE SITE AS DIRECTED BY THE GRADING INSPECTOR.
9. THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE WITH IN THE SITE IS LEFT TO THE
DISCRETION OF THE FIELD EXAMINER.
10. DESALTING BASINS MAY NOT BE REMOVED OR MADE INOPERABLE BETWEEN NOVEMBER 1 AND APRIL 15 OF
THE FOLLOWING YEAR WITHOUT THE APPROVAL OF THE GRADING INSPECTOR.
11. EROSION CONTROL DEVICES ARE TO BE MODIFIED AS NEEDED AS THE PROJECT PROGRESSES AND PLANS
OF THESE CHANGES MUST BE SUBMITTED FOR APPROVAL AS REQUIRED.
12. ADD THE FOLLOWING NOTES (OR SIMILAR) TO THE PLANS TO DEFINE THE CURRENT STATE OF
CONSTRUCTIONAL CHANGES.CHANGES MUST BE SUBMITTED FOR APPROVAL AS REQUIRED.
A. STORM DRAINS AND CATCH BASINS ARE (NOT) CONSTRUCTED
B. STREETS ARE (NOT) PAVED, EXCEPT AS NOTED ON THE EROSION CONTROL PLANS
C. DRAINAGE DEVICES ARE (NOT) CONSTRUCTED, EXCEPT AS NOTED ON PLANS.
13. STORM WATER POLLUTION CONTROL REQUIREMENTS MUST BE INTEGRATED INTO THE EROSION CONTROL
PLANS PER TITLE 62 SECTION 7010 OF THE COUNTY CODE FOR ANY CONSTRUCTION BETWEEN OCTOBER 1 AND
APRIL 15. THE FOLLOWING NOTES AND BMPS AS OUTLINED IN, BUT NOT LIMITED TO, THE BEST MANAGEMENT
PRACTICE HANDBOOK, CALIFORNIA STORM WATER QUALITY TASK FORCE, SACRAMENTO CALIFORNIA 1993. OR
THE LATEST REVISED EDITION MAY APPLY DURING THE CONSTRUCTION OF THIS PROJECT (ADDITION
MEASURES MAYBE REQUIRED IF DEEMED APPROPRIATE BY COUNTY INSPECTORS)
ATTACHMENT A NOTES:
A. EVERY EFFORT SHOULD BE MADE TO ELIMINATE THE DISCHARGE OF NON STORM WATER FROM THE
PROJECT SITE AT ALL TIMES
B. ERODED SEDIMENTS AND OTHER POLLINATES MUST BE RETAINED ON-SITE AND MAY NOT BE
TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA DRAINS NATURAL DRAINAGE OR
COURSES OR WIND.
C. STOCKPILE OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM
BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND OR WATER
D. FUELS, OILS SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE W/ THEIR
USING AND ARE NOT TO CONTAMINATE THE SOIL AND SURFACE WATERS. ALL APPROVED STORAGE
CONTAINER ARE TO BE PROTECTED FROM THE WEATHER SPILLS MUST BE CLEANED UP IMMEDIATELY AND
DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED IN TO THE DRAINAGE SYSTEM.
E. EXCESS OR WASTER CONCRETE MAY NOT BE WASHED IN TO THE PUBLIC WAS OR ANY OTHER
DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTES ON SITE UNTIL THEY CAN
BE DISPOSED OF AS SOLID WASTE.
F.TRASH AND CONSTRUCTION RELATED CONTAMINATION SOUD WASTES MUST BE DEPOSITED IN TO A
COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER & DISPERSAL BY WIND.
G. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKER FROM THE SITE BY VEHICLE TRAFFIC. THE
CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM EYING
DEPOSITED IN TO THE PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND
MAY NOT BE WASHED DOWN BY RAIN/ OTHER MEANS.
H. ANY SLOPES WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS TO NO
CAUSE EROSION.
NOTES:
1. EXCESS AND WASTE CONCRETE SHALL NOT BE WASHED IN TO THE STREET OR INTO A DRAINAGE
SYSTEM.
2. FOR WASH OUT OF CONCRETE AND MORTAR PRODUCTS A DESIGNATED CONTAINMENT FACULTY OF
SUFFICIENT CAPACITY TO RETAIN LIQUID AND SOLID WASTE SHALL BE PROVIDED ON SITE.
3. SLURRY FROM CONCRETE AND ASPHALT SAW CUTTING SHALL BE VACUUMED OR CONTAINED, DRIED,
PICKED UP AND DISPOSED OF PROPERLY.
4. ALL REMOVABLE VERSIONS PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING
DAY WHEN THE 5-DAY PROBABILITY FORECASTS.
5. AFTER A RAINSTORM, ALL SILT AND DEBRIS SHALL BE REMOVED FROM STREET. CHECK BERMS AND
BASINS.
6. GRADED AREAS ON THE PERMITTED AREA PERIMETER MUST DRAIN AWAY FROM SLOPS AT THE
CONCLUSION OF EACH WORKING DAY. DRAINAGE TO BE DIRECTED TOWARD DESILTING FACULTIES.
7. THE PERMITTEE AND CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE ALL NECESSARY
PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREA WHERE IMPOUNDED WATER CREATED A
HAZARDOUS CONDITION.
8. THE UNDERSIGNED CIVIL ENGINEER SHALL INSPECT EROSION CONTROL WORK AND ENSURE THAT THE
WORK IS IN ACCORDANCE WITH THE APPROVED PLANS.
9. AT LEAST 2-LAYERS OF SANDBAGS FILLED WITH SAND ARE PA GRAVEL SHALL BE LAID ALONG THE
PERIMETER OF THE PROJECT AREA AND SHOWN DURING CONSTRUCTION.
GUTTERS ON ROOF
EAVE (SLOPE TO SOUTH)
GUTTERS ON ROOF
EAVE (SLOPE TO WEST)
GUTTERS ON ROOF
EAVE (SLOPE TO WEST)
GUTTERS ON ROOF
EAVE (SLOPE TO SOUTH)
2039 N Victoria Drive
#24/28/2025
N
FLOOR PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
A104
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
19'-2"13'-7"
39
'
-
0
"
9'-4"
14
'
-
9
"
FLOOR PLAN
998 SF
4'
-
6
"
33
'
-
3
"
4'
-
1
"
4'
-
1
"
24
"
c
l
e
a
r
15"15"
48X22" VANITY
WALK-IN
CLOSET
SHELVING
34" Wide
Fridge
A B C
1
2
3
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
24X42 SKY
FREESTANDING CLOSET
1
2
3
A B C
4X6 BEAM 4X6 BEAM
9'-5"
SYMBOL WIDTH HEIGHT QTY TYPE MATERIAL U-FACTOR SHGC
DOOR SCHEDULE
1. ALL DOORS AND WINDOWS TO BE APPROVED BY OWNER PRIOR TO INSTALLATION
2. ALL GLAZING WITHIN A DOOR AND WITHIN 24" OF A DOOR SHALL BE TEMPERED AND LABELED AS SUCH
72" 80" 2 FRENCH WOOD SOLID
CORE
SYMBOL WIDTH HEIGHT QTY TYPE MATERIAL U-FACTOR SHGC
WINDOW SCHEDULE
1. ALL DOORS AND WINDOWS TO BE APPROVED BY OWNER PRIOR TO INSTALLATION
2. EGRESS WINDOWS FROM SLEEPING ROOM SHALL HAVE A NET CLEAR OPENING OF 5.7 SF WITH A MINIMUM CLEAR WIDTH OF
20" AND CLEAR HEIGHT OF 24". FINISHED SILL HEIGHT SHALL NOT BE MORE THAN 44" ABOVE FINISHED FLOOR
3. SKYLIGHTS TO BE MANUFACTURED BY VELUX IN ACCORDANCE WITH UES REPORT #199 OR CONTRACTOR TO PROVIDE
EQUIVALENT FOR SUBSTITUTION. SKYLIGHTS AND SLOPED GLAZING SHALL COMPLY WITH SECTION R308.6.
32" 24"5 GLASS / WOOD 0.30 MAX 0.23 MAXA
B
C
24" 72"6 0.30 MAX 0.23 MAX
24" 42"4 0.30 MAX 0.23 MAX
2 32" 80" 2 N/A N/A
TEMPERED GLASS /
WOOD
1
1
2
BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS
WITH A SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL
BE FINISHED WITH A NONABSORBENT SURFACE EXTENDING TO
A HEIGHT OF NOT LESS THAN 6 FT. ABOVE THE FLOOR. (R307.2)
TEMPERED GLAZING SHALL BE PROVIDED AT HAZARDOUS
LOCATIONS AS IDENTIFIED IN CRC R308.4. HAZARDOUS
LOCATIONS INCLUDE, BUT ARE NOT LIMITED TO:
-GLAZING WITHIN A 24" ARC OF A DOOR EDGE
-GLAZING NEAR WET SURFACES (BATHTUBS, SHOWERS, ETC.)
WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS
LESS THAN 60" MEASURED VERTICALLY ABOVE ANY
STANDING OR WALKING SURFACE AND IS LESS THAN 60"
MEASURED HORIZONTALLY IN A STRAIGHT LINE FROM THE
WATER'S EDGE OF A BATHTUB OR FROM THE EDGE OF A
SHOWER
FLOOR NOTES
3 22-IN. X 30-IN. ATTIC ACCESS WITH 30-IN. MINIMUM
HEADROOM FOR ATTIC GREATER THAN 30 SF. (R807.1)
4 MINIMUM 180 CFM KITCHEN HOOD FOR ELECTRICAL STOVE.
EXHAUST TO EXTERIOR WITH METAL DUCT WORK. A
CEILING OR WALL EXHAUST MAY BE USED THAT PROVIDES
5 AIR CHANGES PER HOUR
SILL
HEIGHT
60"
8"
38"
POCKET
DOUBLE-HUNG GLASS / WOOD
0.30 MAX 0.23 MAX
WOOD SOLID
CORE
1
1
2 2
FIXED
A
A
A
A
A
FIXED
B B B B
B
B
C C C C
1
3
4
D 24" 42"6 0.38 MAX 0.25 MAXN/A GLASSSKYLIGHT3
D
60
"
C
A
S
E
D
OP
E
N
I
N
G
B-B
A108
B-B
A108
A-A
A108
A-A
A108
E
E 24" 24"1 0.30 MAX 0.23 MAX56"DOUBLE-HUNG GLASS / WOOD
WATER
HEATER
W/D
3
4'
-
0
"
20'-0"
4'-0"
11
'
-
5
"
ELEC.
30"
32"X54" SHOWER (1728 SQ. IN). 2X8
REINFORCEMENT INSTALLED ACROSS ALL
SHOWER WALLS @ 32" ABOVE GRADE FOR
FUTURE GRAB BAR PLACEMENT PER R327.1.1
5 PROVIDE AGING IN PLACE REQUIREMENTS PER CRC R327:
-2X8 REINFORCEMENT INSTALLED ACROSS ALL SHOWER WALLS @
32" ABOVE GRADE FOR FUTURE GRAB BAR PLACEMENT (R327.1.1)
-ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS
(INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR
CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE
LOCATED NO MORE THAN 48 INCHES (1219.2 MM) MEASURED FROM
THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES (381
MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE
THE FINISH FLOOR (R327.1.2)
-DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL
NOT EXCEED 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR
LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON
ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH
OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48
INCHES (1219.2 MM) MEASURED FROM THE EXTERIOR FLOOR OR
LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL
ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES
(1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED
FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL.
(R327.1.4)
(N) 1-1/2" MAX DOOR
THRESHOLD
(N) 1-1/2" MAX DOOR
THRESHOLD
LIVING SPACE
KITCHEN
BATH ROOM
BEDROOM
9FT FLAT CLG
9FT FLAT CLG
9FT FLAT CLG
9FT CLG 9FT CLG
9F
T
C
L
G
9F
T
C
L
G
9F
T
C
L
G
9F
T
C
L
G
12
F
T
-
6
I
N
C
L
G
12
F
T
-
6
I
N
C
L
G
9F
T
C
L
G
24X42 SKY
D
24X42 SKY
D
24X42 SKY
D
24X42 SKY
D
24X42 SKY
D
2039 N Victoria Drive
#24/28/2025
North ElevationWest Elevation
East Elevation South Elevation
EXTERIOR
ELEVATIONS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
A105
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
F.F. 1ST
0' - 0"
1 2 3
TOP ROOF
14' - 0"
CLG 1ST
9' - 0"
CBA
F.F. 1ST
0' - 0"
TOP ROOF
14' - 0"
CLG 1ST
9' - 0"
F.F. 1ST
0' - 0"
123
TOP ROOF
14' - 0"
CLG 1ST
9' - 0"
C B A
F.F. 1ST
0' - 0"
TOP ROOF
14' - 0"
CLG 1ST
9' - 0"
7
8" STUCCO TO MATCH
EXISTING SFD
7
8" STUCCO TO MATCH
EXISTING SFDWEEP SCREED PER
DETAIL 11/S105
WEEP SCREED PER
DETAIL 11/S105
WEEP SCREED PER
DETAIL 11/S105 WEEP SCREED PER
DETAIL 12/S105
WEEP SCREED PER
DETAIL 11/S105
7
8" STUCCO TO MATCH
EXISTING SFD
2039 N Victoria Drive
#24/28/2025
EXTERIOR
PERSPECTIVE
DRAWINGS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
A106
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
2039 N Victoria Drive
#24/28/2025
INTERIOR
PERSPECTIVE
DRAWINGS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
A107
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
KITCHEN LOOKING
AT OPEN SPACE
OPEN SPACE LOOKING
AT KITCHEN
2039 N Victoria Drive
#24/28/2025
BUILDING SECTION A-A
BUILDING SECTION B-B
BUILDING
SECTIONS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
3/8" = 1'-0"
A109
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
123
CBA
Thicken perimeter edge of concrete slab to
depth of 24" for 12" width. (See Detail 1/S104)
1/2" dia. anchor bolt every 4' o.c. Embed min 7"
2x6 load bearing exterior wall. Insulate
with R-19 + R5 Exterior Rigid Foam.
A35 shear clip between blocking and top plate every 42" o.c.
7
8" stucco finish over 1
8" air gap and WRB
24X48 SKY 24X48 SKY 24X48 SKY
LIVING SPACE KITCHEN BATH
ROOM
15-mil vapor barrier beneath new slab
5" concrete slab with #4 rebar
spaced at 16" o.c. both directions
Capillary break consisting of 4-inch-thick gravel
base of 1/2 inch or larger clean aggregate
2x10 roof rafters spaced at 24" o.c. with
R-30 insulation installed in cavity. Use DF #2 2x6 roof rafters spaced at 16" o.c. Use DF #2
Min R-30 insulation atop ceiling joists
2x6 ceiling joists spaced at 16" o.c. Use DF #2
4x6 decorative roof rafter left
exposed below ceiling
4x12 door/window header
Window
5" concrete slab with #4 rebar
spaced at 16" o.c. both directions
ATTIC
Thicken perimeter edge of concrete slab to
depth of 24" for 12" width. (See Detail 1/S104)
1/2" dia. anchor bolt every 4' o.c. Embed min 7"
2x6 load bearing exterior wall. Insulate
with R-19 + R5 Exterior Rigid Foam.
7
8" stucco finish over 1
8" air gap and WRB
T&G Pine ceiling planks
4x12 door/window header
Window
5" concrete slab with #4 rebar
spaced at 16" o.c. both directions
2x6 roof rafters spaced at 16" o.c. Use DF #2
2x6 ceiling joists spaced at 16" o.c. Use DF #2 ATTIC
LIVING SPACEBED
Thicken slab to 18" depth / 12" width
beneath load-bearing wall (Detail 2/S104)
2x10 roof rafters spaced at 24" o.c. with
R-30 insulation installed in cavity. Use DF #2
4x6 decorative roof rafter left
exposed below ceiling
5.25"x18" Ridge Beam.
Use 2.2E PSLT&G Pine ceiling planks
1/2" Gypsum ceiling board
1/2" Gypsum ceiling board
Min R-30 insulation atop ceiling joists
Min R-19 insulation between attic roof rafters
Min R-19 insulation between attic roof rafters
2039 N Victoria Drive
#24/28/2025
CABINETRY
ELEVATIONS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
3/4" = 1'-0"
A110
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
12'-4"
35"31"34"
66
"
36
"
30
"
36
"
30
"
30
"
Stove vent, concealed to resemble cabinetry
Soffit height bottom height
of 8'-0" above floor
34" Wide
Fridge
15"
18"
Supply vent for HVAC (duct in attic)
Undermount lighting
beneath upper cabinets
12'-4"
2'
-
8
"
ENLARGED KITCHEN FLOOR PLAN
15"
Stove vent, concealed
to resemble cabinetry
2039 N Victoria Drive
#24/28/2025
EXISTING PRIMARY
DWELLING FLOOR
PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
A111
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
SECOND FLOOR PLAN FIRST FLOOR PLAN
(E) LIVING
ROOM
(E) MASTER
BEDROOM
(E) BEDROOM
(E) SITTING
ROOM
(E) KITCHEN
(E)DINING
(E) MASTER
BATHROOM
(E)MASTER
CLOSET
(E)
BATHROOM
6'-10"21'-0"
18
'
-
9
"
8'
-
5
"
14
'
-
1
1
"
15'-5"
12
'
-
8
"
8'-0"
(E
)
P
A
N
T
R
Y
(E
)
C
L
O
S
E
T
(E) FOYER
(E) HALLWAY
4'-7"8'-3"
(E) HALLWAY
6'-7"
NOTE: NO CHANGE TO OCCUR TO
PRIMARY DWELLING AS PART OF
PROJECT SCOPE. FLOOR PLAN
SHOWN FOR REFERENCE ONLY
2039 N Victoria Drive
#24/28/2025
EXISTING PRIMARY
DWELLING
EXTERIOR
ELEVATIONS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
3/16" = 1'-0"
A112
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
NOTE: NO CHANGE TO OCCUR TO
PRIMARY DWELLING AS PART OF
PROJECT SCOPE. ELEVATIONS
SHOWN FOR REFERENCE ONLY
EAST EXTERIOR ELEVATION
SOUTH EXTERIOR ELEVATION
NORTH EXTERIOR ELEVATION
WEST EXTERIOR ELEVATION
2039 N Victoria Drive
#24/28/2025
FOUNDATION
PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
S101
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
STRUCTURAL ENGINEERING
1. ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND
SUB-CONTRACTORS. NOTES AND DIMENSIONS TAKES PRECEDENCE OVER SCALING OF THE DRAWING. EACH CONTRACTOR OR
SUB-CONTRACTOR SHALL REPORT TO PROJECT OWNER AND DESIGNER ALL CONDITIONS WHICH PREVENT THE PROPER
EXECUTION OF THEIR WORK. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS
2. NO DEVIATIONS FROM STRUCTURAL DETAILS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL DESIGN
ENGINEER. APPROVAL BY CITY INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM PLANS OR SPECIFICATIONS.
3. STRUCTURAL DESIGN DOES NOT CONSIDER EFFECTS OF MECHANICAL EQUIPMENT.
4. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF
THE CONTRACTOR AND HAS NOT BEEN CONSIDERED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF
THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS.
STRUCTURAL DESIGN CRITERIA
1. SOIL BEARING CAPACITY EQUALS 2,000 PSF ACCORDING TO GEOLOGICAL SOIL REPORT BY
TGR GEOTECHNICAL, INC DATED NOV 8, 2024
2. DESIGN VALUES ARE BASED OFF THE FOLLOWING CRITERIA:
2.1. RISK CATEGORY: II
2.2. GROUND FLOOR LIVE LOAD: 40 PSF
2.3. ROOF LIVE LOAD: 20 PSF
2.4. ROOF DEAD LOAD: 15 PSF (19 PSF WHERE SOLAR PANELS)
2.5. FLOOR LIVE LOAD: 30 PSF (BEDROOM AREA)
2.6. FLOOR LIVE LOAD: 40 PSF (OTHER AREAS)
2.7. FLOOR DEAD LOAD: 10 PSF
2.8. GROUND SNOW LOAD: 0 PSF
2.9. BASIC WIND SPEED: 95 MPH
2.10. EXPOSURE CATEGORY: B
2.11. ENCLOSURE CLASSIFICATION: ENCLOSED
2.12. SEISMIC SITE CLASS: D
2.13. SEISMIC DESIGN CATEGORY: D
2.14. RESPONSE MODIFICATION FACTOR: 6.5
2.15. SEISMIC DESIGN COEFFICIENTS: SDS=1.19, SD1=0.81
FOUNDATION
1. THE MINIMUM RECOMMENDED FOOTING DEPTH IS 24-INCHES BELOW THE LOWEST ADJACENT GRADE. THE MINIMUM
RECOMMENDED FOOTING WIDTH IS 18 INCHES FOR CONTINUOUS FOOTING AND TWENTY-FOUR (24) INCHES FOR PAD FOOTINGS.
ALL CONTINUOUS FOOTINGS OVERTOP OR NEAR DEMOLISHED POOL (SHADED REGION) TO BE PLACED OVER A MINIMUM OF
THREE FEET OF ENGINEERED FILL. ALL UNCERTIFIED PREVIOUSLY PLACED FILL ÐHALL BE REMOVED AND REPLACED AS
ENGINEERED FILL ALONG WITH THE MIN 3 FOOT FILL REQUIREMENT UNDER THE FOOTING.
2. PRIOR TO ANY FILL PLACEMENT TGR SHOULD OBSERVE THE EXPOSED SURFACE SOILS. THE SITE SOILS MAY BE RE-USED AS
ENGINEERED FILL PROVIDED THEY ARE FREE OF ORGANIC CONTENT AND PARTICLE SIZE GREATER THAN 4-INCHES. ALL
PARTICLES GREATER THAN 4-INCHES SHALL BE REMOVED AND DISPOSED OFFSITE. FILL SHALL BE MOISTURE-CONDITIONED TO
OPTIMUM MOISTURE CONTENT AND COMPACTED TO A MINIMUM RELATIVE COMPACTION OF 90 PERCENT IN ACCORDANCE WITH
ASTM D1557. ANY IMPORT SOILS SHALL BE NON-EXPANSIVE AND APPROVED BY TGR GEOTECHNICAL INC.
3. ANY VEGETATION AND/OR DEMOLITION DEBRIS SHALL BE REMOVED AND HAULED FROM THE PROPOSED GRADING AREAS PRIOR
TO THE START OF GRADING OPERATIONS EXISTING VEGETATION SHALL NOT BE MIXED OR DISCED INTO THE SOILS
4. ANY REMOVED SOILS MAY BE REUSED AS COMPACTED FIL ONCE ANY DELETERIOUS MATERIAL OR OVERSIZED MATERIALS (IN
EXCESS OF EIGHT INCHES) IS REMOVED.
5. GRADING SHALL EXTEND A MINIMUM OF SEVEN HORIZONTAL FEET OUTSIDE THE EDGES OF FOUNDATIONS OR EQUIDISTANT TO
THE DEPTH OF FILL PLACED, WHICHEVER IS GREATER
6. DUE TO ELEVATED MOISTURE LEVELS IN THE SUBSURFACE SOILS, IT IS POSSIBLE THAT WET AND/OR YIELDING SOILS MAY BE
ENCOUNTERED DURING SITE GRADING. AERATION OF WET SOILS AND STABILIZATION INCLUDING THE USE OF GEOTEXTILE
FABRIC AND GRAVEL MAY BE REQUIRED BASED ON ACTUAL FIELD CONDITIONS DURING SITE GRADING
7. ALL CONCRETE SLABS INCLUDING DRIVEWAY AND HARDSCAPE SHALL BE A MINIMUM OF FIVE INCHES IN THICKNESS REINFORCED
WITH A MINIMUM OF NO.4 BARS, SIXTEEN INCHES IN EACH DIRECTION POSITIONED IN THE CENTER OF THE SLAB AND PLACED ON
APPROVED SUBGRADE SOILS. THE SUBGRADE MATERIAL SHOULD BE COMPACTED TO A MINIMUM OF NINETY (90) PERCENT OF
THE MAXIMUM LABORATORY DRY DENSITY (ASTM D1557) TO A MINIMUM DEPTH OF THREE (3) FEET OR THE BOTTOM OF
UNDOCUMENTED FILL (WHICHEVER IS DEEPER). PRIOR TO PLACEMENT OF CONCRETE, THE SUBGRADE SOILS SHOULD BE
MOISTENED TO OPTIMUM MOISTURE CONTENT AND VERIFIED BY A TGR GEOTECHNICAL, INC FIELD REPRESENTATIVE.
8. A VAPOR RETARDER (15-MIL MINIMUM THICKNESS) SHOULD BE UTILIZED BENEATH ALL NEW SLABS
9. IN AREAS NOT ADJACENT TO EXISTING STRUCTURES OR PROPERTY LINES, SOILS MAY BE CUT VERTICALLY TO A DEPTH OF
APPROXIMATELY FOUR (4) FEET BELOW ADJACENT GRADE. EXCAVATIONS DEEPER THAN 4 FEET SHOULD BE TEMPORARILY
SHORED OR SLOPED BACK TO AT LEAST 1H:1V OR FLATTER FOR THE ENTIRE EXCAVATION. THE EXPOSED SLOPE FACE SHOULD
BE KEPT MOIST (BUT NOT SATURATED) DURING CONSTRUCTION TO REDUCE LOCAL SLOUGHING. NO SURCHARGE LOADS
SHOULD BE PERMITTED WITHIN A HORIZONTAL DISTANCE EQUAL TO THE HEIGHT OF CUT FROM THE TOE OF EXCAVATION
UNLESS THE CUT IS PROPERLY SHORED. TEMPORARY EXCAVATION THAT EXTENDS BELOW AN IMAGINARY PLANE INCLINED AT 45
DEGREES FROM THE PROPERTY LINE OR BELOW THE EDGE OF ADJACENT EXISTING FOOTINGS WILL REQUIRE SHORING.
10. ALL GRADING AND OVEREXCAVATION SHALL CONFORM TO THE REQUIREMENTS OF THE SOILS REPORT PREPARED BY TGR
GEOTECHNICAL, INC DATED NOV 2024
CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 2,500 PSI WITH TYPE V CEMENT AND MAXIMUM WATER
CEMENT RATIO OF .45. NO SPECIAL INSPECTION REQUIRED IF CONCRETE TRUCK MIX TICKET IS PROVIDED.
2. ALL REBAR REINFORCING SHALL BE ASTM A955 GRADE 60 (FY=60 KSI)
34'-0"
39
'
-
0
"
15
'
-
7
"
A
B C
1
2
3
1
2
3
A B C
2'-8"2'-8"14'-8"
5'4'-5"4'-7"
2'
-
8
"
2'
-
8
"
10
'
-
3
"
9'
-
1
"
9'
-
7
"
HDU2
HDU5
HDU2
HDU2
HDU5
HDU2
CB46
HDU2
HDU2
HDU2
HDU2
HDU2
2'
-
6
"
THICKEN PERIMETER EDGE OF
CONCRETE SLAB TO DEPTH OF 24" FOR
18" WIDTH. (SEE DETAIL 11/S105)
THICKEN PERIMETER EDGE OF
CONCRETE SLAB TO DEPTH OF 24" FOR
18" WIDTH. (SEE DETAIL 11/S105)
THICKEN SLAB TO 24" DEPTH / 18" WIDTH
BENEATH LOAD-BEARING WALL TO CARRY
CEILING JOISTS LOAD. (DETAIL 13/S105)
11
S105
11
S105
11
S105
11
S105
12
S105
12
S105
13
S105
14
S105
15
S105
15
S105
LOCATION OF PREVIOUSLY DEMOLISHED POOL (NO POOL
CURRENTLY EXISTS; RE-COMPACTED SOIL FROM
FORMER DEMOLITION). THIS FILL IS UNSUITABLE FOR
SUPPORT OF NEW STRUCTURE OR ENGINEERED FILL
ALL CONTINUOUS FOOTINGS OVERTOP OR NEAR DEMOLISHED POOL
(SHADED REGION) TO BE PLACED OVER A MINIMUM OF THREE FEET OF
ENGINEERED FILL. ALL UNCERTIFIED PREVIOUSLY PLACED FILL ÐHALL
BE REMOVED AND REPLACED AS ENGINEERED FILL ALONG WITH THE
MIN Ó FOOT FILL REQUIREMENT UNDER THE FOOTING.
N
5" CONCRETE SLAB, USE F'C MIN = 2,500 PSI.
CONCRETE SLAB TO BE UNDERLAIN BY MINIMUM 3
FEET OF ENGINEERED FILL OR DEPTH OF
UNDOCUMENTED FILL WHICHEVER IS DEEPER
March 25, 2025, TGR Geotechnical, Inc (TGR)
TGR has reviewed these plans to confirm that
the geotechnical parameters shown on the
plans/calculations are in general accordance
with our report. Our signature on these plans
shall not be considered as acceptance or review
of the structural design and calculations.
3
2039 N Victoria Drive
#24/28/2025
ROOF FRAMING
PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
S102
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
A B C
1
2
3
1
2
3
A B C
ROOF
1. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING
WHERE MINIMUM PANEL DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED
PANELS ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. USE 1/2"
THICK STRUCTURAL SHEATHING FOR ROOF PANELS
2. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLOCKING FOR PANELS SHALL BE THE
SAME SIZE AS INSTALLED AT THE PANEL EDGES. MAXIMUM NAIL SPACING SHALL BE 6" ON
CENTER FOR MAIN FRAMING AND 12" ON CENTER FOR INTERMEDIATE FRAMING MEMBERS AND
BLOCKING
3. ADD FULL-DEPTH BLOCKING BETWEEN RAFTERS AT TOP PLATE AND EVERY 4'. HOLES MAY BE
DRILLED INTO CENTER OF BLOCKING TO ACHIEVE ATTIC VENTILATION REQUIREMENTS AS LONG
AS AREA IS NOT REDUCED MORE THAN 30%.
4. ROOF TRUSSES TO BE DESIGNED AND FABRICATED BY MANUFACTURER / OTHER.
ATTIC VENT CALCULATION :
ATTIC VENTILATION NOTES:
20'-0"14'-0"
39
'
-
0
"
15
'
-
7
"
5:12
PROVIDE GAF TIMBERLINE CLASS A
SHINGLE ROOF, FIRE RETARDANT
CLASS A (ANSI/UL 790) WITH (2) #15
FELT UNDER LAYMENT (ESR-1475)
5:12
5:12
5:
1
2
5:
1
2
1'-6"
1'
-
6
"
1'-6"
1'
-
6
"
1'-6"
1'
-
6
"
1'-6"
1'
-
6
"
1'-6"
1'
-
6
"
ROOF FRAMING
ROOF PLAN SKYLIGHT SKYLIGHT
SKYLIGHT
SKYLIGHTSKYLIGHT
SKYLIGHT
ATTIC GABLE VENT
WITH 100 SQ.IN
CLEAR VENT.
(N) 6 ROOF EAVE
VENTS WITH 13 NET
SF VENTILATION AREA
(3) 5-FT RIDGE VENT WITH
90 SQ.IN CLEAR VENT. USE
GAF COBRA RIDGE VENT 3)
(N) 11 ROOF EAVE
VENTS WITH 13 NET
SF VENTILATION AREA
33
'
-
3
"
2X
6
R
R
/
C
J
@
1
6
"
O.
C
.
U
S
E
D
F
N
O
.
2
2X6 RR/CJ @ 16"
O.C. USE DF NO.2
2X
6
R
R
/
C
J
@
1
6
"
O.
C
.
U
S
E
D
F
N
O
.
2
2X10 RR @ 24" O.C.
USE DF NO.2
2X10 RR @ 24" O.C.
USE DF NO.2
2X10 RR @ 24" O.C.
USE DF NO.2
2X10 RR @ 24" O.C.
USE DF NO.2
2X6 RR/CJ @ 16"
O.C. USE DF NO.2
5.
2
5
"
X
1
8
"
2
.
2
E
P
S
L
R
I
D
G
E
B
E
A
M
2X8 DF NO.2 RIDGE BOARD
2X8 DF NO.2 RIDGE
BOARD PER
DETAIL 5/S104
SKYLIGHT SKYLIGHT
SKYLIGHTSKYLIGHT
SKYLIGHT SKYLIGHT
1
S104
1
S104
2
S104
2
S104
3
S104
3
S104
4
S104
5
S104
6
S104
OVERFRAMING
PER DETAIL 7/S104
2X10 RR @ 24" O.C.
USE DF NO.2
2X6 RR/CJ @ 16"
O.C. USE DF NO.2
7
S10
4
17
S105
S105
N
1
S104
6-FT RIDGE VENT WITH 108
SQ.IN CLEAR VENT. USE
GAF COBRA RIDGE VENT 3)
6-FT RIDGE VENT WITH 108
SQ.IN CLEAR VENT. USE
GAF COBRA RIDGE VENT 3)
(N) 6 ROOF EAVE
VENTS WITH 13 NET
SF VENTILATION AREA (2) DORMER VENT WITH
90 SQ.IN CLEAR VENT.
ALL SKYLIGHTS TO BE MANUFACTURED BY
VELUX IN ACCORDANCE WITH UES-ER REPORT
#199 OR CONTRACTOR TO PROVIDE EQUIVALENT
FOR SUBSTITUTION. SKYLIGHTS AND SLOPED
GLAZING SHALL COMPLY WITH SECTION R308.6.
6X6 HDR 6X6 HDR 18
4X
6
H
D
R
6X
6
H
D
R
6X
6
H
D
R
6X
6
H
D
R
6X
6
H
D
R
6X
8
H
D
R
6X6 HDR
5-1/4x11-7/8 2.2E PSL HDR
ATTACH BEAM TO 4X6 POST
PER DETAIL 9/S104
ATTACH RIDGE BEAM POST TO DOOR
HEADER PER DETAIL 8/S104
CS18 STRAP PER
DETAIL 18/S105
2039 N Victoria Drive
#24/28/2025
WALL FRAMING
PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
S103
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
A B C
1
2
3
1
2
3
A B C
39
'
-
0
"
SHEAR WALL SCHEDULE
Panel Size Edge Nailing Field Nailing Edge Hold
downsX
TYP 16 WSP 7/16"6" - 8D 12" - 8D
1. Use 3"x3"x0.229" steel plate washers between anchor bolt and sill plate. Regardless of spacing, anchor bolts to
occur within 2'-0" of shear wall end and min (2) anchor bolts per sill plate on ground floor.
2. Where required, drill into existing footing to grout anchor bolts using Simpson SET-3G High-Strength Epoxy
Adhesive (ICC-ES ESR-4057). Achieve embedment depth of 8".
3. Attach HDU2 to new footings per DETAIL 16/S105.
4. Block all shear walls
5. WSP sheathing may be applied to interior or exterior face of walls where indicated
6. Restoring moment due to dead load is greater than overturning moment due to seismic load
Sill Plate1,2LRFD Design
Strength (plf)
380
HDU2
1/2" dia. anchor bolt
every 4' o.c.
TYP 2 WSP 7/16"6" - 8D 12" - 8D 380
N/A
1/2" dia. anchor bolt
every 4' o.c.
HEADER SCHEDULE
A 4x6 Douglas Fir
No.2 1 - 2x6
Header Size Jack Studs Trimmers
1
Material
B 4x6 16x6Douglas Fir
No.2
C 4x6 16x8Douglas Fir
No.2
D 4x6 15.25x11.875 2.2E PSL
2'-8"2'-8"14'-8"
4'4'-5"4'-7"
HDU5TYP 3 WSP 7/16"2" - 8D 6" - 8D 935 1/2" dia. anchor bolt
every 4' o.c.
1 1
2
3 3
18'-10"13'-2"
2'
-
8
"
2'
-
8
"
10
'
-
3
"
9'
-
1
"
3'
-
3
"
1
2
2
2
2
HDU2
HDU2
HDU5
HDU2
HDU2
HDU5
12'-4"
HDU2
HDU5
HDU5
HDU2
HDU2
HDU2
HDU2
CB46
D
C
B
B
B
B
B
B
B
A
A
A
A
A
4X6 DF NO.2 CEILING BEAM TO
SUPPORT SOFFIT WALL TO ROOF
(NO ROOF LOAD ON CEILING BEAM)
A
CONTINUOUS HEADER ACROSS
BOTH WINDOWS AND SHEATHING
PER DETAIL 10/S105 (NOT INCLUDED
IN SHEAR WALL CALCULATIONS)
ATTACH BEAM TO 4X6 POST
PER DETAIL 9/S104
ATTACH RIDGE BEAM POST TO DOOR
HEADER PER DETAIL 8/S104
HDU2
HDU2
N
STATEMENT OF SPECIAL INSPECTION
THIS STATEMENT OF SPECIAL INSPECTIONS IS SUBMITTED IN FULFILLMENT OF THE
REQUIREMENTS OF CBC SECTIONS 1704 AND 1705.
SPECIAL INSPECTIONS AND TESTING WILL BE PERFORMED IN ACCORDANCE WITH
THE APPROVED PLANS AND SPECIFICATIONS, THIS STATEMENT AND CBC SECTIONS
1704, 1705, 1707, AND 1708.
THE BELOW SCHEDULE OF SPECIAL INSPECTIONS SUMMARIZES THE SPECIAL
INSPECTIONS AND TESTS REQUIRED. SPECIAL INSPECTORS WILL REFER TO THE
APPROVED PLANS AND SPECIFICATIONS FOR DETAILED SPECIAL INSPECTION
REQUIREMENTS.
ANY ADDITIONAL TESTS AND INSPECTIONS REQUIRED BY THE APPROVED PLANS
AND SPECIFICATIONS WILL ALSO BE PERFORMED.
SPECIAL INSPECTION FREQUENCY CONTACT
BOLTS POST-INSTALLED IN
CONCRETE USING
EPOXY-BASED ADHESIVE
FIRM NAME
PERIODIC
TBD,
REGISTERED
DEPUTY
INSPECTOR
TBD,
REGISTERED
DEPUTY
INSPECTOR
SHEAR WALL WITH NAIL
SPACING <4" O.C. (TYP 3)CONTINUOUS
TBD,
REGISTERED
DEPUTY
INSPECTOR
TBD,
REGISTERED
DEPUTY
INSPECTOR
2039 N Victoria Drive
#24/28/2025
1 2
4 5 6
3
7 8 9 STRUCTURAL
DETAILS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
S104
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
ROOF SHEAR TRANSFER
2x Fascia (fire treated
where 1-hr rated)
Edge Nailing (E.N.) per plan
2x Blocking
Attach 2x roof blocking to top plate
using Simpson A35 shear clips installed
at 30" o.c. with 3"-6" nails
Attach rafter to wall top plate
using Simpson H2.5A Tie
(7) 16d nails
2X6 #2 CJ @ 16" O.C.
8D Edge Nailing @ 6" O.C.
7/16" WSP Shear Wall
where applicable
2X6 #2 RR @
16" O.C.
Metal drip edge Mineral fiber insulation R-30
1
2" Drywall
#2 2x6 Double Top Plate
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
1
2" Drywall
#2 Layer type "D" paper & stucco wire
7
8" Stucco
18"
7/16" Plywood CDX w/ 8D @ 6,6,12" O.C.
#15 or 30 Felt
Asphalt Shingles Class "A"
ROOF SHEAR TRANSFER
2x Fascia (fire treated
where 1-hr rated)
Edge Nailing (E.N.) per plan
2x Blocking
Attach rafter to wall top plate
using Simpson H2.5A Tie
7/16" WSP Shear Wall
where applicable
2X10 #2 RR
@ 24" O.C.
Metal drip edge
Mineral fiber insulation R-30
(Min 1" air gap between
sheathing and insulation)
1x6 T&G Pine
ceiling planks
1
2" Drywall
18"
#15 or 30 Felt
Asphalt Shingles Class "A"
Rafter tail trimmed
to resemble 2x6
#2 2x6 Double Top Plate
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
ROOF GABLE SHEAR TRANSFER
2X10 #2 RR @ 16" O.C.
2x Blocking
E.N.
2x6 Continuous
outrigger every 24"
7/16" Plywood CDX w/ 8D
@ 6,6,12" O.C.
E.N.
2x Fascia (fire treated
where 1-hr rated)
Cripple Studs to match wall below
7/16" WSP Shear Wall
where applicable
#2 2x6 Double Top Plate
Attach 2x roof blocking to top plate using
Simpson A35 shear clips installed at 32" o.c.
(2) 2x6 blocking between
outriggers over top plate
2x4 lateral bracing @ 24" o.c.
1
2" Drywall
(5) 16d nails
(5) 16d nails
1
2" Drywall
Mineral fiber insulation R-30
18"
#2 Layer type "D" paper & stucco wire
7
8" Stucco 2X6 #2 CJ @ 16" O.C.
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
ROOF GABLE SHEAR TRANSFER
2X10 #2 RR @ 24" O.C.
2x8 Blocking @ 24" o.c where
decorative beam occurs
E.N.
2x6 Continuous
outrigger every 24"
7/16" Plywood CDX w/ 8D
@ 6,6,12" O.C.
E.N.
2x Fascia
7/16" WSP Shear Wall
where applicable
#2 2x6 Double Top Plate
Attach 2x roof blocking to top plate using
Simpson A35 shear clips installed at 32" o.c.
(2) 2x6 blocking between
outriggers over top plate
1
2" Drywall
Mineral fiber insulation R-30
(Min 1" air gap between
sheathing and insulation)
12"
#2 Layer type "D" paper & stucco wire
7
8" Stucco
4x6 Decorative roof beam
exposed. Attach beam to
blocking using Simpson
A34 clips
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
ROOF RIDGE TO RAFTER CONNECTION
2x8 ridge board to serve as a nailing
plate for rafters and provide uniform
bearing of rafters
2X6 #2 RR @ 16" O.C.
Attach rafters to ridge board using Simpson
Strong Tie angled rafter hangers
Tie rafters using Simpson Strong Tie
ST 2115 strap w/10-16d @ 48" O.C.
5
12
Asphalt Shingles Class "A"
#15 or 30 felt
7/16" Plywood CDX w/ 8D @ 6,6,12" O.C
ROOF RIDGE BEAM
(N) 2x10 Roof rafter @ 24" o.c.
Attach blocking to ridge beam using
Simpson A35 clip every 30" o.c.
5.25"x18" 2.2E PSL
Ridge beam
Attach roof rafters to ridge beam using
angled Simpson joist hangers
7/16" Roof sheathing with w/
8D nailing @ 6,6,12" O.C.
(N) 2x4 Blocking between roof rafters,
leave 1" for ventilation air gap
Roof ridge vent where occurs.
Simpson concealed
joist tie (CJT3Z)
Mineral fiber insulation R-30
(Min 1" air gap between
sheathing and insulation)
4x6 Decorative roof beam exposed
7/16" Roof Sheathing
B.N. Typ 2x Flat continuous with 16d @ 6" o.c.
7/16" Roof Sheathing
2x6/2x10 Roof Rafter
2x Solid Blocking
2x6 Roof Rafters w/ Simpson A35 ea.
side connecting to 2x flat board
ROOF OVERLAY FRAMING
6x6 column post
2x6 post nailed to 4x6
column post using 6d
nails every 6" o.c.
5-1/4"x18" 2.2E PSL Ridge Beam
Simpson Strong Tie column
cap (ECCU64)
Simpson strong tie column
caps (ECCU66)
5-1/4x11-7/8 2.2E PSL
door/window Header
Simpson A35 clip on each
side of 6x6 post
RIDGE BEAM OVER WINDOW HEADER
Simpson HTP37Z tie on each
side of 6x6 post
4x6 header post
BEAM TO POST CONNECTION (TYP END)
4X6 Stud column (match beam width)
for beam to bear directly atop.
Attach beams and column using Simpson
column cap (ECCU64 to match beam width).
5-1/4"x18" 2.2E PSL Ridge Beam
Eaves and soffits shall be non-combustible,
ignition-resistant or have a layer of 5/8”
Type X fiber cement board sheathing on
south and east side (<5-ft PL)
Eaves and soffits shall be
non-combustible, ignition-resistant or
have a layer of 5/8” Type X fiber cement
board sheathing on south side (<5-ft PL)
Attach 2x roof blocking to top plate
using Simpson A35 shear clips installed
at 30" o.c. with 3"-6" nails
8D Edge Nailing @ 6" O.C.
7/16" Plywood CDX w/ 8D @ 6,6,12" O.C.
Eaves and soffits shall be
non-combustible, ignition-resistant or have
a layer of 5/8” Type X fiber cement board
sheathing on east side (<5-ft PL)
2039 N Victoria Drive
#24/28/2025
11
13 14 15
12
16 STRUCTURAL
DETAILS
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
S105
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
10 SPECIAL WALL NAILING AROUND
WINDOW OPENING
Simpson Strong Tie CS18 strap
across top and bot of window.
Continue min 16" onto studs
6x6 DF No.2 window header to remain
continuous across both new windows
New Window
Opening
3x flat blocking
at sill height
2x6 king stud
4x6 post at
wall edge
Continuous WSP 7/16" sheathing with 8d
common nails at 3" o.c. in all framing (studs,
blocking and sills) around window openings
3x flat blocking
at top of window
32"17"
Simpson Strong Tie CS18 strap across bot
of window in center (between new
windows). Continue min 16" onto studs
New Window
Opening
17"32"17"
7
8" Stucco
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
1/2" dia. anchor bolt every 4' o.c. Embed min 7". Bolt
holes shall be max 1
16" oversized. Inspector to verifyMetal weep screed (min 26 ga.
corrosion-resistant) w/ brush coat stucco
finish below. height above paved surfaces
may be min 2". vertical attachment flange
min 3-1/2" length
Use 3"x3"x0.229" steel plate washers
between bolt and sill plate
5" concrete slab using min 2,500 psi
concrete
#4 rebar @ 16" o.c. each way
throughout slab
15-mil vapor barrier beneath slab
Capillary break consisting of 4-inch-thick gravel
base of 1/2 inch or larger clean aggregate
#4 vertical reinforcement every 16" o.c. Bend
reinforcing and extend into slab min 24"
(2) #4 rebar at bot and top of
thickened edge with 3" clear cover
18"
24
"
mi
n
8
"
E.N.
Thicken perimeter edge to
depth of 24" for 18" width
7/16" WSP Shear Wall
where applicable
All continuous footings overtop demolished pool to be
placed over a minimum of three feet of engineered fill.
Deeper engineered fill may be required due to
presence of undocumented fill (see soils report)
WALL FOOTING DETAIL
7
8" Stucco
#2 2x6 Studs @ 16" O.C. with Mineral
Fiber insulation R-21 in cavity with R-5
rigid insulation at exterior face
1/2" dia. anchor bolt every 4' o.c. Embed min 7". Bolt
holes shall be max 1
16" oversized. Inspector to verifyMetal weep screed (min 26 ga.
corrosion-resistant) w/ brush coat stucco
finish below. height above paved surfaces
may be min 2". vertical attachment flange
min 3-1/2" length
Use 3"x3"x0.229" steel plate washers
between bolt and sill plate
5" concrete slab using min 2,500 psi
concrete
#4 rebar @ 16" o.c. each way
throughout slab
15-mil vapor barrier beneath slab
Capillary break consisting of 4-inch-thick gravel
base of 1/2 inch or larger clean aggregate
#4 vertical reinforcement every 16" o.c. Bend
reinforcing and extend into slab min 24"
(2) #4 rebar at bot and top of
thickened edge with 3" clear cover
18"
24
"
E.N.
Thicken perimeter edge to
depth of 24" for 18" width
7/16" WSP Shear Wall
where applicable
All continuous footings overtop or near demolished pool
to be placed over a minimum of three feet of
engineered fill. Deeper engineered fill may be required
due to presence of undocumented fill (see soils report)
WALL FOOTING DETAIL
mi
n
2
"
5" concrete patio slab using
min 2,500 psi concrete
24
"
5" Thickened slab, use
F'c min = 2,500 psi
1/2" dia. anchor bolt every 4' o.c. Embed min
7". Use 3"x3"x0.229" steel plate washers
between bolt and sill plate
#4 steel longitudinal reinforcement,
3" cover at top / bottom
18"
2
1
#4 rebar spaced at 16" o.c. both
directions and placed at center thickness
2x4 stud wall (load bearing)
15-mil vapor barrier
beneath new slab
THICKENED SLAB DETAIL BENEATH
INTERIOR LOAD-BEARING WALL
Capillary break consisting of
4-inch-thick gravel base of 1/2 inch
or larger clean aggregate
New 4x6 post using DF No.2Bottom of post anchored to footing using
Simpson Strong Tie post base (CB46)
24
"
30"
(5) #4 rebar each way
with 3" cover from bot
30x30x24 concrete pier.
f'c min = 2,500 psi
Interior 2x4
wall
POST TO FOOTING CONNECTION
#4 rebar spaced at 16" o.c. both directions and
placed at center thickness
5" Thickened slab, use
F'c min = 2,500 psi
WOOD POST TO CONCRETE FOOTING
4x6 post using DF No.2Simpson HDU5
24"x24" Reinforced concrete
square footing under post
#4 Rebar @ 8" o.c. horizontal
reinforcement each way
Grade
12"
12"
(2) #4 rebar tie continuous
footing to spread footing
(2) #4 steel longitudinal reinforcement,
2" cover at top and 2" cover at sides
2x6 Wall sill plate (anchor bolts
into stem wall not shown)
24"
New thickened perimeter edge
SHEAR WALL HOLD DOWN
DF No.2 4x6 end post
Wall sill plate (anchor
bolts not shown)
5
8" Dia. anchor bolt embedded MIN 8" into
perimeter footing. Place bolt before casting
fresh concrete or epoxy anchor after curing
using Simpson Set-3G High-strength epoxy
adhesive (ICC-ES ESR-4057).
Structural deputy inspection is
required for all hold-down
epoxy anchors HDU Simpson hold down per plan
MI
N
8
"
New concrete perimeter footing
Concrete floor slab
Min edge distance of
1-3/4" from footing edge
17
(N) 2X6 Rafters / over-framing with
5:12 slope using DF No.2 @ 16" o.c.
LIVINGLIVING
(N) 2X6 Ceiling
joist @ 16" o.c.
(N) 2X6 Ceiling joist @ 16" o.c.
2x Blocking
8D Edge Nailing @ 6" O.C.
7/16" WSP Shear Wall
(continues in attic)
Mineral fiber insulation R-30
1
2" Drywall
#2 2x4 Double Top Plate
1
2" Drywall
7/16" Plywood CDX w/
8D @ 6,6,12" O.C.
ROOF INTERSECTION 18 REENTRANT CORNER STRAP
2x4 stud wall (coming out of page)
2x4 stud wall
Flat blocking at strap location
Install Simpson CS18 drag strap across
perpendicular top plates at reentrant corner.
Strap to extend min 10" onto both top plates
2X6 #2 RR @ 16" O.C.2X6 #2 RR @ 16" O.C.
(N) 2X6 Ceiling joist @ 16" o.c.
2x Blocking between ceiling
joists/rafters
Install Simpson CS18 drag strap across perpendicular
rafters. Strap to extend min 16" onto both roof sections.
2X10 #2 RR @ 24" O.C.
All continuous footings overtop demolished pool to be
placed over a minimum of three feet of engineered fill.
Deeper engineered fill may be required due to
presence of undocumented fill (see soils report)
March 25, 2025, TGR Geotechnical, Inc (TGR)
TGR has reviewed these plans to confirm that
the geotechnical parameters shown on the
plans/calculations are in general accordance
with our report. Our signature on these plans
shall not be considered as acceptance or review
of the structural design and calculations.
2039 N Victoria Drive
#24/28/2025
TITLE 24 ENERGY
COMPLIANCE
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
T101
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page1of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
GENERAL INFORMATION
01 Project Name New Unit Construction
02 Run Title New Construction
03 Project Location 2039 N Victoria Dr
04 City Santa Ana, CA 05 Standards Version 2022
06 Zip code 92706 07 Software Version CBECC-Res2022.3.1
08 Climate Zone 8 09 Front Orientation (deg/Cardinal) 270
10 Building Type Single family 11 Number of Dwelling Units 1
12 Project Scope Newly Constructed 13 Number of Bedrooms 1
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 0.31
18 Total Cond. Floor Area (ft2) 998 19 Glazing Percentage (%) 25.15%
20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a
22 Fuel Type All electric 23 No Dwelling Unit: No
01
02
03
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
COMPLIANCE RESULTS
Building Complies with Computer Performance
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.
This building incorporates one or more Special Features shown below
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page2of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
ENERGY DESIGN RATINGS
EnergyDesignRatings ComplianceMargins
SourceEnergy
(EDR1)
Efficiency1EDR
(EDR2efficiency)
Total2EDR
(EDR2total)
SourceEnergy
(EDR1)
Efficiency1EDR
(EDR2efficiency)
Total2EDR
(EDR2total)
StandardDesign 36.3 36.7 53.7
ProposedDesign 34.4 36.6 53.7 1.9 0.1 0
RESULT3:PASS
1Efficiency EDRincludesimprovementslikeabetterbuildingenvelopeandmoreefficientequipment
2Total EDRincludesefficiencyanddemandresponsemeasuressuchasphotovoltaic(PV)systemandbatteries
3Building complieswhensourceenergy,efficiencyandtotalcompliancemarginsaregreaterthanorequaltozeroandunmetloadhourlimitsarenotexceeded
•Standard Design PV Capacity: 0.00 kW dc
•PV System(s) removed due to Reduced PV Requirement of 0kW dc
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page3of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
ENERGY USE SUMMARY
EnergyUse StandardDesignSource
Energy(EDR1)(kBtu/ft2-yr)
StandardDesignTDVEnergy
(EDR2)(kTDV/ft2-yr)
ProposedDesignSource
Energy(EDR1)(kBtu/ft2-yr)
ProposedDesignTDVEnergy
(EDR2)(kTDV/ft2-yr)Margin(EDR1) Margin(EDR2)
SpaceHeating 0.6 2.74 0.82 5.82 -0.22 -3.08
SpaceCooling 0.84 23.14 0.73 26.48 0.11 -3.34
IAQVentilation 0.34 3.6 0.34 3.6 0 0
WaterHeating 1.67 17.68 0.95 11.13 0.72 6.55
Self
Utilization/Flexibility
Credit
0 0 0 0
EfficiencyCompliance
Total 3.45 47.16 2.84 47.03 0.61 0.13
Photovoltaics 0 0 0 0
Battery 0 0
Flexibility 0
IndoorLighting 0.86 8.06 0.86 8.06
Appl.&Cooking 3.46 41.62 3.46 41.59
PlugLoads 3.62 36.84 3.62 36.84
OutdoorLighting 0.2 1.75 0.2 1.75
TOTALCOMPLIANCE 11.59 135.43 10.98 135.27
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page4of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
ENERGY USE INTENSITY
StandardDesign(kBtu/ft2-yr) ProposedDesign(kBtu/ft2-yr)Margin(kBtu/ft2-yr)MarginPercentage
GrossEUI1 16.01 15.35 0.66 4.12
NetEUI2 16.01 15.35 0.66 4.12
Notes
1.GrossEUIisEnergyUseTotal(notincludingPV)/TotalBuildingArea.
2.NetEUIisEnergyUseTotal(includingPV)/TotalBuildingArea.
REQUIRED PV SYSTEMS
01 02 03 04 05 06 07 08 09 10 11 12
DCSystemSize
(kWdc)Exception ModuleType ArrayType PowerElectronics CFI Azimuth
(deg)
Tilt
Input
ArrayAngle
(deg)
Tilt:(xin
12)
InverterEff.
(%)
Annual
SolarAccess
(%)
0 NoPV-requiredPV
lessthan1.8kWdc Standard(14-17%)Fixed none true n/a n/a n/a n/a n/a
REQUIRED SPECIAL FEATURES
•PV exception 2: No PV required when minimum PV size (Section150.1(c)14)<1.8kWdc(0kW)
•Cool roof
•Insulation below roof deck
•Compact distribution system basic credit
•Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page5of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
HERS FEATURE SUMMARY
•Quality insulation installation (QII)
•Indoor air quality ventilation
•Kitchen range hood
•Minimum Airflow
•Verified SEER/SEER2
•Verified Refrigerant Charge
•Fan Efficacy Watts/CFM
•Verified heat pump rated heating capacity
BUILDING-FEATURESINFORMATION
01 02 03 04 05 06 07
ProjectName ConditionedFloorArea(ft2)NumberofDwelling
Units NumberofBedrooms NumberofZones NumberofVentilation
CoolingSystems
NumberofWater
HeatingSystems
NewUnitConstruction 998 1 1 1 0 1
ZONEINFORMATION
01 02 03 04 05 06 07
ZoneName ZoneType HVACSystemName ZoneFloorArea(ft2)Avg.CeilingHeight WaterHeatingSystem1 Status
ADU Conditioned NewADUHVAC 998 9 HeatPumpWH New
OPAQUESURFACES
01 02 03 04 05 06 07 08
Name Zone Construction Azimuth Orientation GrossArea(ft2)WindowandDoor
Area(ft2)Tilt(deg)
WallFront ADU R-21WallStucco 270 Front 351 89.02 90
WallLeft ADU R-21WallStucco 0 Left 348 116.02 90
WallBack ADU R-21WallStucco 90 Back 351 0 90
WallRight ADU R-21WallStucco 180 Right 348 4 90
Ceiling(belowattic)ADU R-30Ceiling n/a n/a 378 n/a n/a
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
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
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page6of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
OPAQUE SURFACES-CATHEDRAL CEILINGS
01 02 03 04 05 06 07 08 09 10 11
Name Zone Construction Azimuth Orientation Area(ft2)
SkylightArea
(ft2)
RoofRise(xin
12)
Roof
Reflectance RoofEmittance CoolRoof
Cathedral
CeilingFront ADU RoofCeiling 270 Front 310 21 5 0.2 0.85 Yes
Cathedral
CeilingBack ADU RoofCeiling 90 Back 310 21 5 0.2 0.85 Yes
ATTIC
01 02 03 04 05 06 07 08
Name Construction Type RoofRise(xin12)RoofReflectance RoofEmittance RadiantBarrier CoolRoof
Attic AsphaltShingleRoof Ventilated 5 0.2 0.85 No Yes
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 SHGCSource ExteriorShading
F1 Window WallFront Front 270 6 6.67 1 40.02 0.3 NFRC 0.23 NFRC BugScreen
F2 Window WallFront Front 270 2 6 2 24 0.3 NFRC 0.23 NFRC BugScreen
F3 Window WallFront Front 270 2.5 2 5 25 0.3 NFRC 0.23 NFRC BugScreen
L1 Window WallLeft Left 0 6 6.67 1 40.02 0.3 NFRC 0.23 NFRC BugScreen
L2 Window WallLeft Left 0 2 6 4 48 0.3 NFRC 0.23 NFRC BugScreen
L3 Window WallLeft Left 0 2 3.5 4 28 0.3 NFRC 0.23 NFRC BugScreen
R1 Window WallRight Right 180 2 2 1 4 0.3 NFRC 0.23 NFRC BugScreen
Skylight1 Skylight Cathedral
CeilingFront Front 270 3 21 0.38 NFRC 0.25 NFRC
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page7of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
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 SHGCSource ExteriorShading
Skylight2 Skylight Cathedral
CeilingBack Back 90 3 21 0.38 NFRC 0.25 NFRC
SLABFLOORS
01 02 03 04 05 06 07 08
Name Zone Area(ft2)Perimeter(ft)EdgeInsul.R-value
andDepth
EdgeInsul.R-value
andDepth CarpetedFraction Heated
SlabOnGrade ADU 998 146 none 0 80%No
OPAQUESURFACECONSTRUCTIONS
01 02 03 04 05 06 07 08
ConstructionName SurfaceType ConstructionType Framing TotalCavity
R-value
Interior/Exterior
Continuous
R-value
U-factor AssemblyLayers
R-21WallStucco ExteriorWalls WoodFramedWall 2x6@16in.O.C.R-21 None/5 0.048
InsideFinish:GypsumBoard
Cavity/Frame:R-21/2x6
Sheathing/Insulation:R-5Sheathing
ExteriorFinish:3CoatStucco
RoofCeiling CathedralCeilings WoodFramed
Ceiling 2x10@24in.O.C.R-30 None/None 0.035
Roofing:LightRoof(AsphaltShingle)
RoofDeck:Wood
Siding/sheathing/decking
Cavity/Frame:R-30/2x10
InsideFinish:GypsumBoard
AsphaltShingleRoof AtticRoofs WoodFramed
Ceiling 2x6@16in.O.C.R-19 None/None 0.058
Roofing:LightRoof(AsphaltShingle)
RoofDeck:Wood
Siding/sheathing/decking
Cavity/Frame:R-19/2x6
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page8of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
OPAQUESURFACECONSTRUCTIONS
01 02 03 04 05 06 07 08
ConstructionName SurfaceType ConstructionType Framing TotalCavity
R-value
Interior/Exterior
Continuous
R-value
U-factor AssemblyLayers
R-30Ceiling Ceilings(below
attic)
WoodFramed
Ceiling 2x6@16in.O.C.R-30 None/None 0.032
OverCeilingJoists:R-15.7insul.
Cavity/Frame:R-14.3/2x6
InsideFinish:GypsumBoard
BUILDINGENVELOPE-HERSVERIFICATION
01 02 03 04 05
QualityInsulationInstallation(QII)HighR-valueSprayFoamInsulation BuildingEnvelopeAirLeakage CFM50 CFM50
Required NotRequired N/A n/a n/a
WATERHEATINGSYSTEMS
01 02 03 04 05 06 07 08 09
Name SystemType DistributionType WaterHeaterName NumberofUnits SolarHeating
System
Compact
Distribution HERSVerification WaterHeater
Name(#)
HeatPumpWH DomesticHot
Water(DHW)Standard HeatPumpWater
Heater 1 n/a Basic n/a HeatPumpWater
Heater(1)
WATERHEATERS-NEEAHEATPUMP
01 02 03 04 05 06 07 08
Name #ofUnits TankVol.(gal)NEEAHeatPump
Brand
NEEAHeatPump
Model TankLocation DuctInletAirSource DuctOutletAirSource
HeatPumpWater
Heater 1 50 A.O.Smith HPTS-502**(50gal,
JA13)Outside Outside Outside
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page9of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
WATERHEATING-COMPACTDISTRIBUTION
01 02 03 04 05 06 07
DwellingUnittype WaterHeatingSystem
Name
MasterBathdistanceof
furthestfixturetoWater
Heater(ft)
Kitchendistanceof
furthestfixturetoWater
Heater(ft)
FurthestThirdfurthest
fixturetoWaterHeater
(ft)
CompactnessFactor HERSVerification
Dwelling HeatPumpWH n/a n/a n/a 0.7 n/a
WATERHEATING-HERSVERIFICATION
01 02 03 04 05 06 07
Name PipeInsulation ParallelPiping CompactDistribution CompactDistribution
Type RecirculationControl ShowerDrainWaterHeat
Recovery
HeatPumpWH-1/1 NotRequired NotRequired NotRequired Basic NotRequired NotRequired
SPACECONDITIONINGSYSTEMS
01 02 03 04 05 06 07 08 09
Name SystemType HeatingUnitName HeatingEquipment
Count CoolingUnitName CoolingEquipment
Count FanName DistributionName Required
ThermostatType
NewADUHVAC Heatpump
heatingcooling HVACHeatPump 1 HVACHeatPump 1 HVACFan Ducts Setback
HVAC-HEATPUMPS
01 02 03 04 05 06 07 08 09 10 11 12 13
Name SystemType Numberof
Units
Heating Cooling
Zonally
Controlled
Compressor
Type
Heating HERSVerificationEfficiency
Type
HSPF/HS
PF2/COP Cap47 Cap17
Cooling
Efficiency
Type
SEER/SE
ER2
EER/EER
2/CEER
HVACHeatPump CentralsplitHP 1 HSPF2 7.5 30000 30000 EER2SEER2 18 12.48 NotZonal Single
Speed
HVACHeat
Pump-hers-htpump
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 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.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page10of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
HVACHEATPUMPS-HERSVERIFICATION
01 02 03 04 05 06 07 08 09
Name VerifiedAirflow AirflowTarget VerifiedEER/EER2 Verified
SEER/SEER2
VerifiedRefrigerant
Charge
Verified
HSPF/HSPF2
VerifiedHeating
Cap47
VerifiedHeating
Cap17
HVACHeat
Pump-hers-htpump Required 350 NotRequired Required Yes No Yes Yes
HVAC-DISTRIBUTIONSYSTEMS
01 02 03 04 05 06 07 08 09 10 11 12
Name Type DesignType DuctIns.R-value DuctLocation SurfaceArea BypassDuct DuctLeakage HERSVerificationSupplyReturnSupplyReturnSupplyReturn
Ducts Unconditioned
attic Non-Verified R-6 R-6 Attic Attic n/a n/a NoBypassDuct Existing(not
specified)Ducts-hers-dist
HVAC-FANSYSTEMS
01 02 03 04
Name Type FanPower(Watts/CFM)Name
HVACFan HVACFan 0.45 HVACFan-hers-fan
HVACFANSYSTEMS-HERSVERIFICATION
01 02 03
Name VerifiedFanWattDraw RequiredFanEfficacy(Watts/CFM)
HVACFan-hers-fan Required 0.45
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page11of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
INDOOR AIR QUALITY (IAQ) FANS
01 02 03 04 05 06 07 08 09
DwellingUnit Airflow(CFM)FanEfficacy
(W/CFM)IAQFanType
Includes
Heat/Energy
Recovery?
IAQRecovery
Effectiveness-
SRE/ASRE
IncludesFault
IndicatorDisplay?HERSVerification Status
SFamIAQVentRpt 44 0.35 Exhaust No n/a/n/a No Yes
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 CHEERS
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and cannot guarantee, the accuracy or completeness of the information contained in this document.
CERTIFICATEOFCOMPLIANCE-RESIDENTIALPERFORMANCECOMPLIANCEMETHOD CF1R-PRF-01-E
ProjectName:NewUnitConstruction CalculationDate/Time:2025-03-07T13:53:27-08:00 (Page12of12)
CalculationDescription:NewConstruction InputFileName:2039NVictoriaDr.ribd22
RegistrationNumber:RegistrationDate/Time: HERSProvider:
CABuildingEnergyEfficiencyStandards-2022ResidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220901
ReportGenerated:2025-03-07 13:54:06
DocumentationAuthorName:DocumentationAuthorSignature:
Company:SignatureDate:
Address:CEA/HERSCertificationIdentification(Ifapplicable):
City/State/Zip:Phone:
1.
2.
3.
ResponsibleDesignerName:ResponsibleDesignerSignature:
Company:DateSigned:
Address:License:
City/State/Zip:Phone:
Jeffrey Schaefer
JRS Engineering & Design 03/07/2025
3325 E 4th
Long Beach, CA 80914 5628501223
Jeffrey Schaefer
JRS Engineering & Design 03/07/2025
3325 E 4th C91734
Long Beach, CA 80914 5628501223
425-P010072410A-000-000-0000000-0000 03/07/2025 17:11 CHEERS
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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.
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. I certify that this Certificate of Compliance documentation is accurate and complete.
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
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.
I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title24, Part1 and Part 6 of the California Code of Regulations.
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.
2039 N Victoria Drive
#24/28/2025
CALIFORNIA GREEN
MANDATORY
MEASURES
NEW DETACHED ADU
2039 N VICTORIA DR
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
T102
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2.Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2.Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2.Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2.Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7.Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS
0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2.Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2.Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections
4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply
equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE.Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Sections 4.106.4.2.1 and 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest
whole number. A parking space served by electric vehicle supply equipment or designed as a future EV charging
space shall count as at least one standard automobile parking space only for the purpose of complying with any
applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2
for further details.
4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less
than 20 sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exceptions:
1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number
of EV capable spaces.
2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable
spaces, the number of EV capable spaces required may be reduced by a number equal to the number of
EV chargers installed.
Notes:
a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating
future EV charging.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types
of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2
EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical
system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all
EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of
parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be
reduced by a number equal to the number of EV chargers installed over the five (5) percent required.
Notes:
a.Construction documents shall show locations of future EV spaces.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or
EV chargers are installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power
Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per
dwelling unit when more than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE.
Where common use parking is provided, at least one EV charger shall be located in the common use parking
area and shall be available for use by all residents or guests.
When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required,
an automatic load management system (ALMS) may be used to reduce the maximum required electrical
capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers
shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS)
served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EVSE shall
have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical
capacity to the required EV capable spaces.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Location.
EVCS shall comply with at least one of the following options:
1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of
the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space.
2.The charging space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1 and Section
4.106.4.2.2.1.2, Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions.
The charging spaces shall be designed to comply with the following:
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EV space is
12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope) in any direction.
4.106.4.2.2.1.3 Accessible EV spaces.
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed, shall
comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready
spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section
1109A.
4.106.4.2.3 EV space requirements.
1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch
circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall
originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close
proximity to the location or the proposed location of the EV space. Construction documents shall identify the
raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall
have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device
installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space, at the time of original
construction in accordance with the California Electrical Code.
2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the
location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide
information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and
electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required
raceways and related components that are planned to be installed underground, enclosed, inaccessible or in
concealed areas and spaces shall be installed at the time of original construction.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
Y N/A RESPON.
PARTY PARTY PARTY PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (I.E CONTRACTOR-CTR,
INSPECTOR - INSP, ARCHITECT - ARCH)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space at the time of original
construction in accordance with the California Electrical Code.
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
4.106.4.2.5 Electric Vehicle Ready Space Signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multifamily buildings.
When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE.
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
X N/A
X N/A
X N/A
X CTR
X N/A
X N/A
X N/A
X N/A
X N/A
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
Y N/A RESPON.Y N/A RESPON.Y N/A RESPON.
2039 N Victoria Drive
#24/28/2025
CALIFORNIA GREEN
MANDATORY
MEASURES
NEW DETACHED ADU
2039 N VICTORIA DR
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
T103
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING.HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1.State certified apprenticeship programs.
2. Public utility training programs.
3.Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD].When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3.Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1.Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION.Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3.A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a.Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2.Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3.Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3.Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
PARTY PARTY PARTY PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)
Y =YES
N/A = NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (I.E CONTRACTOR-CTR,
INSPECTOR - INSP, ARCHITECT - ARCH)
X N/A
X N/A
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X CTR
X ARCH
X ARCH
Y N/A RESPON.Y N/A RESPON.Y N/A RESPON.Y N/A RESPON.
2039 N Victoria Drive
#24/28/2025
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
T104
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
TITLE 24 SFR
MANDATORY
MEASURES
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. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or
less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. *
§ 110.6(a)5:Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a).
§ 110.6(b):
Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from
Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. *
§ 110.7:
Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be
caulked, gasketed, or weather stripped.
§ 110.8(a):Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household
Goods and Services (BHGS).
§ 110.8(g):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. The thermal emittance and aged solar reflectance values of the
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
on the CF1R.
§ 110.8(j):Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer
Affairs.
§ 150.0(a):
Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted
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
as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. *
§ 150.0(b):Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value.
§ 150.0(c):
Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood
framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102.
Masonry walls must meet Tables 150.1-A or B. *
§ 150.0(d):Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. *
§ 150.0(f):
Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone
without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from
physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g).
§ 150.0(g)1:
Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II
vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to
§150.0(d).
§ 150.0(g)2:
Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of
all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation.
§ 150.0(q):
Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have
a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. *
Fireplaces, Decorative Gas Appliances, and Gas Log:
§ 110.5(e)Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
§ 150.0(e)1:Closable Doors. 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. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in
area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. *
§ 150.0(e)3:Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. *
Space Conditioning, Water Heating, and Plumbing System:
§ 110.0-§ 110.3:
Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other
regulated appliances must be certified by the manufacturer to the California Energy Commission. *
§ 110.2(a):HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. *
§ 110.2(b):
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance
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
the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. *
§ 110.2(c):
Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a
setback thermostat. *
§ 110.3(c)3:
Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank
surface heat loss rating.
§ 110.3(c)6:
Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with
hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed.
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 110.5:
Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances
(except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and
spa heaters. *
§ 150.0(h)1:
Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook,
Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation
Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2.
§ 150.0(h)3A:Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any
dryer.
§ 150.0(h)3B:
Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the
manufacturer’s instructions.
§ 150.0(j)1:
Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water
piping must be insulated as specified in § 609.11 of the California Plumbing Code. *
§ 150.0(j)2:
Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment`
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
non-crushable casing or sleeve.
§ 150.0(n)1:
Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must
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
more than 2” higher than the base of the water heater
§ 150.0(n)3:
Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and
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. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a
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. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC
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
these spaces must not be compressed. *
§ 150.0(m)2:
Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction,
connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive
duct tapes unless such tape is used in combination with mastic and draw bands.
§ 150.0(m)3:
Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes,
mastics, sealants, and other requirements specified for duct construction.
§ 150.0(m)7:Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic
dampers.
§ 150.0(m)8:
Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible,
manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents.
§ 150.0(m)9:
Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind.
Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic
cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating.
§ 150.0(m)10:Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and
outer vapor barrier.
§ 150.0(m)11:
Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an
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. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13
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
filter. *
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 150.0(m)13:
Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have
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. All dwelling units must meet the requirements of ASHRAE Standard 62.2,
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. Continuous operation of CFI air handlers is not allowed to provide the whole-
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
compliance with §150.0(o)1C.
§ 150.0(o)1C:
Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units,
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.
§ 150.0(o)1G:Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand-
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
§150.0(o)1Gvi. *
§ 150.0(o)1H&I:Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must
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
minimum airflow rate required by §150.0(o)1C.
§ 150.0(o)2:
Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating,
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
rates and sound requirements per §150.0(o)1G
Pool and Spa Systems and Equipment:
§ 110.4(a):
Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance
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
use electric resistance heating. *
§ 110.4(b)1:
Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or
dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating.
§ 110.4(b)2:Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover.
§ 110.4(b)3:
Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time
switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods.
§ 110.5:Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light.
§ 150.0(p):
Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump
sizing, flow rate, piping, filters, and valves. *
Lighting:
§ 110.9:
Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable
requirements of § 110.9. *
§ 150.0(k)1A:Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen
range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen
closets with an efficacy of at least 45 lumens per watt.
§ 150.0(k)1B:Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
§ 150.0(k)1C:Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight,
and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met.
§ 150.0(k)1D:
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
§ 150.0(k)1E:Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a
luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor
control, low voltage wiring, or fan speed control.
§ 150.0(k)1F:
Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust
hoods) must meet the applicable requirements of § 150.0(k). *
2022 Single-Family Residential Mandatory Requirements Summary
5/6/22
§ 150.0(k)1G:Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. *
§ 150.0(k)1H:
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8
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
linen closet is closed.
§ 150.0(k)2A: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. Exhaust fans must be controlled separately from lighting systems. *
§ 150.0(k)2A:
Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned
on and off. *
§ 150.0(k)2B:
Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed
to comply with § 150.0(k).
§ 150.0(k)2C:Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9.
§ 150.0(k)2D:
Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming,
occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified
in § 150.0(k)2A.
§ 150.0(k)2E:
Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire
must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with
opaque fronts or doors must have controls that turn the light off when the drawer or door is closed.
§ 150.0(k)2F:
Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall-
mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light
sources in these spaces must comply with NEMA SSL 7A.
§ 150.0(k)2K:Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or
shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting.
§ 150.0(k)3A:
Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to
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 that provides the specified control functionality and meets all
applicable requirements may be used to meet these requirements.
§ 150.0(k)4:
Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5
watts of power.
§ 150.0(k)5:
Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the
applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0.
Solar Readiness:
§ 110.10(a)1:
Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the
application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency,
which do not have a photovoltaic system installed, must comply with the requirements of § 110.10(b)-(e).
§110.10(b)1A:
Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with
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. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north.
§ 110.10(b)3A:
Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof
mounted equipment. *
§ 110.10(b)3B:
Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the
horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the
solar zone, measured in the vertical plane.*
§ 110.10(b)4:
Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for
roof dead load and roof live load must be clearly indicated on the construction documents.
§ 110.10(c):
Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a
pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family
residences and central water-heating systems, a pathway reserved for routing plumbing from the solar zone to the water-heating system.
§ 110.10(d):
Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be
provided to the occupant.
§ 110.10(e)1:Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps.
§ 110.10(e)2:Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole
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. All single-family residences must meet all of the following: Either ESS-ready interconnection
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’ of the main
panelboard, with raceways installed between the panelboard and the switch location to allow the connection of backup power source.
§ 150.0(t)Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated
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
permanently marked as “For Future 240V use.”
§ 150.0(u)Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed
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
marked as “For Future 240V use.”
§ 150.0(v)Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A
dedicated unobstructed 240V branch circuit wiring installed within 3’ of the dryer location 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 permanently marked as “For Future 240V use.”
*Exceptions may apply.
2039 N Victoria Drive
#24/28/2025
PLUMBING
1. WATER CLOSET SHALL HAVE 15" TO ANY WALL OR OBSTRUCTION ON EACH SIDE OF ITS
CENTERLINE AND 24" CLEAR SPACE IN FRONT
2. PROVIDE ULTRA-FLUSH WATER CLOSETS FOR ALL NEW CONSTRUCTION. EXISTING SHOWER
HEADS AND TOILETS MUST BE ADAPTED FOR LOW WATER CONSUMPTION. NEW PLUMBING
FIXTURES MUST MEET THE FOLLOWING ENERGY EFFICIENCY FLOW RATES:
2.1. WATER CLOSETS - 1.28 GPF
2.2. SINGLE SHOWERHEADS - 1.8 GPF AT 80 PSI
2.3. MULTIPLE SHOWERHEADS - 1.8 GPF AT 80 PSI FOR ALL COMBINATIONS
2.4. LAVATORY FAUCETS - 1.2 GPM AT 60 PSI
2.5. LAVATORY FAUCETS IN PUBLIC USE AREAS - 0.5 GPM AT 60 PSI
2.6. KITCHEN FAUCETS - 1.8 GPM AT 60 PSI
3. SHOWERS AND TUB-SHOWER COMBINATIONS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL
VALVES OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING TYPE. HANDLE POSITION STOPS
SHALL BE PROVIDED ON SUCH VALVES AND SHALL BE ADJUSTED PER MANUFACTURER'S
INSTRUCTIONS TO DELIVER A MAXIMUM MIXED WATER SETTING OF 120F. THE WATER HEATER
THERMOSTAT SHALL NOT BE CONSIDERED A SUITABLE CONTROL FOR MEETING THIS PROVISION
4. AN APPROVED SEISMIC GAS SHUT OFF VALVE OR EXCESS FLOW SHUT OFF VALVE WILL BE
INSTALLED ON THE FUEL GAS LINE ON THE DOWN-STREAM SIDE OF THE UTILITY METER AND BE
RIGIDLY CONNECTED TO THE EXTERIOR OF THE BUILDING OR STRUCTURE CONTAINING THE FUEL
GAS PIPING. (PER ORDINANCE 170,158 AND 180,670) SEPARATE PLUMBING PERMIT IS REQUIRED.
5. ABS PIPING SHALL NOT BE EXPOSED TO DIRECT SUNLIGHT UNLESS PROTECTED BY
WATER-BASED SYNTHETIC LATEX PAINTS. (CPC 312.13)
6. UNDERGROUND WATER SUPPLY LINES SHALL HAVE A 14 AWG BLUE TRACER WIRE (METALLIC
PIPE EXEMPT). (CPC 604.10.1)
7. PROVIDE ANTI-SIPHON VALVES ON ALL HOSE BIBS. (CPC 603.5.7)
MECHANICAL
1. BATHROOM WATER CLOSET COMPARTMENTS AND OTHER SIMILAR ROOMS
SHALL BE PROVIDED WITH AGGREGATE GLAZING AREA IN WINDOWS OF
NOT LESS THAN 3 SF, ONE-HALF OF WHICH MUST BE ABLE TO BE OPENED.
EXCEPTION: A MECHANICAL VENTILATION SYSTEM CAN BE PROVIDED WITH
A MINIMUM VENTILATION RATE OF 50 CUBIC FEET PER MINUTE FOR
INTERMITTENT VENTILATION
2. BATHROOM FAN SHALL VENT DIRECTLY OUTSIDE WITH MAX RATING 3.0
SONES
3. EXHAUST FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO
TERMINATE TO THE OUTSIDE OF THE BUILDING. EXHAUST FANS NOT
FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION
SYSTEM MUST BE CONTROLLED BY A HUMIDISTAT WHICH SHALL BE
READILY ACCESSIBLE
4. PROVIDE BACKDRAFT DAMPERS ON KITCHEN HOOD, DRYER VENT AND ALL
EXHAUST FANS
5. MINIMUM 180 CFM KITCHEN HOOD FOR ELECTRICAL STOVE. EXHAUST TO
EXTERIOR WITH METAL DUCT WORK. A CEILING OR WALL EXHAUST MAY BE
USED THAT PROVIDES 5 AIR CHANGES PER HOUR
ELECTRICAL
1. SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHERE SUCH WIRING
IS SERVED FROM A COMMERCIAL SOURCE AND SHALL BE EQUIPPED WITH A 10-YEAR LIFE BATTERY BACKUP. A
SMOKE DETECTOR SHALL BE PROVIDED IN EACH SLEEPING ROOM. SMOKE DETECTORS SHALL BE
INTERCONNECTED AND SHALL SOUND AN ALARM AUDIBLE IN ALL SLEEPING AREAS. ALL SMOKE DETECTORS
SHALL BE PHOTOELECTRIC SMOKE ALARMS
2. CARBON MONOXIDE ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHERE SUCH
WIRING IS SERVED FROM A COMMERCIAL SOURCE AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. CARBON
MONOXIDE ALARMS SHALL BE INTERCONNECTED
3. ALL LIGHTING SHALL BE HIGH EFFICACY LUMINARIES. PROVIDE ONE LIGHT CIRCUIT FOR EACH 500 SF OF LIVING
AREA. MINIMUM LIGHTING IS REQUIRED FOR LANDING, STEPS, DECK PER CODE, 1-FOOT CANDLE.
4. ALL 125V, 15A AND 20A RECEPTACLES SHALL BE LISTED AS TAMPER RESISTANT
5. ALL BRANCH CIRCUITS THAT SUPPLY 125V, SINGLE PHASE, 15A AND 20A OUTLETS OR DEVICES INSTALLED IN
DWELLING UNIT SHALL BE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER (AFCI) COMBINATION TYPE
LISTED TO PROVIDE PROTECTION OF THE ENTIRE BRANCH CIRCUIT
6. BATHROOM RECEPTACLE OUTLETS SHALL BE SUPPLIED BY A MINIMUM OF ONE 20A BRANCH CIRCUIT. SUCH
CIRCUITS SHALL HAVE NO OTHER OUTLETS FROM OTHER ROOMS CONNECTED BUT MAY SERVE MORE THAN ONE
BATHROOM. RECEPTACLES SHALL NOT BE INSTALLED DIRECTLY OVER A BATHTUB OR SHOWER. ALL BATHROOM
OUTLETS MUST BE GFI PROTECTED. PROVIDE AT LEAST ONE OUTLET WITHIN 36" OF THE OUTSIDE EDGE OF EACH
BATHROOM SINK BASIN
7. WALL SPACES 24" AND WIDER SHALL HAVE A RECEPTACLE EVERY 12'0". HALLWAYS OF 10' LENGTH OR MORE
REQUIRE AT LEAST ONE RECEPTACLE
N
MECHANICAL,
ELECTRICAL AND
PLUMBING PLAN
NEW DETACHED ADU
2039 N VICTORIA DR UNIT #2
SANTA ANA, CA, 92706
24-1055
9/13/2024
1/4" = 1'-0"
A108
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
34" Wide
Fridge
A B C
1
2
3
4X8 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X8 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
4X6 BEAM
1
2
3
A B C
4X6 BEAM 4X6 BEAM
S
CO
WP
LEGEND
SYMBOL DESCRIPTION=SYMBOL DESCRIPTION=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
CO
S SMOKE ALARM
CARBON MONOXIDE ALARM
REVISION DESIGNATION
N NORTH ARROW
S SWITCH
OUTLET, AFCI PROTECTED
WP WEATHER PROOF OUTLET1
50 CFM EXHAUST FAN
WHOLE HOUSE FAN
1. EXTERIOR RECEPTACLES SHALL BE ON AFCI, GFCI, WR, AND W.P. WITH A BUBBLE COVER.
WALL SCONCE LIGHT
RECESSED CAN LIGHT
WALL MOUNTED FIXTURE
DIRECTIONAL RECESSED
CAN LIGHT
(N) 30,000 BTU CONDENSER
(N) 200-AMP PANEL TO SERVICE
ADU WITH 40 AMP BACK-FEED
PROTECTION FOR SOLAR.
180 CFM EXHAUST HOOD FOR ELECTRIC
STOVE. VENT TO OUTSIDE WITH
BACKDRAFT LOUVER
(N) HEAT PUMP
WATER HEATER.
WP
WP
WP
WP
SS
S S
S
3-way
S
3-way
S
S
S
S
3-way
SWITCH TO CONTROL
GARBAGE DISPOSAL
SWITCH TO CONTROL
UNDERMOUNT CABINET LIGHTING
AIR HANDLER UNIT IN ATTIC. DUCTS
TO RUN THROUGH BATHROOM /
STORAGE CLOSET / STUDIO SPACE
SS
S
S
16X18 CLG
RETURN
G/AFCIG/AFCI
G/AFCI G/AFCI
G/
A
F
C
I
G/AFCI
4" SEWER LINE FOR
ADU TO STREET
1" WATER LINE FOR
ADU TO STREET
WATER
HEATER
W/D
240V
24
0
V
240V
24X42 SKY
24X42 SKY
24X42 SKY
24X42 SKY
24X42 SKY
24X42 SKY
50 CFM BATHROOM FAN (DIRECT VENT) TO
OPERATE CONTINUOUSLY TO COMPLY
WITH WHOLE-BUILDING VENTILATION (MIN
44 CFM IAQ PER TITLE 24)
S
CO
11'-1
0
"
G/AFCI G/AFCI
VACANCY SENSOR
VACANCY SENSOR
DIMMER SWITCH (EXTERIOR LIGHTS)DIMMER SWITCH
DIMMER SWITCH
DIMMER SWITCH (BEDROOM LIGHTS)
3-wa
y
3-way
3-way
G/AFCI
G/
A
F
C
I
2039 N Victoria Drive
#24/28/2025
November 8, 2024 Project No. 24-8009
Michael Sitton
2039 N Victoria Dr
Santa Ana, CA. 92706
Subject: Geotechnical Investigation Report, Proposed ADU and Spa, 2039 N. Victoria
Drive, Santa Ana, California 92706.
Michael,
In accordance with your request and authorization, TGR Geotechnical, Inc. (TGR) has
performed a geotechnical investigation for the proposed ADU and spa at the back of the
residence at the subject site. This report presents the findings of our geotechnical investigation,
including site seismicity and provides design geotechnical recommendations for the proposed
improvement. The work was performed in accordance with our proposal dated September 13,
2024 and your subsequent authorization to proceed.
The proposed improvement is suitable from a geotechnical viewpoint provided the
recommendations presented in this report are incorporated during design and construction.
If you have any questions regarding this report, please do not hesitate to contact this office. We
appreciate this opportunity to be of service.
Respectfully submitted,
TGR GEOTECHNICAL, INC.
Respectfully submitted,
Ryan Stewart, MS
Staff Geologist
Sanjay Govil, PhD, PE, GE 2382
Principal Geotechnical Engineer
Distribution: (1) Addressee
2039 N Victoria Drive
#24/28/2025
24-8009
Page 2
Attachments
Plate 1 – Boring Location Map
Figure 1 – Site Location Map
Figure 2 – Regional Geology Map
Figure 3 – Historic High Groundwater Map
Figure 4 – Regional Fault Map
Figure 5 – Seismic Hazard Zone Map
Appendix A – References
Appendix B – Log of Borings
Appendix C – Laboratory Testing Procedures and Test Results
Appendix D – Seismic Design Parameters
2039 N Victoria Drive
#24/28/2025
24-8009
Page 3
INTRODUCTION
Site Description and Proposed Project Development
The subject site is located at 2039 North Victoria Drive (Site Location Map, Figure 1), within the
City of Santa Ana, California. The property consists of a two-level single-family residence with a
detached garage/pool house, currently under construction. The pool house and residence are
outside of the scope of this report. The site currently has footings cut in the area of the proposed
ADU. It is our understanding that an ADU is proposed in the southeast corner of the yard and a
spa is proposed in the northeast corner, behind the garage/pool house.
Based upon conversations on the site, it is our understanding that a pool was demolished and
backfilled in the rear yard in the vicinity of the proposed ADU, the limits of which are unknown at
this time. We have not been provided with a depth of the pool. It is our understanding that the
pool had a diving board at the northeast end, therefore depths have been assumed to be as
great as ten feet or deeper in the vicinity of the proposed ADU.
Scope of Work
The scope of work for this geotechnical investigation included the following:
• Excavation of three (3) hand auger borings to the approximate maximum depth of
15.5 feet below the existing grade to evaluate the existing soil conditions at the
subject site.
• Laboratory testing of selected samples for in-situ moisture and density, maximum dry
density and optimum moisture content, shear, consolidation, and sulfates.
• Analysis of data, including site seismicity, foundation recommendations, and spa
recommendations.
• Preparing this report summarizing current subsurface soil conditions, findings, and
presenting our recommendations for the proposed ADU and spa.
Field Investigation
Field exploration was performed on October 4, 2024 by a representative from our firm who
logged the hand auger borings and obtained representative samples, which were subsequently
transported to the laboratory for further review and testing. The approximate locations of the
borings are indicated on the enclosed Boring Location Map (Plate 1).
The subsurface conditions were explored by excavation, sampling, and logging three hand
auger borings. B-1 was advanced to approximately 7 feet where it encountered refusal on
concrete rubble; B-2 was advanced to approximately 15.5 feet below existing grade; and B-3
was advanced to a depth of approximately 10.5 feet below existing grade. Subsequent to
excavation, all borings were backfilled with cuttings. The logs of borings presenting soil
conditions and descriptions are given in Appendix B. Driven samples and bulk samples of the
earth materials encountered at selected intervals were recovered from the borings. The
locations and depths of the soil samples recovered are indicated on the logs in Appendix B.
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Laboratory Testing
Laboratory tests were performed on representative samples to verify the field classification of
the recovered samples and to evaluate the geotechnical properties of the subsurface soils and
bedrock. The following tests were performed:
• In-situ Moisture Content (ASTM D2216) and Dry Density (ASTM D7263);
• Maximum Dry Density and Optimum Moisture Content (ASTM D1557);
• Direct Shear Strength (ASTM D3080);
• Consolidation (ASTM D2435);
• Expansion Potential (ASTM D4829);
• Passing No. 200 Sieve (ASTM 1140); and
• Sulfate (Cal 417).
Laboratory tests for geotechnical characteristics were performed in general accordance with the
ASTM procedures. The results of the in-situ moisture content and density tests are shown on
the test pit logs (Appendix B). The results of the laboratory tests are presented in Appendix C.
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GEOTECHNICAL FINDINGS
Regional Geologic Setting
The subject site is located within the south-western corner of the Orange 7.5-Minute
Quadrangle, Orange County, California. According to the Geologic Map of Orange County,
California (Morton and Miller, 1981), the subject site is underlain by alluvium. Figure 2 presents
the Regional Geologic Map.
Groundwater
Subsurface water was not encountered in our borings to the explored depth of 15.5 feet. Based
on our review of available historical groundwater information (CDMG, 1997) regional
groundwater is mapped at greater than 40 feet beneath the subject site. Static groundwater is
not anticipated to impact the proposed improvement. Figure 3 presents the Historic High
Groundwater Map.
Earth Units
Based on our subsurface investigation, the location of the proposed ADU (B-1 and B-2) is
underlain by fill generally consisting of greyish brown silty sand with clay to a depth of
approximately 2 to more than 7 feet, below which lies native alluvium consisting of sandy silt to
silty sand to a depth of 15.5 feet, the maximum depth explored. In the area of the proposed spa
(B-3), the native alluvium consisting of sandy silt to silty sand was observed at the surface and
continued to a depth of approximately 10.5 feet. Detailed descriptions of the earth units
encountered in our borings are presented in the log of borings.
Faulting and Seismicity
The subject site, like the rest of Southern California, is located within a seismically active region
as a result of being located near the active margin between the North American and Pacific
tectonic plates. The principal source of seismic activity is movement along the northwest-
trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. These
fault systems produce approximately 5 to 35 millimeters per year of slip between the plates.
We consider the most significant geologic hazard to be the potential for moderate to strong
seismic shaking that is likely to occur at the subject site. The subject site is located in the highly
seismic Southern California region within the influence of several faults that are considered to
be Holocene-active or pre-Holocene faults. A Holocene-active fault is defined by the State of
California as a fault that has exhibited surface displacement within the Holocene time (about the
last 11,700 years). A pre-Holocene fault is defined by the State as a fault whose history of past
movement is older than 11,700 years ago and does not meet the criteria for a Holocene-active
fault.
These Holocene-active and pre-Holocene faults are capable of producing potentially damaging
seismic shaking at the site. It is anticipated that the subject site will periodically experience
ground acceleration as the result of small to moderate magnitude earthquakes. Other active
faults without surface expression (blind faults) or other potentially active seismic sources that
are not currently zoned and may be capable of generating an earthquake are known to be
present under in the region.
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The subject site is not included within any Earthquake Fault Zones as created by the Alquist-
Priolo Earthquake Fault Zoning Act (CGS, 2018). Our review of geologic literature pertaining to
the site area indicates that there are no known active or potentially active faults located within or
immediately adjacent to the subject property.
The nearest active fault is the Peralta Hills Fault which is approximately 5.1 miles northeast of
the site. The next nearest faults are Bolsa Fairview Fault which is approximately 7.4 miles
southwest of the site, the Yorktown Fault which is approximately 7.7 miles southwest of the site,
the Adams Avenue Fault which is approximately 8.7 miles southwest of the site, and the North
Branch Fault which is approximately 9.7 miles southwest of the site. The regional fault map,
Figure 4, shows the location of the subject site in respect to the regional faults.
Surface Fault Rupture and Ground Shaking
Since no known faults are located within the site, surface fault rupture is not anticipated.
However, due to the close proximity of known active and potentially active faults, severe ground
shaking should be expected during the life of the proposed structures.
Liquefaction
Liquefaction is a seismic phenomenon in which loose, saturated, fine-grained granular soils
behave similarly to a fluid when subjected to high-intensity ground shaking. Liquefaction occurs
when these ground conditions exist: 1) Shallow groundwater; 2) Low density, fine, clean sandy
soils; and 3) High-intensity ground motion. Effects of liquefaction can include sand boils,
settlement, and bearing capacity failures below foundations.
A review of the seismic hazard zone map of the Orange Quadrangle indicates that the subject
site is not located within an area having a potential for earthquake induced liquefaction (Figure
5). Based on the above and the absence of shallow groundwater, the potential for liquefaction at
the subject site is considered to be low.
Seismically Induced Settlement
Ground accelerations generated from a seismic event can produce settlements in sands or in
granular earth materials both above and below the groundwater table. This phenomenon is
often referred to as seismic settlement and is most common in relatively clean sands, although it
can also occur in other soil materials. Based on the nature of the soils underlying the site the
potential for seismically induced settlement is considered low.
Lateral Spreading
Seismically induced lateral spreading involves primarily movement of earth materials due to
earth shaking. Lateral spreading is demonstrated by near-vertical cracks with predominantly
horizontal movement of the soil mass involved. Based on the nature of the soils underlying the
site and the generally flat lying topography the potential for lateral spreading at the subject site
is considered very low.
Earthquake Induced Landsliding
Landsliding involves downhill motion of earth materials during or subsequent to earth shaking.
Historically, landslides triggered by earthquakes have been a significant cause of damage.
Areas that are most susceptible to earthquake induced landslides are areas with steep slopes in
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poorly cemented or highly fractured bedrock, areas underlain by loose, weak soils, and areas on
or adjacent to existing landslide deposits.
The property is in a flat lying area and the site is not within a mapped zone of earthquake-
induced landsliding (Figure 5).
DISCUSSIONS AND CONCLUSIONS
General
Based on our field exploration, laboratory testing, and geotechnical engineering analysis, the
proposed improvement is considered suitable from a geotechnical viewpoint, provided the
recommendations contained in this report are incorporated into the design and construction
phases of the project.
Conclusions
Based on our findings and analyses, the subject site is likely to be subjected to moderate to
severe ground shaking due to the proximity of known active and potentially active faults. This
may reasonably be expected during the life of the structure and should be designed accordingly.
The primary conditions affecting the proposed project site development are as follows:
• Presence of undocumented fill (in excess of 7 feet)
• High settlement in the vicinity of the proposed spa
The engineering evaluation performed concerning site preparation and the recommendations
presented are based on information provided to us and obtained by us during our office and
field work. This report is prepared for the proposed deck replacement within the subject site. In
the event that any significant changes are made to the proposed development, the conclusions
and recommendations contained in this report shall not be considered valid unless the changes
are reviewed, and the recommendations of this report are verified or modified in writing by TGR.
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RECOMMENDATIONS
Seismic Design Parameters
When reviewing the 2022 CBC the following parameters should be incorporated into the design.
The Site Class is based on site soil conditions per Section 11.4.3 of the ASCE 7-16. It is our
opinion Site Class D - Default is the most appropriate based on site soil conditions.
Parameter Value
Latitude (degree) 33.7640
Longitude (degree) -117.8708
Site Class (ASCE 7-16 Section 11.4.3) D–Default
Site Coefficient, Fa (CBC Table 1613A.2.3 (1)) 1.2
Site Coefficient, Fv (CBC Table 1613A.2.3 (1)) 1.8
Mapped Spectral Acceleration at 0.2-sec Period, Ss
1613A.2.1)
1.319 g
Mapped Spectral Acceleration at 1.0-sec Period, S1 1613A.2.1)
0.47 g
Spectral Acceleration at 0.2-sec Period Adjusted for Site Class, SMS (CBC
Section 1613A.2.3)
1.583 g
Spectral Acceleration at 1.0-sec Period Adjusted for Site Class, SM1 (CBC
Section 1613A.2.3)
0.846 g
Design Spectral Acceleration at 0.2-sec Period, SDS
1613A.2.4)
1.055 g
Design Spectral Acceleration at 1.0-sec Period, SD1 1613A.2.4)
0.564 g
Seismic Response Coefficient (Cs) ASCE 7-16 Per 12.8-6
Mapped MCEG, Peak Ground Acceleration, PGA 0.556 g
Site Coefficient for Mapped MCEG, FPGA 1.2
Site Modified Peak Ground Acceleration, PGAM 0.667 g
In general, ASCE 7-16 Section 11.4.8 requires site-specific hazard analysis for structures on
Site Class D for values of S1 greater than or equal to 0.2 g. When using Equivalent lateral Force
(ELF) and Modal Response Spectrum Analysis (MRSA), the ASCE 7-16 Section 11.4.8 Item 1
exception shall be utilized. Increasing SM1 by 50% in Eq. (11.4-2) results in an increase in the
value of SD1 determined by Eq. (11.4-4) by 50%. These increased values of SM1 and SD1 are
to be used for all applications of these parameters throughout the Standard, including for
formulation of the design response spectrum where a design response spectrum is needed per
this standard. It should be noted that the 50% increase in SD1 also increases Ts by 50%
resulting in an extension of the acceleration-controlled plateau of the design response spectrum.
Cs is determined in accordance with Eq. (12.8-6).
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Conformance to the criteria presented in the above table for seismic design does not constitute
any type of guarantee or assurance that significant structural damage or ground failure will not
occur during a large earthquake event. The intent of the code is “life safety” and not to
completely prevent damage of the structure, since such design may be economically prohibitive.
Foundation Design Recommendations
The proposed ADU may be supported on continuous and/or spread footings. Bearing capacity
recommendations for shallow foundations are presented below.
An allowable bearing pressure of 2000 pounds per square foot may be used in the design.
These recommendations assume that footings will be supported on a minimum of three (3) feet
of engineered fill. However, deeper fill (as much as 10 feet) may be required due to the
presence of the demolished pool, as shown in Plate 1.
The minimum recommended footing depth is 24-inches below the lowest adjacent grade. The
minimum recommended footing width is 18 inches for continuous footing and twenty-four (24)
inches for pad footings. A minimum reinforcement of 2-No.4 steel bars top and bottom is
required for continuous footings from a geotechnical viewpoint. Foundation design details such
as concrete strength, reinforcements, etc should be established by the Structural Engineer.
A one-third (1/3) increase on the aforementioned bearing pressure may be used in design for
short-term wind or seismic loads.
The static total and differential settlements between adjacent footings supported on competent
bedrock are not anticipated to exceed one (1) inch and one-half (0.5) inch over 30 feet,
respectively.
All footings should meet the setback requirements presented in 2022 CBC.
Resistance to lateral loads can be assumed to be provided by passive earth pressure and by
friction acting on structural components in permanent contact with the subgrade soils.
Lateral resistance on the sides of footings may be computed using a passive pressure of 200
pounds per square foot per foot of embedment, subject to a maximum of 2000 pounds per
square foot. An allowable friction coefficient of 0.30 may be assumed with dead load forces
between concrete and the supporting soils. Passive pressure and frictional resistance could be
combined in determining the total lateral pressure resistance, provided one of them is reduce by
50%.
Drilled Piers
Alternatively, the proposed ADU may be supported on drilled piers embedded a minimum of 10
feet into competent native soils with a structural floor. The recommended minimum pier
diameter is 24-inches.
The drilled piers may be designed for an allowable frictional resistance of 200 pounds per
square foot for competent native. The uplift capacity may be taken as one-half of downward
capacity plus the weight of the caisson. The lateral capacity may be taken as 200 pounds per
square foot per foot of depth (maximum 2,000 psf). The caisson capacity within the
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undocumented fill shall be ignored. As a minimum the caisson capacity (axial and lateral) shall
be ignored in the upper 10 feet.
The above values may be increased by one-third when considering short duration seismic or
wind loads. Foundation design details such as concrete strength, reinforcements, etc. should be
established by the Structural Engineer.
The total settlement is not expected to exceed ½ inch. The differential settlement between piers
is estimated as ¼ inch.
For caissons spaced at less than three (3) diameters on center, additional group capacity
reduction effects should be taken into account on evaluating the allowable axial capacity of the
pile groups.
The drilling and installation of caissons should be performed under the observation of TGR
Geotechnical. Precautions should be taken during installation of caissons.
The caisson excavation should be filled with concrete as soon as possible after the drilling is
completed. The excavation should not be left open overnight. The concrete should not be
allowed to fall freely more than five (5) feet; vibration should take place throughout the full length
of the pile to eliminate voids in either the pile base or the shaft. Placement procedure such as
tremie, should ensure that aggregate segregation does not occur. Where pile spacing is less
than three (3) diameters, caissons should be drilled and filled alternately, allowing the previously
poured pile concrete to set for at least twenty-four (24) hours, or as permitted by the
geotechnical engineer.
Slab-on-Grade Design
Slab-on-Grade which will receive relatively light loads on low expansive soils should be a
minimum of 5-inches thick, underlain by 4-inches of crushed aggregate base (CAB) and
reinforced with a minimum of No. 4 reinforcing bars on 18-inch centers in two horizontally
perpendicular directions. Reinforcing should be properly supported to ensure placement near
the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable
method of positioning the steel. The subgrade material should be compacted to a minimum of
ninety (90) percent of the maximum laboratory dry density (ASTM D1557) to a minimum depth
of three (3) feet or the bottom of undocumented fill (whichever is deeper). Prior to placement of
concrete, the subgrade soils should be moistened to optimum moisture content and verified by
our field representative.
For moisture sensitive flooring, the floor slab should be underlain by a minimum 15-mil
impermeable polyethylene membrane (Stego Wrap, Moistop Plus, or any equivalent meeting
the requirements of ASTM D1745) as a capillary break. The polyethylene membrane joints
should be lapped not less than 6 inches. Sand may be placed above and below the
impermeable polyethylene membrane at the discretion of the project structural
engineer/concrete contractor for proper curing and finish of the concrete slab-on-grade and
protection of the membrane and is considered outside the scope of geotechnical engineering.
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Cement Type and Corrosion
Based on laboratory testing concrete used should be designed in accordance with the provisions of
ACI 318-19, Chapter 19 for Exposure Class S0 with a minimum unconfined compressive strength of
2,500 psi, per ACI 318-19 Table 19.3.1.1.
Spa Recommendations
The proposed spa shall be supported on a minimum of three (3) feet of engineered fill.
Provided below are general design, construction and inspection recommendations for spa:
1. Free standing spa walls shall be designed for an equivalent fluid pressure of 65 lbs./cu.ft.
When the spa is empty the walls should be designed for an active earth pressure of 60
pcf.
2. The spa should be designed to accommodate up to 1/2-inch of future total settlement and
1/4-inch differential settlement over 30 feet.
3. Where the spa is planned near any structure, appropriate surcharge loads need to be
incorporated into design and construction.
4. Hydrostatic pressure relief valves may be incorporated into the spa design.
5. All fittings and pipe joints, particularly fittings in the side of the spa, should be properly
sealed to prevent water from leaking into the adjacent soil materials.
6. An elastic expansion joint (waterproof sealant) should be installed to prevent water from
seeping into the soil at all deck joints.
7. The design engineer and/or contractor should determine joint and saw cut locations for the
spa deck. However, spacing should not exceed 8 feet.
8. It is imperative that the homeowner incorporate into the overall improvement scheme
adequate provisions for surface drainage. Ponding water, ground saturation and flows
over slope faces are all situations that must be avoided.
9. All deck slabs should be minimally reinforced with No. 4 steel bar at 18-inch on center both
ways. All slab reinforcement should be supported to ensure proper mid-slab positioning
during placement of concrete.
10. Deck should have a minimum thickness of four inches with the perimeter edge thickened.
The thickened edge shall have minimum 18-inch embedment.
11. Spa shall be founded on a minimum of 3 feet of engineered fill. An allowable bearing
pressure of 1800 pounds per square foot may be used in the design.
12. A one-third (1/3) increase on the aforementioned bearing pressure may be used in design
for short-term wind or seismic loads.
13. An allowable coefficient of friction between soil and concrete of 0.38 may be used with the
dead load forces.
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Site Development Recommendations
General
During earthwork construction, all site preparation and the general procedures of the contractor
should be observed, and the fill selectively tested by a representative of TGR. If unusual or
unexpected conditions are exposed in the field, they should be reviewed by this office and if
warranted, modified and/or additional recommendations will be offered.
Grading
All grading should conform to the guidelines presented in the California Building Code (2022
edition), except where specifically superseded in the text of this report. Prior to grading, TGR’s
representative should be present at the pre-construction meeting to provide grading guidelines,
if needed, and review any earthwork.
The upper 2 to approximately 10 feet of soils within the area of the proposed ADU are
undocumented fill. Undocumented fill is considered unsuitable for the support of engineered fill
and/or structures and shall be removed. Undocumented fill related to the previously demolished
pool is anticipated under the proposed building pad and shown on Plate 1. Deeper removals
may be required where excavation bottoms expose unsuitable soils. Removals shall be a
minimum of 3 feet below the bottom for footings or bottom of the old pool (varies, up to 10 feet
or greater), whichever is deeper.
Site soils may be reused as engineered fill provided they are free of oversized particles and the
recommendations presented in this report are implemented. Exposed bottoms should be
scarified a minimum of 6-inches, moisture conditioned to optimum moisture and compacted to a
minimum ninety (90) percent relative compaction. Subsequently, site fill soils should be re-
compacted to a minimum of ninety (90) percent relative compaction at optimum moisture
content. The lateral extent of removals beyond the building/structure/footing limits should be
equal to at least 7 feet.
The depth of over-excavation should be reviewed by the Geotechnical Consultant during the
actual construction. Any subsurface obstruction buried structural elements, and unsuitable
material encountered during grading, should be immediately brought to the attention of the
Geotechnical Consultant for proper exposure, removal and processing, as recommended.
Fill Placement
Prior to any fill placement TGR should observe the exposed surface soils. The site soils may be
re-used as engineered fill provided they are free of organic content and particle size greater
than 4-inches. All particles greater than 4-inches shall be removed and disposed offsite. Fill
shall be moisture-conditioned to optimum moisture content and compacted to a minimum
relative compaction of 90 percent in accordance with ASTM D1557. Any import soils shall be
non-expansive and approved by TGR Geotechnical Inc.
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Compaction
Prior to fill placement, the exposed surface should be scarified to a minimum depth of six (6)
inches, fill placed in six (6) inch loose lifts, moisture conditioned to optimum moisture content,
and compacted to a minimum relative compaction of ninety (90) percent in accordance with
ASTM D 1557.
Trenching
All excavations should conform to CAL-OSHA and local safety codes.
Drainage
Positive site drainage should be maintained at all times. Water should be directed away from
foundations and not allowed to pond and/or seep into the ground. Pad drainage should be
directed toward the street/parking or other approved area. Roof gutters and down spouts should
be utilized to control roof drainage. Down spouts should outlet a minimum of 5 feet from the
proposed structure or into an approved subsurface drainage system. We would recommend that
any proposed open-bottom planters adjacent to proposed structures be eliminated for a
minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized.
An outlet placed in the bottom of the planter could be installed to direct drainage away from
structures or any exterior concrete flatwork. All site drainage shall comply with the 2022
California Building Code.
Utility Trench Backfill
All utility trench backfill in structural areas and beneath hardscape features should be brought to
optimum moisture content and compacted to a minimum relative compaction of 90 percent of
the laboratory standard. Flooding/jetting is not recommended.
Sand backfill, (unless trench excavation material), should not be allowed in parallel exterior
trenches adjacent to and within an area extending below a 1:1 plane projected from the outside
bottom edge of the footing. All trench excavations should minimally conform to CAL-OSHA and
local safety codes. Soil generated from utility trench excavations may be used provided it is
moisture conditioned to optimum moisture content and compacted to 90 percent minimum
relative compaction.
Temporary Excavation Recommendations
In areas not adjacent to existing structures or property lines, soils may be cut vertically to a depth
of approximately four (4) feet below adjacent grade. Excavations deeper than 4 feet should be
temporarily shored or sloped back to at least 1H:1V or flatter for the entire excavation. The
exposed slope face should be kept moist (but not saturated) during construction to reduce local
sloughing. No surcharge loads should be permitted within a horizontal distance equal to the
height of cut from the toe of excavation unless the cut is properly shored. Temporary excavation
that extends below an imaginary plane inclined at 45 degrees from the property line or below
the edge of adjacent existing footings will require shoring.
Temporary Shoring
Temporary shoring may be required for those excavations where temporary slope cuts as
specified above are not feasible. Temporary cantilever shoring should be designed to resist an
active earth pressure of 35 pounds per cubic foot equivalent fluid pressure for level conditions
behind shoring. The design of shoring should also include surcharge-loading effects of existing
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structures and anticipated traffic, including construction equipment, when loading is within a
distance from the shoring equal to the depth of excavation. All excavations should conform to
CAL-OSHA and local safety codes. The stability of temporary excavation is the responsibility of
the contractor. However, as a minimum the lateral movement at the top of the shoring soldier
piles should be monitored. Lateral deflection of 0.5 inches or more shall be brought to the
attention of TGR with remedial measures. If lateral deflection exceeds 1.0-inch, work shall stop,
and mitigation measures taken prior to continuing work. TGR should be present to observe the
excavation to provide additional recommendations as considered necessary depending on the
exposed condition.
Soldier piles shall have a minimum diameter of eighteen (18) and shall be spaced at least two
diameters on centers, a lateral passive resistance of 250 psf/ft of embedment depth into
competent alluvium with a maximum lateral passive resistance of 2,500 psf should be used in
design. The minimum recommended embedment is 10 feet into competent alluvium. The point
of fixity may be taken as 2 feet below proposed excavation bottom. The shoring design engineer
may utilize this passive pressure over one to two pile diameters at their discretion/design
procedure. The shoring design engineer is however responsible for the performance of the
shoring system.
Soldier pile members placed in drilled holes should be properly backfilled with sand/cement
slurry or lean concrete in order to develop the required passive resistance.
The lagging between the soldier piles may be designed for a maximum nominal pressure of 400
psf, and should consist of wood members, or solid plywood or steel sheets. All excavations
should conform to CAL-OSHA and local safety codes.
Geotechnical Observation/Testing During Construction
Per sections 1705.6 and table 1705.6 of the 2022 California Building Code, periodic special
inspection shall be performed to:
• Verify materials below shallow foundations are adequate to achieve the design
bearing capacity;
• Verify excavations are extended to the proper depth and have reached proper
material;
• Verify classification and test compacted materials; and
• Prior to placement of compacted fill, inspect subgrade and verify that the site has
been prepared properly
Per sections 1705.6 and table 1705.6 of the 2022 California Building Code, continuous special
inspection shall be performed to:
• Verify use of proper materials, densities and lift thickness during placement and
compaction of compacted fill.
The geotechnical consultant should perform observation and/or testing at the following stages:
• During any grading and fill placement;
• Prior to pouring foundation or flatwork concrete;
• During trench excavation;
• Excavation bottom;
• Placement of bedding material;
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• During trench backfill;
• Subgrade for flatwork;
• When any unusual soil conditions are encountered during any construction
operation subsequent to issuance of this report.
Limitations
This report was prepared for a specific client and a specific project, based on the client’s needs,
directions and requirements at the time.
This report was necessarily based in part upon data obtained from a limited number of
observances, site visits, soil and/or other samples, tests, analyses, histories of occurrences,
spaced subsurface exploration and limited information on historical events and observations.
Such information is necessarily incomplete. Variations can be experienced within small
distances and under various climatic conditions. Changes in subsurface conditions can and do
occur over time.
This report is not authorized for use by and is not to be relied upon by any party except the
client with whom TGR contracted for the work. Use or reliance on this report by any other party
is that party’s sole risk. Unauthorized use of or reliance on this report constitutes and agreement
to defend and indemnify TGR from and against any liability which may arise as a result of such
use or reliance, regardless of any fault, negligence, or strict liability of TGR.
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PLATE 1
BORING LOCATION MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA
PROJECT NO.: 24-8009
10’ 0’ 10’ 20’ 30’
B-1
B-2
B-3
B-3 APPROXIMATE LOCATION OF BORING
Approximate Limits
of Demolished Pool
5’
10’
10’APPROXIMATE DEPTH OF
ANTICIPATED REMOVAL
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SITE LOCATION MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA
PROJECT NO.: 24-8009
FIGURE 1
.25 0 .25 .5 .75
SITE
(miles)
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Morton, P.K., and Miller, R.V., 1981, Geologic map of Orange County, California, showing
mines and mineral deposits: California Division of Mines and Geology, Bulletin B-204,
scale 1:48,000
REGIONAL GEOLOGY MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA FIGURE 2
PROJECT NO.: 24-8009
SITE
2000’ 0’ 2000’ 4000’ 6000’
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#24/28/2025
Modified From: California Department of Conservation, Division of Mines
and Geology, 1997, Seismic Hazard Zone Report for the Orange 7.5-
Minute Quadrangle, Orange County, California, Seismic Hazard Zone
Report 011.
FIGURE 3
HISTORIC HIGH GROUNDWATER MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA
PROJECT NO.: 24-8009
1000’ 0’ 1000’ 2000’ 3000’
SITE
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REGIONAL FAULT MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA FIGURE 4
Modified From: Jennings, C. W., 2010, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6, Scale 1:750,000.
SITE
PROJECT NO.: 24-8009
2 0 2 4 6
(miles)
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FIGURE 5
SEISMIC HAZARD ZONE MAP2039 NORTH VICTORIA DRIVESANTA ANA, CALIFORNIA
Modified From: California Geological Survey, Earthquake Zones of Required
Investigation, Orange Quadrangle, dated April 15, 1998.
PROJECT NO.: 24-8009
SITE
1000’ 0’ 1000’ 2000’ 3000’
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APPENDIX A
REFERENCES
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APPENDIX A
References
AEH Design, Inc., 2024, Sitton Residence, Interior Remodel, 2039 North Victoria Drive, Santa
Ana, CA, 92706, dated 9-20-22, last revision 6-16-24.
California Department of Conversation – California Geological Survey, 2018, Earthquake Fault
Zones, A Guide for Government Agencies, Property Owners/Developers
and Geoscience Practitioners for Assessing Fault Rupture Hazards in
California, Special Publication 42.
California Geological Survey, 2010, Fault Activity Map of California, Geologic Data Map No. 6.
California Department of Conservation – Division of Mines and Geology, 1998, Maps of Known
Active Fault Near – Source Zones in California and Adjacent Portions of
Nevada.
California, State of, Department of Conservation, Division of Mines and Geology, 2008,
Guidelines for Evaluating and Mitigating Seismic Hazards in California,
CDMG Special Publication 117A.
California Department of Conservation – Division of Mines and Geology, 1997, Seismic Hazard
Zone Report for the Orange 7.5-Minute Quadrangle, Orange County,
California, Report 011.
California Geological Survey, Earthquake Zones of Required Investigation, Orange Quadrangle,
dated April 15, 1998
Fault Activity Map of California, 2010, California Geological Survey, Geologic Data Map No. 6
Compilation and Interpretation by: Charles W. Jennings and William A.
Bryant, Graphics by: Milind Patel, Ellen Sander, Jim Thompson, Barbara
Wanish and Milton Fonseca
International Code Council, 2022, California Building Code, Title 24, Part 1 and 2.
2039 N Victoria Drive
#24/28/2025
24-8009
Page iii
APPENDIX B
LOG OF BORINGS
2039 N Victoria Drive
#24/28/2025
Project Number:
Project Name:
Date Drilled:
Ground Elev:
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
RS
SG
Hand Auger
140lbs / 30in
LOG OF EXPLORATORY BORING B-1
Ot
h
e
r
Te
s
t
s
PLATE 1This Boring Log should be evaluated in conjunction with the complete
geotechnical report. This Boring Log represents conditions observed
at the specific location and date indicated, it is not warranted to be
representative of subsurface conditions at other locations and times.
SUMMARY OF SUBSURFACE CONDITIONS Dr
y
D
e
n
s
i
t
y
,
(p
c
f
)
1
109
LAB RESULTS
Sandy clay to clayey sand, reddish brown to black, moist.
119
11
10
@ ~2.5 feet solid block of (assumed) concrete was encountered,
started new boring approximately 1 foot away. Second attempt
terminated on similar.
Clayey sand, black, slightly moist, crumbly, concrete pieces
throughout.
Total Depth: 7 feet.
Boring terminated on refusal in concrete debris.
No caving observed.
No groundwater observed.
Borings backfilled with soil cuttings upon completion.
Logged By:
Project Engineer:
Drill Type:
Drive Wt & Drop:
ofSheet1
Fill: Silty sand, greyish brown, slightly moist, fragments of concrete,
brick, cans, etc.
FIELD RESULTS
24-8009
Victoria Drive, Santa Ana
10/4/24 - 10/4/24
US
C
S
De
p
t
h
(f
t
)
SP
T
b
l
o
w
s
/
f
t
(o
r
e
q
u
i
v
a
l
e
n
t
N
)
Gr
a
p
h
i
c
L
o
g
Modified
California
LO
G
O
F
B
O
R
I
N
G
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
1
/
8
/
2
4
Water Table
ATD
5
10
15
Standard
Split Spoon No recovery
Dr
i
v
e
S
a
m
p
l
e
Bu
l
k
S
a
m
p
l
e
Po
c
k
e
t
P
e
n
(t
s
f
)
Shelby
Tube
2039 N Victoria Drive
#24/28/2025
LOG OF EXPLORATORY BORING B-2
Total Depth: 15.5 feet.
No caving observed.
No groundwater observed.
Borings backfilled with soil cuttings upon completion.
Logged By:
Project Engineer:
Drill Type:
Drive Wt & Drop:
ofSheet1 1
SUMMARY OF SUBSURFACE CONDITIONS
... same as above
Ot
h
e
r
Te
s
t
s
PLATE 2
EI,
SO4,
Max,
Shear
This Boring Log should be evaluated in conjunction with the complete
geotechnical report. This Boring Log represents conditions observed
at the specific location and date indicated, it is not warranted to be
representative of subsurface conditions at other locations and times.
Dr
y
D
e
n
s
i
t
y
,
(p
c
f
)
Project Number:
Project Name:
Date Drilled:
Ground Elev:
RS
SG
Hand Auger
140lbs / 30in
-200=
52% ,
consol
92
112
107
100
119
9
10
13
14
... same as above
... same as above
Fill: Silty sand with clay, greyish brown, slightly moist.
Native: Sandy silt to silty sand, slightly moist to moist with depth,
medium dense. Minor changes in sand/silt composition with depth
... same as above more silt, slightly moist
... same as above, moist
12
5
10
15
SP
T
b
l
o
w
s
/
f
t
(o
r
e
q
u
i
v
a
l
e
n
t
N
)
Gr
a
p
h
i
c
L
o
g
FIELD RESULTS
De
p
t
h
(f
t
)
US
C
S
Water Table
ATD
LAB RESULTS
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
24-8009
Victoria Drive, Santa Ana
10/4/24 - 10/4/24
Po
c
k
e
t
P
e
n
(t
s
f
)
LO
G
O
F
B
O
R
I
N
G
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
1
/
8
/
2
4
Bu
l
k
S
a
m
p
l
e
Shelby
Tube
Standard
Split Spoon
Modified
California
No recovery
Dr
i
v
e
S
a
m
p
l
e
2039 N Victoria Drive
#24/28/2025
This Boring Log should be evaluated in conjunction with the complete
geotechnical report. This Boring Log represents conditions observed
at the specific location and date indicated, it is not warranted to be
representative of subsurface conditions at other locations and times.
Sheet 1 1
SUMMARY OF SUBSURFACE CONDITIONS
RS
SG
Hand Auger
140lbs / 30in
LOG OF EXPLORATORY BORING B-3
Ot
h
e
r
Te
s
t
s
LAB RESULTS
Dr
y
D
e
n
s
i
t
y
,
(p
c
f
)
Project Number:
Project Name:
Date Drilled:
Ground Elev:
consol
PLATE 3
consol
100
108
106
100
9
7
6
6
of
Logged By:
Project Engineer:
Drill Type:
Drive Wt & Drop:
Native: Sandy silt to silty sand, light brown, slightly moist to moist
with depth, medium dense to dense with depth. Minor changes in
sand/silt composition with depth
... same as above, moist
... same as above, slightly moist, dense
... same as above
... same as above
... same as above, medium dense
Total Depth: 10.5 feet.
No caving observed.
No groundwater observed.
Borings backfilled with soil cuttings upon completion.
De
p
t
h
(f
t
)
5
10
15
Gr
a
p
h
i
c
L
o
g
FIELD RESULTS
SP
T
b
l
o
w
s
/
f
t
(o
r
e
q
u
i
v
a
l
e
n
t
N
)
US
C
S
Modified
California
Water Table
ATD
Po
c
k
e
t
P
e
n
(t
s
f
)
Standard
Split Spoon
LO
G
O
F
B
O
R
I
N
G
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
1
/
8
/
2
4
24-8009
Victoria Drive, Santa Ana
10/4/24 - 10/4/24
Shelby
Tube
Mo
i
s
t
u
r
e
Co
n
t
e
n
t
(
%
)
No recovery
Dr
i
v
e
S
a
m
p
l
e
Bu
l
k
S
a
m
p
l
e
2039 N Victoria Drive
#24/28/2025
24-8009
Page iv
APPENDIX C
LABORATORY TESTING PROCEDURES AND TEST RESULTS
2039 N Victoria Drive
#24/28/2025
24-8009
Page v
LABORATORY TESTING PROCEDURES AND TEST RESULTS
In-Situ Moisture and Density Determination Tests (ASTM D2216 and D7263): Moisture content
and dry density determinations were performed on relatively undisturbed samples obtained from
the test pits. The results of these tests are presented in the test pits. Where applicable, only
moisture content was determined from "undisturbed" or disturbed samples.
Maximum Density and Optimum Moisture Content (ASTM D1557): The maximum dry density
and optimum moisture content of typical materials were determined in accordance with ASTM
Test Method D1557. The results of these tests are presented in the table below:
Sample Location Sample Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (%)
B-2 @ 0-5 feet Yellow Brown Sandy Silt 123.5 12.0
Direct Shear Tests: A direct shear test was performed on selected remolded and/or undisturbed
samples, which were soaked for a minimum of 24 hours under a surcharge equal to the applied
normal force during testing. After transfer of the sample to the shear box, and reloading the
sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a
period of approximately 1-hour prior to application of shearing force. The samples were tested
under various normal loads, a motor-driven, strain-controlled, direct-shear testing apparatus at a
strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test
results are presented in the test data.
Sample Location Sample Description
Friction
Angle
(degrees)
Apparent
Cohesion
(psf)
B-2 @ 0-5 feet Yellow Brown Sandy Silt, Saturated (Ultimate) 26 564
Consolidation Tests (ASTM D2435): Consolidation test were performed on selected, relatively
undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in
geometric progression. The percent consolidation for each load cycle was recorded as the ratio
of the amount of vertical compression to the original 1-inch height. The consolidation pressure
curves are presented in the test data.
Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard
geochemical methods. The test result is presented in the table below:
Sample Location
Sample Description
Water Soluble
Sulfate in Soil, (%
by Weight)
Sulfate
Content
(ppm)
Potential
Degree of
Sulfate Attack*
B-2 @ 0-5 ft Yellow Brown Sandy Silt 0.0193 193 S0
* Based on the current version of ACI 318 Building Code, Table No. 4.3.1 requirement for
Concrete Exposed to Sulfate-Containing Solutions.
2039 N Victoria Drive
#24/28/2025
75
130
80
85
90
95
100
105
110
115
125
135
25
120
123.5
MOISTURE-DENSITY RELATIONSHIP
TEST RESULTS
Test Method
DR
Y
D
E
N
S
I
T
Y
,
p
c
f
WATER CONTENT, %
ATTERBERG LIMITS
15
2.80
2.70
2.60
PL
12.0
Source of Material
Description of Material
Telephone:
Fax:
Project Number: 24-8009
Project Name: Victoria Drive, Santa Ana
US
C
O
M
P
A
C
T
I
O
N
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
0
/
2
1
/
2
4
Curves of 100% Saturation
for Specific Gravity Equal to:
ASTM D1557 Method A
0 5 10 20
B-2 0-5 feet
30 35 40 45
Yellow Brown Sandy Silt
PI
Optimum Water Content
Maximum Dry Density PCF
%
LL
2039 N Victoria Drive
#24/28/2025
2,000
NORMAL PRESSURE, psf
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
3,5003,0002,500 4,000
2,500
0
500
1,000
500
2,000
1,500
3,000
3,500
4,000
0 1,000
1,500
B-2
Specimen Identification
Telephone:
Fax:
Project Number: 24-8009
Project Name: Victoria Drive, Santa Ana
US
D
I
R
E
C
T
S
H
E
A
R
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
0
/
2
1
/
2
4
120-5 feet
cMC%
111
Classification
564 26Yellow Brown Sandy Silt - Saturated (Ultimate)
DIRECT SHEAR TEST
2039 N Victoria Drive
#24/28/2025
10
12
14
16
18
4
20
8
6
0
2
0.1
Project Number: 24-8009
Project Name: Victoria Drive, Santa Ana
Telephone:
Fax:
STRESS, Ksf
10112
ST
R
A
I
N
,
%
MC%
CONSOLIDATION TEST
1 10 100
US
C
O
N
S
O
L
S
T
R
A
I
N
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
0
/
2
1
/
2
4
5.0
ClassificationSpecimen Identification
Yellow Brown Sandy SiltB-2
2039 N Victoria Drive
#24/28/2025
10
12
14
16
18
4
20
8
6
0
2
0.1
Project Number: 24-8009
Project Name: Victoria Drive, Santa Ana
Telephone:
Fax:
STRESS, Ksf
7108
ST
R
A
I
N
,
%
MC%
CONSOLIDATION TEST
1 10 100
US
C
O
N
S
O
L
S
T
R
A
I
N
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
0
/
2
4
/
2
4
5.0
ClassificationSpecimen Identification
Olive Brown Sandy SiltB-3
2039 N Victoria Drive
#24/28/2025
10
12
14
16
18
4
20
8
6
0
2
0.1
Project Number: 24-8009
Project Name: Victoria Drive, Santa Ana
Telephone:
Fax:
STRESS, Ksf
6106
ST
R
A
I
N
,
%
MC%
CONSOLIDATION TEST
1 10 100
US
C
O
N
S
O
L
S
T
R
A
I
N
2
4
-
8
0
0
9
V
I
C
T
O
R
I
A
D
R
I
V
E
,
S
A
N
T
A
A
N
A
.
G
P
J
T
G
R
G
E
O
T
E
C
H
.
G
D
T
1
0
/
2
4
/
2
4
7.5
ClassificationSpecimen Identification
Olive Yellow Sandy SiltB-3
2039 N Victoria Drive
#24/28/2025
2039 N Victoria Drive
#24/28/2025
24-8009
Page vi
APPENDIX D
SEISMIC DESIGN PARAMETERS
2039 N Victoria Drive
#24/28/2025
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
24-8009
2039 N Victoria Dr, Santa Ana, CA 92706, USA
Latitude, Longitude: 33.7640067, -117.8708476
Date 10/23/2024, 10:40:22 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.319 MCER ground motion. (for 0.2 second period)
S1 0.47 MCER ground motion. (for 1.0s period)
SMS 1.583 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.055 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.556 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.667 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.319 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.42 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.563 Factored deterministic acceleration value. (0.2 second)
S1RT 0.47 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.508 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.647 Factored deterministic acceleration value. (Peak Ground Acceleration)
PGAUH 0.556 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.925 Mapped value of the risk coefficient at a period of 1 s
CV 1.364 Vertical coefficient
10/23/24, 10:40 AM U.S. Seismic Design Maps
https://www.seismicmaps.org 1/2
2039 N Victoria Drive
#24/28/2025
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The
material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and
applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,
having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data
provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing
building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
10/23/24, 10:40 AM U.S. Seismic Design Maps
https://www.seismicmaps.org 2/2
2039 N Victoria Drive
#24/28/2025
SANTA ANA CITY COUNCIL
Valerie Amezcua
Mayor
vamezcua@santa-ana.org
Benjamin Vazquez
Mayor Pro Tem - Ward 2
bvazquez@santa-ana.org
Thai Viet Phan
Ward 1
tphan@santa-ana.org
Jessie Lopez
Ward 3
jessielopez@santa-ana.org
Phil Bacerra
Ward 4
pbacerra@santa-ana.org
Johnathan Ryan Hernandez
Ward 5
jryanhernandez@santa-ana.org
David Penaloza
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Benjamin Vazquez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Thai Viet Phan
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
February 5, 2025
Michael Sitton
2039 N Victoria Dr.
Santa Ana, CA 92706
Subject: Address Assignment for New Detached Accessory Dwelling Unit located at 2039
North Victoria Drive (APN: 399-111-12) in Santa Ana, CA
Dear Michael
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for proposed detached accessory dwelling unit located at 2039 North Victoria Drive. Notice is
hereby given that the following assigned address(es) shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
1. 2039 North Victoria Drive, Unit 2
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714)667-2725 or by email at HJacinto@santa-ana.org.
Sincerely,
Heidi Jacinto
Assistant Planner II
Exhibit A – Address Plan
2039 N Victoria Drive
#24/28/2025
Address Letter for 2039 North Victoria Drive, Unit 2
Page 2 of 2
c:
Kris K Chu, Santa Ana Manager, United States Post Office
Fernando Banuelos, Fountain Valley Manager, United States Post Office
Yesenia Torres, Santa Ana Manager, United States Post Office
Enrique Ponce, Sna-North Grand Sta Manager, United States Post Office
Esthephany Treto Ramirez, Admin Supervisor, United States Post Office
Chris Tuiolosega, United States Post Office
Alex Alvarez, Santa Ana Postmaster, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Ted Walstrom, Santa Ana Unified School District
Jeremy Cogan, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
GIS
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Arellano, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing Division Manager
Rudy Rosas, Deputy Public Works Director / City Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Services Principal
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Manager
Sergio Verino, Code Enforcement Principal
2039 N Victoria Drive
#24/28/2025
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
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:
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.
2039 N Victoria Dr Unit #2, Santa Ana CA 92706
X
X
X
X
X
Michael Sitton
1/27/2025 714-654-7201
2039 N Victoria Drive
#24/28/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-610 8
SFR
4
A Sanat Ana 927062039 N Victoria Dr
CONSTRUCT A DETACHED 998-SF, 1-BED, 1BATH ACCESSORY DWELLING UNIT (ADU)
2996 998 3994 1 0
4
4
4
4
4
4
4
4
4
4
Michael Sitton
714-654-7201 michael3761@gmail.com
12/13/24
2039 N Victoria Drive
#24/28/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City Official Requesting Review: City Reference #: __________________________
City / County: _____________________________________ Date: __________________________________
Contact Name: _____________________________________ E-Mail: __________________________________
Title: _____________________________________ Phone #: _________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________
Date: _________________________________
Updated: 08/30/2021
2039 N Victoria Drive
#24/28/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
2039 N Victoria Drive
#24/28/2025
2039 N Victoria Drive
#24/28/2025
Structural Calculations
Project Address: 2039 Victoria Dr, Santa Ana, CA
Building Description: Detached ADU
Engineer: Jeffrey Schaefer
2039 N Victoria Drive
#24/28/2025
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS:
--
PROJECT SUMMARY
Project Name: 2039 N Victoria Dr
Governing Codes:Building Code: 2022 California Building CodeASCE: ASCE 7-22Steel: AISC 360-16Concrete: ACI 318-19Masonry: TMS 402/602-16
Page 1
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
Module Location: Vaulted Rafter - 2x10
Module Level: Roof
Module Type: Roof Rafter
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 1.5 in. X 9.25 in. X 10 ft @ 24 in. Spacing
Section Adequacy:56.18%
Controlling Factor: Bending-Tension
Module Location: Roof Ridge Beam
Module Level: Roof
Module Type: Roof Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 5.25 in. X 18 in. X 33.25 ft
Section Adequacy:2.19%
Controlling Factor: Deflection Y
Module Location: Ceiling Joist
Module Level: Roof
Module Type: Floor Joist
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 1.5 in. X 5.5 in. X 14.75 ft @ 16 in. Spacing
Section Adequacy:23.45%
Controlling Factor: Deflection Y
Module Location: Door Header - Supports Ridge
Module Level: Roof
Module Type: Roof Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 5.25 in. X 11.875 in. X 14.67 ft
Section Adequacy:19.58%
Controlling Factor: Bending Stress Y
Module Location: Door Header - Bedroom
Module Level: Roof
Module Type: Roof Beam
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 5.5 in. X 7.5 in. X 10.25 ft
Section Adequacy:63.55%
Controlling Factor: Bending Stress Y
Module Location: Window Header - Bedroom
Module Level: Roof
Module Type: Roof Beam
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 5.5 in. X 5.5 in. X 4 ft
Section Adequacy:59.97%
Controlling Factor: Bending Stress Y
Module Location: Cased Opening Header - Bedroom
2039 N Victoria Drive
#24/28/2025
Page 2
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
Module Level: Roof
Module Type: Roof Beam
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 3.5 in. X 5.5 in. X 5 ft
Section Adequacy:67.12%
Controlling Factor: Bending Stress Y
Module Location: Ceiling Flush Beam - Kitchen Soffit
Module Level: Roof
Module Type: Roof Beam
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 3.5 in. X 5.5 in. X 12.33 ft
Section Adequacy:51.76%
Controlling Factor: Bending Stress Y
Module Location: Ridge Beam Post
Module Level: Main Floor
Module Type: Column
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 3.5 in. X 5.5 in. X 12.5 ft
Section Adequacy:58.02%
Controlling Factor: Compressive Stress
Module Location: Ridge Beam Footing
Module Level: Basement
Module Type: Isolated Footing
Material Type: Concrete
Member Dimensions: 2.5 ft. wide X 24 in. tall X 2.5 ft long
Section Adequacy:26.64%
Controlling Factor: Soil Bearing Pressure
Reinforcement: #4 - Longitudinal: 7 Bars. Transversal: 7 Bars
Module Location: Door Header Footing
Module Level: Basement
Module Type: Isolated Footing
Material Type: Concrete
Member Dimensions: 2 ft. wide X 24 in. tall X 2 ft long
Section Adequacy:27.99%
Controlling Factor: Soil Bearing Pressure
Reinforcement: #4 - Longitudinal: 6 Bars. Transversal: 6 Bars
Module Location: New Continuous Footing
Module Level: Basement
Module Type: Continuous Footing
Material Type: Concrete
Member Dimensions: 1.5 ft. wide X 24 in. tall
Section Adequacy:66.9%
Controlling Factor: Soil Bearing Pressure
Reinforcement: Unreinforced (Plain)
2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Vaulted Rafter - 2x10 CODE: 2022 California Building Code
MEMBER TYPE: ROOF RAFTER NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 1.5 X 9.25 24(in) O.C. DRY
Vaulted Rafter - 2x10 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Roof Pitch: 0/12 O.C. Spacing(in): 24
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
13.88 98.93 2.6 3.16 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2458 1366 389 2916 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.1 1.1 1 1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1.15
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 10 0 10 4.167
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Compressive Stress (psi)
Tensile Stress (psi)
Bearing Stress (psi)
Bending-Compression (Unit)
Bending-Tension (Unit)
PASS/FAIL
PASS (80.3%)
PASS (56.2%)
PASS (81.2%)
PASS (99.1%)
PASS (98.4%)
PASS (87.6%)
PASS (56.2%)
PASS (56.2%)
MAGNITUDE
61.3
861.5
0.135 (=L/889)
17.0
17.0
116.3
0.44
0.44
STRENGTH
311.0
1966.4
0.722 (=L/166)
1983.7
1093.0
939.4
1.00
1.00
LOCATION (ft)
0
5
5
0
10
0
4.9
5.1
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
0.8
0.8
0.8
0.8
Page 3
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 223 217 440
B 223 217 440
Reaction Location
A BLOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft²) Roof Live 20 20 0 10 RoofLive Y
Uniform (lbf/ft²) Roof Dead 19 19 0 10 Dead Y
Self Weight (lbf/ft) - 3.16 3.16 0 10 Dead Y
Page 4
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Vaulted Rafter - 2x10 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Roof Ridge Beam CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 5.25 X 18 DRY
Roof Ridge Beam DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 33.25 Member Slope: 0/12 Actual Length (ft): 33.25
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
94.5 2551.5 217.05 29.53 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 0.96C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 33.25 0 33.25 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (68.0%)
PASS (25.8%)
PASS (2.2%)
PASS (31.8%)
MAGNITUDE
160.2
3550.9
2.168 (=L/184)
640.8
STRENGTH
501.1
4788.2
2.217 (=L/180)
939.4
LOCATION (ft)
0
16.625
16.625
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 4198 3159 7357
B 4198 3159 7357
Reaction Location
A B
Page 5
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 190 190 0 33.25 RoofLive Y
Uniform (lbf/ft) Roof Dead 223 223 0 33.25 Dead Y
Self Weight (lbf/ft) - 29.53 29.53 0 33.25 Dead Y
Page 6
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Roof Ridge Beam 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Ceiling Joist CODE: 2022 California Building Code
MEMBER TYPE: FLOOR JOIST NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 1.5 X 5.5 16(in) O.C. DRY
Ceiling Joist DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 14.75 Member Slope: 0/12 Actual Length (ft): 14.75 O.C. Spacing(in): 16
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
8.25 20.8 1.55 1.88 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2905 1615 389 3208 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1.15
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 14.75 0 14.75 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (87.8%)
PASS (39.7%)
PASS (23.5%)
PASS (95.2%)
MAGNITUDE
28.6
1401.7
0.753 (=L/235)
45.2
STRENGTH
233.3
2323.9
0.983 (=L/180)
939.4
LOCATION (ft)
14.75
7.228
7.375
0
LOAD COMBO
1.4D
1.2D+1.6L+0.5Lr
D+L
1.2D+1.6L+0.5Lr
TIME EFFECT λ
0.6
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 112 43 155
B 112 40 152
Reaction Location
A B
Page 7
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft²) Ceiling Live 10 10 4 10.25 Live Y
Uniform (lbf/ft²) Ceiling Dead 10 10 0 14.75 Dead Y
Self Weight (lbf/ft) - 1.88 1.88 0 14.75 Dead Y
Page 8
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Ceiling Joist 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Door Header - Supports Ridge CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 5.25 X 11.875 DRY
Door Header - Supports Ridge DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 14.667 Member Slope: 0/12 Actual Length (ft): 14.67
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
62.34 732.62 143.2 19.48 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 1 C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 14.667 0 14.66667 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (69.9%)
PASS (19.6%)
PASS (38.7%)
PASS (57.6%)
MAGNITUDE
150.9
4032.8
0.600 (=L/293)
398.1
STRENGTH
501.1
5014.7
0.978 (=L/180)
939.4
LOCATION (ft)
0
7.333
7.333
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 2727 1874 4601
B 2725 1872 4597
Reaction Location
A B
Page 9
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 40 40 0 14.667 RoofLive Y
Uniform (lbf/ft) Roof Dead 30 30 0 14.667 Dead Y
Uniform (lbf/ft) Wall Dead 36 36 0 14.667 Dead Y
Point (lbf) Ridge Roof Live 3159 - 7.33 - RoofLive Y
Point (lbf) Ridge Roof Dead 4198 - 7.33 - Dead Y
Self Weight (lbf/ft) - 19.48 19.48 0 14.667 Dead Y
Page 10
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Door Header - Supports Ridge 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Door Header - Bedroom CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 5.5 X 7.5 DRY
Door Header - Bedroom DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 10.25 Member Slope: 0/12 Actual Length (ft): 10.25
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
41.25 193.36 103.98 9.41 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 750 475 170 700 625 1300 470
Adjusted Values 1619 1026 367 1512 939 1300 703
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1 1 1 1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 10.25 0 10.25 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (90.2%)
PASS (63.5%)
PASS (83.3%)
PASS (94.9%)
MAGNITUDE
28.8
472.2
0.114 (=L/1079)
48.0
STRENGTH
293.8
1295.4
0.683 (=L/180)
939.4
LOCATION (ft)
10.25
5.125
5.125
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 386 205 591
B 386 205 591
Reaction Location
A B
Page 11
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 40 40 0 10.25 RoofLive Y
Uniform (lbf/ft) Roof Dead 30 30 0 10.25 Dead Y
Uniform (lbf/ft) Wall Dead 36 36 0 10.25 Dead Y
Self Weight (lbf/ft) - 9.41 9.41 0 10.25 Dead Y
Page 12
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Door Header - Bedroom 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Window Header - Bedroom CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 5.5 X 5.5 DRY
Window Header - Bedroom DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 4 Member Slope: 0/12 Actual Length (ft): 4
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
30.25 76.25 76.25 6.9 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 750 475 170 700 625 1300 470
Adjusted Values 1619 1026 367 1512 939 1300 703
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1 1 1 1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 4 0 4 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (79.8%)
PASS (60.0%)
PASS (90.3%)
PASS (92.3%)
MAGNITUDE
59.4
518.5
0.026 (=L/1846)
72.6
STRENGTH
293.8
1295.4
0.267 (=L/180)
939.4
LOCATION (ft)
0
2
2
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 564 326 890
B 564 326 890
Reaction Location
A B
Page 13
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 163 163 0 4 RoofLive Y
Uniform (lbf/ft) Roof Dead 275 275 0 4 Dead Y
Self Weight (lbf/ft) - 6.9 6.9 0 4 Dead Y
Page 14
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Window Header - Bedroom 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Cased Opening Header - Bedroom CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3.5 X 5.5 DRY
Cased Opening Header - Bedroom DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5 Member Slope: 0/12 Actual Length (ft): 5
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
19.25 48.53 19.65 4.39 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2526 1615 389 3208 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5 0 5 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (80.4%)
PASS (67.1%)
PASS (87.8%)
PASS (92.1%)
MAGNITUDE
60.9
664.5
0.041 (=L/1463)
74.4
STRENGTH
311.0
2020.8
0.333 (=L/180)
939.4
LOCATION (ft)
0
2.5
2.5
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 290 271 561
B 290 271 561
Reaction Location
A B
Page 15
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 108.5 108.5 0 5 RoofLive Y
Uniform (lbf/ft) Roof Dead 111.5 111.5 0 5 Dead Y
Self Weight (lbf/ft) - 4.39 4.39 0 5 Dead Y
Page 16
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Cased Opening Header - Bedroom 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Ceiling Flush Beam - Kitchen Soffit CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3.5 X 5.5 DRY
Ceiling Flush Beam - Kitchen Soffit DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 12.333 Member Slope: 0/12 Actual Length (ft): 12.33
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
19.25 48.53 19.65 4.39 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2526 1615 389 3208 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 12.333 0 12.33333 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (88.4%)
PASS (51.8%)
PASS (67.1%)
PASS (96.5%)
MAGNITUDE
27.2
731.1
0.271 (=L/546)
33.2
STRENGTH
233.3
1515.6
0.822 (=L/180)
939.4
LOCATION (ft)
0
6.167
6.167
0
LOAD COMBO
1.4D
1.4D
D+L
1.4D
TIME EFFECT λ
0.6
0.6
0
0.6
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD TOTALY axis
A 249 249
B 249 249
Reaction Location
A B
Page 17
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Soffit Dead 36 36 0 12.333 Dead Y
Self Weight (lbf/ft) - 4.39 4.39 0 12.333 Dead Y
Page 18
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Ceiling Flush Beam - Kitchen Soffit 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Main Floor LOADING: LRFD
MEMBER NAME: Ridge Beam Post CODE: 2022 California Building Code
MEMBER TYPE: COLUMN NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3.5 X 5.5 DRY
Ridge Beam Post DIAGRAM
COLUMN PROPERTIES
Start(ft) 0 End(ft): 12.5
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
19.25 48.53 19.65 4.39 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2526 1615 389 3208 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
COLUMN DATA
Unbraced Length (ft) Column End
Span Length (ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) KeL/d (X Axis) KeL/d (Y Axis)
1 12.5 10 1 0 21.82 3.43
PASS-FAIL
Compressive Stress (psi)
PASS/FAIL
PASS (58.0%)
MAGNITUDE
527.7
STRENGTH
1256.9
LOCATION (ft)
0
LOAD COMBO
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALZ axis
A 4253 3159 7412
B 0 0 0
Reaction Location
A B
Page 19
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Axial (lbf) Ridge Dead -4198 -4198 12.5 12.5 Dead Z
Axial (lbf) Ridge Roof Live -3159 -3159 12.5 12.5 RoofLive Z
Self Weight (lbf/ft) - 4.39 4.39 0 12.5 Dead Z
Page 20
2022 California Building Code LRFDPROJECT: 2039 N Victoria Dr
Member Name: Ridge Beam Post 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: Ridge Beam Footing CODE: 2022 California Building Code
MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-19
MATERIAL: Concrete
2.5 (ft) X 2.5 (ft) X 24 (in) Soil Depth TOF: 0 (ft) Bot. (7) #4 Long, (7) #4 Short
MATERIAL PROPERTIES
FOOTING
Width (ft) Length (ft) Depth (in) Volume (ft³) Footing Weight (lb/ft)
2.5 2.5 24 12.5 1812.5
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia. (in)
2500 0 145 0.75
CALCULATION VARIABLES
Bo (in)
0
COLUMN
Width (in) Length (in) Material Offset X (in) Offset Y (in)
4 6 Wood 0 0
SOIL
Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp)
2000 110 0 30 0 3
REBAR
Bottom Bar Size # fy (psi) Es (psi)
4 40000 2.9E+07
COVER
Top Cover (in. Bottom Cover (in. Side Cover (in.
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
One-Way Shear X (lbf)
One-Way Shear Y (lbf)
Two-Way Shear (lbf)
Moment X (lbf-ft)
Moment Y (lbf-ft)
Crushing (lbf)
Compression (ft²)
PASS/FAIL
PASS (26.6%)
PASS (98.1%)
PASS (98.1%)
PASS (99.0%)
PASS (97.0%)
PASS (96.7%)
PASS (84.8%)
PASS (100.0%)
MAGNITUDE
1467.1
883.1
883.1
2668.1
2554.5
2747.3
10092.0
6.3
STRENGTH
2000.0
46687.5
46687.5
258546.7
83776.0
83776.0
66300.0
6.3
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LRFD
LRFD
LRFD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Roof Live 3159 - 0 - RoofLive Z
Point (lbf) Roof Dead 4198 - 0 - Dead Z
Page 21
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
Ridge Beam Footing DIAGRAMS
Page 22
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
Member Name: Ridge Beam Footing 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: Door Header Footing CODE: 2022 California Building Code
MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-19
MATERIAL: Concrete
2 (ft) X 2 (ft) X 24 (in) Soil Depth TOF: 0 (ft) Bot. (6) #4 Long, (6) #4 Short
MATERIAL PROPERTIES
FOOTING
Width (ft) Length (ft) Depth (in) Volume (ft³) Footing Weight (lb/ft)
2 2 24 8 1160
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia. (in)
2500 0 145 0.75
CALCULATION VARIABLES
Bo (in)
0
COLUMN
Width (in) Length (in) Material Offset X (in) Offset Y (in)
4 6 Wood 0 0
SOIL
Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp)
2000 110 0 30 0 3
REBAR
Bottom Bar Size # fy (psi) Es (psi)
4 40000 2.9E+07
COVER
Top Cover (in. Bottom Cover (in. Side Cover (in.
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Moment X (lbf-ft)
Moment Y (lbf-ft)
Crushing (lbf)
Compression (ft²)
PASS/FAIL
PASS (28.0%)
PASS (98.3%)
PASS (98.2%)
PASS (90.5%)
PASS (100.0%)
MAGNITUDE
1440.3
1200.3
1317.3
6270.8
4.0
STRENGTH
2000.0
71698.8
71698.8
66300.0
4.0
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Roof Live 1874 - 0 - RoofLive Z
Point (lbf) Roof Dead 2727 - 0 - Dead Z
Page 23
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
Door Header Footing DIAGRAMS
Page 24
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
Member Name: Door Header Footing 2039 N Victoria Drive
#24/28/2025
PASS
DATE: 11/27/2024 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME: 2039 N Victoria Dr
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: New Continuous Footing CODE: 2022 California Building Code
MEMBER TYPE: CONTINUOUS FOOTING ACI: ACI 318-19
MATERIAL: Concrete
1.5 (ft) Wide X 24 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete
MATERIAL PROPERTIES
FOOTING
Width (ft) Depth (in) Footing Weight (lb/ft) Stemwall Weight (lb/ft)
1.5 24 435 12.08333
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia. (in)
2500 2850000 145 0.75
STEM WALL
Width (in) Height (in) Material Stemwall Offset (in)
6 2 Wood 0
SOIL
Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp)
2000 110 0 30 0 3
REBAR
Bottom Bar Size # Bottom Bar Spacing (in.) fy (psi) Es (psi)
None 3 40000 2.9E+07
COVER
Top Cover (in. Bottom Cover (in. Side Cover (in.
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Moment (lbf-ft)
Compression (ft²)
PASS/FAIL
PASS (66.9%)
PASS (99.6%)
PASS (100.0%)
MAGNITUDE
662.1
93.8
1.5
STRENGTH
2000.0
21600.0
1.5
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Dead 383 383 0 1 Dead Z
Uniform (lbf/ft) Roof Live 163 163 0 1 RoofLive Z
Page 25
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
2039 N Victoria Drive
#24/28/2025
New Continuous Footing DIAGRAMS
Page 26
2022 California Building Code ASDPROJECT: 2039 N Victoria Dr
Member Name: New Continuous Footing 2039 N Victoria Drive
#24/28/2025
BTHROOM/PANTRY ROOF STRUCTURAL MODEL
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
VisualAnalysis 21.00.0003, Full Desi
www.iesweb.com Page 1 of 6
Bill of Materials: Members
Material Section Count Total Length
ft
Total Volume
in^3
Total Weight
K
Douglas Fir-Larch (North)-No.2 SS 2x6 4 41.6692 4125.2539 0.0769
Total Member Weight = 0.0769 K
Member Loads, Uniform
Member Service Case Direction Magnitude Full Length?Start Offset
ft
End Offset
ft
Projected?Predefined Load
CJ Left D Force Y -0.0133 K/ft Yes 0.0000 9.4170 No N.A.
CJ Left L Force Y -0.0133 K/ft No 2.7902 9.4170 No N.A.
CJ Right D Force Y -0.0133 K/ft Yes 0.0000 10.5830 No N.A.
CJ Right L Force Y -0.0133 K/ft No 0.0000 7.1860 No N.A.
RR-Left D Force Y -0.0253 K/ft Yes 0.0000 10.8346 No N.A.
RR-Left Lr Force Y -0.0200 K/ft Yes 0.0000 10.8346 No N.A.
RR-Left W-Y Force Y 0.0160 K/ft Yes 0.0000 10.8346 No N.A.
RR-Right D Force Y -0.0253 K/ft Yes 0.0000 10.8346 No N.A.
RR-Right Lr Force Y -0.0200 K/ft Yes 0.0000 10.8346 No N.A.
RR-Right W-Y Force Y 0.0160 K/ft Yes 0.0000 10.8346 Yes N.A.
Member Unity Checks
Member Section Unity Check Status Result Case Code Reference Type Design Group
CJ Left SS 2x6 0.3580 Pass 2. 1.2D+1.6L+0.5Lr 3.3-1 Strong Flexure Check Ceiling Joists
CJ Right SS 2x6 0.4737 Pass 2. 1.2D+1.6L+0.5Lr 3.3-1 Strong Flexure Check Ceiling Joists
RR-Left SS 2x6 0.7023 Pass 3. 1.2D+1.6Lr+L 3.9-3 Combined Check Roof Rafters
RR-Right SS 2x6 0.7023 Pass 3. 1.2D+1.6Lr+L 3.9-3 Combined Check Roof Rafters
Ceilin Joists: Results
Configuration
Has Bolt Holes: False
Multi-piece Lams: False
Axial
Manual Kz: False
Kz Sidesway?: False
Manual Ky: False
Ky Sidesway?: False
Beam
Beam Type: Simply Supported
Loading Pattern: Uniform
Tension Flange On Bottom?: False
Override Lbi?: False
End Notch Type: No Notches
Bearing length at start: 0 in
Bearing length at end: 0 in
Check bearing at start?: False
Check bearing at end?: False
Shear "@ d" from start?: False
Shear "@ d" from end?: False
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
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Ceilin Joists: Results (continued)
Deflections
Strong (dy): Member Span Ratio
'L only': 240
'W or S only': 240
'D + L': 180
Other: 180
Weak (dz): None
C-Factors
Moisture Condition: Dry Service Condition
Temp. Range: T <= 100F
Wet Service Factor, CM: Ignore
Temperature Factor, Ct: Calculate
Incising Factor, Ci: Ignore
Repetitive Member Factor, Cr: Calculate
Buckling Stiffness Factor, CT: Ignore
Bearing Area Factor, Cb: Ignore
Slenderness Limit Increase: False
Curvature Factor, Cc: 1
Pole/Pile Treatment: Air Dried
Pole/Pile Group Count: 1
Overrides
Override CF: False
Override CI: False
Override CL: False
Override CP: False
Override CV: False
Override Ccs: False
Override Cct: False
Override Cfu: False
Override Cls: False
Override Cvr: False
Material Overrides
Override Ft (Poles & Piles): False
Override Fcp: False
Neglect Size Constraints?: False
Wood
Material: Douglas Fir-Larch (North)-No.2
Specification: NDS 2018 LRFD
Overstrength?: False
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Bracing
Lateral Top (+y): Unbraced
Lateral Bottom (-y): Continuous
Strong (z): Unbraced
Size Constraints
Limit Depth?: False
Limit Width?: False
Ceiling Joists: Strong Deflection Check (extreme rows: max)
Member Section Offset
ft
Result
Case
Demand dy
in
Capacity dy
in
Code Reference Unity Check Details
CJ Right SS 2x6 5.2915 D+L -0.2157 0.7055 IBC 1604.3.1 0.3058
CM(E) = 1, Ct = 1,
Ci = 1, Cfu = 1,
L/Δ = 588.64
Ceiling Joists: Strong Flexure Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand fbz
Ksi
Capacity Fbz
Ksi
Code
Reference
Unity Check Details
CJ Right SS 2x6 5.0798 2. 1.2D+1.6L+0.5Lr 0.7832 1.6534 3.3-1 0.4737
Lb = 10.583 ft,
Mz = 0.49359 K-ft,
E'min = 867.68 Ksi, CM(E) = 1,
Ct = 1, Ci = 1,
CT = 1, Cfu = 1,
Kf(Emin) = 1.76, ϕ = 0.85,
CM(Fb) = 1, CL = 0.7533,
CF(Fb) = 1.3, Cr = 1.15,
Kf(Bending) = 2.54, Lambda = 0.8
Ceiling Joists: Strong Shear Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand fvy
Ksi
Capacity Fvy
Ksi
Code
Reference
Unity Check Details
CJ Right SS 2x6 0.0000 2. 1.2D+1.6L+0.5S 0.0359 0.3110 3.4-1 0.1155
V = 0.19759 K, CM = 1,
Ct = 1, Ci = 1,
Kf(Shear) = 2.88, ϕ = 0.75,
Lambda = 0.8
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
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Ceilin Joists: Combined Check (extreme rows: max
Member Section Offset
ft
Result Case Demand Capacity Code Reference Unity Check Details
CJ Right SS 2x6 5.0798 2. 1.2D+1.6L+0.5S 0.4426 1.0000 3.9-2 Strong 0.4426
Fx = 0.4237 K, KLz = 10.583 ft,
KLy = 0 ft, Lb = 10.583 ft,
Mz = 0.49359 K-ft, My = 0 K-ft,
E'min = 867.68 Ksi,
Fbz* = 2.1948 Ksi,
Fbz** = 1.6534 Ksi,
Fby* = 2.5241 Ksi,
Fby** = 2.5241 Ksi, CM(E) = 1,
Ct = 1, Ci = 1,
CT = 1, Cfu = 1,
Kf(Emin) = 1.76, ϕ = 0.85,
CM(Fb) = 1, CL = 0.7533,
CF(Fb) = 1.3, Cr = 1.15,
Kf(Bending) = 2.54, Lambda = 0.8,
Kz = 1, Ky = 1
Ceiling Joists: Axial Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand fa
Ksi
Capacity Fa
Ksi
Code
Reference
Unity Check Details
CJ Right SS 2x6 0.0000 3. 1.2D+1.6Lr+L 0.1017 1.1232 3.8.1 0.0906
Fx = 0.83941 K, CM(Ft) = 1,
Ct = 1, CF(Ft) = 1.3,
Ci = 1, Kf(Tension) = 2.7,
ϕ = 0.8, Lambda = 0.8
Roof Rafters: Results
Configuration
Has Bolt Holes: False
Multi-piece Lams: False
Axial
Manual Kz: False
Kz Sidesway?: False
Manual Ky: False
Ky Sidesway?: False
Beam
Beam Type: Simply Supported
Loading Pattern: Uniform
Tension Flange On Bottom?: False
Override Lbi?: False
End Notch Type: No Notches
Bearing length at start: 0 in
Bearing length at end: 0 in
Check bearing at start?: False
Check bearing at end?: False
Shear "@ d" from start?: False
Shear "@ d" from end?: False
Deflections
Strong (dy): Member Span Ratio
'L only': 240
'W or S only': 240
'D + L': 180
Other: 180
Weak (dz): None
C-Factors
Moisture Condition: Dry Service Condition
Temp. Range: T <= 100F
Wet Service Factor, CM: Calculate
Temperature Factor, Ct: Calculate
Incising Factor, Ci: Ignore
Repetitive Member Factor, Cr: Calculate
Buckling Stiffness Factor, CT: Ignore
Bearing Area Factor, Cb: Ignore
Slenderness Limit Increase: False
Curvature Factor, Cc: 1
Pole/Pile Treatment: Air Dried
Pole/Pile Group Count: 1
Overrides
Override CF: False
Override CI: False
Override CL: False
Override CP: False
Override CV: False
Override Ccs: False
Override Cct: False
Override Cfu: False
Override Cls: False
Override Cvr: False
Material Overrides
Override Ft (Poles & Piles): False
Override Fcp: False
Neglect Size Constraints?: False
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
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Roof Rafters: Results (continued)
Wood
Material: Douglas Fir-Larch (North)-No.2
Specification: NDS 2018 LRFD
Overstrength?: False
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Bracing
Lateral Top (+y): Continuous
Lateral Bottom (-y): Unbraced
Strong (z): Unbraced
Size Constraints
Limit Depth?: False
Limit Width?: False
Roof Rafters: Stron Deflection Check (extreme rows: max
Member Section Offset
ft
Result Case Demand dy
in
Capacity dy
in
Code Reference Unity Check Details
RR-Left SS 2x6 5.4173 D+Lr -0.4057 0.7223 IBC 1604.3.1 0.5617
CM(E) = 1, Ct = 1,
Ci = 1, Cfu = 1,
L/Δ = 320.44
RR-Right SS 2x6 5.4173 D+Lr -0.4057 0.7223 IBC 1604.3.1 0.5617
CM(E) = 1, Ct = 1,
Ci = 1, Cfu = 1,
L/Δ = 320.44
Roof Rafters: Combined Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand Capacity Code
Reference
Unity Check Details
RR-Left SS 2x6 5.4173 3. 1.2D+1.6Lr+L 0.7023 1.0000 3.9-3 0.7023
Fx = -0.90947 K, KLz = 10.835 ft,
KLy = 0 ft, Lb = 0 ft,
Mz = 0.87509 K-ft, My = 0 K-ft,
FcE1 = 1.2763 Ksi,
FcE2 = 7132330 Ksi,
FbE = 1041.2 Ksi,
E'min = 867.68 Ksi,
Fbz' = 2.1946 Ksi,
Fby' = 2.5241 Ksi,
CM(E) = 1, Ct = 1,
Ci = 1, CT = 1,
Cfu = 1, Kf(Emin) = 1.76,
ϕ = 0.85, CM(Fb) = 1,
CL = 0.99989, CF(Fb) = 1.3,
Cr = 1.15, Kf(Bending) = 2.54,
Lambda = 0.8, Kz = 1,
Ky = 1
RR-Right SS 2x6 5.4173 3. 1.2D+1.6Lr+L 0.7023 1.0000 3.9-3 0.7023
Fx = -0.90947 K, KLz = 10.835 ft,
KLy = 0 ft, Lb = 0 ft,
Mz = 0.87509 K-ft, My = 0 K-ft,
FcE1 = 1.2763 Ksi,
FcE2 = 7132330 Ksi,
FbE = 1041.2 Ksi,
E'min = 867.68 Ksi,
Fbz' = 2.1946 Ksi,
Fby' = 2.5241 Ksi,
CM(E) = 1, Ct = 1,
Ci = 1, CT = 1,
Cfu = 1, Kf(Emin) = 1.76,
ϕ = 0.85, CM(Fb) = 1,
CL = 0.99989, CF(Fb) = 1.3,
Cr = 1.15, Kf(Bending) = 2.54,
Lambda = 0.8, Kz = 1,
Ky = 1
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
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Roof Rafters: Axial Check (extreme rows: max
Member Section Offset
ft
Result Case Demand fa
Ksi
Capacity Fa
Ksi
Code
Reference
Unity Check Details
RR-Left SS 2x6 0.0000 3. 1.2D+1.6Lr+L -0.1266 1.1154 3.6.3 0.1135
Fx = -1.0442 K, KLz = 10.835 ft,
KLy = 0 ft, Fc* = 2.6611 Ksi,
FcE = 1.2763 Ksi, CM(Fc) = 1,
Ct = 1, CF(Fc) = 1.1,
Ci = 1, Kf(Compression) = 2.4,
ϕ = 0.85, CP = 0.41914,
CM(E) = 1, CT = 1,
Cfu = 1, Kf(Emin) = 1.76,
Lambda = 0.8, Kz = 1,
Ky = 1
RR-Right SS 2x6 10.8346 3. 1.2D+1.6Lr+L -0.1266 1.1154 3.6.3 0.1135
Fx = -1.0442 K, KLz = 10.835 ft,
KLy = 0 ft, Fc* = 2.6611 Ksi,
FcE = 1.2763 Ksi, CM(Fc) = 1,
Ct = 1, CF(Fc) = 1.1,
Ci = 1, Kf(Compression) = 2.4,
ϕ = 0.85, CP = 0.41914,
CM(E) = 1, CT = 1,
Cfu = 1, Kf(Emin) = 1.76,
Lambda = 0.8, Kz = 1,
Ky = 1
Roof Rafters: Strong Flexure Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand fbz
Ksi
Capacity Fbz
Ksi
Code
Reference
Unity Check Details
RR-Left SS 2x6 5.4173 3. 1.2D+1.6Lr+L 1.3886 2.1946 3.3-1 0.6327
Lb = 0 ft, Mz = 0.87509 K-ft,
E'min = 867.68 Ksi, CM(E) = 1,
Ct = 1, Ci = 1,
CT = 1, Cfu = 1,
Kf(Emin) = 1.76, ϕ = 0.85,
CM(Fb) = 1, CL = 0.99989,
CF(Fb) = 1.3, Cr = 1.15,
Kf(Bending) = 2.54, Lambda = 0.8
RR-Right SS 2x6 5.4173 3. 1.2D+1.6Lr+L 1.3886 2.1946 3.3-1 0.6327
Lb = 0 ft, Mz = 0.87509 K-ft,
E'min = 867.68 Ksi, CM(E) = 1,
Ct = 1, Ci = 1,
CT = 1, Cfu = 1,
Kf(Emin) = 1.76, ϕ = 0.85,
CM(Fb) = 1, CL = 0.99989,
CF(Fb) = 1.3, Cr = 1.15,
Kf(Bending) = 2.54, Lambda = 0.8
Roof Rafters: Strong Shear Check (extreme rows: max)
Member Section Offset
ft
Result Case Demand fvy
Ksi
Capacity Fvy
Ksi
Code
Reference
Unity Check Details
RR-Left SS 2x6 10.8346 3. 1.2D+1.6Lr+L -0.0587 0.3110 3.4-1 0.1889
V = -0.32307 K, CM = 1,
Ct = 1, Ci = 1,
Kf(Shear) = 2.88, ϕ = 0.75,
Lambda = 0.8
RR-Right SS 2x6 10.8346 3. 1.2D+1.6Lr+L -0.0587 0.3110 3.4-1 0.1889
V = -0.32307 K, CM = 1,
Ct = 1, Ci = 1,
Kf(Shear) = 2.88, ϕ = 0.75,
Lambda = 0.8
2039 N Victoria Drive
#24/28/2025
JRS ENGINEERING & DESIGN LLCJEFFREY SCHAEFEC:\Users\rache\OneDrive\Documents\JRS Engineering\...\Roof Structure - Simple Gable with CJ.vapWednesday, November 27, 2024 2:45 PM
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Floor Beam: Results
Deflections
Strong (dy): Member Span Ratio
'L only': 360
'W or S only': 360
'D + L': 240
Other: 240
Weak (dz): None
Axial
Manual Kz: False
Kz Sidesway?: False
Manual Ky: False
Ky Sidesway?: False
Size Constraints
Limit Depth?: False
Limit Width?: False
Overrides
Override Fy?: False
Override Cb?: False
Override HSS t_des?: False
Advanced Torsion: False
Steel
Material: Empty
Specification: AISC 360-16 LRFD
Composite Beam?: False
Seismic Compactness: Not Ductile
Check Constrained Axis FTB?: False
Overstrength?: False
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Bracing
Lateral Top (+y): Unbraced
Lateral Bottom (-y): Unbraced
Strong (z): Unbraced
Torsional Bracing
Lateral Top (+y): True
Lateral Bottom (-y): True
Strong (z): True
2039 N Victoria Drive
#24/28/2025
Structural Calculations
Prepared By: Jeffrey A. Schaefer, P.E.
JRS Engineering & Design
Project Address: 2039 Victoria Dr
Project Description: Detached ADU
Lateral Structural Calculations
Wind Load
Chapter 28 Envelope Procedure
Risk Category II Table 1.5-1 Addition
Basic Wind Speed (mph) 96 Fig 26.5-1; 26.5-2 Mean Roof Height 9 ft
Wind Directionality (Kd) 0.85 Table 26.6-1 Wall Height 13.50 ft
Exposure Category C Section 26.7 Max Roof 14 ft
Topographic Factor (Kzt) 1.0 Section 26.8 East/West Length 34.0 ft
Ground elevation factor (Ke) 1.0 Section 26.9 North/South Length 39.0 ft
Enclosure classification Enclosed Section 26.12
Internal Pressure Coefficient (GCp) 0.18 Section 26.13
Velocity pressure coefficient (Kz) 0.7 Table 26.10-1
Velocity pressure (qz) 14.04
Roof Angle 0.00
External Pressure Coefficient Fig C28.3-1
Roof Surface 2 -0.69
Roof Surface 3 -0.37
Windward Wall 0.4
Leeward Wall -0.29 Roof Uplift
Wind pressure: Roof (psf) -12.21 Eq 28.3-1 -16194 lbs
-7.16 -12 psf
-7.72 -277 lbs/purlin end
-2.67 1.33 purlin spacing
Wind pressure: Wall (psf) 3.09 Eq 28.3-1 700 H2.5A Tie Strength
-6.60
1 Floors
Addition Overturning (C) Uplift at Wall Base
Base Shear (West-East) 3474 lbs 17.68 plf Self Weight Sufficient 0 lbs
Base Shear (North-South) 3028 lbs 15.42 plf Self Weight Sufficient 0 lbs
Associated Criteria for Buildings and
Other Structures Building Profile
Total Anchorage
2039 N Victoria Drive
#24/28/2025
Seismic Load
Risk Category II Table 1.5-1
Seismic Importance Category 1.0 Table 1.5-2
Site Class D Section 11.4.3
Fa 1.18 https://seismicmaps.org/
Ss 1.51
Sds 1.19 Eq 11.4-3
Fv 2.34
S1 0.52
Sd1 0.81 Eq 11.4-4
Seismic Design Category D Table 11.6-2
Response Modification Factor (R) 6.5 Table 12.2-1
Seismic Weight (lbs) - ADU 25,854 Sec 12.7.2
Simplified Lateral Force Procedure
Amplication Factor (F) 1.0
Redundancy Factor (ρ) 1.3 Sec 12.3.4.2
Total Base Shear (lbs) - ADU 6,153 Eq 12.14-11
Static Lateral Force Procedure
Cs 0.18 Eq 12.8-2
Building Height 12.5
Building Fundamental Period (s) 0.13 Eq 12.8-7
Building Long Period (s) 8 https://seismicmaps.org/
Cs, max 0.94 Eq 12.8-3 and Eq 12.8-4
Cs, min 0.04 Eq 12.8-6
Cs actual 0.18
Redundancy Factor (ρ) 1.3 Sec 12.3.4.2
Total Base Shear (lbs) - ADU 6,153
2039 N Victoria Drive
#24/28/2025
2039 N Victoria Drive
#24/28/2025
ASCE Hazards Report
Address:
2039 N Victoria Dr
Santa Ana, California
92706
Standard:ASCE/SEI 7-22 Latitude:33.764006
Risk Category:II Longitude:-117.87085
Soil Class:Default Elevation:137.78450423193863 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Wed Nov 27 2024
2039 N Victoria Drive
#24/28/2025
PGA M : 0.67
SMS : 1.78
SM1 : 1.22
SDS : 1.19
SD1 : 0.81
T L : 8
SS : 1.51
S1 : 0.52
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
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2039 N Victoria Drive
#24/28/2025