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CITY OF SANTA ANA
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Approved
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FOR PERMIT ISSUANCE
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GENERAL NOTES
FRAMING LUMBER
1.
2.
3.
4.
6.
5.
7.
8.
9.
10.
12.
13.
14.
15.
16.
2.
3.
4.
5.
1.
1.
11.
ALL STRUCTURAL LUMBER SHALL BE (DOC PS20 OR EQUIVALENT) DOUGLAS FIR
LARCH OF THE FOLLOWING MINIMUM GRADES:
A. 2X FRAMING INCLUDING PLATES AND STUDS NO. 2
B. 4X BEAMS AND HEADERS UP TO 4X12 NO. 2
C. LARGER THAN 4X12 AND POSTS NO. 1
D. 6X AND LARGER BEAMS NO. 1
STRUCTURE PANELS SHALL BE DOUGLAS FIR CONFORMING TO U.S. PRODUCT
STANDARD DOC PS1 OR DOC PS2 OR ANSI/APA PRP210, AND SHALL BEAR THE
STAMP OF AN APPROVED FABRICATOR.
INSTALLATION OF VERTICAL AND HORIZONTAL SHEATHING SHALL FIRST BE
APPROVED BY THE INSPECTOR PRIOR TO COVERING.
NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY
SHOWN ON APPROVED PLANS.
MAXIMUM MOISTURE CONTENT OF ALL MUMBER SHALL BE 19%.
BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1/16 INCH UNLESS NOTED
OTHERWISE. PROVIDE WASHERS UNDER HEAD AND NUTS OF BOLTS AND LAG
SCREWS.
FRAMING CONNECTIONS SHALL BE "SIMPSON STRONG-TIE".
THE NUMBER OF NAILS CONNECTING LUMBER SHALL NOT BE LESS THAN THE
MINIMUM REQUIRED ON CRC R602.3(1).
ALL NAILS USED ON STRUCTURAL PANELS SHALL BE COMMON NAILS.
PROVIDE CONTINUOUS EDGE SUPPORT ALONG TOP AND BOTTOM OF 2X14 JOISTS.
BUILT-UP FRAMING MEMBERS SHALL BE CONNECTED AS FOLLOWS:
A. 2-2X 16D AT 12" O.C. STAGGERED TOP AND BOTTOM.
B. 3-2X 5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP AND BOTTOM.
C. 4-2X 5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP AND BOTTOM.
PROVIDE DOUBLE JOISTS UNDER PARALLEL PARTITIONS.
PROVIDE SOLID BLOCKING UNDER ALL NON-PARALLEL PARTITIONS.
INSTALL LAG BOLTS BY DRILLING LEAD HOLE 65% TO 75% OF SHANK DIAMETER
AND FULL DIAMETER FOR SHANK PORTION. USE SOAP OR OTHER APPROVED
LUBRICANT ON THREADS. INSTALLATION SHALL BE BY TIGHTENING OF SCREW NOT
BY HAMMERING.
TRUSS JOISTS SHOP DRAWINGS SHALL BE PROVIDED BY THE SUPPLIER AND
SUBMITTED TO THE BULIDING DEPARTMENT FOR APPROVAL PRIOR TO
FABRICATION.
SHOP DRAWINGS SHALL BE STAMPED AND WET SIGNED BY A LICENSED ENGINEER.
DOUBLE TOP PLATES WITH END JOINTS OFFSET BY 48" MIN. FOR STUD WALL
GLULAM/PARALLAM/MICROLAM BEAMS
GLUE LAMINATED BEAMS SHALL BE PER CBC (AITC A190.1 & ASTM 3737) AND
AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION 117. CONBINATION SYMBOLS SHALL BE AS FOLLOWS:
A) 24F-V4 DF/DF FOR SIMPLE BEAMS
B) 24F-V8 DF/DF FOR CANTILEVERED BEAMS
PARALLAM BEAMS SHALL BE 2.0E PSL I LEVEL, ICC ESR- 1387
MICROLAM BEAMS SHALL BE 2.0E LVL
LAMINATED BEAMS SHALL BE FABRICATED BY A LICENSED FABRICATOR AND
SHALL BE ACCOMPANIED TO
THE JOB SITE WITH CERTIFICATE OF FABRICATION.
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR
REVIEW PRIOR TO FABRICATION.
STRUCTURAL AND MISCELLANEOUS STEEL
2.
3.
4.
5.
6.
7.
8.
9.
ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO
A.S.T.M. A-36 AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE
WITH THE A.I.S.C. SPECIFICATIONS FOR THE DESIGN, FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDING, LATEST EDITION.
PIPE COLUMNS SHALL CONFORM TO A.S.T.M. A-53 GRADE B.
TUBULAR STEEL SHALL CONFORM TO A.S.T.M. A500 GRADE B.
BOLTS SHALL CONFORM TO A.S.T.M. A-307 UNLESS NOTED OTHERWISE.
SHOP DRAWING SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER
AND BUILDING DEPARTMENT FOR
REVIEW PRIOR TO FABRICATION.
FABRICATION SHALL BE DONE IN THE SHOP OF LICENSED FABRICATORS.
USE ELECTRIC ARC PROCESS WELDING WITH E70XX ELECTRODES.
ALL WELDING SHALL BE DONE IN THE SHOP OF LICENSED FABRICATOR OR
PROVIDE CONTINUOUS SPECIAL INSPECTION BY A RESGISTERED DEPUTY
INSPECTOR.
WHERE A FILLET WELD SYMBOL IS USED IN THE PLANS WITHOUT
INDICATION OF SIZE, THE MINIMUM WELD SIZE AS SPECIFIED IN THE A.I.S.C.
MANUAL OF STEEL CONSTRUCTION SHALL BE USED.
9.ENCLOSED USABLE SPACE UNDER STAIRWAY REQUIRES ONE HOUR
CONSTRUCTION ON ENCLOSED SIDE
17.
1.
2.
PROVIDE HOSE BIBB WITH NON-REMOVABLE BACK FLOW PREVENTED @ DWELLING.
PLUMBING REQUIREMENT:
NOTES
CONTROL VALVER FOR SHOWER(TUB- SHOWER SHALL BE OF PRESSURE BALANCE
OR THERMOSTATIC MIXING VALVE
MAX. FLOW RATE
WC. = 1.28 GPM.
SHOWER HEAD =1.8 GPM
USE 2- 15 # FEET WHEN STUCCO IS APPLIED OVER PLYWOOD
1.
2.
3.
4.
SHOWERS SHALL BE FINISHED 72" ABOVE DRAIN W/ SURFACE MATERIAL NOT
ADVERSELY EFFECTED BY MOISTURE
5.WATER HEATER MUST HAVE A PRESSURE AND A TEMPERATURE RELIEF VALVE
PLUMBED TO THE OUTSIDE OF THE BUILDING
12" MIN. ACCESS PANEL IS REQUIRED FOR THE BATHTUB TRAP SLIP JOINT.
CLEANOUT IN UNDERFLOOR PIPING SHALL BE EXTENDED TO OR ABOVE THE FLOOR
OR EXTENDED TO THE EXTERIOR OF THE BUILDING UNLESS: AN 18" X30"
CLEARANCE IS PROVIDED FROM THE MEANS OF ACCESS. IN ADDTION, NO CLEAN
OUT SHALL BE MORE THAN 20'-0" FROM THE ACCESS OPENING.
WATER HEATER WILL HAVE AN R-16 BLANKET OR BE RATED FOR R-16
8.
6.
7.
SHOWER AND BATHTUB DOORS AND THE ENCLOSURES TEMPERED GLASS
AT COUNTER SPACE IN KITCHEN AND DINING AREA, RECEPTACLE SHALL BE
PROVIDED AS FOLLOWS:
RECEPTACLE SHALL BE PROVIDED SO THAT NO POINT ALONG THE WALL IS MORE
THAN 24" FROM A RECEPTACLE
RECEPTACLES OUTLETS SHALL BE PLACED @12'-0" MAXIMUM AND SHALL BE
LOCATED WITH 6'-0" OF DOOR OPENINGS.
DETECTORS MUST RECEIVE POWER FROM THE BUILDING WIRING, WITH BATTERY
BACKUP WITHOUT A DISCONNECTING SWITCH, OTHER THAN FOR OVER OVER
CURRENT PROTECTION, EXCEPT THAT IN THE EXISTING PORTION OF AN EXISTING
BUILDING (NOT IN AN ADDITION), THEY MAY BE BATTERY OPERATED (CRC SEC. R314).
3.
RECEPTACLE/OUTLET:
2.
1.
PROVIDE HEATING TO PRODUCE REQUIRED ROOM TEMPERATURE OF 70
DEGREE @ 3 FEET ABOVE FLOOR.
1.
MECHANICAL REQUIREMENT:
SERVICE:
DOORS & WINDOWS
IN ALL BEDROOMS, PROVIDE ON OPENABLE ESCAPE WINDOW MEETING ALL OF THE
FOLLOWING: AN OPENABLE AREA OF NOT LESS THAN 5.7 SQ. FT., A MINIMUN CLEAR 24
INCHES HEIGHT AND 20 INCHES WIDTH AN A SILL HEIGHT NOT OVER 44 INCHES ABOVE
THE FLOOR.
GLAZING ADJACENT TO DOORS, SHALL MEET WITH CRC308.4.2.
STRUCTURE NOTES:
CONCRETE:
REINFORCING STEEL: ASTM A615, GRADE #60. #4 AND SMALLER, GRADE #40.A.
CONCRETE NORMAL WEIGHT WITH COMPRESSIVE STRENGTH OF 3,000 PSI AT 28
DAYS. WATER-CEMENT RATIO 0.45 AND CEMENT TYPE V OR PER SOILS REPORT.
B.
FOR STEM WALLS LONGER THAN 24", PROVIDE #4 VERTICAL BARS @ 24" O.C.C.
LANDING 3 1/2" CONC W/ 6X6 10X10 MESH.STEEL:D.
SHAPED AND PLATE: ASTM A36; TUBE: ASTM A500, GRADE B.1.
BOLTS: ASTM A307.2.
WOOD:
FRAMING MEMBERS : DOUGLAS FIR LARCH (DOC PS20)A.
COLUMNS, BEAMS, HEADERS, AND PLATES : NO 1B.
STUDS, JOISTS, RAFTERS, BLOCKINGS: NO 2C.
WALL SILLS, NAILERS, AND LEDGERS IN CONTACT WITH CONCRETE: PRESERVATIVE
TREATED DOUGLAS FIR.
D.
FRAMING CONNECTION HARDWARE: AS MANUFACTURED BY SIMPSON STRONGTIE
CO. OR APPROVED EQUIVALENTS. SIMPSON DESIGNATIONS USED. USE NAILS PER
ICC APPROVAL AND AS RECOMMENDED BY SIMPSON FOR EACH DEVICE.
E.
COMMON NAILS, UNLESS OTHERWISE NOTED, ALL NAILING TO BE PER CRC TABLE
R602.3(1), UNLESS OTHERWISE NOTED.
F.
EXPOSED TO WEATHER:
ALL EXPOSED STEEL MEMBERS SHALL BE COATED WITH A ZINC RICH PRIMER.A.
ALL EXTERIOR HANGERS AND OTHER SIMPSON TYPE PRODUCTS SHALL BE GALVANIZED.B.
ALL PLYWOOD SHALL BE OF AN EXP. 1 GRADE.C.
FRAMING:
DOUBLE FLOOR JOISTS REQUIRED UNDER PARALLEL BEARING WALLS.A.
APPLY CONT. LINE OF GLUE TO FLOOR PANELS AT ALL JOIST.B.
BLOCKING ARE REQUIRED AT ALL SHEAR WALL PANEL EDGES.C.
CONSTRUCT OF PLYWOOD SHEAR WALL SHALL BE WITH COMMON NAILS ONLY.D.
HOLD DOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEAR WALL SHALL
HAVE TOLERANCE OF NO MORE THAN 1/16".
E.
ALL POSTS WITH HOLD DOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS
EDGE NAILING.
F.
ALL ANCHOR BOLTS SHALL BE ATTACHED TO THE SILL PLATE WITH 3"X3"X.229"
STEEL PLATE WASHERS.
G.
HORIZONTAL PLYWOOD SHEARTHING:
VERTICAL PLYWOOD SHEATHING: (DOC PS1 OR PS2) (SEE SCHEDULE).A.
EXTERIOR STUCCO NOTES: CRC SECTION R703
STUCCO LATH AND DRYWALL SHALL BE NAILED TO ALL STUDS AND TO
TOP AND BOTTOM PLATES
A.
7.FOUNDATION PLATES OR SILLS BOLTED WITH 5/8" DIA. X 12" ANCHOR BOLTS W/ 7"
MIN. EMBEDMENT AT NOT MORE THAN 4'-0" O.C. ONE BOLT IS REQUIRED WITHIN 12"
OF EACH END OF EACH MEMBER AND A MIN. OF 2 BOLTS ARE REQUIRED PER
MEMBER (SEC. 2304.3.4 CBC).
FASTENERS SHALL BE HOT- DIPPED ZINC- COATED GALVANIZED STEEL.
CONCRETE: f'c=4500 PSI, w/c=0.45 AND TYPE V CEMENT
8.
1.
2.
FOUNDATION
4.
5.
6.
IN LIEU OF A SOIL REPORT, FOUNDATION HAVE BEEN DESIGNED USING MAX ALLOWABLE
SOIL BEARING CAPACITY OF 1,500 PSI.
FOUNDATION DESIGN IS BASED ON NON-EXPANSIVE SOIL.
EXISTING FOUNDATIONS ARE ASSUMED TO BE IN GOOD CONDITION. CONTRACTOR SHALL
NOTIFY THE ENGINEER OF ANY FOUNDATION WITH SIGNIFICANT SETTLEMENT, SEVERE
CRACKING OR ANY INDICATION OF STRUCTURAL FAILURE OR DISTRESS OR DEFECT.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, FENCE ENCLOSURES AND
PROTECTION LIFE AND PROPERTY UNTIL THE PROJECT IS COMPLETE.
3.
THE ARCHITECTURAL FLOOR PLAN AND NOTIFY THE PROJECT DESIGNER OF ANY
DISCREPANCIES PRIOR TO STARTING WORK.
TREATED LUMBER CONFORMING TO (CRC) FOR FOUNDATION PLATES AND SILL
1.
2.
3.
5.
7.
8.
6.
ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2022 CALIFORNIA
RESIDENTIAL CODES AND ALL AMENDMENTS AND LOCAL, COUNTY, STATE AND
FEDERAL REGULATIONS.
THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL
TRADES AND SHALL CHECK ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO
BID AND SIGNING OF CONTRACT. ALL DISCREPANCIES SHALL BE CALLED TO THE
ATTENTION OF THE ARCHITECT AND ENGINEER AND BE RESOLVED IN WRITING
BEFORE PROCCEDING WITH THE WORK.
GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB
EXCEPT WHERE THEY ARE IN CONFLICT WITH DETAILS AND NOTES ON OTHER
DOCUMENTS; THE MORE STRICT CONDITION APPLIES SUBJECT TO REVIEW BY THE
ENGINEER.
ALL INFORMATION SHOWN ON THE PLANS RELATIVE TO EXISTING CONDITION WERE
CAREFULLY TAKEN IN THE FIELD BUT WITHOUT GUARANTEE OF ACCURACY. WHERE
ACTUAL CONDITIONS ARE IN CONFLICT WITH THE PLANS, THEY SHALL BE
REPORTED TO THE ENGINEER SO THAT PROPER CHANGES CAN BE MADE.
REQUIRED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND THE
BUILDING DEPARTMENT FOR REVIEW.
MODIFICATION OF STRUCTURAL PLANS AND MATERIAL SUBSTITUTIONS SHALL NOT
BE DONE WITHOUT WRITTEN APPROVAL OF THE ENGINEER.
THE APPROVED PLANS AND SPECIFICATIONS REPRESENT THE FINISH STRUCTURE
AND DO NOT INCLUDE THE METHODS OF CONSTRUCTION. THE CONTRACTOR
SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE
FOR CONSTRUCTION METHODS, MEANS, TECHINQUES, SEQUENCES AND
PROCEDURES INCLUDING BUT NOT LIMITED TO SHORING, INSURANCE, FENCING,
CONSTRUCTION CANOPY, SCAFFOLDING ETC. FIELD OBSERVATIONS BY THE
ENGINEER SHALL NOT BE CONSIDERD AS INSPECTIONS AS REQUIRED BY THE
CODE.
REFER TO THE ARCHITECTURAL PLANS FOR DIMENSIONS, OPENINGS, LAYOUT ETC.
4.
REINFORCING STEEL
1.
2.
3.
4.
5.
6.
7.
9.
8.
REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS OF
A.S.T.M. A-615
GRADE 60 FOR BARS LARGER THAN #4, GR.40 FOR #4 OR SMALLER.
WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A-82 AND A-185 . LAP 12 INCHES MINIMUM.
DELTAILING,FABRICATION AND ERECTION OF REINFORCING BARS SHALL CONFORM TO THE
LATEST EDITION OF A.C.I.
MANUAL OF STANDARD PRACTICE FOR DETAILING AND REINFORCED CONCRETE
STRUCTURES.
MINIMUM COVER FORCAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:
A. POURED AGAIN EARTH 3 INCHES
B. POURED AGAIN FORM BELOW GRADE 2 INCHES
C. FORMED SLABS 3/4 INCH
D. SLAB ON GRADE, TOP COVER 1 INCH
E. COLUMN AND BEAM MAIN BARS 1-1/2 INCHES
F. WALLS EXPOSED TO WEATHER # 6 AND LARGER 2 INCHES
# 5 AND SMALLER 1-1/2 INCHES
BARS SHALL BE CLEAN OF RUST, GREASE AND OTHER DELETERIOUS MATERIAL THAT MAY
AFFECT BOND.
ALL BEND SHALL BE MADE COLD.
LAP SPLICE LENGTH SHALL BE 40 BARS DIAMETERS MINIMUM AND SHALL BE STAGGERED.
ALL REINFORCING BARS, EMBEDS, ANCHOR BOLTS, HOLDOWNS ETC. SHALL BE SECURED IN
PLACE PRIOR TO PLACEMENT OF CONCRETE.
CODE REQUIRED INSPECTIONS BY JURISTDICTION AUTHORITY SHALL BE MADE AN SIGNED
OFF PRIOR TO PLACEMENT OF CONCRETE.
3.5.0 SQ. FT. AT GRADE LEVEL.
USE GRADE "D" PAPER BACKING WHEN STUCCO IS APPLIED OVER PLYWOOD (CRC).B.
ELECTRICAL REQUIREMENT:
A, B, C
BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO
TOP PLATE OR OTHER FRAMING BELOW
1 TOE NAIL
EACH END TOE NAIL
6" O.C. FACE NAIL
PER JOIST, TOE NAIL2
3
STUD TO STUD (NOT AT BRACED WALL PANELS)8
24" O.C. FACE NAIL
16" O.C. FACE NAIL
STUD TO STUD AND ABUTTING STUDS AT INTERSECTING
WALL CORNERS (AT BRACED WALL PANELS)
9 12" O.C. FACE NAIL
16" O.C. FACE NAIL
BUILT-UP HEADER (2" TO 2" HEADER WITH 1/2" SPACER)10 16" O.C. EACH EDGE FACE NAIL
12" O.C. EACH EDGE FACE NAIL
CONTINUOUS HEADER TO STUD11 TOE NAIL
TOP PLATE TO TOP PLATE13
DOUBLE TOP PLATE SPLICE FACE NAIL ON EACH SIDE
OF END JOINT (MINIMUM
24" LAP SPLICE LENGTH
EACH SIDE OF END JOINT)
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS)
15
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (AT BRACED WALL PANEL)
16 16" O.C. FACE NAIL
TOP OR BOTTOM PLATE TO STUD17
TOE NAIL
END NAIL
TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS18 FACE NAIL
1" BRACE TO EACH STUD AND PLATE19 FACE NAIL
1" X 6" SHEATHING TO EACH BEARING20 FACE NAIL
1" X 8" AND WIDER SHEATHING TO EACH BEARING21 FACE NAIL
JOIST TO SILL, TOP PLATE OR GIRDER22 TOE NAIL
RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP
PLATE (ROOF APPLICATIONS ALSO)
23
4" O.C. TOE NAIL
6" O.C. TOE NAIL
1" X 6" SUBFLOOR OR LESS TO EACH JOIST24 FACE NAIL
14
2" SUBFLOOR TO JOIST OR GIRDER25 BLIND AND FACE NAIL
2" PLANKS (PLANK & BEAM — FLOOR & ROOF)26 AT EACH BEARING,
FACE NAIL
BAND OR RIM JOIST TO JOIST27 END NAIL
BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER
LAYERS
28
FACE NAIL AT ENDS
AND AT EACH SPLICE
NAIL EACH LAYER AS
FOLLOWS: 32" O.C. AT TOP
& BOTTOM & STAGGERED.
24" O.C. FACE NAIL AT TOP
& BOTTOM STAGGERED
ON OPPOSITE SIDES
LEDGER STRIP SUPPORTING JOISTS OR RAFTERS29 AT EACH JOIST OR
RAFTER, FACE NAIL
BRIDGING TO JOIST30 EACH END, TOE NAIL
A, B, C
H C, E
3/8" – 1/2"31
6D COMMON OR DEFORMED (2" x 0.113" x 0.266" HEAD); OR
2 3/8" x 0.113" x 0.266" HEAD NAIL (SUBFLOOR, WALL)
8D COMMON (2 1/2" X 0.131") NAIL (ROOF)' OR
RSRS-01 (2 3/8" x 0.113") NAIL (ROOF)
8D COMMON (2 1/2" X 0.131") NAIL (SUBFLOOR, WALL)
10D COMMON (3" X 0.148") NAIL; OR
8D (2 1/2" X 0.131") DEFORMED NAIL
1 1/2" x 0.120" GALVANIZED ROOFING NAIL, 7/16" HEAD DIAMETER; OR
1 1/4" LONG 16 GA. STAPLE WITH 7/16" OR 1" CROWN
1 3/4" x 0.120" GALVANIZED ROOFING NAIL, 7/16" HEAD DIAMETER; OR
1 1/4" LONG 16 GA. STAPLE WITH 7/16" OR 1" CROWN
1 1/2" x 0.120" GALVANIZED ROOFING NAIL, 7/16" HEAD DIAMETER; OR
1 1/4" LONG 16 GA.;
8D COMMON (2 1/2" X 0.131") NAIL
8D DEFORMED (2 1/2" X 0.131") NAIL; OR
10D COMMON (3" X 0.148" ) NAIL; OR
DEFORMED (2" X 0.113"); OR
I 6 6 F
6 12
9/32" – 3/4"32
7/8" – 1 1/4"33
G
1/2" STRUCTURAL CELLULOSIC
FIBERBOARD SHEATHING
34
3 6
3 6
7 7
7 7
25/32" STRUCTURAL CELLULOSIC
FIBERBOARD SHEATHING
35
1/2" GYPSUM SHEATHING36
5/8" GYPSUM SHEATHING37
D
D
6 12
6 12
6 12
3/4" AND LESS38
7/8" – 1"39
1 1/8" – 1 1/4"40
FOR SI: 1 INCH = 25.4 MM, 1 FOOT = 304.8 MM, 1 MILE PER HOUR = 0.447 M/S; 1 KSI = 6.895 MPa.
A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS USED FOR FRAMING AND SHEATHING
CONNECTIONS ARE CARBON STEEL AND SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 80 KSI FOR SHANK DIAMETER OF 0.192
INCH (20D COMMON NAIL), 90 KSI FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 KSI FOR SHANK
DIAMETERS OF 0.142 INCH OR LESS. CONNECTIONS USING NAILS AND STAPLES OF OTHER MATERIALS, SUCH AS STAINLESS STEEL, SHALL BE DESIGNED
BY ACCEPTED ENGINEERING PRACTICE OR APPROVED UNDER SECTION R104.11.
B. SRSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.
C. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER.
D. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9-FOOT PANELS SHALL BE APPLIED VERTICALLY.
E. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(2).
F. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF
ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT 4 INCHES ON CENTER WHERE THE ULTIMATE DESIGN WIND SPEED IS GREATER THAN 130 MPH IN
EXPOSURE B OR GREATER THAN 110 MPH IN EXPOSURE C.
G. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C1280OR GA 253. FIBERBOARD SHEATHING
SHALL CONFORM TO ASTM C208.
H. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING
AND AT FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING
MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT
BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID
BLOCKING.
I. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE
OF THE RAFTER AND TOE NAILS FROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE OPPOSITE SIDE OF
THE RAFTER SHALL NOT BE REQUIRED.
4-8D BOX (2 1/2" X 0.113") OR
3-8D COMMON (2 1/2" X 0.131"); OR
3-10D BOX (3" X 0.128"); OR
3-3" X 0.131" NAILS
16D BOX (3-1/2" X 0.162"); OR
3" X 0.131" NAILS
2-8D COMMON (2 1/2" X 0.131") OR
2-3" X 0.131" NAILS
2-16D COMMON (3-1/2" X 0.162"); OR
3-3" X 0.131" NAILS
4-3" X 0.131" NAILS
16D COMMON (3 1/2" X 0.162")
10D BOX (3" X 0.128"); OR
3" X 0.131" NAILS
16D BOX (3 1/2" X 0.135"); OR
3" X 0.131" NAILS
16D COMMON (3 1/2" X 0.162")
16D COMMON (3 1/2" X 0.162")
16D BOX (3 1/2" X 0.135")
5-8D BOX (2 1/2" X 0.113"); OR
4-8D COMMON (2 1/2" X 0.131"); OR
4-10D BOX (3" X 0.128")
16D COMMON (3 1/2" X 0.162")
3" X 0.131" NAILS
8-16D COMMON (3 1/2" X 0.162"); OR
12-16D BOX (3 1/2" X 0.135"); OR
12-10D BOX (3" X 0.128"); OR
12-3" X 0.131" NAILS
3-16D BOX (3 1/2" X 0.135"); OR
2-16D COMMON (3 1/2" X 0.162"); OR
4-3" X 0.131" NAILS
4-8D BOX (2 1/2" X 0.113"); OR
3-16D BOX (3 1/2" X 0.135"); OR
4-8D COMMON (2 1/2" X 0.131"); OR
4-10D BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS
3-16D BOX (3 1/2" X 0.135"); OR
2-16D COMMON (3 1/2" X 0.162"); OR
3-10D BOX (3" X 0.128"); OR
3-3" X 0.131" NAILS
3-10D BOX (3" X 0.128"); OR
2-16D COMMON (3 1/2" X 0.162"); OR
3-3" X 0.131" NAILS
3-8D BOX (2 1/2" X 0.113"); OR
2-8D COMMON (2 1/2" X 0.131"); OR
2-10D BOX (3" X 0.128"); OR
2 STAPLES 1 3/4"
3-8D BOX (2 1/2" X 0.113"); OR
2-8D COMMON (2 1/2" X 0.131"); OR
2-10D BOX (3" X 0.128"); OR
3-8D BOX (2 1/2" X 0.113"); OR
3-8D COMMON (2 1/2" X 0.131"); OR
3-10D BOX (3" X 0.128"); OR
WIDER THAN 1" X 8"
4-8D BOX (2 1/2" X 0.113"); OR
3-8D COMMON (2 1/2" X 0.131"); OR
3-10D BOX (3" X 0.128"); OR
4-8D BOX (2 1/2" X 0.113"); OR
3-8D COMMON (2 1/2" X 0.131"); OR
3-10D BOX (3" X 0.128"); OR
3-3" X 0.131" NAILS
8D BOX (2 1/2" X 0.113")
8D COMMON (2 1/2" X 0.131"); OR
10D BOX (3" X 0.128"); OR
3" X 0.131" NAILS
3-8D BOX (2 1/2" X 0.113"); OR
2-8D COMMON (2 1/2" X 0.131"); OR
3-10D BOX (3" X 0.128"); OR
3-16D BOX (3 1/2" X 0.135"); OR
2-16D COMMON (3 1/2" X 0.162")
3-16D BOX (3 1/2" X 0.135"); OR
2-16D COMMON (3 1/2" X 0.162")
3-16D COMMON (3 1/2" X 0.162"); OR
4-10 BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS; OR
4-3" X14 GA. STAPLES, 7/16" CROWN
20D COMMON (4" X 0.192"); OR
10D BOX (3" X 0.128"); OR
3" × 0.131" NAILS
AND:
2-20D COMMON (4" X 0.192"); OR
3-10D BOX (3" X 0.128"); OR
3-3" X 0.131" NAILS
4-16D BOX (3 1/2" X 0.135"); OR
3-16D COMMON (3 1/2" X 0.162"); OR
4-10D BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS
2-10D BOX (3" X 0.128"); OR
2 STAPLES, 1" CROWN, 16 GA., 1 3/4" LONG
3 STAPLES, 1" CROWN, 16 GA., 1 3/4" LONG
4 STAPLES, 1" CROWN, 16 GA., 1 3/4" LONG
2 STAPLES, 1" CROWN, 16 GA., 1 3/4" LONG
TABLE R602.3(1) FASTENER SCHEDULE -CRC 2022
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL
TOP PLATES, TO RAFTER OR TRUSS
END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER
CEILING JOISTS TO TOP PLATE
4-8D BOX (2-1/2" X 0.113"); OR
3-8D COMMON (2-1/2" X 0.131"); OR
3-8D BOX(3" X 0.128"); OR
3-3" X 0.131" NAILS
CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS [SEE SECTIONS R802.5.2
AND TABLE R802.5.2(1)]
FACE NAIL
4-10D BOX (3" X 0.128"); OR
3-16D COMMON (3 1/2" X 0.162");OR
CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL
JOINT) [SEE SECTIONS R802.5.2 AND TABLE R802.5.2(1)]
4 FACE NAILTABLE R802.5.2(1)
COLLAR TIE TO RAFTER, FACE NAIL5 FACE NAIL
EACH RAFTER
4-10D BOX (3" X 0.128"); OR
3-10D COMMON (3" X 0.148"); OR
4-3" X 0.131" NAILS
RAFTER OR ROOF TRUSS TO PLATE6 2 TOE NAILS ON ONE SIDE
AND 1 TOE NAIL ON
OPPOSITE SIDE OF EACH
RAFTER OR TRUSS
3-16D BOX NAILS (3 1/2"X0.135"); OR
3-10D COMMON (3" X 0.148"); OR
4-10D BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS I
ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS
OR ROOF RAFTER TO MINIMUM 2" RIDGE BEAM
7 TOE NAIL
4-16D BOX (3 1/2" X 0.135"); OR
3-10D COMMON (3" X 0.148"); OR
4-10D BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS
3-16D BOX 3 1/2" X 0.135"); OR
2-16D COMMON (3 1/2" X 0.162"); OR
3-10D BOX (3" X 0.128"); OR
3-3" X 0.131" NAILS
END NAIL
ADJACENT FULL-HEIGHT STUD TO END OF HEADER12
4-16D BOX (3 1/2" X 0.135"); OR
3-16D COMMON (3 1/2" X 0.162"); OR
4-10D BOX (3" X 0.128"); OR
4-3" X 0.131" NAILS
END NAIL
10D BOX (3" X 0.128"); OR
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16D COMMON (3 1/2" x 0.162")
16D BOX (3 1/2" X 0.135"); OR
3" X 0.131" NAILS
2-8D COMMON (2 1/2" X 0.131"); OR
2-3" X 0.131" NAILS
6 6 FB
6 12
8D COMMON (2 1/2" X 0.131") NAIL (ROOF); OR
RSRS-01; (2 3/8" x 0.113") NAIL (ROOF)B 6 6 F
DEFORMED 2 3/8" x 0.113" x 0.266" HEAD (WALL OR SUBFLOOR)6 12
STAPLE GALVANIZED, 1 1/2" LONG; 7/16" OR 1" CROWN OR 1 1/4"
SCREWS, TYPE W OR S
1 3/4" x 0.120" GALVANIZED ROOFING NAIL, 7/16" HEAD DIAMETER; OR
1 1/4" LONG 16 GA.;
STAPLE GALVANIZED, 1 1/2" LONG; 7/16" OR 1" CROWN OR 1 1/4"
SCREWS, TYPE W OR S
DEFORMED (2 1/2" X 0.120") NAIL
DEFORMED (2" X 0.113"); OR
DEFORMED (2 1/2" X 0.120") NAIL
DEFORMED (2" X 0.113"); OR
DEFORMED (2 1/2" X 0.120") NAIL; OR
9.
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
GENERAL
NOTES
02 11
GN
SHEET INDEX
PROJECT DIRECTORY
PROPERTY DESCRIPTION
VICINITY MAP
N.T.S.
SCOPE OF WORK
PROJECT LOCATION
OWNER:KELLY LAN NGUYEN (714)383-4464
ZONE:R-1
APN #:100-453-01
STORIES:1
SPRINKLERS: MAIN HOUSE - NO ADU - NO
FLOOD ZONE: A
DESIGNER:
HA NGUYEN
13172 SANDRA PL.,
GARDEN GROVE, CA 92843
TEL: (714) 326-3124
CIVIL ENGINEER:
SCOPE OF WORK:
1. NEW DETACHED ADU WITH 2 BEDROOM, 2 BATHROOM
2. PV PANELS UNDER SEPARATE PERMIT
3. DEMO ALL STORAGES AT REAR OF PROPERTY
4. NEW 400 AMP DUAL PANEL LOCATED ON ADU
5. CONVERT MAIN HOUSE PANEL TO A SUB PANEL
(E)MAIN HOUSE 1,173 SQ. FT.
__________________________________________________________
__________________________________________________________
(E) GARAGE 363 SQ. FT.
__________________________________________________________
NEW DETACHED ADU 800 SQ. FT.
ADU PORCH 24 SQ. FT.
__________________________________________________________
LEGAL JURISDICTION:
CITY OF SANTA ANA, CALIFORNIA
APPLICABLE CODES: FOR ALL BELOW
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (GBC)
2022 CALIFORNIA FIRE CODE (CFC)
2022 CALIFORNIA ENERGY CODE (TITLE 24, PART 6)
SANTA ANA MUNICIPAL CODE
RESIDENTIAL DWELLINGS:
CONSTRUCTION TYPE: V-B
OCCUPANCY GROUP: R-3/U
TOTAL LOT COVERAGE 1,560 SQ. FT.
1173+363+24
__________________________________________________________
LOT COVERAGE %:20.9 %
LOT AREA: 7,462 SQ. FT.
TS COVER SHEET, (E)+(N) SITE PLAN
GN GENERAL NOTES
GR1 GREEN NOTES
GR2 GREEN NOTES
A1 (E)+(N) FLOOR PLAN
A2 ADU ELEVATIONS
A3 ELECTRICAL PLAN
S1 FOUNDATION AND FRAMING PLAN
D1 DETAILS
T24 TITLE 24
T24 TITLE 24
HUE C. LUI C -66754
10732 LA BATISTA AVE.
FOUNTAIN VALLEY, CA 92708
TEL: (714) 679-6472
EU
C
L
I
D
S
T
.
NE
W
H
O
P
E
S
T
.
HA
R
B
O
R
B
L
V
D
.
WESTMINSTER AVE.
HAZARD AVE.
W. 1ST ST.
PROJECT SITE
1301 N. PARSONS PL.
.5 MILES
FROM BUS
ID:6242
NOTE:
THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE
PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE
FOR THE GIVEN “SFR SF” OF THE EXISTING
PRIMARY RESIDENCE; BUILDING SAFETY STAFF
ARE NOT RESPONSIBLE FOR THE ACCURACY OF
THE GIVEN “SFR SF” OF THE EXISTING RESIDENCE.
*ADU 800 SF / SFD 1,173 SF = 68%
PARSONS PL.℄
(E)GARAGE
PROPERTY LINE 87.08'
PR
O
P
E
R
T
Y
L
I
N
E
9
0
.
5
5
'
PR
O
P
E
R
T
Y
L
I
N
E
7
2
.
6
9
'
PR
O
P
E
R
T
Y
L
I
N
E
2
2
.
5
1
'
26
'
-
7
"
14'-11"
PROPERTY LINE 20.91'
PROPERTY LINE 56.18'
7'
-
1
1
"
5'-0"
6'
-
0
"
PROPERTY LINE 87.08'
PR
O
P
E
R
T
Y
L
I
N
E
9
0
.
5
5
'
PR
O
P
E
R
T
Y
L
I
N
E
7
2
.
6
9
'
PR
O
P
E
R
T
Y
L
I
N
E
2
2
.
5
1
'
26
'
-
7
"
14'-11"
PROPERTY LINE 20.91'
PROPERTY LINE 56.18'
5'
-
0
"
(E)SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
PARSONS PL.℄
(N)SITE/ROOF PLAN
SCALE: 1/8" = 1'-0"
ELEC POLE ELEC POLE
6'
-
4
"
4'-0"
4'-5"
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SLOPE
4.5:12
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SL
O
P
E
4.
5
:
1
2
SLOPE
4.5:12
SLOPE
4.5:12
5'
-
0
"
FORTNIGHT LILY
1 GALLON
TEXAS PRIVET
5 GALLON
SPREADING
SUNSHINE
LANTANA
5 GALLON
24-INCH BOX
(E)MAIN HOUSE (E)MAIN HOUSE
(E)GARAGE
(N) ADU
(E) WATER
METER
(FIELD
VERIFY)
(E) GAS
METER
(E) ELEC
PANEL
(E) GAS
METER
(N) 200
AMP SUB
PANEL
(MAIN
HOUSE)
(E) WATER
METER
(FIELD
VERIFY)
COND.
(N) DUAL
400 AMP
ELEC.
METER
5'-0" EASEMENT
(N) OVERHEAD EL
E
C
.
L
I
N
E
EXISTING 6'-0" HIGH BLOCK WALL
EX
I
S
T
I
N
G
6
'
-
0
"
H
I
G
H
B
L
O
C
K
W
A
L
L
EX
I
S
T
I
N
G
6
'
-
0
"
H
I
G
H
B
L
O
C
K
W
A
L
L
EX
I
S
T
I
N
G
6
'
-
0
"
H
I
G
H
B
L
O
C
K
W
A
L
L
(N) ADU SUB PANEL
225 AMP BUS RATED
(N) 2"
U
N
D
E
R
G
R
O
U
N
D
C
O
N
D
U
I
T
STORAGE
TO BE
REMOVED
REMOVABLE
TENT TO BE
REMOVED
(N) ESS
PLANTERS
TO BE
REMOVED
1301 PARSON PLACE
1299 PARSON PLACE
1301 PARSON PLACE
(N
)
1
-
1
/
2
"
W
A
T
E
R
L
I
N
E
F.F.79.88
F.S.78.53
F.S.79.17
08
D1
08
D1
08
D1
08
D1
08
D1
08
D1
08
D1
01
D1
01
D1
01
D1
01
D1
01
D1
01
D1
01
D1
*FIRE RATED WALL SYSTEM SHALL SPAN FROM
FOUNDATION TO UNDERSIDE OF ROOF SHEATHING
LOT SHALL BE GRADED TO DRAIN SURGACE WATER
AWAY FROM THE FOUNDATION WALLS. THE GRADE
SHALL FALL A MINIMUM OF 6" WITHIN THE FIRST 10FT.
(5% SLOPE). WHERE LOT LINES, WALLS, SLOPES OR
OTHER PHYSICAL BARRIER PROHIBIT 6" OF FALL
WITHIN 10FT. DRAINS OR SWALES SHALL BE
CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM
THE STRUCTURE. (CRC R401.3)
LEGEND
EXISTING AREA
NEW PROPOSED AREA
NOTE:
MECHANICAL, ELECTRICAL AND PLUMBING ARE
NOT PART OF THIS PLAN REVIEW AND APPROVAL.
THE BUILDING AND SAFETY DIVISION PLAN REVIEW
DOES NOT INCLUDE POTENTIAL ELECTRICAL,
WATER, OR GAS REVISIONS REQUIRED BY ANY
NON-CITY UTILITY COMPANY. IT IS SOLELY ON THE
CONTRACTOR TO ENSURE PROPOSED ADDITION
OR ALTERATION CAN AND WILL MEET UTILITY
COMPANY REQUIREMENTS. MEP ARE SUBJECT TO
BUILDING FIELD INSPECTION
NOTE:
"A FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL FLOOD INSURANCE PROGRAM
ELEVATION CERTIFICATE SHALL BE COMPLETED BY
A CALIFORNIA LICENSED LAND SURVEYOR OR
CALIFORNIA REGISTERED CIVIL ENGINEER WHO IS
AUTHORIZED TO PRACTICE LAND SURVEYING. THE
COMPLETED ELEVATION CERTIFICATE MUST BE
SUBMITTED TO THE BUILDING INSPECTOR AT THE
TIME OF FOUNDATION INSPECTION, AND A FINAL
CERTIFICATE MUST BE SUBMITTED AT THE TIME OF
FINAL INSPECTION."
NOTE:
MINIMUM __2.08__ KWDC PHOTOVOLTAIC SYSTEM
WILL BE SUBMITTED UNDER A SEPARATE PERMIT
AND SHALL BE ISSUED PRIOR TO BUILDING FRAME
INSPECTION REQUEST.SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
(E)+(N)
SITE PLAN,
GENERAL DATA
01 11
TS
DETACHED ADU
1299 N. PARSONS PL.(ADU), 1301 N. PARSONS PL.(MAIN HOUSE), SANTA ANA, CA 92703
26'-10"
6'
-
4
"
10'-0"10'-2"
8'
-
0
"
18
'
-
3
"
5'-0"
10
'
-
1
1
"
5'-0"
5'
-
0
"
5'
-
0
"
W/D
3'-6"
15'-5"
WH
NEW ADU FLOOR PLAN
SCALE: 1/4" = 1'-0"
(E) MAIN HOUSE FLOOR PLAN
SCALE: 1/4" = 1'-0"
(E) BEDROOM #1
(E) KITCHEN
(E) LIVING ROOM
(E) BEDROOM #2
(E) BATH
(E) GARAGE
(E) BATH
(E) BEDROOM #3
(E) STORAGE
(N) KITCHEN
(N) 9'-0" CL. HT.
(N) BEDROOM #1
(N) 9'-0" CL. HT.
(N) LIVING ROOM
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BEDROOM #2
(N) 9'-0" CL. HT.
43'-3"
27
'
-
8
"
28'-6"
17
'
-
7
"
20'-2"
18
'
-
0
"
5'-5"
27
'
-
3
"
7'
-
0
"
6'-11"
2'
-
6
"
19
'
-
1
0
"
5'-1"5'-1"
6'-0"
4'
-
0
"
(N
)
3
'
0
"
X
6
'
8
"
E
N
T
R
Y
D
R
.
(N) 5'0"X4'0" SLD WD (N) 5'0"X4'0" SLD WD
(N) 3'0"X2'0" SLD
OBS TEMP WD
(N
)
3
'
0
"
X
2
'
0
"
S
L
D
OB
S
T
E
M
P
W
D
(N
)
3
'
0
"
X
3
'
0
"
S
L
D
W
D
(N
)
6
'
0
"
X
4
'
0
"
S
L
D
W
D
(N) 3'0"X4'0" SG HG WD(N) 3'0"X4'0" SG HG WD
(N) 2'6"X6'8"
LOUVER DR.
14
'
-
3
"
14
'
-
3
"
25
'
-
8
"
16'-3"
25
'
-
8
"
3'-7"
3'-6"
(N) WIC
(N) 9'-0" CL. HT.
(N) CL 8'-0"
COND.
(N) ESS
(E) GAS
METER
2'-6"
(N) 200 AMP SUB
PANEL
(MAIN HOUSE)
(N) ADU SUB
PANEL
225 AMP BUS
RATED
(N) DUAL 400
AMP ELEC.
METER
(N
)
2
'
6
"
X
6
'
8
"
D
R
.
(N
)
3
'
0
"
X
6
'
8
"
D
R
.
(N
)
2
'
6
"
X
6
'
8
"
D
R
.
(N) 2'6"X6'8" DR.
(N) 2'6"X6'8" DR.
(N) 3'0"X6'8" DR.
3'-1"
2'
-
0
"
2'-0"2'-0"
LEGEND
EXISTING WALL
NEW WALL
NO.SIZE TYPE MATERIAL GLAZING
W I N D O W / D O O R S C H E D U L E
3'-0"X4'-0"SINGLE HUNG, W/ GRID VINYL DUAL
GLAZED
6'-0"X4'-0"
3'-0"X6'-8"ENTRY DOOR FIBERGLASS
VINYL DUAL
GLAZED
3'-0"X3'-0"SLIDING, W/ GRID VINYL DUAL
GLAZED
3'-0"X2'-0"SLIDING, OBS, TEMP,
W/ GRID VINYL DUAL
GLAZED
SLIDING, W/ GRID
2'-6"X6'-8"LOUVER DOOR METAL
5'-0"X4'-0"SLIDING, W/ GRID VINYL DUAL
GLAZED
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
EXISTING &
NEW FLOOR
PLAN
05 11
A1
WEST ELEVATION
SCALE: 1/4" = 1'-0"
T.O. FLOOR
T.O. PLATE
9'
-
0
"
T.O. F. GRADE
8"
124.5
NOTE: ALL EXTERIOR FINISH OF ADU WILL MATCH EXISTING
HOUSE. STUCCO,WINDOWS, DOORS, TRIMS, MULLIONS AND
ROOF WILL MATCH BETWEEN (E) DWELLING HOUSE AND (N) ADU.
NEW CLASS 'B' MIN. SHINGLE COMP. ROOF (ESR
3150) OVER 2 LAYER OF #15 FELT PER SEC. R905
INSTALLATION OF ROOFING SHALL BE IN
ACCORDANCE WITH MANUFACTURE'S
SPECIFICATIONS TYP. AND CITY OF SANTA ANA.
ROOF MATERIAL OF THE ADDITION WILL MATCH
THE COLOR AND MATERIAL OF THE EXISTING.
WOOD TRIM TO
MATCH MAIN HOUSE
WOOD SIDING TO
MATCH MAIN HOUSE
(N) ATTIC VENTILATION-ADU:
REQUIRED : 800 SF. / 150 SF. = 5.33 SF. VENT.
PROVIDED : 4 - 24" DORMER VENTS
EACH VENT = 1.57 SF X 4 = 6.28 SF. VENTILATION
TOTAL = 6.28 SF VENTILATION
SOUTH ELEVATION
SCALE: 1/4" = 1'-0"
T.O. FLOOR
T.O. PLATE
9'
-
0
"
T.O. F. GRADE
8"
13
'
-
2
"
124.5
NOTE: ALL EXTERIOR FINISH OF ADU WILL MATCH EXISTING
HOUSE. STUCCO,WINDOWS, DOORS, TRIMS, MULLIONS AND
ROOF WILL MATCH BETWEEN (E) DWELLING HOUSE AND (N) ADU.
NEW CLASS 'B' MIN. SHINGLE COMP. ROOF (ESR
3150) OVER 2 LAYER OF #15 FELT PER SEC. R905
INSTALLATION OF ROOFING SHALL BE IN
ACCORDANCE WITH MANUFACTURE'S
SPECIFICATIONS TYP. AND CITY OF SANTA ANA.
ROOF MATERIAL OF THE ADDITION WILL MATCH
THE COLOR AND MATERIAL OF THE EXISTING.
EAST ELEVATION
SCALE: 1/4" = 1'-0"
T.O. FLOOR
T.O. PLATE
9'
-
0
"
T.O. F. GRADE
8"
124.5
NOTE: ALL EXTERIOR FINISH OF ADU WILL MATCH EXISTING
HOUSE. STUCCO,WINDOWS, DOORS, TRIMS, MULLIONS AND
ROOF WILL MATCH BETWEEN (E) DWELLING HOUSE AND (N) ADU.
NEW CLASS 'B' MIN. SHINGLE COMP. ROOF (ESR
3150) OVER 2 LAYER OF #15 FELT PER SEC. R905
INSTALLATION OF ROOFING SHALL BE IN
ACCORDANCE WITH MANUFACTURE'S
SPECIFICATIONS TYP. AND CITY OF SANTA ANA.
ROOF MATERIAL OF THE ADDITION WILL MATCH
THE COLOR AND MATERIAL OF THE EXISTING.
NORTH ELEVATION
SCALE: 1/4" = 1'-0"
T.O. FLOOR
T.O. PLATE
9'
-
0
"
T.O. F. GRADE
8"
13
'
-
2
"
124.5
NOTE: ALL EXTERIOR FINISH OF ADU WILL MATCH EXISTING
HOUSE. STUCCO,WINDOWS, DOORS, TRIMS, MULLIONS AND
ROOF WILL MATCH BETWEEN (E) DWELLING HOUSE AND (N) ADU.
NEW CLASS 'B' MIN. SHINGLE COMP. ROOF (ESR
3150) OVER 2 LAYER OF #15 FELT PER SEC. R905
INSTALLATION OF ROOFING SHALL BE IN
ACCORDANCE WITH MANUFACTURE'S
SPECIFICATIONS TYP. AND CITY OF SANTA ANA.
ROOF MATERIAL OF THE ADDITION WILL MATCH
THE COLOR AND MATERIAL OF THE EXISTING.
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
ADU
ELEVATIONS
06 11
A2
DRAG CONNECTION
N.T.S.
SIMP. "MSTC40"
STRAP U.N.O
FLUSH BEAM PER PLAN
DOUBLE TOP PLATES
4X POST
SHEAR @ WDW. OPENING
N.T.S.
WINDOW
OPENING
(WHERE OCCURS)
SEE FRAM'G
PLAN TYP.
SIMPSON CS16 W/ 10D @
2" O.C @ EACH CORNER OVER
PLYWOOD T&B
E.N. AROUND
OPENING AND
BLKG W/
8D @ 4" O.C
E.N. TYP.4X HEADER ABOVE OPENING
PLYWD SHT
PER PLAN
(N) 2X6 CJ
@ 16" O.C.
RR/ CJ CONNECTION
N.T.S.
(N) 2X FRAME
(N) 4x HDR
WHERE
OCCURS
F.A.U IN ATTIC
N.T.S.
30"
M
I
N
.
F.A
.
U
.
LIGHTING FIXTURE
CONTROLLED BY A
SWITCH LOCATED BY
ATTIC ACCESS
F.A.U SHALL BE LISTED
FOR INSTALLATION IN
ATTIC AND ON
COMBUSTABLE FLOORING
CLEARANCES SHALL BE
AS SPECIFIED IN THE
LISTING
5 /8" CDX X24"
MIN. WIDE
PLYWD
PASSSAGEWAY
20' MAX TRAVEL
DISTANCE
30" SQ. VERIFY
22"X30" W/ F.A.U
MANUF. ATTIC
ACCESS
5/8" CDX PLYWD
LEVEL WORKING
PLATFORM FOR
THE ENTIRE
LENGTH OF UNIT
LIGHT
SWITCH
ELECTRICAL
OUTLET
NOTE:
PASSAGEWAY TO THE MECHANICAL EQUIPMENT IN THE
ATTIC SHALL BE UNOBSTRUCTED AND HAVE CONTINUOUS
SOLID FLOORING NOT LESS THAN 24" WIDE, NOT MORE THAN
20' IN LENGTH THROUGH THE ATTIC.
BEAM. TO POST CONN.
N.T.S.
WD POST
SIMPSON CAP
(PER PLAN)
WD BEAM SIMPSON "MST"
RIDGE BEAM
N.T.S
RIDGE BOARD
(SEE FRAMING)2X RR @ 16" O.C.
(SEE PLANS)
E.N.
ROOF SHEATHING
LSTA24 @ 48" O.C.
D1
12
INTERIOR FOOTING
N.T.S.
NEW SHEAR WALL
(SEE PLANS)
5"
2X STUDS
@ 16" O.C.
24"
3"
CLR
INTERIOR
FIN.
2X4 P.T.D.F. MUD SILL
W/ 5/8" Ø A.B. X 10"
LONG W/ 3" X 3" X 1/4"
WASHER 7" INTO
CONCRETE 12" FROM
CORNERS AND 48" O.C.
MAX.
14"
POST PAD DETAIL (TYP.)
N.T.S.
16
04
12
13
07
03
19
050102
08 09
14 15
20
06
1110
21 22
1817
SIMSPON
HOLDOWN
SIMPSON HDU
(PER PLAN)
W/1/4"X3" SCREWS
(ICC ESR-2330)
12"
5"
NEW SHEAR
WALL
(SEE PLANS)
CONC. FOOTING
F.G
F.F
SSTB16 5/8"X12-5/8" LE.
PER ESR-2611 3"
MIN.
24"
2X STUDS @ 16"
O.C./ 4X4 OR 2-2x4
HDU2-8D82.5
HDU4-8D82.5
HDU5-8D82.5
HDU8-8D82.5
SCREWS
TO POST
1/4"X2.5"
1/4"X2.5"
1/4"X2.5"
1/4"X2.5"
ANCHOR BOLT
NUTS/WASHERS
5/8"
5/8"
5/8"
7/8"
NOTE:
1. ALL HOLDOWN ANCHORS MUST
BE TIED IN PLACE PRIOR TO
FOUNDATION INSPECTION.
2. DEEPEN FOOTING AS REQUIRE
TO OBTAIN ANCHORS EMBEDMENT
AND CONCRETE COVER.
P.T.D.F SILL PLATE
(PER PLAN)
HDU-SDS2.5 @ FOOTING
N.T.S.
FLOOR/ROOF SHEATING
(4'X8' OSB. SHEATING)
FLOOR OR ROOF JOIST
PANEL FIELD NAILING
DIAPHRAGM BOUNDARY
NAILING
PANEL EDGE NAILING
BLOCKING @ PANEL
EDGES NOT REQUIRED
@ ROOF OR IF T&G
SHEATING IS UDED
ROOF SHEATHING
N.T.S.
2X RAFTER @
16" O.C. TYP.
4X HEADER
SEE PLAN
60°
DOUBLE TOP PLATE
CRIPPLE STUDS
TRIMMER STUDS
TO SUPPORT HEADER
WALL FRAMING
N.T.S.
3-16D NAILS
FOR 2X
TRIMMER
(2-2X
TRIMMER AT
OPENING
WIDER THAN
6'-0")
4-16D NAILS
FOR
4X HEADER
ROUGH
SILL
CRIPPLE
2 X 4
SOLE PLATE
INTERIOR WALL TO FLR
N.T.S.
2X4 STUDS @ 16" O.C.
SHOT PIN @ 24" O.C.
ICC 1799
2X RR @ 16" O.C.
2X 16D NAILS EA SIDE
2X4 STUDS @ 16" O.C.
EXTERIOR FOOTING
N.T.S.
14"
24
"
5" CONC. SLAB W/ #3
REBAR @18" E.W.
2X4 P.T.D.F. MUD SILL
W/ 5/8 Ø A.B. X 10"
LONG W/ 3" X 3" X .229"
WASHER 7" INTO CONC.
12" FROM CORNERS
AND 48" O.C. MAX.
5"
2X STUDS
@ 16" O.C.
3"
CLR
8"MIN
GRD.
R-15
4" ABOVE EARTH
OR 2" ABOVE
PAVED AREAS
26GA
SCREED
STUCCO FINISH
CEMENT PLASTER ON MEATAL LATH SHALL
HAVE AT LEAST 7/8" THICKNESS MIXED 1:2
FOR SCRATCH COAT AND 1:3 BROWN COAT
BY WEIGHT, CEMENT TO SAND AGGREGATE.
2-#4 CONT. 3" FROM
TOP & BOTTOM
TYP. ALL F'TG'S.
10 MIL VISQUEEN
4" THK (MIN) BASE
OF 1
2" CLEAN
AGGREGATE
24"
24" @ 36" O.C.
24
12"MIN
FOR ADU 5" CONC. SLAB W/ #3
REBAR @18" E.W.
SIMPSON POST CAP
N.T.S.
SIMPSON LU
4X POST
4X HDR SIMPSON EPC
CARRY HDR
4X POST (SEE PLAN)
3- #4 BARS
EA WAY
SIMPSON BASE CAP
PBS
3"
MIN.
6"
3" CONC. SLAB OR
2" ASPHALTIC
CONC. SLAB
(SEE PLAN)
5-16D NAILS
EN.
2 X BLKG.
A35 @ 32" O.C.
ROOF SHTG.STARTER BOARD
5
1
/
2
"
2X RR @ 16" O.C.
(SEE PLANS)
CEMENT PLASTER
ON METAL LATH
SHALL HAVE AT
LEAST 7
8" THICKNESS
MIXED 1:2 FOR
SCRATCH COAT AND
1:3 BROWN COAT BY
WEIGHT, CEMENT TO
SAND AGGREGATE.
STUCCO
FINISH
1 HOUR RATED EAVE DETAIL
N.T.S.
(N) 2X6 CJ @ 16" O.C.
(SEE PLAN)
7-16D NAILS
R-15
EN.
2X4 STUDS @ 16" O.C.
2 X BLKG.
A35 @ 32" O.C.
2X CJ @ 16" O.C.
(SEE PLANS)
(WHERE OCCURS)
ROOF SHTG.STARTER BOARD
NEW SHEAR WALL
(SEE PLANS)
2X RR @ 16" O.C.
(SEE PLANS)
R-38
1 HOUR FIRE
N.T.S.
STUCCO
FINISH
CEMENT PLASTER
ON METAL LATH
SHALL HAVE AT
LEAST 7
8" THICKNESS
MIXED 1:2 FOR
SCRATCH COAT AND
1:3 BROWN COAT BY
WEIGHT, CEMENT TO
SAND AGGREGATE.
R-13
5
8"TYPE X DRYWALL
IF LESS THAN 5'-0" FROM P.L.
DBL BLOCKING
OPENING
(SEE PLAN)2-16D NAILS
EA SIDE
ATTIC ACCESS FRAMING
N.T.S.
23
2X4 @ 16" OC.
2-#4 CONT. 3" FROM
TOP & BOTTOM
TYP. ALL F'TG'S.
5" CONC. SLAB W/ #3
REBAR @18" E.W.
10 MIL VISQUEEN
4" THK (MIN) BASE
OF 1
2" CLEAN
AGGREGATE
HIP FRAME
N.T.S.
2X HIP
2X HIP
4X4 POST
4X4 POST BELOW
2X RIDGE
BC4
SIMPSON HHRC
LSTA
2X H
I
P
2X RIDGE
TS STRAP
DBL CJ OR BEAM
SIMPSON HHRC
DBL CJ OR BEAM
CALIF. FRAMING
N.T.S.
2X ROOF RAFTER
OR TRUSS
2X BOARD NOTCH AS REG.
W/ (3) 16D PER RAFTER
FOLLOWING LINE OF
CALIF. FRAMING
CDX PLYWOOD
E.N.
2X CALIF. FRAMING
2X4 @ 24" O.C. (SPAN 6'-0" MAX.)
2X6 @ 24" O.C. (SPAN 10'-0" MAX.)
2X8 @ 24" O.C. (SPAN 15'-0" MAX.)
SHEAR TRANSFER
N.T.S.
2X BLOCKING /OR
JOIST
2X CEILING JTS
@ 16" 0C
2X RAFTERS
@16" OC
ROOF SHTG.
W/ LTP4 @ 32" O.C.
W/ A35 @ 32" O.C.
R-38 R-38
DBL TP
EN
NEW SHEAR WALL
(SEE PLANS)
EN
EN
(N) 2X6 CJ
@ 16" O.C.
(N) 2X6 RR@
16" O.C.
R-13
A35 @ 32" O.C.
2X BLOCKING 6-16D NAILS
ST6224 4X BRACE W/ (2) 1/2" LAG BOLTS
MIN. 2" INTO BEAM
KNEE BRACE DETAIL
N.T.S.
4x6 BEAM
45'
EPC
4X BRACE EA DIRECTION
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
DETAILS
09 11
D1
LEGEND
SHEAR WALL
EXISTING WALL
NEW FOUNDATION
NOTES:
5" THICK CONC. SLAB FLOOR, 2,500 PSI. @ 28 DAYS,
TYPE V CEMENT W/ #3 @ 18" O.C. EA WAY, OVER 10
MIL VISQUEEN OVER 4" BASE 1
2" OR LARGER CLEAN
AGGREGATE
14"Wx24"D CONT. FTG., W/ 2#4 T&B
(N) PAD FOOTING 24"SQ X 24"DEEP W/ 3-#4 EA WAY
1
2
FOUNDATION ANCHOR BOLTS IN CONTACT WITH
PRESSURE TREATED SILL PLATE SHALL BE OF
HOT DIPPED ZINC-COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE OR COPPER.
*CONCRETE IN CONTACT WITH THE SOIL SHALL
HAVE AN MINIMUM SPECIFIED COMPRESSIVE
STRENGTH OF 4,500 P.S.I. WATER CEMENT RATIO
OF 0.45 AND TYPE V CEMENT UNLESS A SOIL
REPORT RECOMMENDS OTHERWISE.
*ALL SHEAR HARDWARE AND ANCHOR BOLTS
WITH NON-STANDARD SPACING ARE TO BE FIXED
IN PLACE FOR FOUNDATION INSPECTION.
SCARIFY TOP 12 INCHES PRIOR TO TRENCHING FOR
THE UTILITY AND/OR FOUNDATION. 90% COMPACTION
REPORT IS REQUIRED AT THE TIME OF FOUNDATION
INSPECTION. DAMP PROOFING, BASE COURSE AND
PRE-SATURATION ARE REQUIRED.
NEW WALL
3
PANEL
THICKNESS
PANEL INDEX
EDGE NAILING
1 2 3 4
3/8"
24/0
8 D @ 6"
1/2"1/2"1/2"
24/0 24/0 24/0
FIELD NAILING
TOP PLATE 2-2X
2X
SILL CON.
ANCHOR
BOLTS
A35 24" @ O.C.
RATING
SILL PLATE
ON WOOD
FLR. FOUND.
SILL PLATE
END POSTS
(MIN.)
CAPACITY 260
(SHEAR WALL SCHEDULE FOR CRC 2022)
(SHEAR WALL #3, #4: W/ 3X STUD, SILL & BLOCK
BETWEEN ADJACENT PANELS 1/2" EDGE DISTANCE
FOR PLYWOOD BOUNDARY NAILING.)
8 D @ 4"
8 D @ 12"
8 D @ 3"8 D @ 2"
8 D @ 12"8 D @ 12"8 D @ 12"
2-2X 2-2X 2-2X
2X
2X
2X
2X
2X
3X
3X
4X 4X
OR DBL 2X
4X
OR DBL 3X
4X
OR DBL 3X
16 D @ 6"
5/8" D X10"
@ 24"
16 D @ 4"40 D @ 4"40 D @ 3"
5/8" D
@ 16"
5/8" D
@ 12"
5/8" D
@ 24"
16" @ O.C.12" @ O.C.9" @ O.C.
APA CDX
EXPOSURE 1
APA CDX
EXPOSURE 1
340 460 600
SHEAR WALL SCHEDULE
WHERE PANELS ARE APPLIED ON BOTH FACES OF A
SHEARWALL AND NAIL SPACING IS LESS THAN 6 INCHES
ON CENTER ON EITHER SIDE, PANEL JOIST SHALL BE
OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.
ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF
FRAMING MEMEBERS SHALL BE 3" OR GREATER AT
ADJOINING PANEL EDGES AND NAILS AT ALL PANEL
EDGES SHALL BE STAGGERED.
SHEAR WALL SCHEDULE
V = 260 PLF
PLYWOOD SHEAR WALL: 3/8" THK CDX PLYWOOD (ALTER
5/16" THK. OSB PANEL) APA RATED 32/16 INDEX 8D NAILS
@ 6", 12" O.C.
5/8"Ø X 10 AB'S @ 24" O.C. / 3X 3X 0.229 PLATE WASHER
1
NOTE
FASTENERS IN PRESSURE-TREATED AND
FIRE-RETARDANT, TREATED WOOD SHALL BE OF
HOT-DIPPED, ZINC-COATED GALVANIZED STEEL,
STAINLESS STEEL, SILICON BRONZE OR COPPER.
ROOF SHEATHING (UNBLOCKED)
1/2" THK CDX PLYWOOD (ALTER 7/16 THICK. OSB)
APA RATED STRUCTURAL PANEL
32/16 INDEX, 8 D NAILS @ 6", 12" O.C.
FACE GRAIN PERPENDICULAR TO SUPPORT (TYP.)
D1
12
NOTE
WOOD FRAMING MEMBERS, INCLUDING WOOD
SHEATHING, THAT REST ON FOUNDATION WALL
ARE LESS THAN 8" SHALL BE PRESERVATIVE-
TREATED WOOD PER CBC 2022.
A
26'-10"
10'-0"10'-2"
8'
-
0
"
18
'
-
3
"
10
'
-
1
1
"
5'-0"
5'
-
0
"
5'
-
0
"
NEW ADU FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
(N) KITCHEN
(N) 9'-0" CL. HT.
(N) BEDROOM #1
(N) 9'-0" CL. HT.
(N) LIVING ROOM
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BEDROOM #2
(N) 9'-0" CL. HT.
7'
-
0
"
6'-11"
2'
-
6
"
19
'
-
1
0
"
SHEAR ALLSHEAR ALL
6'-0"
4'
-
0
"
14
'
-
3
"
14
'
-
3
"
25
'
-
8
"
16'-3"
25
'
-
8
"
(N) CL
NEW ADU FRAMING PLAN
SCALE: 1/4" = 1'-0"
(N) KITCHEN
(N) 9'-0" CL. HT.
(N) BEDROOM #1
(N) 9'-0" CL. HT.
(N) LIVING ROOM
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BEDROOM #2
(N) 9'-0" CL. HT.
(N) WIC
(N)9'-0" CL. HT.
(N) CL
1
L=4'
1
L=4'
1
L=12'
1 L=6'
1 L=6'
1L=6'
1L=6'
1 1
26'-10"
10'-0"10'-2"
8'
-
0
"
18
'
-
3
"
10
'
-
1
1
"
5'-0"
5'
-
0
"
5'
-
0
"
7'
-
0
"
2'
-
6
"
19
'
-
1
0
"
SHEAR ALLSHEAR ALL
6'-0"
4'
-
0
"
14
'
-
3
"
14
'
-
3
"
25
'
-
8
"
16'-3"
25
'
-
8
"
1
L=4'
1
L=4'
1
L=12'
1 L=6'
1 L=6'
1L=6'
1L=6'
1 1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1 (N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N) WIC
(N) 9'-0" CL. HT.
01
D1
01
D1
01
D1
01
D1
01
D1
01
D1
02
D1
05
D1
05
D1
(N) 2x8 RIDGE BOARD
(N
)
2
x
8
R
I
D
G
E
B
O
A
R
D
(N) 2x6 R/R
@ 16" O.C.
(N) 2x6 R/R
@ 16" O.C.
(N) 2x6 C/J
@ 16" O.C.
(N) 2x6 C/J
@ 16" O.C.
(N
)
2
x
6
R
/
R
@
1
6
"
O
.
C
.
(N
)
2
x
6
R
/
R
@
1
6
"
O
.
C
.
(N
)
2
x
6
C
/
J
@
1
6
"
O
.
C
.
(N) 2x6 R/R
@ 16" O.C.
(N) 2x6 R/R
@ 16" O.C.
(N) 4x6 HDR (N) 4x6 HDR (N) 4x4 HDR
(N
)
4
x
6
H
D
R
(N) 4x4 HDR(N) 4x4 HDR(N) 4x4 HDR
(N) 4x4 HDR (N) 4x4 HDR
(N) 4x4 HDR
(N
)
4
x
4
H
D
R
(N
)
4
x
4
H
D
R
(N)
2
-
2
x
8
H
I
P
(N)
2
-
2
x
8
H
I
P
(N)
2
x
8
H
I
P
(N)
2
x
8
H
I
P
(N)
2
x
8
H
I
P
(N)
2
x
8
H
I
P
(N) 4X6 #1
(2
)
2
x
6
C
J
(2
)
2
x
6
C
J
ST6224 ST6224ST6224
06
D1
06
D1
11
D1
11
D1
08
D1
08
D1
08
D1 08
D1
08
D1
08
D1
08
D1 (N) 4x6 HDR
(N
)
4
x
6
H
D
R
(N
)
4
x
6
H
D
R
21
D1
18
D1
(N
)
2
x
8
R
B
(N) 2x6
R/R @
16" O.C.
(N) 2x6
R/R @
16" O.C.19
D1
19
D1
09
D1
09
D1
07
D1 07
D1
07
D1
13
D1
13
D1
14
D1
1
2
3
B A
1
2
3
B
S1
A
S1
A
S1
A
S1
A
20
D1
1
2
2
2
2
2
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
(N
)
H
D
U
2
03
D1
L=6'L=6'3
(N
)
2
x
6
R
/
R
@
1
6
"
O
.
C
.
24
D1
L=6'L=6'
18
D1
21
D1
PROVIDE KNEE BRACE AT
EACH DIRECTION
(N
)
2
-
2
x
6
R/
R
W
/
B
N
SOIL ENGINEER:
GEOBODEN INC.
SHAHROKH E. RADVAR GE -2742
5 HODGENVILLE.
IRVINE, CA 92620
TEL: (949) 872-9565
PROJECT NO. PARSONS-1-01
DECEMBER 15, 2025
7.1 EARTHWORK
All earthworks, including excavation, backfill and preparation of subgrade, should be
performed in accordance with the geotechnical recommendations presented in this report and
applicable portions of the grading code of local regulatory agencies. All earthwork should be
performed under the observation and testing of a qualified geotechnical engineer.
7.2 SITE AND FOUNDATION PREPARATION
All site preparation should be observed by experienced personnel reporting to the project
Geotechnical Engineer. Our field monitoring services are an essential continuation of our prior
studies to confirm and correlate the findings and our prior recommendations with the actual
subsurface conditions exposed during construction, and to confirm that suitable fill soils are
placed and properly compacted.
The site fill material is considered undocumented and may not be suitable for support of the
new footings. We recommend that the upper 3 feet of existing soils be removed and
recompacted. Lateral extent of overexcavation is 5 feet, where possible. If loose, disturbed, or
otherwise unsuitable materials are encountered at the bottom of excavation, removal of
unsuitable soils will be required until firm soils are encountered.
Excavations below the final grade level should be properly backfilled using lean concrete or
approved fill material compacted to a minimum of 90 percent of the maximum dry density as
determined by ASTM Test Method D1557. The backfill and any additional fill should be
placed in loose lifts less than 8 inches thick, moisture conditioned to near optimum moisture
content, and compacted to 90 percent. Fill materials should be free of construction debris, roots,
organic matter, rubble, contaminated soils, and any other unsuitable or deleterious material as
determined by the Geotechnical Engineer. The on-site soils are suitable for use as compacted
fill, provided the soil is free of any deleterious substance. All import fill material should be
approved by the Geotechnical Engineer prior to importing to the site for use as compacted fill.F
Excavation activities should not disturb adjacent structures or undermine any adjacent footings.
Existing utilities should be removed and adequately capped at the project boundary line or
salvaged/rerouted as designed.
7.3 FILL PLACEMENT AND COMPACTION REQUIREMENTS
Material for engineered fill should be select free of organic material, debris, and other
deleterious substances, and should not contain fragments greater than 3 inches in maximum
dimension. On-site excavated soils that meet these requirements may be used to backfill the
excavated building area.
All fill should be placed in 6-inch-thick maximum lifts, watered or air dried as necessary to
achieve near optimum moisture conditions, and then compacted in place to a maximum relative
compaction of 90 percent. The laboratory maximum dry density and optimum moisture content
for each change in soil type should be determined in accordance with Test Method
ASTM D 1557. A representative of the project consultant should be present on-site during
grading operations to verify proper placement and compaction of all fill, as well as to verify
compliance with the other geotechnical recommendations presented herein.
Imported soils, if any, should consist of clean materials exhibiting a VERY LOW expansion
potential (Expansion Index less than 20). Soils to be imported should be approved by the
project geotechnical consultant prior to importation.
7.4 GEOTECHNICAL OBSERVATIONS
Exposed bottom surfaces in each removal area should be observed and approved by the project
geotechnical consultant prior to placing fill. No fill should be placed without prior approval
from the geotechnical consultant.
The project geotechnical consultant should be present on site during grading operations to
verify proper placement and compaction of fill, as well as to verify compliance with the
recommendations presented herein.
7.5 POST-GRADING CONSIDERATIONS
Positive drainage devices such as concrete flatwork, graded swales, and area drains should be
provided around the new construction to collect and direct all water to a suitable discharge area.
Neither rain nor excess irrigation water should be allowed to collect or pond against building
foundations.
7.6 UTILITY TRENCH BACKFIL
All utility trench backfill should be compacted to a minimum relative compaction of 90
percent. Trench backfill materials should be placed in lifts no greater than approximately 6
inches in thickness, watered or air-dried as necessary to achieve near optimum moisture
conditions, and then mechanically compacted in place to a minimum relative compaction of 90
percent. A representative of the project geotechnical consultant should probe and test the
backfills to verify adequate compaction.
As an alternative for shallow trenches where pipe or utility lines may be damaged by
mechanical compaction equipment, such as under building floor slabs, imported clean sand
exhibiting a sand equivalent (SE) value of 30 or greater may be utilized. The sand backfill
materials should be watered to achieve near optimum moisture conditions and then tamped into
place.No specific relative compaction will be required; however, observation, probing, and if
deemed necessary, testing should be performed by a representative of the project geotechnical
consultant to verify an adequate degree of compaction and that the backfill will not be subject
to settlement.
Where utility trenches enter the footprint of the buildings, they should be backfilled through
their entire depths with on-site fill materials, sand-cement slurry, or concrete rather than with
any sand or gravel shading. This “Plug” of less- or non-permeable materials will mitigate the
potential for water to migrate through the backfilled trenches from outside of the buildings to
the areas beneath the foundations and floor slabs.
SECTION - A -
SCALE: 1/4" = 1'-0"
(N) R-15
(N) 2X4 STUD WALL
@16" 0.C. (TYP.)
(N) 1/2" DRYWALL
(N) 2 LAYER OF
GRADE D PAPER
7/8" STUCCO
(N) R-15
(N) 2X4 STUD WALL
@16" 0.C. (TYP.)
(N) 1/2" DRYWALL
(N) 2 LAYER OF
GRADE D PAPER
7/8" STUCCO
T.O. FLOOR
T.O. PLATE
9'
-
1
"
T.O. F. GRADE
8"
(N) 2X6 RR @ 16" O.C. (TYP.)
(N) 2X8 RIDGE
(N) 2x6 C/J @16" O.C.
(N) R-38
(N) 2X6 RR @ 16" O.C. (TYP.)
(N)LIVING ROOM
SOIL REPORT NOTES:
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
FOUNDATION &
FRAMING
PLAN, SECTION
08 11
S1
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
GREEN NOTES
03 11
GR1
OWNER
OWNER
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
GREEN NOTES
04 11
GR2
OWNER
OWNER
OWNER
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
TITLE 24
10 11
T24
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
U
S
E
)
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
TITLE 24
11 11
T24
1. PROVIDE APPROVED SMOKE ALARMS, SMOKE ALARMS
SHALL BE INTERCONNECTED SUCH THAT THE
ACTIVATION OF ONE ALARM WILL ACTIVATE ALL ALARMS.
2. SMOKE DETECTORS SHALL BE "HARD WIRED" AND SHALL
BE EQUIPPED WITH BATTERY BACK-UP @ ALL NEW
BEDROOMS.
3.THE SMOKE ALARMS SHALL BE INTERCONNECTED. (R314.4)
4. FOR SINGLE-FAMILY DWELLINGS AND DUPLEXES ARE
NOT CHECKED FOR PLUMBING, MECHANICAL AND
ELECTRICAL CODE COMPLIANCE. THESE DISCIPLINES
ARE SUBJECT TO FIELD INSPECTION.
5. THE RESIDENCE SHALL CONFORM TO THE STATE
ENERGY STANDARDS.
NOTES:
LEGEND
110 v DUPLEX ELEC. OUTLET
WATER PROOF
HOSE BIBB W/ ANTI-SIPHONE
WALL MOUNTED LIGHT
CEILING MOUNTED LIGHT
6" LED RECESS LIGHT
CEILING FAN
SINGLE POLE SWITCH
SMOKE DETECTOR BATTERY (INTER-CONNECTED)
S
HB
GROUND FAULT INTERUPTED CIRCUIT
AFCI ARC FAULT CIRCUIT INTERRUPTER
GFI
EXHAUST FAN (100 CFM) W/ HUMIDITY CONTROL
DIMMER SWITCH
VACANCY SENSORS
S
S
D
vs
110 VOLT WEATHER PROOF OUTLET, GFIGFI/
WP
SD
3-WAY SWITCHS3
CARBON MONOXIDE DETECTORS
(CRC R315) SECTIONS R315.1 & R315.2
CO
1. ALL EXISTING APPROVED SMOKE ALARMS & CARBON
MONOXIDE ALARM IN EACH UNITS. IF NOT PLEASE PROVIDE
& SHALL COMPLY WITH THE STATE ENERGY STANDARDS &
CITY MUNICIPAL CODE STANDARDS.
(FIELD VERIFY AT LOCATION)
2.ALL RECEPTACLE OUTLETS SHALL BE LISTED
TAMPER-RESISTANT RECEPTACLE PER CEC 406.12
3.BATHROOM RECEPTACLES SHALL BE SERVED BY A
DEDICATED 20 AMP CIRCUIT PER CEC 210.52(D)
NOTES:
LEGEND
EXISTING WALL
NEW WALL
FOR ALTERATIONS, REPAIRS OR ADDITIONS EXCEEDING $1000,
EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE
ATTACHED GARAGES OR FUEL-BURNING APPLIANCES SHALL
BE PROVIDED WITH A CARBON MONOXIDE ALARM. (R315.1 CRC).
* ALARMS WILL BE BATTERY OPERATED.
* ALARMS SHALL BE LOCATED OUTSIDE EACH SEPARATE
SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE
BEDROOMS.
*LISTING & APPROVAL BY THE OFFICE OF THE STATE FIRE
MARSHAL FOR COMBINED CARBON MONOXIDE & SMOKE
ALARMS ARE ALLOWED.
1. WALLS 2 FT. OR GREATER SHALL HAVE AN OUTLET. OUTLETS
SHALL BE SPACED MAX. 12 FT. APART, AND A MAXIMUM OF 6 FT.
FROM END OF WALLS OR OPENING (CEC 210-52A)
2. ALL RECEPTACLE OUTLETS SHALL BE LISTED
TAMPER-RESISTAND RECEPTACLE PER CEC 406.11.
3. BATHROOM RECEPTACLES SHALL BE SERVED BY A DEDICATED
20 AMP CIRCUIT PER CEC 210-52(D).
ALL NEW CONSTRUCTION, INTERIOR OR EXTERIOR
ALL NEW CONSTRUCTION, INTERIOR OR EXTERIOR
ALTERATIONS, REPAIRS, OR ADDITIONS REQUIRING A PERMIT
AND HAVING A VALUATION IN EXCESS OF $1,000, AN APPROVED
CARBON MONOXIDE ALARM SHALL BE INSTALLED IN DWELLING
UNITS AND IN SLEEPING UNITS WITHIN WHICH FUEL-BURNING
APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT
HAVE ATTACHED GARAGES SHALL BE PROVIDED WITH CARBON
MONOXIDE ALARMS (CRCR315)
- CARBON MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN
THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR
WHICH THE PERMIT WAS OBTAINED. CARBON MONOXIDE
ALARMS REQUIRED BY SECTIONS R315.1 AND R315.2 SHALL
BE INSTALLED. REVISE DRAWINGS TO SHOW COMPLIANCE.
- OUTSIDE OF EACH SEPARATE DWELLING UNIT SLEEPING
AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM(S).
- ON EVERY LEVEL OF A DWELLING UNIT INCLUDING
BASEMENTS.
- WHERE MORE THAN ONE CARBON MONOXIDE ALARM IS
REQUIRED TO BE INSTALLED WITHIN THE DWELLING UNIT
OR WITHIN A SLEEPING UNIT THE ALARM SHALL BE
INTERCONNECTED IN A MANNER THAT ACTIVATION OF ONE
ALARM SHALL ACTIVATE ALL OF THE ALARMS IN THE
INDIVIDUAL UNIT.
EXCEPTION:
INTERCONNECTION IS NOT REQUIRED IN EXISTING DWELLING
UNITS WHERE REPAIRS DO NOT RESULT IN THE REMOVAL OF
WALL AND CEILING FINISHED, THERE IS NO ACCESS BY MEANS
OF ATTIC, BASEMENT OR CRAWL SPACE, AND NO PREVIOUS
METHOD FOR INTERCONNECTION EXISTED.
1. PROVIDE A MINIMUM OF 2-20 AMP SMALL APPLIANCE
CIRCUITS FOR THE KITCHEN COUNTER TOPS. SUCH
CIRCUIT SHALL HAVE NO OTHER OUTLETS. LOADS SHALL BE
BALANCED. CEC 210-52(B)(2).
2. PROVIDE A MINIMUM OF 1-20 AMP LAUNDRY BRANCH
CIRCUIT. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS.
CEC 210-23(a)
3.ALL INSTALLED LUMINAIRES MUST BE HIGH EFFICACY IN
ACCORDANCE WITH TABLE 150.0A.
4.EXHAUST FANS MUST BE SWITCHED SEPARATELY FROM
LIGHTING SYSTEMS.
5.IN BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY
ROOMS, AT LEAST ONE LUMINAIRE IN EACH OF THESE
SPACES MUST BE CONTROLLED BY A VACANCY SENSOR.
1.KITCHEN RANGE HOOD (NEW CONSTRUCTION CA ENERGY
CODE 150.0(o)2.B.) SHALL BE FIELD VERIFIED IN
ACCORDANCE WITH THE PROCEDURES IN REFERENCE
RESIDENTIAL APPENDIX RA3.7.4.3 TO CONFIRM TO THE
MODEL IS RATED BY HVI TO COMPLY WITH THE FOLLOWING
REQUIREMENTS:
A.THE MINIMUM VENTILATION RATE AS SPECIFIED IN
SECTION 5 OF ASHRAE 62.2.
B.THE MAXIMUM SOUND RATING AS SPECIFIED IN
SECTION 7,2 OF ASHRAE 62.2.
2.DUCTS USED FOR DOMESTIC KITCHEN RANGE OR
COOKTOP VENTILATION SHALL BE OF METAL AND SHALL
HAVE SMOOTH INTERIOR SURFACES. (504.3)
EXCEPTION: DUCTS FOR DOMESTIC KITCHEN DOWNDRAFT
GRILL-RANGE VENTILATION INSTALLED UNDER A CONCRETE
SLAB FLOOR SHALL BE PERMITTED TO BE OF APPROVED
SCHEDULE 40 PVC PROVIDED IN COMPLIANCE WITH CMC
504.3.
3.CONDENSATE WASTE SHALL BE COLLECTED AND
DISCHARGED TO AN APPROVED PLUMBING FIXTURE OR
DISPOSAL AREA. CONDENSATE OR WASTEWATER SHALL
NO DRAIN OVER A PUBLIC WAY. (310.1)
*MECHANICAL UNIT FILTERS MUST BE MERV-13 OR BETTER.
(150.0(m)12C)
NOTES:
MECH. NOTES:
ADDITIONAL ELECTRICAL NOTES:
NEW CONSTRUCTION (150.0(N). WATER HEATING SYSTEMS USING GAS OR
PROPANE TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A
SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR
THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY
MEETING EITHER A OR B BELOW.
A.A DEDICATED 125 VOLTS, 20-AMP ELECTRICAL RECEPTACLE THAT IS
CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR,
10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER
HEATER AND ACCESSIBLE TO THE WATER HEATER WITH NO
OBSTRUCTIONS; AND
B.BOTH ENDS OF THE UNUSED CONDUCTOR SHALL BE LABELED WITH THE
WORD “SPARE” AND BE ELECTRICALLY ISOLATED; AND
C.A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL
PANEL ADJACENT TO THE CIRCUIT BREAKER FOR THE BRANCH CIRCUIT
ABOVE AND LABEL WITH THE WORDS “FUTURE 240V USE”; AND
D.A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN
THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL
DRAINING WITHOUT PUMP ASSISTANCE.
ENERGY STORAGE SYSTEM (ESS) READY. AT LEAST ONE OF THE
FOLLOWING SHALL BE PROVIDED:
A.ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED-UP
CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH
CIRCUITS, OR
B.A DEDICATED RACEWAY FROM THE MAIN SERVICE PANEL TO A
PANELBOARD (SUBPANEL) THAT SUPPLIES THE FOLLOWING BRANCH
CIRCUITS: REFRIGERATOR, LIGHTING CIRCUIT NEAR PRIMARY EGRESS
DOOR, SLEEPING ROOM RECEPTACLE AND ONE ADDITIONAL.
THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225
AMPS. SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A
SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET OF THE
MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE
PANELBOARD AND THE SYSTEM ISOLATION EQUIPMENT TO ALLOW THE
CONNECTION OF BACKUP POWER SOURCE.
HEAT PUMP SPACE HEATER READY. SYSTEMS USING A GAS OR PROPANE
FURNACE SHALL INCLUDE A DEDICATED 240-VOLT BRANCH CIRCUIT WITH 3
FEET OF THE FURNACE. THE BRANCH CIRCUIT SHALL BE RATED AT 30 AMPS
MINIMUM. THE MAIN ELECTRICAL SERVICE SHALL HAVE A RESERVED SPACE
TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER.
THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS “FOR FUTURE
240V USE”. (CALIFORNIA ENERGY CODE 150.0(T))
ELECTRIC COOKTOP READY. SYSTEMS USING A GAS OR PROPANE
COOKTOP SHALL INCLUDE A DEDICATED 240-VOLT BRANCH CIRCUIT WITH 3
FEET OF THE COOKTOP. THE BRANCH CIRCUIT SHALL BE RATED AT 50 AMPS
MINIMUM. THE MAIN ELECTRICAL SERVICE SHALL HAVE A RESERVED SPACE
TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER.
THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS “FOR FUTURE
240V USE”. (CALIFORNIA ENERGY CODE 150.0(U))
ELECTRICAL CLOTHES DRYER READY. SYSTEMS USING A GAS OR PROPANE
DRYER SHALL INCLUDE A DEDICATED 240-VOLT BRANCH CIRCUIT WITH 3
FEET OF THE CLOTHES DRYER. THE BRANCH CIRCUIT SHALL BE RATED AT
30 AMPS MINIMUM. THE MAIN ELECTRICAL SERVICE SHALL HAVE A
RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE
CIRCUIT BREAKER. THE RESERVED SPACE SHALL BE PERMANENTLY
MARKED AS “FOR FUTURE 240V USE”. (CALIFORNIA ENERGY CODE 150.0(V))
1. AT BEDROOMS PROVIDE ONE OPENABLE ESCAPE
WINDOW OR DOOR MEETING ALL OF THE FOLLOWING:
A. AN OPENABLE AREA OF NOT LESS THAN 5.7 SQ.
FT. (5.0 SF. AT GRADE LEVEL)
B. A MINIMUM CLEAR 24 INCH HEIGHT AND 20 INCH
WIDTH
C. CLEAR OPENING NOT OVER 44 INCHES ABOVE THE
FLOOR. CBC 1026.2
2. SHOWERS SHALL BE FINISHED 72" ABOVE DRAIN WITH
MATERIALS NOT ADVERSELY AFFECTED BY MOISTURE.
3. ANTI-SCALDING SHOWER AND TUB-SHOWER VALVES
REQUIRED.
4.ADDITIONS THAT EXCEED 50% OF EXISTING LIVING
FLOOR AREA REQUIRE UNDER GROUNDING OF ALL
EXISTING ABOVE GROUND UTILITIES. "PER BUILDING
POLICY, WHERE FEASIBLE, AND AS DETERMINED BY
THE BUILDING INSPECTOR, ALL ABOVE-GROUND
UTILITIES SHALL BE RELOCATED UNDERGROUND."
5.ALL NEW WINDOWS INCLUDING:
U-FACTORS = 0.30 & SHGC = 0.23
NOTES:
22X30
ATTIC
HB
(N)FAU17
D1
16
D1
(N) SD
WHOLE
HOUSE FAN
50 CFM
GFCI
WP
ALL SERVICES SUPPLYING DWELLING UNITS SHALL
BE PROVIDED A SURGE PROTECTION DEVICE. THE
SPD SHALL BE AN INTEGRAL PART OF THE
SERVICE EQUIPMENT OR SHALL BE LOCATED
IMMEDIATELY ADJACENT THERETO. (CEC 230.667)
PAD SUPPORTING CONDENSER
SHALL BE A MINIMUM OF 3"
ABOVE THE GRADE.
HOOD OVER ELECTRIC
RANGE SHALL BE 160CFM OR
65% CE FOR ELECTRICAL
RANGE OR 280CFM OR 85%
CE FOR NATURAL GAS RANGE
PROVIDED UFER OR OTHER
APPROVED GROUND PER CEC 250.
NOTE:
THE MAIN PANELBOARD SHALL HAVE A
MINIMUM BUSBAR RATING OF 225.
RHEEM-HEAT PUMP
40 GAL
ELEC. HEAT PUMP
PROVIDE BLOCKING FOR
FUTURE ADA GRAB BAR
AFCI
AFCI
S
SS
VS
TYPE 1 CLOTHES DRYER EXHAUST DUCT
(MIN. 4 INCH DIA. AND 0.16" THICK RIGID
METAL TO OUTSIDE OF THE BUILDING
AND EQUIPPED WITH A BACK-DRAFT
DAMPER. EXHAUST DUCT LENGTH IS
LIMITED TO 14 FT. WITH 2 ELBOWS.
(N) SD+CO
D
(N) LED
PHOTO
CONTROL &
MOTION
SENSOR
26'-10"
10'-0"10'-2"
8'
-
0
"
18
'
-
3
"
10
'
-
1
1
"
5'-0"
5'
-
0
"
5'
-
0
"
W/D
WH
NEW ADU ELEC. PLAN
SCALE: 1/4" = 1'-0"
(N) KITCHEN
(N) 9'-0" CL. HT.
(N) BEDROOM #1
(N) 9'-0" CL. HT.
(N) LIVING ROOM
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BATH
(N) 9'-0" CL. HT.
(N) BEDROOM #2
(N) 9'-0" CL. HT.
7'
-
0
"
6'-11"
2'
-
6
"
19
'
-
1
0
"
5'-1"5'-1"
6'-0"
4'
-
0
"
(N
)
3
'
0
"
X
6
'
8
"
E
N
T
R
Y
D
R
.
(N) 5'0"X4'0" SLD WD (N) 5'0"X4'0" SLD WD
(N) 3'0"X2'0" SLD
OBS TEMP WD
(N
)
3
'
0
"
X
2
'
0
"
S
L
D
OB
S
T
E
M
P
W
D
(N
)
3
'
0
"
X
3
'
0
"
S
L
D
W
D
(N
)
6
'
0
"
X
4
'
0
"
S
L
D
W
D
(N) 3'0"X4'0" SG HG WD(N) 3'0"X4'0" SG HG WD
(N) 2'6"X6'8"
LOUVER DR.
14
'
-
3
"
14
'
-
3
"
25
'
-
8
"
16'-3"
25
'
-
8
"
(N) WIC
(N) 9'-0" CL. HT.
(N) CL
COND.
(N) ESS
(N) ADU SUB
PANEL
225 AMP BUS
RATED
(N) DUAL 400
AMP ELEC.
METER
1
L=6'
(N) SD
SS
VS
GFCI
GFCI
GFCI
AFCI
AFCI
AFCI
AFCI
S
D
AFCI
AFCI
AFCI
AFCI
AFCI
AFCIAFCI
AFCI
AFCI
AFCI
AFCI AFCI
GFCI GFCI
GFCI
GFCI
S
S
(N) LED
PHOTO
CONTROL &
MOTION
SENSOR
(N) LED
PHOTO
CONTROL &
MOTION
SENSOR
S S
SD
3
S
S
PROVIDE NOTE: "EFFECTIVE JANUARY 1, 2014, SENATE
BILL 407 REQUIRES A BUILDING PERMIT APPLICANT TO
REPLACE ALL NONCOMPLIANT PLUMBING FIXTURES IN
PROPERTIES BUILT AND AVAILABLE FOR USE ON OR
BEFORE JANUARY 1, 1994 WITH WATER-CONSERVING
PLUMBING FIXTURES AS A CONDITION FOR APPROVAL
OF A FINAL BUILDING PERMIT FOR BUILDING
ALTERATIONS OR IMPROVEMENTS. CONTRACTOR
SHALL COMPLETE SB 407 AFFIDAVIT FORM AND
SUBMIT TO THE INSPECTOR PRIOR TO FINAL
INSPECTION. NON COMPLIANT PLUMBING FIXTURES
MEANS ANY OF THE FOLLOWIN
1.ANY TOILET MANUFACTURED TO USE MORE
THAN 1.28 GALLONS OF WATER PER FLUSH
2.ANY URINAL MANUFACTURED TO USE MORE
THAN ONE GALLON OF WATER PER FLUSH
3. ANY SHOWERHEAD MANUFACTURED TO HAVE A
FLOW CAPACITY OF MORE THAN 1.8 GPM
4.ANY INTERIOR FAUCET THAT EMITS MORE THAN
2.0 GPM.
1.THE WHOLE-BUILDING VENTILATION EXHAUST FAN WILL OPERATE
CONTINUOUSLY AND IS REQUIRED TO BE RATED FOR SOUND AT A
MAXIMUM OF 1 SONE. THIS EXHAUST FAN CAN BE CONTROLLED BY
A STANDARD ON/OFF SWITCH BUT THE SWITCH MUST BE LABELED
CLEARLY DISPLAYING THE FOLLOWING TEXT, OR EQUIVALENT. "THIS
SWITCH CONTROLS THE INDOOR AIR QUALITY VENTILATION FOR
THE HOUSE. LEAVE SWITCH IN THE "ON" POSITION AT ALL TIMES
UNLESS THE OUTDOORAIR QUALITY IS VERY POOR." [150.0(o)J]
WHOLE HOUSE FAN INFO:
MANUF. = PANASONIC
MODEL # = RG-R811LA
1 SONE RATING
WHOLE HOUSE FAN NOTES:
AGING-IN-PLACE/FALL PREVENTION NOTES:
A.REINFORCEMENT FOR GRAB BARS. [R327.1.1]
AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE
PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE
WITH THIS SECTION. WHERE THERE IS NO BATHROOM ON THE
ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE 2ND OR 3RD
FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION.
1.REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER
CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING
AGENCY.
2.REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL
LUMBER (1-1/2” X 7-1/4” ACTUAL DIMENSION) OR OTHER
CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD
CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32” AND
39-1/4” ABOVE THE FINISHED FLOOR, FLUSH WITH THE WALL
FRAMING.
3.WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH
SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK
WALL.
4.SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL
FRAMING IS PROVIDED.
5.BATHTUB AND COMBINATION BATHTUB/SHOWER
REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE
BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL
REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED
WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6” ABOVE THE
BATHTUB RIM.
6.WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE
WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM
SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED,
FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS
APPROVED BY THE ENFORCING AGENCY.
B.DOCUMENTATION FOR GRAB BAR REINFORCEMENT. [R327.1.1.1]
INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF
GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION &
MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA
GREEN BUILDING STANDARDS CODE, CH. 4, DIVISION 4.4.
C.DOORBELL BUTTONS. [R327.1.4]
DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT
EXCEED 48” 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” MEASURED FROM THE
EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR
CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING
48” ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE
TOP OF THE DOORBELL BUTTON OR CONTROL.
ALL BRANCH CIRCUITS THAT SUPPLY 125 VOLT, SINGLE
PHASE, 15 AND 20 AMPERE OUTLETS INSTALLED IN
DWELLING UNITS SHALL BE PROTECTED BY AN ARC-FAULT
CIRCUIT INTERRUPTER(S). [CEC 210.12] NOTE THIS
REQUIREMENT IS FOR ENTIRE CIRCUIT, NOT JUST THE OUTLETS.
NOTES:
SCALE:
DRAWN BY:
DATE:
PLAN CHECK
DRAWING TITLE:
DATEREVISIONS:
HN
02-18-2025
AS NOTED
00-00-0000
SHEET NO. OF SHEETS
DATE
00-00-2025--------
00-00-0000
00-00-0000
00-00-0000
00-00-0000
CONSULTANT:
12
9
9
N
.
P
A
R
S
O
N
S
P
L
.
(
A
D
U
)
13
0
1
N
.
P
A
R
S
O
N
S
P
L
.
(
M
A
I
N
H
O
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S
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)
,
SA
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A
A
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A
,
C
A
9
2
7
0
3
RESIDENTIAL PROJECT FOR:
1299 N. PARSONS PL. (ADU),
1301 N. PARSONS PL. (MIAN HOUSE),
SANTA ANA, CA 92703
DE
T
A
C
H
E
D
A
D
U
P
R
O
J
E
C
T
Exp. date:
STATE OF CALIFORNIACIVIL
REGISTERED PROFESS IONAL ENGINEER
HUE C . LUI
C-66754
9/26
HA NGUYEN - 1/29/2025
ELECTRICAL
PLAN
07 11
A3
CITY OF SANTA ANA
U.S. DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
National Flood Insurance Program
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION P
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/
Planning and Building Agency
OMB Control No. 1660-0008
Expiration Date06%30/2026
Approved
FOR PERMIT ISSUANCE
1-11
nd (A) building owner
SECTION A - PROPERTY INFORMATION
FOR I
1,=her-
SHMNCE COMPANY USE
Al.
Building Owner's Name: Kelly Lan Nguyen Policy
A2.
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: Company NAIC Number:
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit) - - -
City:
Santa Ana State: CA ZIP Code: 92703
A3.
Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number:
Lot 81, Tract 2465, Parcel No. 198-453-01
A4.
Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.): Accessory
A5.
Latitude/Longitude: Lat. 33.755906' Long.-117.931564' Horiz. Datum: ❑ NAD 1927 ® NAD 1983 ❑ WGS 84
A6.
Attach at least two and when possible four clear color photographs (one for each side) of the building (see Form pages 7 and 8).
AT
Building Diagram Number: 1 B
A8.
For a building with a crawlspace or enclosure(s):
a) Square footage of crawlspace or enclosure(s): N/A sq. ft.
b) Is there at least one permanent flood opening on two different sides of each enclosed area? ❑ Yes ❑ No ® N/A
c) Enter number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade:
Non -engineered flood openings: N/A Engineered flood openings: N/A
d) Total net open area of non -engineered flood openings in A8.c: N/A sq. in.
e) Total rated area of engineered flood openings in A8.c (attach documentation - see Instructions): N/A sq. ft.
0 Sum of A8.d and A8.e rated area (if applicable - see Instructions): N/A sq. ft.
A9.
For a building with an attached garage:
a) Square footage of attached garage: N/A sq. ft.
b) Is there at least one permanent flood opening on two different sides of the attached garage? ❑ Yes ❑ No ® N/A
c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade:
Non -engineered flood openings: N/A Engineered flood openings: N/A
d) Total net open area of non -engineered flood openings in A9.c: N/A sq. in.
e) Total rated area of engineered flood openings in A9.c (attach documentation - see Instructions): N/A sq. ft.
f) Sum of A9.d and A9.e rated area (if applicable - see Instructions): N/A sq. ft.
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1.a. NFIP Community Name: City of Santa Ana B1.b. NFIP Community Identification Number: 060232
B2. County Name: Orange B3. State: CA B4. Map/Panel No.: 06059CO143J B5. Suffix: J
B6.
FIRM Index Date: 09/15/1989 B7. FIRM Panel Effective/Revised Date: 12/03/2009
B8.
Flood Zone(s): A B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth): 77.9 ft
B10.
Indicate the source of the BFE data or Base Flood Depth entered in Item B9:
❑ FIS ❑ FIRM ❑ Community Determined M Other: LOMA Case # 25-09-1144A
B11.
Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source:
B12.
Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No
Designation Date: ❑ CBRS ❑ OPA
B13.
Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)? ❑ Yes ®No
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 2 of 8
CITY OF SANTA ANA
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES
Planning and Building Agency
-11 A r
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR I
S 1�1,C
k�
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)
Policy
umber:
City: Santa Ana State: CA ZIP Code: 92703
Compat
yMIVAI:. N tuber.
ster D:
SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUI
ate:
C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations — Zones Al—A30, AE, AH, AO, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO,
A99. Complete Items C2.a—h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters.
Benchmark Utilized: SA-226-70 (74.189 ft, 2005) Vertical Datum: NAVD 1988 (O.C.S. 1995 ADJ)
Indicate elevation datum used for the elevations in items a) through h) below.
❑ NGVD 1929 ® NAVD 1988 ❑ Other:
Datum used for building elevations must be the same as that used for the BFE. Conversion factor used? ❑ Yes ® No
If Yes, describe the source of the conversion factor in the Section D Comments area.
Check the measurement used:
a) Top of bottom floor (including basement, crawlspace, or enclosure floor): 79.88 ® feet ❑ meters
b) Top of the next higher floor (see Instructions): N/A ❑ feet ❑ meters
c) Bottom of the lowest horizontal structural member (see Instructions): N/A ❑ feet ❑ meters
d) Attached garage (top of slab): N/A ❑ feet ❑ meters
e) Lowest elevation of Machinery and Equipment (M&E) servicing the building
(describe type of M&E and location in Section D Comments area): ❑ feet ❑ meters
f) Lowest Adjacent Grade (LAG) next to building: ❑ Natural ® Finished 78.53 ® feet ❑ meters
g) Highest Adjacent Grade (HAG) next to building: ❑ Natural ® Finished 79.26 ® feet ❑ meters
h) Finished LAG at lowest elevation of attached deck or stairs, including structural
support: N/A ❑ feet ❑ meters
SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation
information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any
false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ® No
❑ Check here if attachments and describe in the Comments area.
Certifier's Name: Brandon Tran License Number: C58283 okOFHS/QN
q
Title: Civil Engineer
CO
Company Name: W BRAN ON TRAN
Address: 16792 Bridgeport St No. 58283
City: Fountain Valley State: CA ZIP Code: 92708 p
Telephone: (714) 414-5701 Ext.: Email. brandonhtran@yahoo.com
Signature: Date:10/07/2025
Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and building owner.
Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments):
Existing building's finished floor elevation = 78.41 ft
NCE
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 3 of 8
CITY OF SANTA ANA
Planning and Building Agency
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR IN
U N
(—I
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)
mber:
Policy N
City: Santa Ana State: CA ZIP Code: 92703
Company
AAIC Number:
_
aster 0: _
SECTION E — BUILDING MEASUREMENT INFORMATION (SURVEY NOT RE
gyp)
FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE)
For Zones AO, AR/AO, and A (without BFE), complete Items E 1—E5. For Items El—E4, use natural grade, if available. If the Certificate is
intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only,
enter meters.
Building measurements are based on: ❑ Construction Drawings* D Building Under Construction* D Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
El. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the
measurement is above or below the natural HAG and the LAG.
a) Top of bottom floor (including basement,
crawlspace, or enclosure) is: ❑ feet ❑ meters ❑ above or ❑ below the HAG.
b) Top of bottom floor (including basement,
crawlspace, or enclosure) is: ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the
next higher floor (C2.b in applicable
Building Diagram) of the building is: ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is: ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and/or equipment
servicing the building is: ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's
floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown The local official must certify this information in Section G.
SECTION F — PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must
sign here. The statements in Sections A, B, and E are correct to the best of my knowledge
❑ Check here if attachments and describe in the Comments area.
Property Owner or Owner's Authorized Representative Name: Brandon Tran
Address: 16792 Bridgeport St
City: Fountain Valley State: CA ZIP Code: 92708
Telephone: (714) 414-5701 Ext.: Email: brandonhtran@yahoo.com
Signature: NW-',k-VZ Date: 10/07/2025
Comments:
NICE
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 4 of 8
CITY OF SANTA ANA
Planning and Building Agency
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES-1 I
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: FOR IN UtN
NCE
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)-E-- —
Policy N imber
City: Santa Ana State: CA ZIP Code: 92703
Compan NAIC Number. _
SECTION G — COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICMWf Q �QN)
The local official who is authorized by law or ordinance to administer the community's floodplain management plete—
Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below when:
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,
engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the
elevation data in the Comments area below.)
G2.a. ❑ A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item
E5 is completed for a building located in Zone AO.
G2.b. ❑ A local official completed Section H for insurance purposes.
G3. ❑ In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H.
G4. ❑ The following information (Items G5—G11) is provided for community floodplain management purposes.
G5. Permit Number: G6. Date Permit Issued:
G7.
Date Certificate of Compliance/Occupancy Issued:
G8.
This permit has been issued for: ❑ New Construction ❑ Substantial Improvement
G9.a.
Elevation of as -built lowest floor (including basement) of the
building:
❑ feet
❑ meters Datum:
G9.b.
Elevation of bottom of as -built lowest horizontal structural
member:
❑ feet
❑ meters Datum:
G10.a.
BFE (or depth in Zone AO) of flooding at the building site:
❑ feet
❑ meters Datum:
G10.b.
Community's minimum elevation (or depth in Zone AO)
requirement for the lowest floor or lowest horizontal structural
member:
❑ feet
❑ meters Datum:
G11. Varianceissued? ❑ Yes ❑ No If yes, attach documentation and describe in the Comments area
The local official who provides information in Section G must sign here. / have completed the information in Section G and certify that it is
correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section.
Local Official's Name:
NFIP Community Name:
Telephone:
Address:
City:
Signature:
Ext.: Email:
Title:
Date:
State: ZIP Code:
Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in
Sections A, B, D, E, or H):
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 5 of 8
CITY OF SANTA ANA
Planning and Building Agency
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES -11 A
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.:
FOR IN
vCu
U P_11Q�J`f�
II �I II
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)
Policy N
tuber:
City: Santa Ana State: CA ZIP Code: 92703
Compa
y f_ UAIC� Number
_
Mas er ID:
SECTION H — BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL
_
S
(SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY)
The property owner, owner's authorized representative, or local floodplain management official may complete Section H for all flood zones
to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the
nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H
Instructions) and the appropriate Building Diagrams (at the end of Section I Instructions) to complete this section.
H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG):
a) For Building Diagrams 1A, 1B, 3, and 6-8. Top of bottom ❑ feet ❑ meters ❑ above the LAG
floor (include above -grade floors only for buildings with
crawlspaces or enclosure floors) is:
b) For Building Diagrams 2A, 2B, 4, and 6-9. Top of next ❑ feet ❑ meters ❑ above the LAG
higher floor (i.e., the floor above basement, crawlspace, or
enclosure floor) is:
H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the
H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram?
❑ Yes ❑ No
SECTION I — PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections
A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should
indicate in Item G2.b and sign Section G.
❑ Check here if attachments are provided (including required photos) and describe each attachment in the Comments area.
Property Owner or Owner's Authorized Representative Name:
Address:
City: State: ZIP Code:
Telephone: Ext.: Email:
Signature: Date:
Comments:
NCE
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 6 of 8
CITY OF SANTA ANA
Planning and Building Agency
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES
BUILDING PHOTOGRAPHS
See Instructions for Item A6.
-11 Approved
FOR PERMIT ISSUANCE
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: FOR INSURANCE COMPANY USE
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)
Policy N der ID: --- -- —
City: Santa Ana State: CA ZIP Code: 92703
Compar y f�Aflf✓- NLft, ber:
Instructions: Insert below at least two and when possible four photographs showing each side of the building (for example, may only be
able to take front and back pictures of townhouses/rowhouses). Identify all photographs with the date taken and "Front View," 'Rear View,"
"Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one
close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9.
Photo One
Photo One Caption: Clear Photo One
Photo Two
Photo Two Caption: Clear Photo Two
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 7 of 8
CITY OF SANTA ANA
Planning and Building Agency
ELEVATION CERTIFICATE
IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON INSTRUCTION PAGES -11
BUILDING PHOTOGRAPHS Approved
Continuation Page FOR PERMIT ISSUANCE
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: FOR INSURANCE COMPANY USE
1299 N. Parsons PI (Proposed Detached Accessory Dwelling Unit)
Policy N filter ID:__
W —
City: Santa Ana State: CA ZIP Code: 92703
Compa y5wt Number: _
Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View," 'Rear View," "Right Side
View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or
vents, as indicated in Sections A8 and A9.
Photo Three
Photo Three Caption:
Clear Photo Three
Photo Four
Photo Four Caption: Clear Photo Four
FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (8/23) Form Page 8 of 8
Page 1 of 2
Date:
October 01, 2025
Case No.: 25-09-11
4A riningL
' Federal Emergency Management A
gencApproved
Washington. D.C. 20472
FOR PERMIT ISSUAN
�=
LETTER OF MAP AMENDMENT
Master ID:
DETERMINATION DOCUMENT (NON-REMOVte:
COMMUNITY AND MAP PANEL INFORMATION
LEGAL PROPERTY DESItRIPTION
CITY OF SANTA ANA, ORANGE
Lot 81. Tract No. 2465. as shown on the Plat recorded as Document
COUNTY, CALIFORNIA
No. 94525, in Book 90, Pages 31 and 32, in the Office of the Recorder.
Orange County, California
COMMUNITY
COMMUNITY NO.: 060232
NUMBER: 06059CO143J
AFFECTED
MAP PANEL
DATE: 12/3/2009
FLOODING SOURCE: EAST GARDEN GROVE
APPROXIMATE LATITUDE & LONGITUDE OF PROPERTY:33.755979,-117.931555
WINTERSBURG CHANNEL; SANTA ANA RIVER
SOURCE OF LAT & LONG: LOMA LOGIC DATUM: NAD 83
DETERMINATION
OUTCOME
1%ANNUAL
LOWEST
LOWEST
WHAT IS NOT
CHANCE
ADJACENT
LOT
LOT
BLOCK/
SUBDIVISION
STREET
REMOVED FROM
FLOOD
FLOOD
ELEVATION
GRADE
ELEVATION
ELEVATION
(NAVD 88)
SECTION
THE SFHA
ZONE
(NAVD 88)
(NAVD 88)
81
Tract No. 2465
1301 North Parsons
Property
A
77.9 feet
77.0 feet
Place
Special Flood Hazard Area (SFHA) - The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or
exceeded in any given year (base flood).
ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.)
ZONE A
This document provides the Federal Emergency Management Agency's determination regarding a request or a Letter ot Map Amendment tor the
property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined
that the property(ies) is/are located in the SFHA. an area inundated by the flood having a 1-percent chance of being equaled or exceeded in any
given year (base flood). Therefore, flood insurance is required for the property described above. The lowest adjacent grade elevation to a
structure must be at or above the Base Flood Elevation for a structure to be outside of the SFHA.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this
determination and information regarding your options for obtaining a Letter of Map Amendment. If you have any questions about this document,
please contact the FEMA Mapping and Insurance eXchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the
Federal Emergency Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue. Suite 500, Alexandria, VA 22304-6426.
/ace;,/ ✓/ a,�i.o-���_ - -
David N. Bascom, Acting Director
Engineering and Modeling Division
Risk Analysis. Planning and Information Directorate
CITY OF SANTA ANA
Page 2 of 2
Date: October 01, 2025
Case No.: 25-09-11,14XIanning
a d IS Ltl offkqW r
v'y R11,
Federal Emergency Management A
encygpproved
washin-ton. D.C. 20472
FOR PERMIT ISSUAN
AND
LETTER OF MAP AMENDMENT
Master ID:
DETERMINATION DOCUMENT (NON-REMOV�We:
ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS)
ZONE A (This Additional Consideration applies to the preceding 1 Property.)
The National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that
was determined using the best flood hazard data available to FEMA, but without performing a detailed
engineering analysis. The flood elevation used to make this determination is based on approximate methods
and has not been formalized through the standard process for establishing base flood elevations published in
the Flood Insurance Study. This flood elevation is subject to change.
This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA
Mapping and Insurance exchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency
Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue, Suite 500. Alexandria, VA22304-6426.
David N. Bascom, Acting Director
Engineering and Modeling Division
Risk Analysis. Planning and Information Directorate
CYI
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1301 NORTH PARSONS PLACE
Santa Ana, California
Prepared for:
WIN NGUYEN DESIGN GROUP
Prepared by:
GEOBODEN INC.
Irvine, CA 92620
December 15, 2025
Project No. Parsons-1-01
GEOBODEN INC.
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1301 NORTH PARSONS PLACE
SANTA ANA, CALIFORNIA
WIN NGUYEN DESIGN GROUP
Prepared by:
GEOBODEN INC.
5 Hodgenville
Irvine, California 92620
December 15, 2025
J.N. Parsons-1-01
5 Hodgenville │Irvine, CA 92620│Off 949-872-9565 │Fax 949-743-2935
December 15, 2025 Project No. Parsons-1-01
Attention: WIN NGUYEN DESIGN GROUP
Subject: Geotechnical Investigation Report
Proposed Accessory Dwelling Unit
1301 North Parsons Place
Santa Ana, California
GeoBoden, Inc. (GeoBoden) is pleased to submit herewith our geotechnical investigation report
for the proposed Accessory Dwelling Unit to be located at 1301 North Parsons Place in the city
of Santa Ana, California.
This report presents the results of our field investigation, laboratory testing and our engineering
judgment, opinions, conclusions and recommendations pertaining to geotechnical design
aspects of the proposed development.
Should you have any questions regarding the contents of this report, or should you require
additional information, please contact the undersigned.
Respectfully submitted,
GEOBODEN INC.
Shahrokh (Cyrus) E Radvar,
Principal Engineer, G.E. 2742
Reviewed by:
Parviz Azar, P.E. 37818
Copies: 1/Addressee
i
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1301 North Parsons Place
SANTA ANA, CALIFORNIA
TABLE OF CONTENTS
1.0 INTRODUCTION ...................................................................................................................................... 1
2.0 SITE LOCATION AND DESCRIPTION ................................................................................................ 1
3.0 GEOTECHNICAL INVESTIGATION .................................................................................................... 1
3.1 FIELD EXPLORATION PROGRAM ..................................................................................................... 2
3.2 LABORATORY TESTING ..................................................................................................................... 2
4.0 DISCUSSION OF FINDINGS ................................................................................................................... 2
4.1 SITE AND SUBSURFACE CONDITIONS ............................................................................................ 2
4.2 GROUNDWATER CONDITIONS ......................................................................................................... 3
4.3 SOIL ENGINEERING PROPERTIES .................................................................................................... 3
5.0 STRONG GROUND MOTION POTENTIAL ........................................................................................ 3
5.1 CBC DESIGN PARAMETERS ............................................................................................................... 3
6.0 LIQUEFACTION POTENTIAL .............................................................................................................. 4
7.0 DESIGN RECOMMENDATIONS ........................................................................................................... 4
7.1 EARTHWORK ........................................................................................................................................ 5
7.2 SITE AND FOUNDATION PREPARATION ........................................................................................ 5
7.3 FILL PLACEMENT AND COMPACTION REQUIREMENTS ............................................................ 6
7.4 GEOTECHNICAL OBSERVATIONS ................................................................................................... 6
7.5 POST-GRADING CONSIDERATIONS ................................................................................................. 6
7.6 UTILITY TRENCH BACKFIL ............................................................................................................... 7
7.7 SHALLOW FOUNDATIONS ................................................................................................................. 8
7.7.1 Bearing Capacity and Settlement ........................................................................................................ 8
7.7.2 Lateral Load Resistance ..................................................................................................................... 8
7.7.3 Footing Reinforcement ........................................................................................................................ 9
7.8 CONCRETE SLAB ON-GRADE ............................................................................................................ 9
7.9 SOLUBLE SULFATES AND SOIL CORROSIVITY .......................................................................... 10
8.0 CONSTRUCTION CONSIDERATIONS .............................................................................................. 11
8.1 TEMPORARY DEWATERING ........................................................................................................... 11
8.2 CONSTRUCTION SLOPES ................................................................................................................. 11
8.3 POST INVESTIGATION SERVICES .................................................................................................. 11
9.0 CLOSURE ................................................................................................................................................. 12
10.0 REFERENCES ......................................................................................................................................... 13
ii
FIGURES
Figure 1 Site Vicinity Map
Figure 2 Boring Location Map
APPENDIXES
Appendix A Boring Logs
Appendix B Laboratory Testing
1 Parsons-1-01
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED ACCESSORY DWELLING UNIT
1301 NORTH PARSONS PLACE
Santa Ana, California
1.0 INTRODUCTION
This report presents the results of our geotechnical study performed by GeoBoden, Inc.
(GeoBoden) for the Proposed Accessory Dwelling Unit on the subject site. The general location
of the project is shown on Figure 1, “Site Vicinity Map”.
The purposes of this study were to determine the geotechnical properties of subsurface soil
conditions, to evaluate their in-place characteristics, evaluate site seismicity, and to provide
geotechnical recommendations with respect to design and construction of the proposed
improvements.
The scope of the authorized investigation included performing a site reconnaissance,
conducting field exploration and laboratory testing programs, performing engineering analyses,
and preparing this Geotechnical Investigation Report. Evaluation of environmental issues or
the potential presence of hazardous materials was not within the scope of services provided.
2.0 SITE LOCATION AND DESCRIPTION
The subject site is located at 1301 North Parsons Place in Santa Ana, California. At the time of
field exploration, the site was occupied by a single-family residence. The Accessory Dwelling
Unit will consist of construction of the new building. No basement is planned for the new
construction. The new building will be of maximum two-story with slab on-grade.
3.0 GEOTECHNICAL INVESTIGATION
Our geotechnical investigation included a field exploration program and a laboratory testing
program. These programs were performed in accordance with our scope of services. The field
exploration and laboratory testing programs are described below.
2 Parsons-1-01
3.1 FIELD EXPLORATION PROGRAM
The field exploration program was performed and involved drilling of one hand auger boring to
depth of 15 feet below existing ground surface. Soil materials encountered were visually
classified and logged in accordance with the Unified Soil Classification System. The
approximate location of the boring is shown on Figure 2.
Log of subsurface conditions encountered in the boring was prepared in the field by an
engineer. Soil samples consisting of relatively undisturbed brass ring samples were collected at
3 and 5-foot depth intervals and were returned to the laboratory for testing. One bulk sample
was collected at depths of 1 to 5 feet below ground surface (bgs). Final boring log was
prepared from the field log and is presented in Appendix A.
3.2 LABORATORY TESTING
Selected samples collected during drilling activities were tested in the laboratory to assist in
evaluating controlling engineering properties of subsurface materials at the site. Physical tests
performed included moisture and density determination, No. 200 Wash, Atterberg limits, direct
shear and corrosion. The results of the laboratory testing are presented in Appendix B.
4.0 DISCUSSION OF FINDINGS
The following discussion of findings for the site is based on the results of the field exploration
and laboratory testing programs.
4.1 SITE AND SUBSURFACE CONDITIONS
Generally, the subsurface conditions encountered in our boring consisted predominately of silty
sand and sandy clay to the maximum depth explored (15 feet bgs). Fill material was
encountered within our exploratory boring to depth of approximately 3 feet below the existing
ground surface. Fill materials consisted of silty sand. Native materials were observed beneath
the fill within our exploratory boring. These materials were observed to be medium dense silty
sand, firm to stiff sandy clay. For more detailed descriptions of the subsurface materials refer
to the boring logs in Appendix A.
3 Parsons-1-01
4.2 GROUNDWATER CONDITIONS
Groundwater was not encountered within our exploratory boring. Based on information from
the California Geological Survey (California Division of Mines and Geology, 1997), the
historic high ground water level in the site vicinity is at a depth of approximately 5 feet beneath
the existing ground surface.
Fluctuations of the groundwater level, localized zones of perched water, and soil moisture
content should be anticipated during and following the rainy season. Irrigation of landscaped
areas on or adjacent to the site can also cause a fluctuation of soil moisture content and local
groundwater levels.
4.3 SOIL ENGINEERING PROPERTIES
Physical tests were performed on the relatively undisturbed samples to characterize the
engineering properties of the native soils. Moisture content and dry unit weight determinations
were performed on the samples to evaluate the in-situ unit weights of the different materials.
Moisture content and dry unit weight results are shown on the boring logs in Appendix A.
5.0 STRONG GROUND MOTION POTENTIAL
The project site is located in a seismically active area typical of Southern California and likely
to be subjected to a strong ground shaking due to earthquakes on nearby faults.
5.1 CBC DESIGN PARAMETERS
To accommodate effects of ground shaking produced by regional seismic events, seismic
design can, at the discretion of the designing Structural Engineer, be performed in accordance
with the 2022 edition of the California Building Code (CBC). Table 1, 2022 CBC Seismic
Parameters, lists (next) seismic design parameters based on the 2022 CBC methodology, which
is based on ASCE/SEI 7-16:
4 Parsons-1-01
2 0 2 2 C B C S e i s m i c P a r a m e t e r s
2022 CBC Seismic Design Parameters Value
Site Latitude (decimal degrees) 33.7560
Site Longitude (decimal degrees) -117.9316
Site Class Definition D
Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.338
Mapped Spectral Response Acceleration at 1s Period, S1 0.476
Short Period Site Coefficient at 0.2s Period, Fa 1.2
Long Period Site Coefficient at 1s Period, Fv 1.824
Adjusted Spectral Response Acceleration at 0.2s Period, SMS 1.606
Adjusted Spectral Response Acceleration at 1s Period, SM1 0.868
Design Spectral Response Acceleration at 0.2s Period, SDS 1.07
Design Spectral Response Acceleration at 1s Period, SD1 0.579
6.0 LIQUEFACTION POTENTIAL
For liquefaction to occur, all of three key ingredients are required: liquefaction-susceptible
soils, groundwater within a depth of 50 feet or less, and strong earthquake shaking. Soils
susceptible to liquefaction are generally saturated loose to medium dense sands and non-plastic
silt deposits below the water table.
According to the “Map of Seismic Hazard Zones”, prepared by the California Geologic Survey,
the site is located within a liquefaction hazard zone. The site is currently developed with
existing residential building supported on shallow foundation system. Liquefaction mitigation
measures are not warranted. It is our opinion that potential for liquefaction at the site is low to
moderate and will not adversely impact the proposed construction. We recommend that the
proposed Accessory Dwelling Unit be supported on shallow foundation system.
7.0 DESIGN RECOMMENDATIONS
Based upon the results of our investigation, the proposed ADU is considered geotechnically
feasible provided the recommendations presented herein are incorporated into the design and
construction. If changes in the design of the structure are made or variations or changed
conditions are encountered during construction, GeoBoden should be contacted to evaluate
their effects on these recommendations. The following geotechnical engineering
5 Parsons-1-01
recommendations for the Proposed Dwelling Unit are based on observations from the field
investigation program and the physical test results.
7.1 EARTHWORK
All earthworks, including excavation, backfill and preparation of subgrade, should be
performed in accordance with the geotechnical recommendations presented in this report and
applicable portions of the grading code of local regulatory agencies. All earthwork should be
performed under the observation and testing of a qualified geotechnical engineer.
7.2 SITE AND FOUNDATION PREPARATION
All site preparation should be observed by experienced personnel reporting to the project
Geotechnical Engineer. Our field monitoring services are an essential continuation of our prior
studies to confirm and correlate the findings and our prior recommendations with the actual
subsurface conditions exposed during construction, and to confirm that suitable fill soils are
placed and properly compacted.
The site fill material is considered undocumented and may not be suitable for support of the
new footings. We recommend that the upper 3 feet of existing soils be removed and
recompacted. Lateral extent of overexcavation is 5 feet, where possible. If loose, disturbed, or
otherwise unsuitable materials are encountered at the bottom of excavation, removal of
unsuitable soils will be required until firm soils are encountered.
Excavations below the final grade level should be properly backfilled using lean concrete or
approved fill material compacted to a minimum of 90 percent of the maximum dry density as
determined by ASTM Test Method D1557. The backfill and any additional fill should be
placed in loose lifts less than 8 inches thick, moisture conditioned to near optimum moisture
content, and compacted to 90 percent. Fill materials should be free of construction debris, roots,
organic matter, rubble, contaminated soils, and any other unsuitable or deleterious material as
determined by the Geotechnical Engineer. The on-site soils are suitable for use as compacted
fill, provided the soil is free of any deleterious substance. All import fill material should be
approved by the Geotechnical Engineer prior to importing to the site for use as compacted fill.
6 Parsons-1-01
Excavation activities should not disturb adjacent structures or undermine any adjacent footings.
Existing utilities should be removed and adequately capped at the project boundary line or
salvaged/rerouted as designed.
7.3 FILL PLACEMENT AND COMPACTION REQUIREMENTS
Material for engineered fill should be select free of organic material, debris, and other
deleterious substances, and should not contain fragments greater than 3 inches in maximum
dimension. On-site excavated soils that meet these requirements may be used to backfill the
excavated building area.
All fill should be placed in 6-inch-thick maximum lifts, watered or air dried as necessary to
achieve near optimum moisture conditions, and then compacted in place to a maximum relative
compaction of 90 percent. The laboratory maximum dry density and optimum moisture content
for each change in soil type should be determined in accordance with Test Method
ASTM D 1557. A representative of the project consultant should be present on-site during
grading operations to verify proper placement and compaction of all fill, as well as to verify
compliance with the other geotechnical recommendations presented herein.
Imported soils, if any, should consist of clean materials exhibiting a VERY LOW expansion
potential (Expansion Index less than 20). Soils to be imported should be approved by the
project geotechnical consultant prior to importation.
7.4 GEOTECHNICAL OBSERVATIONS
Exposed bottom surfaces in each removal area should be observed and approved by the project
geotechnical consultant prior to placing fill. No fill should be placed without prior approval
from the geotechnical consultant.
The project geotechnical consultant should be present on site during grading operations to
verify proper placement and compaction of fill, as well as to verify compliance with the
recommendations presented herein.
7.5 POST-GRADING CONSIDERATIONS
Positive drainage devices such as concrete flatwork, graded swales, and area drains should be
provided around the new construction to collect and direct all water to a suitable discharge area.
7 Parsons-1-01
Neither rain nor excess irrigation water should be allowed to collect or pond against building
foundations.
7.6 UTILITY TRENCH BACKFIL
All utility trench backfill should be compacted to a minimum relative compaction of 90
percent. Trench backfill materials should be placed in lifts no greater than approximately 6
inches in thickness, watered or air-dried as necessary to achieve near optimum moisture
conditions, and then mechanically compacted in place to a minimum relative compaction of 90
percent. A representative of the project geotechnical consultant should probe and test the
backfills to verify adequate compaction.
As an alternative for shallow trenches where pipe or utility lines may be damaged by
mechanical compaction equipment, such as under building floor slabs, imported clean sand
exhibiting a sand equivalent (SE) value of 30 or greater may be utilized. The sand backfill
materials should be watered to achieve near optimum moisture conditions and then tamped into
place. No specific relative compaction will be required; however, observation, probing, and if
deemed necessary, testing should be performed by a representative of the project geotechnical
consultant to verify an adequate degree of compaction and that the backfill will not be subject
to settlement.
Where utility trenches enter the footprint of the buildings, they should be backfilled through
their entire depths with on-site fill materials, sand-cement slurry, or concrete rather than with
any sand or gravel shading. This “Plug” of less- or non-permeable materials will mitigate the
potential for water to migrate through the backfilled trenches from outside of the buildings to
the areas beneath the foundations and floor slabs.
8 Parsons-1-01
7.7 SHALLOW FOUNDATIONS
Following the site and foundation preparation recommended above, foundation for load bearing
walls and interior columns may be designed as discussed below.
7.7.1 Bearing Capacity and Settlement
Load bearing walls and interior columns may be supported on continuous spread footings and
isolated spread footings, respectively, and should bear entirely upon properly engineered fill or
competent native soils. Continuous and isolated footings should have a minimum width of 14
inches and 18 inches, respectively. All footings should be embedded a minimum depth of 18
inches measured from the lowest adjacent finish grade. Continuous and isolated footings
placed on such materials may be designed using an allowable (net) bearing capacity of 2,000
and 2000 pounds per square foot (psf), respectively. Allowable increases of 250 psf for each
additional 1 foot in width and 250 psf for each additional 6 inches in depth may be utilized, if
desired. The maximum allowable bearing pressure should be 3,000 psf. The maximum
bearing value applies to combined dead and sustained live loads. The allowable bearing
pressure may be increased by one-third when considering transient live loads, including seismic
and wind forces.
Based on the allowable bearing value recommended above, total settlement of the shallow
footings are anticipated to be less than one inch, provided foundation preparations conform to
the recommendations described in this report. Differential settlement is anticipated to be
approximately half the total settlement for similarly loaded footings spaced up to approximately
30 feet apart.
7.7.2 Lateral Load Resistance
Lateral load resistance for the spread footings will be developed by passive soil pressure
against sides of footings below grade and by friction acting at the base of the concrete footings
bearing on compacted fill. An allowable passive pressure of 250 psf per foot of depth may be
used for design purposes. An allowable coefficient of friction 0.35 may be used for dead and
sustained live load forces to compute the frictional resistance of the footings constructed
directly on compacted fill. Safety factors of 2.0 and 1.5 have been incorporated in development
of allowable passive and frictional resistance values, respectively. Under seismic and wind
loading conditions, the passive pressure and frictional resistance may be increased by one-third.
9 Parsons-1-01
7.7.3 Footing Reinforcement
Reinforcement for footings should be designed by the structural engineer based on the
anticipated loading conditions. Footings for lightly loaded wood-frame structures that are
supported in low expansive soils should have No. 4 bars, two top and two bottom.
7.8 CONCRETE SLAB ON-GRADE
Concrete slabs will be placed on undisturbed natural soils or properly compacted fill as
outlined. Moisture content of subgrade soils should be maintained near the optimum moisture
content.
At the time of the concrete pour, subgrade soils should be firm and relatively unyielding. Any
disturbed soils should be excavated and then replaced and compacted to a minimum of 90
percent relative compaction. Slabs should be designed to accommodate low expansive fill
soils. The structural engineer should determine the minimum slab thickness and reinforcing
depending upon the expansive soil condition intended use. Slabs placed on low expansive soils
should be at least 4 inches thick and have minimum reinforcement of No. 3 bars placed at mid-
height of the slabs and spaced 18 inches on centers, in both directions. The structural engineer
may require thicker slabs with more reinforcement depending on the anticipated slab loading
conditions.
Per CALGreen Code, a 4-inch thick base of ½ -inch or larger clean aggregate shall be provided
with a vapor retarder in direct contact with concrete and a concrete mix design which will
address bleeding, shrinkage and curling shall be used. Alternatively, concrete floor slabs should
be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such
as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed, and at least
2 inches of clean sand should be placed over the membrane to promote uniform curing of the
concrete. To reduce the potential for punctures, the membrane should be placed on a pad
surface that has been graded smooth without any sharp protrusions. If a smooth surface can not
be achieved by grading, consideration should be given to placing a 1-inch thick leveling coarse
of sand across the pad surface prior to placement of the membrane.
10 Parsons-1-01
7.9 SOLUBLE SULFATES AND SOIL CORROSIVITY
Minimum resistivity test on one near surface bulk sample from the site indicated that on-site
soils are moderately corrosive when in contact with ferrous materials. The preliminary
chemical test results are included in Appendix B. Typical recommendations for mitigation of
the corrosive potential of the soil in contact with building materials are the following:
Below grade ferrous metals should be given a high quality protective coating, such as
an 18 mil plastic tape, extruded polyethylene, coal tar enamel, or Portland cement
mortar.
Below grade ferrous metals should be electrically insulated (isolated) from above grade
ferrous metals and other dissimilar metals, by means of dielectric fittings in utilities and
exposed metal structures breaking grade.
Steel and wire reinforcement within concrete in contact with the site soils should have
at least two inches of concrete cover.
If ferrous building materials are expected to be placed in contact with site soils, it may
be desirable to consult a corrosion specialist regarding chosen construction materials,
and/or protection design for the proposed facility.
Corrosion test results also indicate that the surficial soils at the site have negligible
sulfate attack potential on concrete. No sulfate-resistant cement will be necessary for
concrete placed in contact with the on-site soils.
It is also recommended that additional sampling and analysis be conducted during the final
stages of site grading to provide a complete assessment of soil corrosivity. GeoBoden does not
practice corrosion engineering. Therefore, we recommend that on-site soils be tested and
analyzed near or at the completion of precise grading by a qualified corrosion engineer to
evaluate the general corrosion potential of the on-site soils and any impact on the proposed
construction.
Corrosion test results also indicate that the surficial soils at the site have negligible sulfate
attack potential on concrete. No special sulfate-resistant cement will be necessary for concrete
placed in contact with the on-site soils.
11 Parsons-1-01
8.0 CONSTRUCTION CONSIDERATIONS
Based on our field exploration program, earthwork can be performed with conventional
construction equipment.
8.1 TEMPORARY DEWATERING
Groundwater was not encountered within our exploratory boring. Based on the anticipated
excavation depths, it is unlikely that dewatering will be required during construction.
8.2 CONSTRUCTION SLOPES
The temporary excavation side walls may be cut vertically to a maximum height of 3 feet.
Surcharge loads should be kept away from the top of temporary excavations a horizontal
distance equal to at least one-half the depth of excavation. Surface drainage should be
controlled along the top of temporary excavations to preclude wetting of the soils and erosion
of the excavation faces.
Where space permits, and providing that adjacent facilities are adequately supported, open
excavations may be considered. In general, unsupported slopes for temporary construction
excavations should not be expected to stand at an inclination steeper than 1:1
(horizontal:vertical). The temporary excavation side walls may be cut vertically to a height of
3 feet and then laid back at a 1:1 slope ratio above a height of 3 feet.
Surcharge loads should be kept away from the top of temporary excavations a horizontal
distance equal to at least one-half the depth of excavation. Surface drainage should be
controlled along the top of temporary excavations to preclude wetting of the soils and erosion
of the excavation faces. Even with the implementation of the above recommendations,
sloughing of the surface of the temporary excavations may still occur, and workmen should be
adequately protected from such sloughing.
8.3 POST INVESTIGATION SERVICES
Final project plans and specifications should be reviewed prior to construction to confirm that
the full intent of the recommendations presented herein have been applied to design and
construction. Following review of plans and specifications, observation should be performed
by the geotechnical engineer during construction to document that foundation elements are
12 Parsons-1-01
founded on/or penetrate onto the recommended soils, and that suitable backfill soils are placed
upon competent materials and properly compacted at the recommended moisture content.
9.0 CLOSURE
The conclusions, recommendations, and opinions presented herein are: (1) based upon our
evaluation and interpretation of the limited data obtained from our field and laboratory
programs; (2) based upon an interpolation of soil conditions between and beyond the borings;
(3) are subject to confirmation of the actual conditions encountered during construction; and,
(4) are based upon the assumption that sufficient observation and testing will be provided
during construction.
If parties other than GeoBoden are engaged to provide construction geotechnical services, they
must be notified that they will be required to assume complete responsibility for the
geotechnical phase of the project by concurring with the findings and recommendations in this
report or providing alternate recommendations.
If pertinent changes are made in the project plans or conditions are encountered during
construction that appear to be different than indicated by this report, please contact this office.
Significant variations may necessitate a re-evaluation of the recommendations presented in this
report.
13 Parsons-1-01
10.0 REFERENCES
California Building Code, 2022 Volume 2.
Department of Conservation, Division of Mines and Geology. 1998. “Seismic Hazard Zone
Report for the Tustin 7.5-Minute Quadrangles, Orange County, California, Seismic
Hazard Zone Report 012.
FIGURES
GEOBODEN INC.SITE VICINITY MAP
Proposed Accessory Dwelling Unit
1301 North Parsons Place
Santa Ana, CaliforniaGeotechnical Consultants
12-15-25
Parsons
Map No.
Figure By
Date
Project No.
Figure No.
2
B-1
GEOBODEN INC.
Geotechnical Consultants
LEGEND
NUMBER AND APPROXIMATE
LOCATION OF BORING
B-1
BORING LOCATION PLAN
Proposed Accessory Dwelling Unit
1301 North Parsons Place
Santa Ana, California 12-15-25
Parsons
APPENDIX A
BORING LOGS
38
692279
Bottom of borehole at 15 feet below ground surface. No
groundwater at the time of driling. Boring was backfilled with
cuttings.
SANDY CLAY (CL): dark brown, moist
SILTY SAND (SM): brown, moist [NATIVE]
SILTY SAND (SM): dark brown, moist [FILL]
GEOBODEN, INC.
MC
R-2
MC
R-1
AU
SK-1
19
9106
48
MATERIAL DESCRIPTION
0
5
10
15
DE
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(f
t
)
Bottom of borehole at 15.0 feet.
ATTERBERG
LIMITS
BORING NUMBER B-1
PAGE 1 OF 1
PL
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PROJECT NAME Proposed Accessory Dwelling Unit
PROJECT LOCATION 1301 North Parsons Place, Anaheim
GROUND ELEVATION HOLE SIZE 4''
GROUND WATER LEVELS:
CHECKED BY
CLIENT WIN NGUYEN DESIGN GROUP
PROJECT NUMBER Parsons-1-01
DATE STARTED 11/27/25
DRILLING CONTRACTOR GeoBoden,
Inc. DRILLING METHOD Hand Auger
Boring LOGGED BY S.R.
NOTES
COMPLETED 11/27/25
AT TIME OF DRILLING ---
AT END OF DRILLING ---
AFTER DRILLING ---
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APPENDIX B
LABORATORY TESTING
B-1
APPENDIX B
LABORATORY TESTING
PROPOSED ACCESSORY DWELLING UNIT
1301 North Parsons Place
SANTA ANA, CALIFORNIA
Laboratory tests were performed on selected samples to assess the engineering properties and
physical characteristics of soils at the site. The following tests were performed:
moisture content and dry density
No. 200 Wash
Atterberg limits
direct shear
corrosion potential
Test results are summarized on laboratory data sheets or presented in tabular form in this
appendix.
Moisture Density Tests
The field moisture contents, as a percentage of the dry weight of the soils, were determined by
weighing samples before and after oven drying. The dry density, in pounds per cubic foot, was
also determined fir all relatively undisturbed ring samples collected. These analyses were
performed in accordance with ASTM D 2937. The results of these determinations are shown on
the boring log in Appendix A.
No. 200 Wash Sieve
A quantitative determination of the percentage of soil finer than 0.075 mm was performed on
selected soil samples by washing the soil through the No. 200 sieve. Test procedures were
performed in accordance with ASTM Method D1140. The result of the tests are shown on the
boring log.
Atterberg Limits
Liquid limit, plastic limit, and plasticity index were determined for selected soil samples in
accordance with ASTM D 4318. The soil sample was air-dried and passed through a No. 40
sieve and moisturized. The liquid and plastic limit tests were performed on the fraction passing
B-2
the No. 40 sieve. Results of the Atterberg limits tests are shown graphically and presented in
this Appendix.
Direct Shear
Direct shear tests were performed on undisturbed samples of on-site soils. A different normal
stress was applied vertically to each soil sample ring which was then sheared in a horizontal
direction. The resulting shear strength for the corresponding normal stress was measured at a
maximum constant rate of strain of 0.005 inches per minute. The direct shear results are shown
graphically on a laboratory data sheet included in this appendix.
Corrosion Potential
Corrosion was tested on the selected soil sample in the near surface to determine the corrosivity
of the site soil to steel and concrete. The soil samples were tested for soluble sulfate (Caltrans
417), soluble chloride (Caltrans 422), and pH and minimum resistivity (Caltrans 643). The
results of corrosion tests are summarized in Table B-1.
TABLE B-1 (Corrosion Test Results)
Boring
No.
Depth
(ft)
Chloride
Content
(Calif. 422)
ppm
Sulfate Content
(Calif. 417)
% by Weight
pH
(Calif. 643)
Resistivity
(Calif. 643)
Ohm*cm
B-1
0-2 121 0.0169 7.6 1,078
4,000
DIRECT SHEAR TEST
7,0006,0005,000 8,000
5,000
0
1,000
2,000
1,000
4,000
3,000
6,000
7,000
8,000
0 2,000
3,000
B-1
Classification
3.0 SILTY SAND (SM)
CLIENT WIN NGUYEN DESIGN GROUP
PROJECT NUMBER Parsons-1-01
PROJECT NAME Proposed Accessory Dwelling Unit
PROJECT LOCATION 1301 North Parsons Place, Santa Ana, CA
9
GEOBODEN, INC.
c
NORMAL PRESSURE, psf
106
MC%
315 28
Specimen Identification
SH
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O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
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C1TNY,,08§ffTA ANA
Planning an Building Agency
Garden Grove Unified School District
Certification of Compliance ��R,',`re�,`,_N�%
f
Payment o 0
School Facility Fees �'oved
FOR AT PERM i, FF SSUANCE
ellA169 Developer/Applicant'`-� AA _+
M I�/� OIDE N C
�. � VDEn IBf
Address4000r,
A4
Telephone Number
Project Location
Street Address Cl ty ZIP
OFFICE USE
Elem., School Int.School High School Thomas Map No.
Number of Square Feet Total $
of Residential Space x
Number of Square Feet
of Commercial and
Industrial Space � X Total $
The above representations as to square footage are true. Developer/Applicant agrees that if it is
later determined that such representations are not true then this certificate shall automatically
terminate and the appropriate City/County shall be notified.
Applicant is hereby noticed that any party filing a protest regarding the imposition of fees
pursuant to Government Code Section 65995 and Education Code Section 17620 must do so
within 90 days from the payment of the fee.
Dat4Developer/Applicant
--------------------------------------------------
Receipt of Payment
This certifies that the above -named Developer/Applicant has paid school facility fees in
compliance with G��:)vernment Code Section 65995 and Education Code Section 17620.
These fee have bee received from
Dollars $ 3 b
Cash CheckCheck No. nk
D te SU erin n e t Designee
Garden Grove n' led School District
(71 6631m6442
9703-69* (Rev. 6/14
)
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