HomeMy WebLinkAbout1022 S Hickory St - PlanSHEET
CELL: 949-401-3370
INFO@YARDDES.COM
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
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VICINITY MAP
SCOPE OF WORK:
- NEW 795 SQ FT DETACHED ADU
SHEET LIST
SHEET NUMBER
00-G-000
00-G-001
SHEET NAME
TITLE SHEET
01-A-000
01-A-001
01-A-002
10/22/2024
SITE PLANS
GENERAL NOTES
APPROVAL STAMP
THIS PROJECT SHALL COMPLY WITH THE STATE OD CALIFORNIA TITLE 24
AND THE FOLLOWING CODES:
2022 CALIFORNIA RESIDENTIAL CODE, TITLE 24 PART 2.5
2022 CALIFORNIA MECHANICAL CODE, TITLE 24 PART 3
2022 CALIFORNIA ELECTRICAL CODE, TITLE 24 PART 4
2022 CALIFORNIA PLUMBING CODE, TITLE 24 PART 5
2022 CALIFORNIA ENERGY CODE, TITLE 24, PART 6
2022 CALIFORNIA BUILDING CODE, TITLE 24 PART 2
ASSESSOR PARCEL NO. (APN): 011-075-21
LEGAL DESCRIPTION: N TR 466 BLK E LOT 28 TR 466
LOT SIZE: 8,100 SQFT
BUILDING SIZE: 1,243 SQFT
NO. OF STORIES: 1
CITY ZONING DESIGNATION: R-3
CONSTRUCTION TYPE: V-B
LOT 28 BLK E AND N1/2 LOT 27 BLK E
FRONT PORCH: 133 SQFT
TWO CAR GARAGE: 324 SQFT
LOT COVERAGE: 1,243 / 8,100 = 15.34%
FIRE SPRINKLER: NO
PROPOSED DETACHED ADU: 795 SQFT
PROPOSED LOT COVERAGE: 2,038 / 8,100 = 25.1%
GENERAL NOTES
SECTIONS, ELEVATIONS
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE TITLE 24, PART 11
CITY OF SANTA ANA MUNICIPAL CODES
LANDSCAPING NOTES:
GENERAL NOTES:
00-G-002 GENERAL NOTES
02-GD-001
PROPOSED FLOOR PLANS
GENERAL NOTES02-GD-002
GENERAL DETAILS02-GN-001
GENERAL DETAILS02-GN-002
FOUNDATION PLAN02-S1
ROOF FRAMING PLAN02-S2
DETAIL02-S3
TITLE 2403-T24-1
TITLE 2403-T24-2
GRADING/DRAINAGE NOTES04-GD-1
GRADING/DRAINAGE PLAN04-GD-2
DETAILS (DRAINAGE)04-GD-3
PROPOSED BUILDING SIZE: 1,243 SQFTNOTES:
- 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.
SEPERATE PERMITS FOR THIS LOT:
- POOL PERMIT #101119176
- NEW 75 LN FT FENCE AT FRONT OF THE HOUSE
PROJECT CONSULTANTS:
DESIGN:
NAME: YARD DESIGN
EMAIL: INFO@YARDDES.COM
PHONE: (949) 401-3370
STRUCTURAL ENGINEER:
NAME: SPS ENGINEERING
EMAIL: SHANT.SPS@GMAIL.COM
PHONE: (818) 747-7269
NAME: NALSER ENGINEERING
EMAIL: NALSERENGINEERING@GMAIL.COM
PHONE: (818) 913-7525
ENERGY:
NAME: GEOMAX ENGINEERING
EMAIL: GEOMAXENG@GMAIL.COM
PHONE: (562) 806-2173
SOIL ENGINEER:
NAME: CALCOAST ENGINEERING
EMAIL: MANSOUR@CALCOASTENGINEERING.COM
PHONE: (949) 235-5068
GRADING:
ADU SF / SFD SF RATIO: 795 / 1243 = 63.95%
00-G-003 GENERAL NOTES
00-G-004 GENERAL NOTES
- FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND REPAIRS WITHIN ANY
TWELVE-MONTH PERIOD EXCEED FIFTY (50%) PERCENT OF THE VALUE OF ANY
EXISTING BUILDING OR STRUCTURE, EACH BUILDING OR STRUCTURE SHALL BE
MADE TO CONFORM TO THE REQUIREMENTS FOR NEW BUILDINGS OR
STRUCTURES AND COMPLY WITH THE BUILDING SECURITY REGULATIONS. SANTA
ANA MUNICIPAL CODE CHAPTER 8, DIVISION 3.
FLOOD ZONE: X
00-G-005 GRADING EXEMPT FORM
THESE PLANS HAVE BEEN REVIEWED BY GEOMAX ENGINEERING, INC., THEY APPEAR TO BE
IN CONFORMITY WITH OUR SOILS REPORT GE24033 DATED MAY 21, 2024.
GEOMAX ENGINEERING, INC. IS NOT RESPONSIBLE FOR THE ACCURACY, DIMENSIONS,
MEASUREMENTS OR ANY PORTION OF THE DESIGN.
NOVEMBER 08, 2024
BLDG # 101120004
APPROVALS
PLNG - FArias
BLDG - CSG Consultants
POLICE- BMartin
1022 S Hickory St
1/9/2025
11. CARBON MONOXIDE DETECTORS SHALL BE INTERCONNECTED SUCH
THAT THE ACTIVIATION OF ONE ALARM WILL ACTIVIATE ALL ALARMS.
CARBON MONOXIDE DETECTORS SHALL BE "HARD WIRED" AND SHALL BE
EQUIPPED WITH BATTERY BACK UP.
10. AT BEDROOMS PROVIDE ONE OPENABLE ESCAPE WINDOW OR DOOR
MEETING ALL OF THE FOLLOWING: AN OPENABLE AREA OF NO LESS THAN 5.7 SQ. FT.,
OVER 44 INCHES ABOVE THE FLOOR (CRC 310.4)
A MINIMUM CLEAR 24 INCH HEIGHT AND 20 INCH WIDTH, AND A SILL HEIGHT NOT
1. COMPLY WITH MANDATORY MEASURES ATTACHED. SEE SHEET MF-1R
2. LIGHTING IN KITCHEN. ALL LUMINARIES SHALL BE HIGH EFFICACY.
3. LIGHTING IN BATHROOMS, GARAGES, LAUNDRY ROOMS AND UTILITY
ROOMS. ALL LUMINARIES SHALL BE HIGH EFFICACY.
4. OTHER ROOMS. ALL LUMINARIES SHALL BE HIGH EFFICACY.
5. OUTDOOR LIGHTING. ALL LUMINARIES MOUNTED TO THE BUILDING OR TO
OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINARIES
AND SHALL BE CONTROLLED BY A PHOTOCONTROL/MOTION SENSOR COMBINATION.
6. HIGH EFFICACY LUMINARIES MUST BE PIN BASED.
HIGH EFFICACY LAMP REQUIREMENTS:
LAMP POWER RATING MIN. LAMP EFFICACY
15 WATTS OR LESS 40 LUMENS PER WATT
15 TO 40 WATTS 50 LUMENS PER WATT
OVER 40 WATTS 60 LUMNES PER WATT
7. OCCUPANCY SENSORS MUST HAVE NO MANUAL OVERIDE, 30 MINUTE MAXIMUM
TIMER AND BE MICROWAVE/ULTRASONIC OR PASSIVE INFRA-RED TYPE.
1. ELECTRICAL WORK SHALL COMPLY WITH 2022 CALIFORNIA ELECTRICAL CODE.
2. FOR A NEW OR REMODELED KITCHEN PROVIDE SMALL APPLIANCE AND DEDICATED CIRCUITS.
THERE SHALL BE A MINIMUM OF TWO 20-AMPERE DEDICATED COUNTER TOP SMALL APPLIANCE
CIRCUITS WITH OUTLETS LOCATED NO MORE THAN 20" OVER COUNTER TOP (2019 CEC 210.11 AND 210.52)
3. NEW OR REMODELED BATHROOMS REQUIRE A 20-AMPERE DEDICATED CIRCUIT. THIS CIRCUIT MAY
SUPPLY RECEPTACLES ONLY. (2019 CEC 210.11 (C), 210.52(D) AND 210.23(A))
4. THE CENTER OF 15-20-30 AMPERE RECERTACLES SHALL BE INSTALLED NOT LESS THAN 12" ABOVE THE
FLOOR. 3-210-25 (g)
5. CENTER OF SWITCHES TO BE BETWEEN 3 & 4 FEET ABOVE THE FLOOR.
6. RECEPTACLES OULETS SHALL BE SPACED AT 12 FT. O. C. MAX, AND SHALL BE LOCATED WITHIN 6 FT. OF
DOORS OPENING.
7. PROVIDE OUTDOOR RECEPTACLES WITH WEATHERPROOF COVER AND GROUND FAULT CIRCUIT
INTERRUPTOR (G F C I ). ONE IN FRONT AND ONE IN BACK OF THE DWELLING IS THE MINIMUM
REQUIREMENT. (2019 CEC 210.52)
8. ALL BRANCH CIRCUITS THAT SUPPLY 125 VOLT, SINGLE PHASE, 15 & 20 AMPERE RECEPTACLE OUTLETS
INSTALLED IN BEDROOM, LIVING ROOM, FAMILY ROOM, DINING ROOM, KITCHEN, AND LAUNDRY ROOM
SHALL BE PROTECTED BY A COMBINATION ARC-FAULT CIRCUIT INTERRUPTER'S) - 2019 CEC 210-12(b).
9. AUTOMATIC GARAGE DOOR OPENERS, IF PROVIDED, SHALL BE LISTED AND LABELED IN ACCORDANCE
WITH UL325. (R309.4 CRC)
LC
EQ
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EQ
.
TEMPERED, LAMINATED SAFETY GLASS OR APPROVED PLASTIC. IF GLASS IS USED IT SHALL
6. ALL SHOWERS AND TUB-SHOWERS SHALL HAVE EITHER A PRESSURE BALANCE OR A
HAVE A MINIMUM THICKNESS OF NOT LESS THAN 1/8" WHEN FULLY TEMPERED OR 1/4" WHEN
4. WATERCLOSETS AND SHOWER HEADS SHALL BE LOW CONSUMPTION (1.28 GAL/FLUSH W.C).
LAMINATED AND SHALL PASS THE TEST REQUIREMENTS OF UBC STANDARD No 54-2.
5. WATERCLOSETS SHALL COMPLY WITH THE MINIMUM CLEARANCES SPECIFIED BELOW.
THERMOSTATIC MIXING VALVE. (P.C.420.0)
SMOOTH, HARD NON ABSORBENT SURFACES SUCH AS PORTLAND CEMENT, CONCRETE, CERAMIC
TILE OR OTHER APPROVED MATERIAL TO A HEIGHT OF NOT LESS THAN 72 INCHES ABOVE THE
MATERIALS OTHER THAN STRUCTURAL ELEMENTS USED IN SUCH WALLS SHALL BE MOISTURE
2. GLASS ENCLOSURE DOORS AND PANELS SHALL BE LABELED CATEGORY II. DOORS SHALL
SWING OUTWARD. THE NET AREA OF THE SHOWER RECEPTOR SHALL BE NOT LESS THAN 1,024
1. SHOWERS AND TUBS WITH SHOWERS SHALL HAVE FLOORS AND WALLS FINISHED WITH
3. GLAZING USED IN DOORS AND PANELS OF SHOWER AND TUB ENCLOSURES SHALL BE FULLY
SI OF FLOOR AREA, AND ENCOMPASS 30" DIAMETER CIRCLE.
RESISTANT.
DRAIN INLET.
6. WATER HEATER TO BE STRAPPED FOR LATERAL SUPPORT.
PROVIDE UPPER & LOWER COMBUSTION AIR PIPE.
5. ALL EXTERIOR SWINGING DOORS SHALL BE WEATHER-STRIPPED.
1. PROVIDE A SMOKE DETECTOR AT ALL SLEEPING ROOMS
MINIMUM OF 4 INCHES ABOVE THE CONTROLS (P.C. 701.1.2.2)
ONE IN THE LOWER 1/3 OF THE TANK. THE LOWER POINT SHALL BE A
WALL IN TWO PLACES. ONE IN THE UPPER 1/3 OF THE TANK AND
9. NEW OR REPLACEMENT WATER HEATERS SHALL BE STRAPPED TO THE
7. USE 2"X 6" WOOD STUDS @ 16"O.C. AT PLUMBING WALLS.
8. DUCTS SHALL BE SIZED PER CHAPTER 6 OF THE MECHANICAL CODE
4. ALL EXTERIOR RECEPTACLES AND THOSE INSTALLED IN
BATHROOMS, GARAGES AND WITHIN 6 FEET FROM
SINK ABOVE COUNTER SHALL BE PROTECTED BY GROUND
RELIEF VALVE ON WATER HEATERS AND PIPE DRAINS
TO EXTERIOR. ( AS PER CPC 505.4 AND 505.5)
3. PROVIDE A COMBINATION TEMPERATURE AMD PRESSURE
WITH BATTERY BACK-UP AY NEW ROOMS ONLY. AT
EXISTING BEDROOMS USE BATTERY OPPERATED SMOKE
2. ALL WATER PIPING WITHIN THE BUILDING STRUCTURE
SHALL BE BONDED TOGETHER, MADE ELECTRICALLY
CONTINUOUS AND BONDED IN TURN TO THE GROUNDING
ELECTRODE CONDUCTOR AT THE SERVICE.
AND HALLWAYS; SMOKE DETECTORS SHALL BE HARDWIRE
DETECTORS.
FAULT PROTECTION ( G.F.I. )
3. GLAZING IN THE FOLLOWING LOCATIONS SHALL BE SAFETY GLAZING
CONFORMING TO THE HUMAN IMPACT LOADS OF SECTION R308.3 (SEE EXCEPTIONS) (R308.4):
A. FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BI-FOLD DOOR ASSEMBLIES.
B. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE
NEAREST VERTICAL EDGE IS WITHIN A 24-INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN
A CLOSED POSITION AND WHOSE BOTTOM EDGE IS LESS THAN 60 INCHES ABOVE THE FLOOR OR
WALKING SURFACE.
C. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLOWING
CONDITIONS:
1) EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET.
2) BOTTOM EDGE LESS THAN 18 INCHES ABOVE THE FLOOR.
3) TOP EDGE GREATER THAN 36 INCHES ABOVE THE FLOOR.
4) ONE OR MORE WALKING SURFACES WITHIN 36 INCHES HORIZONTALLY OF THE GLAZING.
E. GLAZING IN ENCLOSURES FOR OR WALLS FACING HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM
ROOMS, BATHTUBS AND SHOWERS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN
60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE.
G. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36 INCHES
ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN
FLIGHTS OF STAIRS AND RAMPS.
H. GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING IS
LESS THAN 36 INCHES ABOVE THE LANDING AND WITHIN 60 INCHES HORIZONTALLY OF THE
BOTTOM TREAD.
12. PROVIDE EMERGENCY EXIT DOOR OR WINDOW FROM BASEMENT AND/OR
SLEEPING ROOM(S) AND HABITABLE ATTICS. NET CLEAR WINDOW OPENING
AREA SHALL BE NO LESS THAN 5.7 SQ. FT. (EXCEPT AT GRADE FLOOR
OPENING SHALL BE MINIMUM 5.0 SQ. FT.) MIN. NEW WINDOW OPENING HEIGHT
DIMENSION, 24" CLEAR, MIN. NET OPENING WIDTH DIMENSION, 20" CLEAR.
FINISHED SILL HEIGHT MAX 44" ABOVE FLOOR. THE EMERGENCY ESCAPE AND
RESCUE OPENING SHALL BE OPERATIONAL FROM INSIDE OF THE ROOM
WITHOUT THE USE OF KEYS, TOOLS, OR SPECIAL KNOWLEDGE. WINDOW
OPENING CONTROL DEVICES COMPLYING WITH ASTM F2090 SHALL BE
PERMITTED." CRC R310.1
13. WHERE MORE THAN ONE SMOKE ALARM IS REQUIRED THEY SHALL BE
INTERCONNECTED IN SUCH A MANNER THAT THE ACTIVATION OF ONE ALARM
WILL ACTIVATE ALL ALARMS IN THE DWELLING. CRC R314.4
14. COMBINATION SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE
LISTED AND APPROVED IN ACCORDANCE WITH UL 217 AND UL 2034. CRC R314.1.1
15. SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL RECEIVE THEIR
PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WIT A
BATTERY BACKUP. CRC 314.6,R315.5
16. DRAFTSTOPPING SHALL BE PROVIDED WHERE THERE IS USABLE SPACE ABOVE
AND BELOW THE CONCEALED SPACE OF A FLOOR CEILING ASSEMBLY. THE
DRAFT STOP SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED
SPACE DOES NOT EXCEED
1. ALL DUCTS WORK INSTALLED WITH A COMBINED LENGTH OF 40 FEET OR
GREATER SHALL BE REQUIRED TO MEET PACKAGE D, REQUIRE A HERS
RATER, AND SUBMIT.
2. CONDENSATE LINES FROM MECHANICAL EQUIPMENT SHALL DISCHARGE
TO A PLUMBING FIXTURE OR STORM DRAIN BY MEANS OF AN INDIRECT
WASTE PIPE. CONDENSATE LINES SHALL NOT DRAIN OVER A PUBLIC WAY.
(310.1 CMC)
3. EACH BATHROOM CONTAINING A BATHTUB, SHOWER OR TUB/SHOWER
COMBINATION SHALL BE MECHANICALLY VENTILATED FOR PURPOSES OF
HUMIDITY CONTROL IN ACCORDANCE WITH CMC, CHAPTER 4 AND CGBSC,
CHAPTER 4, DIVISION 4.5 HUMIDITY CONTROL SHALL BE CAPABLE OF
ADJUSTMENT BETWEEN A RELATIVE HUMIDITY RANGE OF LESS THAN OR
EQUAL TO 50% TO A MAXIMUM OF 80% (R303.3.1 CRC)
4.EVERY DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES
CAPABLE OF MAINTAINING A ROOM TEMPERATURE OF NOT LESS THAN 68°F
AT A POINT 3 FEET ABOVE THE FLOOR AND 2 FEET FROM EXTERIOR WALLS.
THE INSTALLATION OF PORTABLE SPACE HEATERS SHALL NOT BE USED TO
ACHIEVE COMPLIANCE WITH THIS SECTION. SHOW SOURCE OF HEAT ON
PLANS. (R303.9 CRC)
5. PROVIDE A SEDIMENT TRAP AT THE LOCATION OF THE WATER HEATER
AND THE FAU OR WHERE A SEDIMENT TRAP IS NOT INCORPORATED AS
PART OF THE APPLIANCE. A SEDIMENT TRAP MUST BE INSTALLED
DOWNSTREAM OF THE APPLIANCE SHUTOFF VALVE AS CLOSE TO THE
INLET OF THE APPLIANCE AS PRACTICAL, BUT BEFORE THE FLEX
CONNECTOR, WHERE USED AT THE TIME OF APPLIANCE INSTALLATION.
SEDIMENT TRAPS ARE NOT REQUIRED AT RANGES, CLOTHES DRYERS,
DECORATIVE VENTED APPLIANCES, OR GAS FIREPLACES. (1313.7 CMC)
1. PIPING MATERIAL:
WATER: COPPER TYPE "M" OR "L"
SEWER/VENTS: ABS SCHED 40
2. WATER PIPING MATERIALS WITHIN A BUILDING SHALL BE IN ACCORDANCE WITH
SEC. 604.1 OF THE CA PLUMBING CODE. PEX, CPVC AND OTHER PLASTIC WATER
PIPING SYSTEMS SHALL BE INSTALLED IN ACCO WITH THE REQUIREMENTS OF
SEC. 604 OF THE CPC, INSTALLATION STANDARDS OF APPENDIX I OF THE C
MANUFACTURERS RECOMMENDED INSTALLATION STANDARDS. CPVC WATER
PIPING REQUIRES A CERTIFICA COMPLIANCE AS SPECIFIED IN SEC 604.1.1(D) OF
THE CPC PRIOR TO PERMIT ISSUANCE.
3. ALL HOSE BIBS MUST HAVE AN APPROVED ANTI-SIPHON DEVICE. (CPC 603.5.7)
4. SHOWER AND TUB-SHOWER COMBINATIONS SHALL BE PROVIDED WITH
INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR
COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT
PROVIDED SCALD AND THERMAL SHOCK PROTECTION. THESE VALVES SHALL
CONFORM TO ASSE 1016 OR ASME 112.18.1/CSA B125.1. HANDLE POSITION STOPS
SHALL BE PROVIDED ON SUCH VALVES AND SHALL BE ADJUSTED PER THE
MANUFACTURER'S INSTRUCTIONS TO DELIVER A MAXIMUM MIXED WATER
SETTING OF 120°F. WATER HEATING THERMOSTATS SHALL NOT BE CONSIDERED
A SUITABLE CONTROL FOR MEETING THIS PROVISION. (CPC 408.3).
5. ALL NON-COMPLIANT PLUMBING FIXTURES SHALL BE REPLACED WITH
WATER-CONSERVING PLUMBING FIXTURES. (CIVIL CODE SECTION 1101.4(B))
NONCOMPLIANT PLUMBING FIXTURE MEANS ANY OF THE FOLLOWING:
A. ANY TOILET MANUFACTURED TO USE MORE THAN 1.6 GALLONS OF WATER PER FLUSH.
B. ANY URINAL MANUFACTURED TO USE MORE THAN ONE GALLON OF WATER PER FLUSH.
C. ANY SHOWERHEAD MANUFACTURED TO HAVE A FLOW CAPACITY OF MORE THAN 2.5
GALLONS OF WATER PER MINUTE.
D. ANY INTERIOR FAUCET THAT EMITS MORE THAN 2.2 GALLONS OF WATER PER MINUTE.
6. WATER CLOSETS SHALL HAVE AN AVERAGE WATER CONSUMPTION OF NOT MORE THAN 1.28
GALLONS PER FLUSH (411.2 CPC)
7. SHOWER HEADS SHALL HAVE A WATER FLOW NOT TO EXCEED 1.8 GALLONS PER MINUTE AT
80 PSI. (408.2 CPC)
8. THE MAXIMUM FLOW RATE OF LAVATORY FAUCETS SHALL NOT EXCEED 1.2 GALLONS PER
MINUTE AT 60 PSI. (403.7 CPC)
9. FAUCETS IN KITCHENS SHALL HAVE A WATER FLOW NOT TO EXCEED 1.8 GALLONS PER
MINUTE AT 60 PSI AND MAY TEMPORARILY INCREASE THE FLOW ABOVE THE MAXIMUM RATE,
BUT NOT TO EXCEED 2.2 GALLONS PER MINUTE, AND MUST DEFAULT TO A MAXIMUM FLOW
RATE OF 1.8 GALLONS PER MINUTE. (407.2.1.1 CPC)
1/2" DRYWALL FINISH
SHEARWALL SHEATHING (PER PLAN)
7/8" STUCCO EXTERIOR FINISH
(PLASTER MIX 1:4 FOR SCRATCH COAT AND 1:5 FOR
BROWN COAT, BY VOLUME, CEMENT TO SAND)
OVER MOISTURE BARRIER
2X4 STUDS @ 16" O.C.
INTERIOR
R-15 INSULATION
EXTERIOR1/2" DRYWALL FINISH
R-15+R-5 INSULATION
WALL
R.R.
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
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1/16" = 1'-0"
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08/07/2024
APPROVAL STAMP
1022 S Hickory St
1/9/2025
HEAT GAIN COEFFICIENT OF .23.
MANUFACTURERS TO SUPPLY CERTIFICATE OF COMPLIANCE TO THE OWNER.
SAFETY COMMISSION.
1. ALL NEW GLAZING SHALL COMPLY WITH STANDARDS OF THE U.S. CONSUMER PRODUCT
NOTES:
REQUIREMENTS OF TITLE 24 REPORT OR A CERTIFIED U-FACTOR OF .30 AND SOLAR
2. NEW GLAZED OPENING (WINDOWS & DOORS) SHALL BE LABELED TO INDICATE THE
3.
THE NFRC TEMPORARY LABEL DISPLAYED ON THE WINDOWS MUST REMAIN ON THE UNIT
UNTIL FINAL INSPECTION HAS BEEN COMPLETED
4.
6. EXTERIOR DOORS SHALL MEET A MINIMUM 20 MINUTE FIRE RESISTANCE RATING WHEN
TESTED ACCORDING TO NFPA 252.
5. EXTERIOR WINDOWS, WINDOW WALLS, GLAZED DOORS AND GLAZED OPENINGS WITHIN DOORS
SHALL BE DUAL GLAZED WITH A MINIMUM OF ONE TEMPERED PANE DUAL GLAZING, OR BE
GLASS BLOCK UNITS, OR BE 20 MINUTE FIRE-RATED OR MEET THE REQUIREMENTS OF SFM 12-7A-2.
3. THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN
ACCORDANCE WITH ASTM E1300.
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
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1/16" = 1'-0"
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11/07/2024
APPROVAL STAMP
GENERAL NOTES:
BATHROOM NOTES
CLOTHES DRYER NOTES
PLUMBING NOTE
1022 S Hickory St
1/9/2025
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
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00-G-003
1/16" = 1'-0"
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08/07/2024
APPROVAL STAMP
1022 S Hickory St
1/9/2025
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
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CA
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9
2
7
0
1
DATE
SH
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
V
R
E
S
I
D
E
N
C
E
00-G-004
1/16" = 1'-0"
GE
N
E
R
A
L
N
O
T
E
S
08/07/2024
APPROVAL STAMP
1022 S Hickory St
1/9/2025
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
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:
10
2
2
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SA
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2
7
0
1
DATE
SH
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
V
R
E
S
I
D
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N
C
E
00-G-005
1/16" = 1'-0"
GR
A
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G
E
X
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M
P
T
F
O
R
M
10/22/2024
APPROVAL STAMP
1022 S Hickory St
1/9/2025
HEAT GAIN COEFFICIENT OF .23.
MANUFACTURERS TO SUPPLY CERTIFICATE OF COMPLIANCE TO THE OWNER.
SAFETY COMMISSION.
1. ALL NEW GLAZING SHALL COMPLY WITH STANDARDS OF THE U.S. CONSUMER PRODUCT
NOTES:
REQUIREMENTS OF TITLE 24 REPORT OR A CERTIFIED U-FACTOR OF .30 AND SOLAR
2. NEW GLAZED OPENING (WINDOWS & DOORS) SHALL BE LABELED TO INDICATE THE
3.
THE NFRC TEMPORARY LABEL DISPLAYED ON THE WINDOWS MUST REMAIN ON THE UNIT
UNTIL FINAL INSPECTION HAS BEEN COMPLETED
4.
6. EXTERIOR DOORS SHALL MEET A MINIMUM 20 MINUTE FIRE RESISTANCE RATING WHEN
TESTED ACCORDING TO NFPA 252.
5. EXTERIOR WINDOWS, WINDOW WALLS, GLAZED DOORS AND GLAZED OPENINGS WITHIN DOORS
SHALL BE DUAL GLAZED WITH A MINIMUM OF ONE TEMPERED PANE DUAL GLAZING, OR BE
GLASS BLOCK UNITS, OR BE 20 MINUTE FIRE-RATED OR MEET THE REQUIREMENTS OF SFM 12-7A-2.
3. THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN
ACCORDANCE WITH ASTM E1300.
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
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:
10
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DATE
SH
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
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S
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01-A-000
1/8" = 1'-0"
PR
O
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S
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P
L
A
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04/10/2024
APPROVAL STAMP
PROPOSED SITE PLAN
GENERAL NOTES:
BATHROOM NOTES
CLOTHES DRYER NOTES
PLUMBING NOTE
FENCE ELEVATION
1022 S Hickory St
1/9/2025
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
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A
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:
10
2
2
S
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SA
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2
7
0
1
DATE
SH
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E
IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
V
R
E
S
I
D
E
N
C
E
01-A-000
1/8" = 1'-0"
SI
T
E
P
L
A
N
S
11/07/2024
APPROVAL STAMP
PROPOSED SITE PLAN
FENCE ELEVATION
EXISTING SITE PLAN
NOTES
·
·
·
FENCE CONSTRUCTION DETAIL (NO SCALE)
1022 S Hickory St
1/9/2025
CONCRETE
FOOTING
EARTH
OF 15# FELT BACKING. PROVIDE 2 LAYERS
7/8" EXTERIOR CEMENT PLASTER
OVER WIRE FABRIC AND 1 LAYER
AT PLYWD SHEAR WALLS
GALVANIZED METAL
BASE SCREED
PAVED AREA
2X MUD SILL
STUD FRAMING
WIRE FABRIC
2"
M
I
N
.
4"
M
I
N
.
3
1
/
2
"
NOTE:
1. MINIMUM 26 GA. CORROSION-RESITANT OR PLASTIC WEEP
SCREED WITH A MINIMUM VERTICAL FLANGE OF 3 1/2" SHALL
BE PROVIDED AT OR BELOW FOUNDATION PLATE LINE ON
EXTERIOR WALL
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
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SA
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2
7
0
1
DATE
SH
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
V
R
E
S
I
D
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N
C
E
01-A-001
1/4" = 1'-0"
PR
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S
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D
F
L
O
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R
P
L
A
N
S
11/07/2024
APPROVAL STAMP
PROPOSED PLAN PROPOSED ATTIC PLAN
TYPICAL GUTTER DETAIL (NO SCALE)
ROOF NOTES:
GENERAL NOTES:
ROOF SPECS:
TYPICAL WALL
SIDING
TYVEKâ HOMEWRAPâ
R-5 RIGID INSULATION
7/16" PLYWOOD SHEATHING
2"x4" WOOD/METAL STUDS
w/ R-15 BATT INSULATION
1/2" GYPSUM BOARD
TYPICAL WALL - R-15 INSULATION
3"=1'0"
PROPOSED ROOF PLAN
SCREED DETAIL (NO SCALE)
AGING-IN PLACE DESIGN NOTES:
·
·
·
·
NOTES:
·
·
·
·
·
ADU ATTIC VENT CALCULATIONS::
SKYLIGHT SPECS:
1022 S Hickory St
1/9/2025
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
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10
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DATE
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
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R
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S
I
D
E
N
C
E
01-A-002
1/4" = 1'-0"
10/22/2024
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
SHANI KRISPIN
PR
O
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:
10
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2
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0
1
DATE
SH
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IRVINE, CA 92618
6 FOXCHASE
YARD DESIGN
PREPARED BY:
AV
I
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R
E
S
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N
C
E
1/4" = 1'-0"
SE
C
T
I
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S
10/22/2024
APPROVAL STAMP
SECTION 1SECTION 2
EL
E
V
A
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SIDE ELEVATION 2 - SOUTH
SIDE ELEVATION 4 - NORTH
FRONT ELEVATION 1 - EAST
BACK ELEVATION 3 - WEST
NOTES
1022 S Hickory St
1/9/2025
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
R
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S
S
:
11
0
2
0
S
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SA
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A
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A
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9
2
7
0
1
OW
N
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R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
10/23/2024
GN1
GE
N
E
R
A
L
NO
T
E
S
1022 S Hickory St
1/9/2025
4
4
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
R
E
S
S
:
11
0
2
0
S
H
I
C
K
O
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Y
S
T
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,
SA
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A
A
N
A
,
C
A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
2/7/2024
GD1
GE
N
E
R
A
L
DE
T
A
I
L
S
1022 S Hickory St
1/9/2025
DO NOT cut, notch or drill
holes in headers or beams
except as indicated in
illustrations and tables.
1.3E TimberStrand®LSL allowed hole zone dd
Microllam®LVL and
Parallam® PSL
allowed hole zone
middle 13 span
1.3E TimberStrand®
LSL hole zone
Microllam®LVL
and Parallam® PSL
hole zone 2 x diameter of the
largest hole (minimum)
d
13 depth
1"
2"
13 4"
Maximum Round
Hole Size
Header or Beam
Depth
43 8"
714"- 20"
512"
See illustration for Allowed Hole Zone
ALLOWABLE HOLES - Headers and Beams
General Notes
No holes in headers or beams in plank orientation.
Allowed hole zone suitable for headers and beams with uniform loads only.
Round holes only
No holes in cantilevers.
Other Trus Joist® Beams
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
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E
S
S
:
11
0
2
0
S
H
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,
SA
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A
N
A
,
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A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
11/7/2024
GD2
GE
N
E
R
A
L
DE
T
A
I
L
S
1022 S Hickory St
1/9/2025
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
R
E
S
S
:
11
0
2
0
S
H
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O
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Y
S
T
.
,
SA
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A
A
N
A
,
C
A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
2/7/2024
GN1
GE
N
E
R
A
L
NO
T
E
S
1022 S Hickory St
1/9/2025
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
R
E
S
S
:
11
0
2
0
S
H
I
C
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O
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Y
S
T
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
11/7/2024
GN1
GE
N
E
R
A
L
NO
T
E
S
1022 S Hickory St
1/9/2025
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
S.S.
S.S.
N.T.S.
23-572
AD
D
R
E
S
S
:
11
0
2
0
S
H
I
C
K
O
R
Y
S
T
.
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
11/23/2023
11/7/2024
GN2
GE
N
E
R
A
L
NO
T
E
S
1022 S Hickory St
1/9/2025
FOUNDATION PLAN
SCALE: 1/4" = 1'
1. PROVIDE A WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE A MINIMUM 4" ABOVE THE
EARTH OR 2" ABOVE PAVED AREAS.
2. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
3. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND
HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO
WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE 2306.5 OF THE LABC.
4. FOUNDATION ANCHOR BOLTS IN WALLS WITH LATERAL LOADS GREATER THAN 300 POUNDS/FOOT SHALL
HAVE AN APPROVED PLATE WASHER UNDER EACH NUT; AND THE NUTS SHALL BE TIGHTENED JUST
PRIOR TO COVERING THE WALL FRAMING.
5. UNO THE FOUNDATION BOLTS SHALL BE 5/8" DIA. WITH 3"x3"x1/4" PLATE WASHERS EMBEDDED AT LEAST
9 INCHES INTO THE CONCRETE (OR) MASONRY FOUNDATION SPACED NOT MORE THAN 6 FEET APART.
6. MIN 2 BOLTS PER PIECE OF SILL PLATE AND ONE LOCATED WITHIN 12" AND NOT LESS THAN
7 BOLT DIAMETER OR 4-3/8" OF EACH END OF EACH SILL PLATE.
7. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
8. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED. PLATE WASHERS ARE REQUIRED
FOR ALL HOLDOWNS.
9. ALL FOUNDATION EXCAVATIONS MUST BE OBSERVED AND APPROVED BY THE PROJECT ENGINEERING
GEOLOGIST AND/OR PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL.
10. IF ADVERSE SOIL CONDITIONS ARE IN ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED.
11. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR
SMOOTH SHANK PORTION.
12. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT DIPPED
ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
NOTES:
DENOTES NEW FOOTING
LEGEND:
4x4 POST INTERIOR WALL (U.N.O.)
SHEAR WALL PER PLAN
4x6 POST EXTERIOR WALL (U.N.O.)
No DATE REVISIONS BY
SEAL
CITY APPROVAL
SHEET
DRAWN BY
CHECKED
DATE DRAWN
DATE
SCALE
JOB #
AD
D
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S
S
:
11
0
2
0
S
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A
N
A
,
C
A
9
2
7
0
1
OW
N
E
R
:
818 747 7269 | shant.sps@gmail.com
15445 Ventura Blvd. #63,
Sherman Oaks,CA 91403
S.S.
S.S.
23-572
11/23/2023
11/7/2024
1/4” = 1’-0”
S1
FO
U
N
D
A
T
I
O
N
PL
A
N
NOVEMBER 08. 2024
1022 S Hickory St
1/9/2025
ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE
JOINTS OCCURRING IN BRACED WALL PANELS
SOLID BLOCKING SHALL BE PROVIDED AT ALL HORIZONTAL
COMMON NAILS OR GALVANIZED BOX.
1" Ø BOLT - 3.5"x3.5"x3/8"
b) 3 x STUDS AND BLOCKS BETWEEN ADJACENT PANELS
c) 1/2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING
d) ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED.
e) SQUARE PLATE WASHERS SHALL BE USED WITH ANCHOR BOLTS
5/8" Ø BOLT - 3"x3"x1/4"
7/8" Ø BOLT - 3"x3"x5/16"
a) 3 x FOUNDATION SILL PLATES
ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 300 lb/ft SHOULD BE PROVIDED:
3/4" Ø BOLT - 3"x3"x5/16"
d) STAGGER NAILS IF NAIL SPACING IS LESS THAN 2" O.C.
2. DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS.
3. AN AITC CERTIFICATE OF INSPECTION FOR ALL GLU-LAM BEAMS INCLUDING PARALLAM BEAMS SHALL
BE SUBMITTED TO THE BUILDING AND SAFETY DEPT. PRIOR TO ERECTION.
4. GLUE LAM BEAMS MUST BE FABRICATED IN A LADBS LICENSED SHOP. IDENTIFY GRADE SYMBOL
AND LAMINATION SPECIES PER T 5A, 2005 NDS SUPP.
6. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATORS SHOP.
8. ALL WOOD MEMBERS MUST BE GRADE MARKED WITH GRADE AND SPECIES.
9. BEARING WALL STUDS CANNOT BE NOTCHED MORE THAN 25% OF THEIR WIDTH. BORED HOLES CANNOT
HAVE A DIAMETER GREATER THAN 40% OF THE STUD WIDTH
10. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH
SHANK PORTION.
11. STRUCTURAL OBSERVATION IS REQUIRED FOR ALL PLYWOOD SHEAR WALLS WITH A DESIGN LOAD
OVER 300 PLF.
12. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
14. EXTERIOR STAIRS AND BALCONIES MUST BE POSITIVELY ATTACHED TO THE STRUCTURE WITHOUT THE USE
OF TOE NAILS OR NAILS IN WITHDRAWAL.
16. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/
COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT
OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK
ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1
17. CONTINUOUS SPECIAL INSPECTION REQUIRED BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED
FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 PSI, HIGH STRENGTH BOLTING, SPRAYED-ON
FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, PRE-STRESSED CONCRETE, HIGH LOAD
DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES.
7. LADBS LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
18. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS,
INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC
FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE
FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER.
13. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES.
PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
15. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
1. ALL WALLS OVER 10' IN HEIGHT TO BE 2x6 @16" O.C. FRAMING.
NOTES:
FRAMING BOUNDARY
4x4 POST INTERIOR WALL (U.N.O.)
SHEAR WALL PER PLAN
FRAMING MEMBERS
LEGEND:
POST FROM ABOVE
ON TOP OF BEAM/HEADER
ON TOP OF BEAM/HEADER
POST W/STRAP OR HOLDOWN FROM ABOVE
ON TOP OF POST BELOW
POST FROM ABOVE W/STRAP OR HOLDOWN
POST FROM ABOVE
ON TOP OF POST BELOW
ROOF SHEATHING:
5/8" CDX PLYWOOD
STANDARD PS I-95
INDEX 32/16
DOUGLAS FIR-LARCH
W/10d COMMON NAILS
@ 6"_6"_10" O.C.
19. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT WOOD SHALL BE OF HOT DIPPED
ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
20. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS. CONTINUOUS INSPECTION IS
REQUIRED,
21. A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
AVAILABLE AT THE JOB SITE.
4x6 POST EXTERIOR WALL (U.N.O.)
ROOF FRAMING PLAN
SCALE: 1/4" = 1'
380
650
498
PLATE TO BLKG.
REQUIREMENTS
SDS 1/4"x 6
SDS 1/4"x 6
SDS 1/4"x 6
SHEAR WALL SCHEDULE
12" O.C.
PANEL NAILING
12" O.C.
12" O.C.
12" O.C.
10d @215/32" PLYWOOD
15/32" PLYWOOD
STRUCTURAL 1
STRUCTURAL 1
STRUCTURAL 1
15/32" PLYWOOD4
3
2" O.C.
10d @
10d @
3" O.C.
4" O.C.
OF SHEAR
STRUCTURAL 1
WALL MATERIAL
15/32" PLYWOOD
DESCRIPTION
TYPE
1
PERIMETER
6" O.C.
10d @
10d @ 12" O.C. OR
LPT4 @ 8" O.C.
8" O.C. OR
10" O.C. OR
LPT4 @ 10" O.C.
LPT4 @ 12" O.C.
10d @
10d @
A35 @
A35 @
@ 4" O.C.
@ 8" O.C.
@ 6" O.C.
REQUIREMENTS
BLKG. TO PLATE
16" O.C. OR
CONNECTION
LPT4 @ 16" O.C.
10d @
FIELD
A35 @
A35 @
CONNECTION
@ 6" O.C.
20d NAILS
OR
5/8" Ø @ 24" O.C.
3/4" Ø @ 32" O.C.
3/4" Ø @ 32" O.C.
5/8" Ø @ 32" O.C.
3/4" Ø @ 48" O.C.
OR
OR
9"
9"
9"
9"
9"
3/4" Ø @ 6'-0" O.C.
5/8" Ø @ 48" O.C.
5/8" Ø @ 32" O.C.
ANCHOR BOLTS
FOUND CONN.
SILL PLATE TO
OR
9"
255
ANCHOR
EMB.
BOLTS
9"
9"
ALLOWABLE
SHEAR LOAD
PLF
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1/9/2025
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1022 S Hickory St
1/9/2025
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PROJECT INFORMATION
SCOPE OF WORK:
OWNER
CIVIL ENGINEER
ADDRESS:
Signed @ 4-27-24 by Arsalan
GENERAL GRADING NOTES:
1.All grading shall comply with the latest CBC Chapters 18 and 33, and Appendix J and the Santa Ana
Municipal Code. A City grading permit is required for grading.
2.Grading shall not be started without first notifying the City Grading Inspector. A pre-grading
meeting on the site is required before starting of grading with the following people present: Grading
Contractor, Design Civil Engineer, Geotechnical Engineer, Grading Inspector and when required, the
Archaeologist and Paleontologist. The required inspections for grading will be explained at this
meeting.
3.An approved copy of the grading plans shall be on the permitted site while work is in progress.
4.The Design Civil Engineer shall be available during the grading to verify compliance with the plans,
specifications, code and any special conditions of the permit within his purview.
5.The Geotechnical Engineer shall perform periodic inspections and submit a complete report and map
upon completion of the rough grading. The compaction report and approval from the Geotechnical
Engineer shall indicate the type of field testing performed. Each test shall be identified with the
method of obtaining the in-place density, whether sand cone or drive ring, and shall be so noted for
each test. Sufficient maximum density determinations shall be performed to verify the accuracy of
the maximum density curves by the field technician.
6.Cut and fill slopes shall be no steeper than 2 foot horizontal to 1 foot vertical (2:1) except where
specifically approved otherwise.
7.Fills shall be compacted throughout to a minimum of 90% relative density. Aggregate base for
asphaltic areas shall be compacted to minimum of 95% relative density. Maximum density shall be
determined by uniform building code standard No. 70-1 or approved equivalent, and field density by
uniform code standard no. 70-2 or approved equivalent.
8.The Contractor shall not create any trench or excavation 5-feet or more without the necessary permit
from the State of California Division of Industrial Safety.
9.All cut slopes shall be investigated both during and after grading by the Geotechnical Engineer to
determine if any slope stability problem exists. Should excavation disclose any geological hazards
or potential geological hazards, the Geotechnical Engineer shall submit a recommended treatment to
the City Engineer for approval.
10.The permittee is responsible for dust control measures. Water active sites at least twice daily.
11.The locating and protection of all existing utilities is the responsibility of the permittee.
12.Grading operations, including maintenance of equipment, within one-half (1/2) mile of a structure
of human occupancy shall not be conducted between the hours of 8:00 p.m. and 7:00 a.m. on
weekdays, including Saturday, or any time on Sunday or a federal holiday. (City of Santa Ana
Municipal Code Section 18-314)
13.The permittee shall give reasonable notice to the owner of adjoining lands and buildings prior to
beginning excavations, which may affect the lateral and subjacent support of the adjoining property.
The notice shall state the intended depth of excavation and when excavation commences. The
adjoining owner shall be allowed at least 30 days and reasonable access on the permitted property to
protect his structure, if he so desires, unless otherwise protected by law.
14.All existing drainage courses through the site shall remain open to handle the storm water; however,
in any case, the permittee shall be held liable for any damage due to obstructing natural drainage
patterns.
15.Approved erosion protection devices shall be provided and maintained during the rainy season and
shall be in place at the end of each day’s work. Proper erosion control measures must be shown on
the plans.
16.Construction sites shall be maintained in such a condition that an anticipated storm does not carry
wastes or pollutants off the sites.
Discharges of material other than storm water are allowed only when necessary for performance and
completion of construction practices and where they do not: cause or contribute to a violation of any
water quality standard; cause or threaten to cause pollution, contamination, or nuisance; or contain a
hazardous substance in a quantity reportable under Federal Regulations 40 CFR 117 and 302.
Potential pollutants include but are not limited to: solid or liquid chemical spills; wastes from paints,
stains, sealants, glues, limes, pesticides, herbicides, wood preservatives and solvents; asbestos fibers,
paint flakes or stucco fragments; fuels, oils, lubricants, and hydraulic radiator or battery fluids;
fertilizers, vehicles/equipment wash water and concrete wash water; concrete, detergent or floatable
wastes; wastes from any engine/equipment steam cleaning or chemical degreasing; and
superchlorinated potable water line flushings.
During construction, disposal of such materials should occur in a specified and controlled temporary
area on-site, physically separated from potential storm water run-off, with ultimate disposal in
accordance with local, state, and federal requirements.
17.Dewatering of contaminated groundwater, or discharging contaminated soils via surface erosion is
prohibited. Dewatering of non-contaminated groundwater requires a National Pollutant Discharge
Elimination System (NPDES) permit from the respective State Regional Water Quality Control
Board.
18.All dirt, sand, mud, or debris deposited or spilled upon public streets during any grading, hauling, or
export operations shall be immediately cleaned up by the Developer, his Contractor, Subcontractors,
or agents to the satisfaction of the City Engineer. Failure to do so will be cause for stopping all such
grading, hauling, or export work by the City until such time as the streets are cleaned.
19.All trucks hauling dirt, sand, oil, or other loose materials are to be covered or should maintain a least
two feet of freeboard in accordance with the requirements of CVC Section 23114.
20.Contractor is responsible for the repair of all damages to public properties that are caused by the
work on-site. Repair must be completed to the satisfaction of the City Engineer.
21.Minimum asphalt pavement sections shall be:
3”AC/6”AB - parking aisles
4”AC/8”AB - drives [commercial]
4”AC/12”AB - drives [industrial]
3” A.C. over 4” A.B. - Parking Stalls [multi-family]
3” A.C. over 8” A.B. - Drive aisles [multi-family]
22.Earthwork Volumes:
Cut 5 cubic yards (Fine Grading)
Fill 5 cubic yards (Fine Grading)
Net 0 cubic yards
EROSION AND SEDIMENT CONTROL GENERAL NOTES
1.All work shall be in accordance with the erosion control plans, the project’s Storm Water Pollution
Prevention Plan (SWPPP), and the recommendations of soils report.
2.Erosion control measures shall be in place at the end of each working day whenever the daily rainfall
probability exceeds 40%.
3.Equipment and workers for emergency work shall be made available at all times during the rainy
season. Necessary materials shall be available on site and stockpiled at convenient locations to
facilitate rapid construction of temporary erosion control devices at all time.
4.Controls shall be set up and maintained as construction proceeds. Adjustments to the erosion control
plans are allowable as required and approved by city.
5.All erosion and sediment control measures shall implement structural and nonstructural Best
Management Practices (BMPs) in conformance with the guidelines of the California Storm Water
BMP Handbooks.
6.After a rainstorm, all sediment and debris shall be removed from streets, berms and desilting basins.
Any graded slope surface protection measures damaged during a rainstorm shall be immediately
repaired.
7.The permittee and contractor shall be responsible and shall take necessary precautions to prevent
trespass onto areas where impounded water created a hazardous condition.
23.If the net volumes exceed 500 cubic yards, the Contractor must submit a haul truck route to the city
for approval. Haul route shall include the location of borrow and/or dispersal site, all streets
included in the route, the proposed staging area and the maximum gross weight of the trucks when
loaded.
24.Submit an 8 ½” x 11” haul route map of appropriate scale which indicates the location of the project
site, showing streets and direction of hauling up to and including the end of the route.
25.Pursuant to Assembly Bill 3019, no excavation permit is valid unless the contractor contacts and
obtains an Inquiry I.D. number from “Underground Service Alert” (1-800-422-4133) at least two
working days prior to commencing excavation.
26.Separate permits must be obtained from the City Building and Safety Division for the construction of
retaining walls, light poles, trash enclosures, on-site plumbing and all building structures.
27.All fonts on plans should be a minimum of 0.1”.
1022 S Hickory St
1/9/2025
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LEGEND
(N) 4"PVC DRAIN PIPE, SDR-35 @ 2% MIN. SLOPE
(N) DOWNSPOUT WITH SPLASH BLOCK
(N) DRAIN INLET, SEE DETAIL 1, SHEET GD-3
(N) ROOF GUTTER
(N) HIGH POINT
1.Prior to construction of any drainage system, verify
its outlet elevation to assure positive drainage. in case
of any discrepancies, contact the engineer.
2.Top of new drain inlets to be set below the finished
surface/ finished grade elevations in order to provide
positive drainage. in case of any discrepancies,
contact the engineer.
3.In case of any discrepancies with the shown drain
inlets tops and flowlines, or in case of any differing
site conditions, contact the engineer.
4.Before backfilling any drainage system contact the
engineer for field inspection and approval.
5.Connect new and active roof downspouts, deck
drains, planter drains, and retaining walls sub-drains
to the nearest landscaped area, more than 10' feet
away from the building, otherwise, to the new
drainage system, where occurs.
6.Connect existing drainage system to new drainage
where occurs.
7.Drainage shall be maintained and constructed in
accordance with The latest City of Santa Ana
municipal code and the 2022 California Building
Code.
DRAINAGE CONSTRUCTION NOTES
GRADING NOTES:
1.All existing and proposed grades should be field verified.
2.No utility search was conducted. the contractor shall shall be responsible to
protect utilities or structures discovered on the site and shall notify the
owner/engineer immediately to resolve any conflicts or issues with the
proposed grading.
3.Grading and/or landscape contractor shall grade all areas to provide
positive drainage (2% minimum) and shall construct mounds and swales in
a manner not to cause any ponding/low point.
4.Slope all areas to drain at minimum 2%. slope finish surfaces and drain
lines at minimum 1%.
5.Any public improvements such as sidewalk, curb and gutter, alley/street
pavement damaged during construction, shall be replaced in kind by the
contractor.
6.An approved encroachment permit is required for all work within the
public right-of-way.
7.See Architectural Plans for cross sections and elevations.
8.Top of drains to be set at finished surface/ finished grade elevation to
provide positive drainage
9.Connect roof downspout to new drainage system where shown on plans
connect retaining wall sub drain to new drainage system where shown
on plans.
10.Connect existing drainage system to new drainage where occurs
11.The grading plans shall at a minimum, conform to all requirements of
Sections 107 and 110 of the California Building Code, including the
following:
a.All site/grading plans shall be based upon an accurate boundary line
survey with monument and horizontal/vertical control disposition shown
on the plans;(section 107.2.5 California Building Code);
b.Demolition work for improvements to be removed and/or protected in
place;
c.The Contractor shall obtain a separate permit for all work within the
street right-of-way. Also,
d.Add a clear note on the plans stating, "no work is to be performed in
public right of way prior to obtaining a separate public property
encroachment permit."
e.It shall be the responsibility of the Contractor to locate the utilities of
every nature whether shown hereon or not and to protect them from
damage. The Contractor shall bear total cost of repair or replacement of
said utilities damaged by operations.
f.All work shall be in conformance with the latest NP DES permit and the
City's adopted Low Impact Development (LID) requirements.
g.It is the responsibility of the contractor to ensure that all imported and
exported soil is free of the Red Imported Fire Ant (RIFA).
12.Every excavation on a site located 5 ft or less from the street lot line shall
be enclosed with a barrier not less than 6 ft in height. [CBC 3306.9]
(N)PERCOLATION/GRAVEL TRENCH, 15' LONG x 18" WIDE x 3' DEEP
SEE DETAIL 2, SHEET GD-3
(E) EXISTING
(N) NEW
FS FINISHED SURFACE
FG FINISHED GRADE
H.P. HIGH POINT
TYP. TYPICAL
C.Y. CUBIC YARD
PROJECT
NORTH
(N) 4" PVC CLEANOUT
ABBREVIATIONS
TG TOP OF GRATE INLET (INLET ELEVATION)
FL FLOW LINE ELEVATION
1022 S Hickory St
1/9/2025
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TYPICAL PAVED AREA DRAIN
TYPICAL UNPAVED AREA DRAIN
1022 S Hickory St
1/9/2025
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
GRADING PERMIT
REQUIREMENTS FOR
DETACHED ADU PROJECTS
PCC-15
REV: 09/03/2020 Page 1 of 1
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Grading plans prepared and stamped by a registered professional
engineer shall be submitted for approval prior to issuance of the building permit, and shall be
required to be submitted before or concurrently with the architectural plans submittal to the
Building Safety Division.
Grading Permit Exemption: Residential detached Accessory Dwelling Unit (ADU) projects that
meet all of the following may be exempted from grading permit requirements:
1.The maximum amount of soil being moved is less than 50 cubic yards. The soil quantities
shall be calculated by a California registered professional civil engineer
2.A site drainage plan prepared by a California registered professional civil engineer shall
be provided with the following minimum information, but not limited to:
a.Plan(s) shall be stamped, signed and dated by a California registered civil engineer
b.Location of all existing and proposed structures, property lines, right-of-way lines,
and easements, including dimensions and setbacks
c.Drainage slopes and flow patterns
d.Drainage system such as swales, french drains, water collection and disposal
system, etc.
e.Drainage plan shall indicate how the site grading or drainage system will manage
all surface water flows to be diverted away from buildings and adjoining property
lines, in accordance with all applicable codes
f.The grade shall fall not fewer than 6 inches within the first 10 feet from the
foundation wall. Where lot lines, walls, slopes or other physical barriers prohibit 6
inches of fall within 10 feet, drains, or swales shall be constructed to ensure
drainage away from the structure. Impervious surfaces within 10 feet of the building
foundation shall be sloped not less than 2 percent away from the building.
3.A final certification letter from the professional engineer of record stating that the grades
were constructed per the approved site drainage plan, shall be submitted to the building
inspector prior to final inspection
4.The “Detached ADU Grading Permit Exemption Checklist” shall be completed by the
California registered professional civil engineer and shall be made a part of the building
plans.
5.The site drainage plan and the completed checklist shall be required at the time of
architectural plans submittal as part of the building plans package.
The building official reserves the right to require a grading plan based on site conditions. This
grading permit exemption does not apply to projects in the FEMA Flood Zone.
1022 S Hickory St
1/9/2025
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714)-647-5800
www.santa-ana.org
DETACHED ADU -
GRADING PERMIT EXEMPTION
CHECKLIST
PCC-16
REV: 11/10/2020 Page 1 of 1
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER.
Instructions: In order to qualify for the grading permit exemption for detached Accessory
Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall
complete all sections, check all boxes and sign the certification section below. A copy of this
checklist shall be attached to each of TWO sets of plans. If answering NO to any of the
questions, a grading plan and permit shall be required.
Project Address:
Yes No
1. ☐ ☐ I have verified that the project address is NOT located on a FEMA designated
flood zone (Zone A or AE).
2. ☐ ☐ I have provided two sets of site drainage plans that is stamped, signed and
dated by a California professional civil engineer, to be submitted with the
building submittal package.
3. ☐ ☐ I have calculated the total amount of soil being cut or filled on this project is less
than 50 cubic yards.
4. ☐ ☐
The site drainage plans include the following, but not limited to, location of all
existing and proposed structures, property lines, right-of-way lines, and
easements, including dimensions and setbacks; drainage slopes and flow
patterns, drainage systems such as swales, french drains, water collection
and disposal systems, etc.
5. ☐ ☐ I have designed drainage such that surface water flows away from buildings and
adjoining property lines, in accordance with all applicable codes.
6. ☐ ☐ I have designed grading such that it will not adversely affect the adjoining
properties.
7. ☐ ☐
I have designed the grade to fall not fewer than 6 inches within the first 10 feet
from the foundation walls except where lot lines, walls, slopes or other physical
barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swales
to ensure drainage away from the buildings. Any impervious surfaces within 10
feet of the building foundation are sloped not less than 2 percent away from the
building.
8. ☐ ☐ I will provide a final certification letter stating that the grades were constructed
per the approved site drainage plan, and will submit this certification letter to the
building inspector prior to final inspection.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Licensed Number: Date:
Phone Number: Email Address:
x
x
x
x
x
x
x
x
ARSALAN NADERI, P.E.
C50354 06-08-24
(949) 235-5068 CELL
(949) 715-9990 OFFICE
Arsalan@CalCoastEngineering.com
1022 S HICKORY ST., SANTA ANA, CA 92701
1022 S Hickory St
1/9/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
ACTING CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
March 26, 2024
Also sent via email to: aviv.meitalaviv@gmail.com
Meital Aviv
1020 S. Hickory Street
Santa Ana, CA. 92701
Subject: Address Assignment for a new Accessory Dwelling Unit located at 1020 South
Hickory Street and (APN: 011-075-21) in Santa Ana, CA
Dear Meital,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new Accessory Dwelling Unit located at 1020 South Hickory Street and (APN: 011-075-21).
Notice is hereby given that the following assigned address(es) shall be posted onsite per the
approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Reviewed by: Jerry Guevara, Senior Planner
1022 S Hickory St
1/9/2025
Address Letter for 1020 S. Hickory Street
Page 2 of 2
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
1022 S Hickory St
1/9/2025
HEAT GAIN COEFFICIENT OF .23.
MANUFACTURERS TO SUPPLY CERTIFICATE OF COMPLIANCE TO THE OWNER.
SAFETY COMMISSION.
1. ALL NEW GLAZING SHALL COMPLY WITH STANDARDS OF THE U.S. CONSUMER PRODUCT
NOTES:
REQUIREMENTS OF TITLE 24 REPORT OR A CERTIFIED U-FACTOR OF .30 AND SOLAR
2. NEW GLAZED OPENING (WINDOWS & DOORS) SHALL BE LABELED TO INDICATE THE
3.
THE NFRC TEMPORARY LABEL DISPLAYED ON THE WINDOWS MUST REMAIN ON THE UNIT
UNTIL FINAL INSPECTION HAS BEEN COMPLETED
4.
6. EXTERIOR DOORS SHALL MEET A MINIMUM 20 MINUTE FIRE RESISTANCE RATING WHEN
TESTED ACCORDING TO NFPA 252.
5. EXTERIOR WINDOWS, WINDOW WALLS, GLAZED DOORS AND GLAZED OPENINGS WITHIN DOORS
SHALL BE DUAL GLAZED WITH A MINIMUM OF ONE TEMPERED PANE DUAL GLAZING, OR BE
GLASS BLOCK UNITS, OR BE 20 MINUTE FIRE-RATED OR MEET THE REQUIREMENTS OF SFM 12-7A-2.
3. THE LOAD RESISTANCE OF GLASS UNDER UNIFORM LOAD SHALL BE DETERMINED IN
ACCORDANCE WITH ASTM E1300.
SHEET
CELL: 949-401-3370
INFO@YARDDES.COM
Scale
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6 FOXCHASE
YARD DESIGN
PREPARED BY:
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APPROVAL STAMP
PROPOSED SITE PLAN
SECTION 1 (POOL)
GENERAL NOTES:
BATHROOM NOTES
CLOTHES DRYER NOTES
PLUMBING NOTE
FENCE ELEVATION
(E) 1020 S. HICKORY
STREET
(N) 1022 S. HICKORY
STREET
EXHIBIT A - ADDRESS PLAN 1022 S Hickory St
1/9/2025
1022 S Hickory St
1/9/2025
STRUCTURAL CALCULATIONS
PROJECT:
1020 S Hickory St.,
Santa Ana, CA 92701
JOB #23-572
11-07-24
BY: Shant Shahbaz
1022 S Hickory St
1/9/2025
Roof:
D.L (psf)20
L.L (psf)20
Floor:Wall:
D.L (psf)16 L.L (psf)15 10
L.L (psf)40 15
D.L. =Dead Load T.A = Tributary Area
L.L = Live Load wD = (T.A.i * D.L.i)
Roof Framing:
L= Length wL = (T.A.i * L.L.i)
L.L (psf)60 L.L (psf)
Deck:Ceiling
D.L (psf)16 D.L (psf)
←wD, wL
RR (1)
L (ft)10'Catilever 1'
T.A. (ft)1.33
wD (lb/ft)27
wL (lb/ft)27
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
10'
←D, wL
CJ (1)
L (ft)18'
T.A. (ft)1.33
wD (lb/ft)13
wL (lb/ft)20
2 x 10 @ 16" O.C. (No.2)↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
18'
←D, wL
RBM(1)
L (ft)20.5'Catilever 1'
T.A.roof (ft)9
wD 180
wL (lb/ft)180
3½ x 15 (Glu-Lam 26F-V2)↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
20.5'
SPS ENGINEERING 818 747 7269 | shant.sps@gmail.com
1022 S Hickory St
1/9/2025
Roof Framing:
←wD, wL
HDR(1)
L (ft)6'
T.A.roof (ft)10
(ft)9
wD (lb/ft)290
wL 335
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
6'
←D, wL
HDR(2)
L (ft)3'
T.A.roof (ft)7.5
wD (lb/ft)150
wL 150
3'
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
←D, wL
HDR(3)
L (ft)6'
T.A.roof (ft)7.5
wD (lb/ft)150
wL 150
6'
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
←D, wL
HDR(4)
L (ft)6'
T.A.roof (ft)7.5
wD (lb/ft)150
wL (lb/ft)150
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
6'
←D, wL
HDR(5)
L (ft)12'
T.A.roof (ft)3
wD (lb/ft)60
wL (lb/ft)60
(lbs)1940
(lbs)1940
↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓ ↓
12'
From RBM (1) @ 10'
From RBM (1) @ 10'
ENGINEERING 818 747 7269 | shant.sps@gmail.com
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0270, L = 0.0270 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.282: 1
Load Combination +D+L+H, LL Comb Run (L*)
Span # where maximum occurs Span # 1
Location of maximum on span 4.475 ft
22.19 psi=
=
1,075.25 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H, LL Comb Run (LL)
=
=
=
180.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.123 : 1
8.246 ft=
=
302.95 psi
Maximum Deflection
2010 >=360
1618
Ratio =1032 >=240
Max Downward Transient Deflection 0.034 in 3188Ratio =>=360
Max Upward Transient Deflection -0.012 in Ratio =
Max Downward Total Deflection 0.067 in Ratio =>=240
Max Upward Total Deflection -0.023 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only, LL Comb Run (*L)
Span: 2 : L Only, LL Comb Run (L*)
Span: 1 : +D+L+H, LL Comb Run (L*)
Span: 2 : +D+L+H, LL Comb Run (L*)
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 9.0 ft 1 0.155 0.068 0.90 1.100 1.151.00 1.00 0.27 149.6 967.7 0.10 162.01.00 11.11.00
1.00Length = 1.0 ft 2 0.008 0.068 0.90 1.100 1.151.00 1.00 0.01 7.6 967.7 0.01 162.01.00 11.11.00
1.00+D+L+H, LL Comb Run (*L)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.136 0.063 1.00 1.100 1.151.00 1.00 0.26 145.9 1,075.3 0.10 180.01.00 11.31.00
1.00Length = 1.0 ft 2 0.014 0.063 1.00 1.100 1.151.00 1.00 0.03 15.1 1,075.3 0.01 180.01.00 11.31.00
1.00+D+L+H, LL Comb Run (L*)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.282 0.122 1.00 1.100 1.151.00 1.00 0.54 302.9 1,075.3 0.20 180.01.00 22.01.00
1.00Length = 1.0 ft 2 0.007 0.122 1.00 1.100 1.151.00 1.00 0.01 7.6 1,075.3 0.01 180.01.00 22.01.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+L+H, LL Comb Run (LL)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.278 0.123 1.00 1.100 1.151.00 1.00 0.53 299.2 1,075.3 0.21 180.01.00 22.21.00
1.00Length = 1.0 ft 2 0.014 0.123 1.00 1.100 1.151.00 1.00 0.03 15.1 1,075.3 0.01 180.01.00 22.21.00
1.00+D+Lr+H, LL Comb Run (*L)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.111 0.049 1.25 1.100 1.151.00 1.00 0.27 149.6 1,344.1 0.10 225.01.00 11.11.00
1.00Length = 1.0 ft 2 0.006 0.049 1.25 1.100 1.151.00 1.00 0.01 7.6 1,344.1 0.01 225.01.00 11.11.00
1.00+D+Lr+H, LL Comb Run (L*)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.111 0.049 1.25 1.100 1.151.00 1.00 0.27 149.6 1,344.1 0.10 225.01.00 11.11.00
1.00Length = 1.0 ft 2 0.006 0.049 1.25 1.100 1.151.00 1.00 0.01 7.6 1,344.1 0.01 225.01.00 11.11.00
1.00+D+Lr+H, LL Comb Run (LL)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.111 0.049 1.25 1.100 1.151.00 1.00 0.27 149.6 1,344.1 0.10 225.01.00 11.11.00
1.00Length = 1.0 ft 2 0.006 0.049 1.25 1.100 1.151.00 1.00 0.01 7.6 1,344.1 0.01 225.01.00 11.11.00
1.00+D+S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.121 0.054 1.15 1.100 1.151.00 1.00 0.27 149.6 1,236.5 0.10 207.01.00 11.11.00
1.00Length = 1.0 ft 2 0.006 0.054 1.15 1.100 1.151.00 1.00 0.01 7.6 1,236.5 0.01 207.01.00 11.11.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (*1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.109 0.050 1.25 1.100 1.151.00 1.00 0.26 146.8 1,344.1 0.10 225.01.00 11.21.00
1.00Length = 1.0 ft 2 0.010 0.050 1.25 1.100 1.151.00 1.00 0.02 13.3 1,344.1 0.01 225.01.00 11.21.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.197 0.086 1.25 1.100 1.151.00 1.00 0.47 264.6 1,344.1 0.18 225.01.00 19.31.00
1.00Length = 1.0 ft 2 0.006 0.086 1.25 1.100 1.151.00 1.00 0.01 7.6 1,344.1 0.01 225.01.00 19.31.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.195 0.086 1.25 1.100 1.151.00 1.00 0.47 261.8 1,344.1 0.18 225.01.00 19.41.00
1.00Length = 1.0 ft 2 0.010 0.086 1.25 1.100 1.151.00 1.00 0.02 13.3 1,344.1 0.01 225.01.00 19.41.00
1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.119 0.054 1.15 1.100 1.151.00 1.00 0.26 146.8 1,236.5 0.10 207.01.00 11.21.00
1.00Length = 1.0 ft 2 0.011 0.054 1.15 1.100 1.151.00 1.00 0.02 13.3 1,236.5 0.01 207.01.00 11.21.00
1.00+D+0.750L+0.750S+H, LL Comb Run (L*1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.214 0.093 1.15 1.100 1.151.00 1.00 0.47 264.6 1,236.5 0.18 207.01.00 19.31.00
1.00Length = 1.0 ft 2 0.006 0.093 1.15 1.100 1.151.00 1.00 0.01 7.6 1,236.5 0.01 207.01.00 19.31.00
1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.212 0.094 1.15 1.100 1.151.00 1.00 0.47 261.8 1,236.5 0.18 207.01.00 19.41.00
1.00Length = 1.0 ft 2 0.011 0.094 1.15 1.100 1.151.00 1.00 0.02 13.3 1,236.5 0.01 207.01.00 19.41.00
1.00+D+0.60W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.087 0.039 1.60 1.100 1.151.00 1.00 0.27 149.6 1,720.4 0.10 288.01.00 11.11.00
1.00Length = 1.0 ft 2 0.004 0.039 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 11.11.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.085 0.039 1.60 1.100 1.151.00 1.00 0.26 146.8 1,720.4 0.10 288.01.00 11.21.00
1.00Length = 1.0 ft 2 0.008 0.039 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 11.21.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.154 0.067 1.60 1.100 1.151.00 1.00 0.47 264.6 1,720.4 0.18 288.01.00 19.31.00
1.00Length = 1.0 ft 2 0.004 0.067 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 19.31.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.152 0.067 1.60 1.100 1.151.00 1.00 0.47 261.8 1,720.4 0.18 288.01.00 19.41.00
1.00Length = 1.0 ft 2 0.008 0.067 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 19.41.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.085 0.039 1.60 1.100 1.151.00 1.00 0.26 146.8 1,720.4 0.10 288.01.00 11.21.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 1.0 ft 2 0.008 0.039 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 11.21.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.154 0.067 1.60 1.100 1.151.00 1.00 0.47 264.6 1,720.4 0.18 288.01.00 19.31.00
1.00Length = 1.0 ft 2 0.004 0.067 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 19.31.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.152 0.067 1.60 1.100 1.151.00 1.00 0.47 261.8 1,720.4 0.18 288.01.00 19.41.00
1.00Length = 1.0 ft 2 0.008 0.067 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 19.41.00
1.00+0.60D+0.60W+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.052 0.023 1.60 1.100 1.151.00 1.00 0.16 89.8 1,720.4 0.06 288.01.00 6.71.00
1.00Length = 1.0 ft 2 0.003 0.023 1.60 1.100 1.151.00 1.00 0.01 4.5 1,720.4 0.00 288.01.00 6.71.00
1.00+D+0.70E+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.087 0.039 1.60 1.100 1.151.00 1.00 0.27 149.6 1,720.4 0.10 288.01.00 11.11.00
1.00Length = 1.0 ft 2 0.004 0.039 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 11.11.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.085 0.039 1.60 1.100 1.151.00 1.00 0.26 146.8 1,720.4 0.10 288.01.00 11.21.00
1.00Length = 1.0 ft 2 0.008 0.039 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 11.21.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.154 0.067 1.60 1.100 1.151.00 1.00 0.47 264.6 1,720.4 0.18 288.01.00 19.31.00
1.00Length = 1.0 ft 2 0.004 0.067 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 19.31.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.152 0.067 1.60 1.100 1.151.00 1.00 0.47 261.8 1,720.4 0.18 288.01.00 19.41.00
1.00Length = 1.0 ft 2 0.008 0.067 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 19.41.00
1.00+0.60D+0.70E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.0 ft 1 0.052 0.023 1.60 1.100 1.151.00 1.00 0.16 89.8 1,720.4 0.06 288.01.00 6.71.00
1.00Length = 1.0 ft 2 0.003 0.023 1.60 1.100 1.151.00 1.00 0.01 4.5 1,720.4 0.00 288.01.00 6.71.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H, LL Comb Run (L*)1 0.0667 4.525 0.0000 0.000
+D+L+H, LL Comb Run (L*)2 0.0000 4.525 -0.0232 1.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.242 0.300
Max Upward from Load Combinations 0.242 0.300
Max Upward from Load Cases 0.122 0.150
Max Downward from all Load Conditio -0.002
Max Downward from Load Cases (Resis -0.002
+D+H 0.120 0.150
+D+L+H, LL Comb Run (*L)0.119 0.178
+D+L+H, LL Comb Run (L*)0.242 0.271
+D+L+H, LL Comb Run (LL)0.240 0.300
+D+Lr+H, LL Comb Run (*L)0.120 0.150
+D+Lr+H, LL Comb Run (L*)0.120 0.150
+D+Lr+H, LL Comb Run (LL)0.120 0.150
+D+S+H 0.120 0.150
+D+0.750Lr+0.750L+H, LL Comb Run (*0.119 0.171
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.211 0.241
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.210 0.262
+D+0.750L+0.750S+H, LL Comb Run (*L 0.119 0.171
+D+0.750L+0.750S+H, LL Comb Run (L*0.211 0.241
+D+0.750L+0.750S+H, LL Comb Run (LL 0.210 0.262
+D+0.60W+H 0.120 0.150
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.119 0.171
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.211 0.241
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.210 0.262
+D+0.750L+0.750S+0.450W+H, LL Comb 0.119 0.171
+D+0.750L+0.750S+0.450W+H, LL Comb 0.211 0.241
+D+0.750L+0.750S+0.450W+H, LL Comb 0.210 0.262
+0.60D+0.60W+0.60H 0.072 0.090
+D+0.70E+0.60H 0.120 0.150
+D+0.750L+0.750S+0.5250E+H, LL Comb 0.119 0.171
+D+0.750L+0.750S+0.5250E+H, LL Comb 0.211 0.241
+D+0.750L+0.750S+0.5250E+H, LL Comb 0.210 0.262
+0.60D+0.70E+H 0.072 0.090
D Only 0.120 0.150
L Only, LL Comb Run (*L)-0.002 0.029
L Only, LL Comb Run (L*)0.122 0.121
L Only, LL Comb Run (LL)0.120 0.150
H Only
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.24.07.08 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:CJ1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0130, L = 0.020 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.697: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 9.000 ft
29.53 psi=
=
1,075.25 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H
=
=
=
180.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.164 : 1
17.277 ft=
=
749.77 psi
Maximum Deflection
539
<360
327
Ratio =0 <240
Max Downward Transient Deflection 0.400 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.660 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 18.0 ft 1 0.305 0.072 0.90 1.100 1.151.00 1.00 0.53 295.4 967.7 0.11 162.01.00 11.61.00
1.00+D+L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.697 0.164 1.00 1.100 1.151.00 1.00 1.34 749.8 1,075.3 0.27 180.01.00 29.51.00
1.00+D+Lr+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.220 0.052 1.25 1.100 1.151.00 1.00 0.53 295.4 1,344.1 0.11 225.01.00 11.61.00
1.00+D+S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.239 0.056 1.15 1.100 1.151.00 1.00 0.53 295.4 1,236.5 0.11 207.01.00 11.61.00
1.00+D+0.750Lr+0.750L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.24.07.08 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:CJ1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 18.0 ft 1 0.473 0.111 1.25 1.100 1.151.00 1.00 1.13 636.2 1,344.1 0.23 225.01.00 25.11.00
1.00+D+0.750L+0.750S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.514 0.121 1.15 1.100 1.151.00 1.00 1.13 636.2 1,236.5 0.23 207.01.00 25.11.00
1.00+D+0.60W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.172 0.040 1.60 1.100 1.151.00 1.00 0.53 295.4 1,720.4 0.11 288.01.00 11.61.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.370 0.087 1.60 1.100 1.151.00 1.00 1.13 636.2 1,720.4 0.23 288.01.00 25.11.00
1.00+D+0.750L+0.750S+0.450W+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.370 0.087 1.60 1.100 1.151.00 1.00 1.13 636.2 1,720.4 0.23 288.01.00 25.11.00
1.00+0.60D+0.60W+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.103 0.024 1.60 1.100 1.151.00 1.00 0.32 177.2 1,720.4 0.06 288.01.00 7.01.00
1.00+D+0.70E+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.172 0.040 1.60 1.100 1.151.00 1.00 0.53 295.4 1,720.4 0.11 288.01.00 11.61.00
1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.370 0.087 1.60 1.100 1.151.00 1.00 1.13 636.2 1,720.4 0.23 288.01.00 25.11.00
1.00+0.60D+0.70E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 18.0 ft 1 0.103 0.024 1.60 1.100 1.151.00 1.00 0.32 177.2 1,720.4 0.06 288.01.00 7.01.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H 1 0.6604 9.066 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.297 0.297
Max Upward from Load Combinations 0.297 0.297
Max Upward from Load Cases 0.180 0.180
+D+H 0.117 0.117
+D+L+H 0.297 0.297
+D+Lr+H 0.117 0.117
+D+S+H 0.117 0.117
+D+0.750Lr+0.750L+H 0.252 0.252
+D+0.750L+0.750S+H 0.252 0.252
+D+0.60W+H 0.117 0.117
+D+0.750Lr+0.750L+0.450W+H 0.252 0.252
+D+0.750L+0.750S+0.450W+H 0.252 0.252
+0.60D+0.60W+0.60H 0.070 0.070
+D+0.70E+0.60H 0.117 0.117
+D+0.750L+0.750S+0.5250E+H 0.252 0.252
+0.60D+0.70E+H 0.070 0.070
D Only 0.117 0.117
L Only 0.180 0.180
H Only
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RBM1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/DF
26F-V2
2,600.0
2,600.0
1,850.0
650.0
2,000.0
1,060.0
265.0
1,350.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,800.0 ksi
950.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.180, L = 0.180 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.600: 1
Load Combination +D+L+H, LL Comb Run (L*)
Span # where maximum occurs Span # 1
Location of maximum on span 9.696 ft
88.22 psi=
=
2,600.00 psi
3.5x15Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H, LL Comb Run (LL)
=
=
=
265.00 psi==
Section used for this span 3.5x15
Maximum Shear Stress Ratio 0.333 : 1
18.302 ft=
=
1,560.32 psi
Maximum Deflection
490 >=360
391
Ratio =246 >=240
Max Downward Transient Deflection 0.300 in 779Ratio =>=360
Max Upward Transient Deflection -0.049 in Ratio =
Max Downward Total Deflection 0.598 in Ratio =>=240
Max Upward Total Deflection -0.097 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only, LL Comb Run (*L)
Span: 2 : L Only, LL Comb Run (L*)
Span: 1 : +D+L+H, LL Comb Run (L*)
Span: 2 : +D+L+H, LL Comb Run (L*)
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 19.50 ft 1 0.333 0.185 0.90 1.000 1.001.00 1.00 8.51 778.1 2,340.0 1.54 238.51.00 44.11.00
1.00Length = 1.0 ft 2 0.004 0.185 0.90 1.000 1.001.00 1.00 0.09 8.2 2,340.0 0.18 238.51.00 44.11.00
1.00+D+L+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.298 0.167 1.00 1.000 1.001.00 1.00 8.47 774.0 2,600.0 1.55 265.01.00 44.21.00
1.00Length = 1.0 ft 2 0.006 0.167 1.00 1.000 1.001.00 1.00 0.18 16.5 2,600.0 0.36 265.01.00 44.21.00
1.00+D+L+H, LL Comb Run (L*)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.600 0.332 1.00 1.000 1.001.00 1.00 17.07 1,560.3 2,600.0 3.08 265.01.00 88.11.00
1.00Length = 1.0 ft 2 0.003 0.332 1.00 1.000 1.001.00 1.00 0.09 8.2 2,600.0 0.18 265.01.00 88.11.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RBM1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+L+H, LL Comb Run (LL)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.599 0.333 1.00 1.000 1.001.00 1.00 17.02 1,556.2 2,600.0 3.09 265.01.00 88.21.00
1.00Length = 1.0 ft 2 0.006 0.333 1.00 1.000 1.001.00 1.00 0.18 16.5 2,600.0 0.36 265.01.00 88.21.00
1.00+D+Lr+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.239 0.133 1.25 1.000 1.001.00 1.00 8.51 778.1 3,250.0 1.54 331.31.00 44.11.00
1.00Length = 1.0 ft 2 0.003 0.133 1.25 1.000 1.001.00 1.00 0.09 8.2 3,250.0 0.18 331.31.00 44.11.00
1.00+D+Lr+H, LL Comb Run (L*)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.239 0.133 1.25 1.000 1.001.00 1.00 8.51 778.1 3,250.0 1.54 331.31.00 44.11.00
1.00Length = 1.0 ft 2 0.003 0.133 1.25 1.000 1.001.00 1.00 0.09 8.2 3,250.0 0.18 331.31.00 44.11.00
1.00+D+Lr+H, LL Comb Run (LL)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.239 0.133 1.25 1.000 1.001.00 1.00 8.51 778.1 3,250.0 1.54 331.31.00 44.11.00
1.00Length = 1.0 ft 2 0.003 0.133 1.25 1.000 1.001.00 1.00 0.09 8.2 3,250.0 0.18 331.31.00 44.11.00
1.00+D+S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.260 0.145 1.15 1.000 1.001.00 1.00 8.51 778.1 2,990.0 1.54 304.81.00 44.11.00
1.00Length = 1.0 ft 2 0.003 0.145 1.15 1.000 1.001.00 1.00 0.09 8.2 2,990.0 0.18 304.81.00 44.11.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (*1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.238 0.133 1.25 1.000 1.001.00 1.00 8.48 775.0 3,250.0 1.55 331.31.00 44.21.00
1.00Length = 1.0 ft 2 0.004 0.133 1.25 1.000 1.001.00 1.00 0.16 14.4 3,250.0 0.31 331.31.00 44.21.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.420 0.233 1.25 1.000 1.001.00 1.00 14.93 1,364.8 3,250.0 2.70 331.31.00 77.11.00
1.00Length = 1.0 ft 2 0.003 0.233 1.25 1.000 1.001.00 1.00 0.09 8.2 3,250.0 0.18 331.31.00 77.11.00
1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.419 0.233 1.25 1.000 1.001.00 1.00 14.89 1,361.7 3,250.0 2.70 331.31.00 77.21.00
1.00Length = 1.0 ft 2 0.004 0.233 1.25 1.000 1.001.00 1.00 0.16 14.4 3,250.0 0.32 331.31.00 77.21.00
1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.259 0.145 1.15 1.000 1.001.00 1.00 8.48 775.0 2,990.0 1.55 304.81.00 44.21.00
1.00Length = 1.0 ft 2 0.005 0.145 1.15 1.000 1.001.00 1.00 0.16 14.4 2,990.0 0.31 304.81.00 44.21.00
1.00+D+0.750L+0.750S+H, LL Comb Run (L*1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.456 0.253 1.15 1.000 1.001.00 1.00 14.93 1,364.8 2,990.0 2.70 304.81.00 77.11.00
1.00Length = 1.0 ft 2 0.003 0.253 1.15 1.000 1.001.00 1.00 0.09 8.2 2,990.0 0.18 304.81.00 77.11.00
1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.455 0.253 1.15 1.000 1.001.00 1.00 14.89 1,361.7 2,990.0 2.70 304.81.00 77.21.00
1.00Length = 1.0 ft 2 0.005 0.253 1.15 1.000 1.001.00 1.00 0.16 14.4 2,990.0 0.32 304.81.00 77.21.00
1.00+D+0.60W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.187 0.104 1.60 1.000 1.001.00 1.00 8.51 778.1 4,160.0 1.54 424.01.00 44.11.00
1.00Length = 1.0 ft 2 0.002 0.104 1.60 1.000 1.001.00 1.00 0.09 8.2 4,160.0 0.18 424.01.00 44.11.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.186 0.104 1.60 1.000 1.001.00 1.00 8.48 775.0 4,160.0 1.55 424.01.00 44.21.00
1.00Length = 1.0 ft 2 0.003 0.104 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.31 424.01.00 44.21.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.328 0.182 1.60 1.000 1.001.00 1.00 14.93 1,364.8 4,160.0 2.70 424.01.00 77.11.00
1.00Length = 1.0 ft 2 0.002 0.182 1.60 1.000 1.001.00 1.00 0.09 8.2 4,160.0 0.18 424.01.00 77.11.00
1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.327 0.182 1.60 1.000 1.001.00 1.00 14.89 1,361.7 4,160.0 2.70 424.01.00 77.21.00
1.00Length = 1.0 ft 2 0.003 0.182 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.32 424.01.00 77.21.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.186 0.104 1.60 1.000 1.001.00 1.00 8.48 775.0 4,160.0 1.55 424.01.00 44.21.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RBM1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 1.0 ft 2 0.003 0.104 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.31 424.01.00 44.21.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.328 0.182 1.60 1.000 1.001.00 1.00 14.93 1,364.8 4,160.0 2.70 424.01.00 77.11.00
1.00Length = 1.0 ft 2 0.002 0.182 1.60 1.000 1.001.00 1.00 0.09 8.2 4,160.0 0.18 424.01.00 77.11.00
1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.327 0.182 1.60 1.000 1.001.00 1.00 14.89 1,361.7 4,160.0 2.70 424.01.00 77.21.00
1.00Length = 1.0 ft 2 0.003 0.182 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.32 424.01.00 77.21.00
1.00+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.112 0.062 1.60 1.000 1.001.00 1.00 5.11 466.9 4,160.0 0.93 424.01.00 26.51.00
1.00Length = 1.0 ft 2 0.001 0.062 1.60 1.000 1.001.00 1.00 0.05 4.9 4,160.0 0.11 424.01.00 26.51.00
1.00+D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.187 0.104 1.60 1.000 1.001.00 1.00 8.51 778.1 4,160.0 1.54 424.01.00 44.11.00
1.00Length = 1.0 ft 2 0.002 0.104 1.60 1.000 1.001.00 1.00 0.09 8.2 4,160.0 0.18 424.01.00 44.11.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.186 0.104 1.60 1.000 1.001.00 1.00 8.48 775.0 4,160.0 1.55 424.01.00 44.21.00
1.00Length = 1.0 ft 2 0.003 0.104 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.31 424.01.00 44.21.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.328 0.182 1.60 1.000 1.001.00 1.00 14.93 1,364.8 4,160.0 2.70 424.01.00 77.11.00
1.00Length = 1.0 ft 2 0.002 0.182 1.60 1.000 1.001.00 1.00 0.09 8.2 4,160.0 0.18 424.01.00 77.11.00
1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.327 0.182 1.60 1.000 1.001.00 1.00 14.89 1,361.7 4,160.0 2.70 424.01.00 77.21.00
1.00Length = 1.0 ft 2 0.003 0.182 1.60 1.000 1.001.00 1.00 0.16 14.4 4,160.0 0.32 424.01.00 77.21.00
1.00+0.60D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.112 0.062 1.60 1.000 1.001.00 1.00 5.11 466.9 4,160.0 0.93 424.01.00 26.51.00
1.00Length = 1.0 ft 2 0.001 0.062 1.60 1.000 1.001.00 1.00 0.05 4.9 4,160.0 0.11 424.01.00 26.51.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H, LL Comb Run (L*)1 0.5983 9.804 0.0000 0.000
+D+L+H, LL Comb Run (L*)2 0.0000 9.804 -0.0971 1.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.505 3.879
Max Upward from Load Combinations 3.505 3.879
Max Upward from Load Cases 1.755 1.940
Max Downward from all Load Conditio -0.005
Max Downward from Load Cases (Resis -0.005
+D+H 1.750 1.940
+D+L+H, LL Comb Run (*L)1.746 2.124
+D+L+H, LL Comb Run (L*)3.505 3.695
+D+L+H, LL Comb Run (LL)3.501 3.879
+D+Lr+H, LL Comb Run (*L)1.750 1.940
+D+Lr+H, LL Comb Run (L*)1.750 1.940
+D+Lr+H, LL Comb Run (LL)1.750 1.940
+D+S+H 1.750 1.940
+D+0.750Lr+0.750L+H, LL Comb Run (*1.747 2.078
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.067 3.256
+D+0.750Lr+0.750L+H, LL Comb Run (L 3.063 3.394
+D+0.750L+0.750S+H, LL Comb Run (*L 1.747 2.078
+D+0.750L+0.750S+H, LL Comb Run (L*3.067 3.256
+D+0.750L+0.750S+H, LL Comb Run (LL 3.063 3.394
+D+0.60W+H 1.750 1.940
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RBM1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.747 2.078
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.067 3.256
+D+0.750Lr+0.750L+0.450W+H, LL Comb 3.063 3.394
+D+0.750L+0.750S+0.450W+H, LL Comb 1.747 2.078
+D+0.750L+0.750S+0.450W+H, LL Comb 3.067 3.256
+D+0.750L+0.750S+0.450W+H, LL Comb 3.063 3.394
+0.60D+0.60W+0.60H 1.050 1.164
+D+0.70E+0.60H 1.750 1.940
+D+0.750L+0.750S+0.5250E+H, LL Comb 1.747 2.078
+D+0.750L+0.750S+0.5250E+H, LL Comb 3.067 3.256
+D+0.750L+0.750S+0.5250E+H, LL Comb 3.063 3.394
+0.60D+0.70E+H 1.050 1.164
D Only 1.750 1.940
L Only, LL Comb Run (*L)-0.005 0.185
L Only, LL Comb Run (L*)1.755 1.755
L Only, LL Comb Run (LL)1.750 1.940
H Only
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.24.07.08 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.290, L = 0.3350 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.770: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
54.25 psi=
=
850.00 psi
6x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H
=
=
=
180.00 psi==
Section used for this span 6x8
Maximum Shear Stress Ratio 0.301 : 1
0.000 ft=
=
654.55 psi
Maximum Deflection
1700
<360
911
Ratio =0 <240
Max Downward Transient Deflection 0.042 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.079 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 6.0 ft 1 0.397 0.155 0.90 1.000 1.001.00 1.00 1.31 303.7 765.0 0.69 162.01.00 25.21.00
1.00+D+L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.770 0.301 1.00 1.000 1.001.00 1.00 2.81 654.5 850.0 1.49 180.01.00 54.21.00
1.00+D+Lr+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.286 0.112 1.25 1.000 1.001.00 1.00 1.31 303.7 1,062.5 0.69 225.01.00 25.21.00
1.00+D+S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.311 0.122 1.15 1.000 1.001.00 1.00 1.31 303.7 977.5 0.69 207.01.00 25.21.00
1.00+D+0.750Lr+0.750L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.24.07.08 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR1
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks Ca, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 6.0 ft 1 0.533 0.209 1.25 1.000 1.001.00 1.00 2.44 566.8 1,062.5 1.29 225.01.00 47.01.00
1.00+D+0.750L+0.750S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.580 0.227 1.15 1.000 1.001.00 1.00 2.44 566.8 977.5 1.29 207.01.00 47.01.00
1.00+D+0.60W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.223 0.087 1.60 1.000 1.001.00 1.00 1.31 303.7 1,360.0 0.69 288.01.00 25.21.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.417 0.163 1.60 1.000 1.001.00 1.00 2.44 566.8 1,360.0 1.29 288.01.00 47.01.00
1.00+D+0.750L+0.750S+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.417 0.163 1.60 1.000 1.001.00 1.00 2.44 566.8 1,360.0 1.29 288.01.00 47.01.00
1.00+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.134 0.052 1.60 1.000 1.001.00 1.00 0.78 182.2 1,360.0 0.42 288.01.00 15.11.00
1.00+D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.223 0.087 1.60 1.000 1.001.00 1.00 1.31 303.7 1,360.0 0.69 288.01.00 25.21.00
1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.417 0.163 1.60 1.000 1.001.00 1.00 2.44 566.8 1,360.0 1.29 288.01.00 47.01.00
1.00+0.60D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.134 0.052 1.60 1.000 1.001.00 1.00 0.78 182.2 1,360.0 0.42 288.01.00 15.11.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H 1 0.0790 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.875 1.875
Max Upward from Load Combinations 1.875 1.875
Max Upward from Load Cases 1.005 1.005
+D+H 0.870 0.870
+D+L+H 1.875 1.875
+D+Lr+H 0.870 0.870
+D+S+H 0.870 0.870
+D+0.750Lr+0.750L+H 1.624 1.624
+D+0.750L+0.750S+H 1.624 1.624
+D+0.60W+H 0.870 0.870
+D+0.750Lr+0.750L+0.450W+H 1.624 1.624
+D+0.750L+0.750S+0.450W+H 1.624 1.624
+0.60D+0.60W+0.60H 0.522 0.522
+D+0.70E+0.60H 0.870 0.870
+D+0.750L+0.750S+0.5250E+H 1.624 1.624
+0.60D+0.70E+H 0.522 0.522
D Only 0.870 0.870
L Only 1.005 1.005
H Only
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR2-4
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.150, L = 0.150 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.687: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
38.11 psi=
=
850.00 psi
6x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H
=
=
=
180.00 psi==
Section used for this span 6x6
Maximum Shear Stress Ratio 0.212 : 1
0.000 ft=
=
584.22 psi
Maximum Deflection
0 <360
748
Ratio =0 <240
Max Downward Transient Deflection 0.048 in 1497Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.096 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 6.0 ft 1 0.382 0.118 0.90 1.000 1.001.00 1.00 0.68 292.1 765.0 0.38 162.01.00 19.11.00
1.00+D+L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.687 0.212 1.00 1.000 1.001.00 1.00 1.35 584.2 850.0 0.77 180.01.00 38.11.00
1.00+D+Lr+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.275 0.085 1.25 1.000 1.001.00 1.00 0.68 292.1 1,062.5 0.38 225.01.00 19.11.00
1.00+D+S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.299 0.092 1.15 1.000 1.001.00 1.00 0.68 292.1 977.5 0.38 207.01.00 19.11.00
1.00+D+0.750Lr+0.750L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR2-4
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 6.0 ft 1 0.481 0.148 1.25 1.000 1.001.00 1.00 1.18 511.2 1,062.5 0.67 225.01.00 33.31.00
1.00+D+0.750L+0.750S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.523 0.161 1.15 1.000 1.001.00 1.00 1.18 511.2 977.5 0.67 207.01.00 33.31.00
1.00+D+0.60W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.215 0.066 1.60 1.000 1.001.00 1.00 0.68 292.1 1,360.0 0.38 288.01.00 19.11.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.376 0.116 1.60 1.000 1.001.00 1.00 1.18 511.2 1,360.0 0.67 288.01.00 33.31.00
1.00+D+0.750L+0.750S+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.376 0.116 1.60 1.000 1.001.00 1.00 1.18 511.2 1,360.0 0.67 288.01.00 33.31.00
1.00+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.129 0.040 1.60 1.000 1.001.00 1.00 0.41 175.3 1,360.0 0.23 288.01.00 11.41.00
1.00+D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.215 0.066 1.60 1.000 1.001.00 1.00 0.68 292.1 1,360.0 0.38 288.01.00 19.11.00
1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.376 0.116 1.60 1.000 1.001.00 1.00 1.18 511.2 1,360.0 0.67 288.01.00 33.31.00
1.00+0.60D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.0 ft 1 0.129 0.040 1.60 1.000 1.001.00 1.00 0.41 175.3 1,360.0 0.23 288.01.00 11.41.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H 1 0.0962 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.900 0.900
Max Upward from Load Combinations 0.900 0.900
Max Upward from Load Cases 0.450 0.450
+D+H 0.450 0.450
+D+L+H 0.900 0.900
+D+Lr+H 0.450 0.450
+D+S+H 0.450 0.450
+D+0.750Lr+0.750L+H 0.788 0.788
+D+0.750L+0.750S+H 0.788 0.788
+D+0.60W+H 0.450 0.450
+D+0.750Lr+0.750L+0.450W+H 0.788 0.788
+D+0.750L+0.750S+0.450W+H 0.788 0.788
+0.60D+0.60W+0.60H 0.270 0.270
+D+0.70E+0.60H 0.450 0.450
+D+0.750L+0.750S+0.5250E+H 0.788 0.788
+0.60D+0.70E+H 0.270 0.270
D Only 0.450 0.450
L Only 0.450 0.450
H Only
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR5
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-South
No.2
850.0
850.0
1,350.0
520.0
1,200.0
440.0
180.0
525.0 28.720
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.060, L = 0.060 k/ft
Point Load : D = 1.940, L = 1.940 k @ 10.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.893: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 9.985 ft
91.14 psi=
=
850.00 psi
6x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H
=
=
=
180.00 psi==
Section used for this span 6x12
Maximum Shear Stress Ratio 0.506 : 1
11.080 ft=
=
758.65 psi
Maximum Deflection
0 <360
689
Ratio =0 <240
Max Downward Transient Deflection 0.104 in 1378Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.209 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L+H
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 12.0 ft 1 0.496 0.281 0.90 1.000 1.001.00 1.00 3.83 379.3 765.0 1.92 162.01.00 45.61.00
1.00+D+L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.893 0.506 1.00 1.000 1.001.00 1.00 7.66 758.7 850.0 3.84 180.01.00 91.11.00
1.00+D+Lr+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.357 0.203 1.25 1.000 1.001.00 1.00 3.83 379.3 1,062.5 1.92 225.01.00 45.61.00
1.00+D+S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.388 0.220 1.15 1.000 1.001.00 1.00 3.83 379.3 977.5 1.92 207.01.00 45.61.00
1.00+D+0.750Lr+0.750L+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1022 S Hickory St
1/9/2025
Wood Beam
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR5
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 12.0 ft 1 0.625 0.354 1.25 1.000 1.001.00 1.00 6.71 663.8 1,062.5 3.36 225.01.00 79.71.00
1.00+D+0.750L+0.750S+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.679 0.385 1.15 1.000 1.001.00 1.00 6.71 663.8 977.5 3.36 207.01.00 79.71.00
1.00+D+0.60W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.279 0.158 1.60 1.000 1.001.00 1.00 3.83 379.3 1,360.0 1.92 288.01.00 45.61.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.488 0.277 1.60 1.000 1.001.00 1.00 6.71 663.8 1,360.0 3.36 288.01.00 79.71.00
1.00+D+0.750L+0.750S+0.450W+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.488 0.277 1.60 1.000 1.001.00 1.00 6.71 663.8 1,360.0 3.36 288.01.00 79.71.00
1.00+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.167 0.095 1.60 1.000 1.001.00 1.00 2.30 227.6 1,360.0 1.15 288.01.00 27.31.00
1.00+D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.279 0.158 1.60 1.000 1.001.00 1.00 3.83 379.3 1,360.0 1.92 288.01.00 45.61.00
1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.488 0.277 1.60 1.000 1.001.00 1.00 6.71 663.8 1,360.0 3.36 288.01.00 79.71.00
1.00+0.60D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 12.0 ft 1 0.167 0.095 1.60 1.000 1.001.00 1.00 2.30 227.6 1,360.0 1.15 288.01.00 27.31.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L+H 1 0.2089 6.569 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.367 3.953
Max Upward from Load Combinations 1.367 3.953
Max Upward from Load Cases 0.683 1.977
+D+H 0.683 1.977
+D+L+H 1.367 3.953
+D+Lr+H 0.683 1.977
+D+S+H 0.683 1.977
+D+0.750Lr+0.750L+H 1.196 3.459
+D+0.750L+0.750S+H 1.196 3.459
+D+0.60W+H 0.683 1.977
+D+0.750Lr+0.750L+0.450W+H 1.196 3.459
+D+0.750L+0.750S+0.450W+H 1.196 3.459
+0.60D+0.60W+0.60H 0.410 1.186
+D+0.70E+0.60H 0.683 1.977
+D+0.750L+0.750S+0.5250E+H 1.196 3.459
+0.60D+0.70E+H 0.410 1.186
D Only 0.683 1.977
L Only 0.683 1.977
H Only
1022 S Hickory St
1/9/2025
Wood Column
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:--None--
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
.Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 4x8Analysis Method :
13Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb +900
900 psi
1350
625
180
575
31.21
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.20
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 3.50 in
Exact Depth 7.250 in
Area 25.375 in^2
Ix 111.148 in^4
Iy 25.904 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.050
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
ABOUT Y-Y Axis: Luy = 13 ft, Ky = 1.0
ABOUT X-X Axis: Lux = 13 ft, Kx = 1.0
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 71.496 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 13.0 ft, D = 2.210, L = 2.310 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.7833
Location of max.above base 0.0 ft
Applied Axial 4.592 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
288.0Allowable Shear psi
0.0 : 1 Bending Compression Tension
Location of max.above base 13.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 230.992 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 13.0 ft0.180 ft0.3911
+D+L 1.000 PASS PASS0.0 0.0 13.0 ft0.163 ft0.7833
+D+0.750L 1.250 PASS PASS0.0 0.0 13.0 ft0.131 ft0.6791
+0.60D 1.600 PASS PASS0.0 0.0 13.0 ft0.103 ft0.230
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
D Only 2.281
+D+L 4.591
+D+0.750L 4.014
1022 S Hickory St
1/9/2025
Wood Column
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:--None--
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+0.60D 1.369
L Only 2.310
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftftinin0.000
+D+L 0.0000 0.000 0.000 ftftinin0.000
+D+0.750L 0.0000 0.000 0.000 ftftinin0.000
+0.60D 0.0000 0.000 0.000 ftftinin0.000
L Only 0.0000 0.000 0.000 ftftinin0.000
.Sketches
1022 S Hickory St
1/9/2025
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
Risk Category
ASCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2
Specific Description: EARTHQUAKE
Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2
Longitude =117.862 deg West
Location :Santa Ana, CA 92701
Latitude =33.747 deg North
Max. Ground Motions, 5% Damping :
S =1.289
Longitude =117.860 deg West
S
Latitude =33.750
g, 0.2 sec response
deg North
S 0.45961 g, 1.0 sec response=
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs.
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.20
Fv =1.84
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.547=MS
S = Fv * S1 =0.846M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.031DSMS
=0.564 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=3.00 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65
Category "E" Limit:Limit = 65
Category "F" Limit:Limit = 65
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =16.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.160
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.160
1022 S Hickory St
1/9/2025
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
SPS Engineering
15445 Ventura Blvd #63
Sherman Oaks CA, 91403
818 747 7269
Project File: HICKORY ST.ec6
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.031
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.154From Eq. 12.8-2, Preliminary Cs =
0.542From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044
DS
=Cs : Seismic Response Coefficient =0.1538User has selected ASCE 12.8.1.3 : Regular structure,
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation
=
=
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =0.00 kCs =0.1538 from 12.8.1.1
Seismic Base Shear V = Cs * W =0.00 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
Sum Wi =0.00 k Total Base Shear =0.00 k
Base Moment =
0.00 k-ftSum Wi * Hi =
0.0 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
1022 S Hickory St
1/9/2025
LT
i i
r r
r
r
r=1.3
5.40 psf
Lateral Analysis:
ENGINEERING 818 747 7269 | shant.sps@gmail.com
1022 S Hickory St
1/9/2025
Line A:
LT s
V =325.0 (lbs)2nd
ν =72 (lb/ft)RM =504 s
Line B:
T s
V =2429 (lbs)OM =3430 (lbs) OM = v * H
ν =286 (lb/ft)v = V/L RM =1428 (lbs) RM = 14*Ls
Line C:
T s
V =1404 (lbs)OM =936 (lbs) OM = v * H
ν =78 (lb/ft)v = V/L RM =3024 (lbs) RM = 14*Ls
Line 1:
T s
V =2699 (lbs)OM =2399 (lbs) OM = v * H
ν =300 (lb/ft)v = V/L RM =1008 (lbs) RM = 14*Ls
r
r
Roof Lateral Analysis: (1st Floor Walls)
r
ENGINEERING 818 747 7269 | shant.sps@gmail.com
1022 S Hickory St
1/9/2025
Line 2:
LT s
V =2699 (lbs)OM =508 (lbs) OM = v * H
ν =64 (lb/ft)v = V/L RM =4760 (lbs) RM = 14*Ls
Roof Lateral Analysis: (1st Floor Walls)
ENGINEERING 818 747 7269 | shant.sps@gmail.com
1022 S Hickory St
1/9/2025
G E O M A X E N G I N E E R I N G, I N C.
GEOLOGY ● SOILS INSPECTIONS ● TESTING
7340 FLORENCE AVE., SUITE 229
DOWNEY, CA 90240
PH: 562.806.2173 FAX: 562.806.2369
FINAL SOILS ENGINEERING
INVESTIGATION REPORT
PROPOSED ONE-STORY ADDITIONAL DWELLING UNIT (A.D.U.)
1022 S. HICKORY STREET
SANTA ANA, CALIFORNIA
PROJECT No.: GE24033 DATE: MAY 21, 2024
PREPARED FOR:
MRS. MEITAL AVIV
1022 S. HICKORY STREET
SANTA ANA, CALIFORNIA
92701
1022 S Hickory St
1/9/2025
1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 2 of 14
GEOMAX Engineering, Inc.
FINAL SOILS ENGINEERING
INVESTIGATION REPORT
PROPOSED ONE-STORY ADU
1022 S. HICKORY STREET
SANTA ANA, CALIFORNIA
PROJECT No.: GE24033 DATE: MAY 21, 2024
INTRODUCTION
This report presents the results of a soil engineering investigation performed on the
property. The purpose of the investigation was to determine the soils parameters
applicable to the design and construction of the additional dwelling unit.
Based on the findings, the soil conditions at the subject site are suitable for the
construction of the proposed improvements provided the recommendations included
herein are incorporated into their design and construction.
1022 S Hickory St
1/9/2025
1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 3 of 14
GEOMAX Engineering, Inc.
SCOPE
The scope of this investigation included the following items:
1. Inspected site conditions.
2. Performed exploratory work involving three hand-dug test borings to determine
the types of earth materials present and to obtain samples.
3. Reviewed a preliminary site plan prepared by Shani Krispin Yard Design dated
April 10, 2024.
4. Laboratory testing of soils samples to determine their physical characteristics.
5. Reviewed U.S. Geological Survey, “Official Map of Seismic Hazard Zones, Tustin
Quadrangle”.
6. Reviewed California Geological Survey, “Guidelines for Evaluation and Mitigation
Seismic Hazards in California, Special Publication 117A”
7. Reviewed U.S. Geological Survey Seismic Design Website “ATC Hazards by
Location”
8. Reviewed ASCE/SE17-16 “Minimum Design and Loads and Associated Criteria
for Building and Other Structures Associated Criteria for Building and Other
Structures”
9. Analyzed data, formulated conclusions and recommendations, and prepared the
report.
1022 S Hickory St
1/9/2025
1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 4 of 14
GEOMAX Engineering, Inc.
PROPOSED IMPROVEMENTS
The preliminary site plan provided (reference # 3) shows that the proposed
improvements include a one-story additional dwelling unit (A.D.U.) to be located on the
vacant, relatively-flat area south of the existing dwelling. (Plate 1).
SITE CONDITIONS
The subject site is located north of McFadden Avenue and west of Halladay
Street in the City of Santa Ana (Figure 1).
The property is a relatively-flat, rectangular-shaped lot 70 feet wide by 108 feet
long. The site is occupied by a one-story, single-family dwelling with a detached 2-car
garage, concrete walkways, planters and lawns. A concrete driveway along the north
side provides access from the street to the existing improvements.
The site is bounded along the west side and on portions of the north and south
sides by 6-foot high concrete block walls.
Drainage is by semi-controlled sheet flow towards the street. The surrounding
developments are single-family dwellings.
1022 S Hickory St
1/9/2025
1022 S Hickory St
1/9/2025
1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 5 of 14
GEOMAX Engineering, Inc.
FIELD EXPLORATION
On April 26, 2024, three exploratory borings were dug with hand-held tools to a
maximum depth of 8 feet. The earth materials encountered were logged and classified
using the visual and tactile field identification procedures of the Unified Soil
Classification System. Undisturbed 2.5-inch diameter core samples were obtained for
laboratory testing. The earth materials encountered are described in the Earth Materials
Section and on the logs of the borings included in the Appendix. The locations of the
exploratory sites are shown on Plate 1.
EARTH MATERIALS
The earth materials encountered in the exploratory locations entirely consist of
native sandy clays which are moist to slightly moist, stiff to very stiff and light to dark
brown.
The earth materials encountered are described graphically on the logs of the
borings in the Appendix (Plates 2 thru 4).
1022 S Hickory St
1/9/2025
1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 6 of 14
GEOMAX Engineering, Inc.
LABORATORY TESTS
Laboratory tests were performed on typical native soils samples. Field moisture
content, saturated moisture content, dry unit weight and direct shear strength
characteristics were determined from these tests.
Direct Shear
These tests were performed on representative samples of the native soils that
were saturated at least 24 hours under a normal load prior to application of the shear
load. Each sample was sheared at a constant rate of displacement of 0.05 inches per
minute in accordance with the consolidated-undrained shear test procedure. The shear
strength values determined by these tests are shown graphically in the Appendix
(Plates 5 and 6).
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1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 7 of 14
GEOMAX Engineering, Inc.
CONCLUSIONS AND RECOMMENDATIONS
The site is considered geotechnically suitable for the construction of the
proposed additional dwelling unit provided the recommendations herein are considered
in the design and followed during construction.
Foundations
The proposed one-story additional dwelling unit shall be supported on continuous
footings placed into stiff native soils
The bearing capacity for continuous footings with a minimum width of 15 inches
and a minimum depth of 18 inches is 1,500 psf for native soils. The bearing value may
be increased 20 percent for each additional foot of depth or width to a maximum of
2,400 psf.
The bearing capacity allowed is for the total of dead and frequently applied live
loads and may be increased by one-third for short duration wind and seismic loading.
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Santa Ana, CA May 21, 2024
Page 8 of 14
GEOMAX Engineering, Inc.
Lateral Design
Resistance to lateral loads may be derived from the skin frictional forces acting
at the base of footings and by passive pressure.
The friction coefficient for use with dead load forces is 0.25 for native soils.
The unit passive pressure for the first foot of depth using both internal frictional and
cohesive shear strength components for the first foot of depth is 300 psf for native soils.
This value maybe increased 50 percent for each additional foot of depth to a maximum
of 3,000 pcf for native soils.
Thee passive and skin frictional components are combined, the passive
components should be reduced by a factor of one-third. The passive pressure allowed
is for the total of dead and frequently applied live loads and may be increased by one-
third for short duration wind and seismic loading.
Settlement
Settlement of the foundation is expected to occur immediately upon initial load
application. Maximum settlement is expected to be less than ½-inch and differential
settlement is expected to be less than ¼-inch provided all foundations are supported as
recommended.
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Santa Ana, CA May 21, 2024
Page 9 of 14
GEOMAX Engineering, Inc.
Expansive Soils
The native soils are sandy clays. Although no actual expansion index test was
performed, the sandy clayey soils are considered to be medium-to highly-expansive.
Therefore. footings into native soils shall be provided with two, # 4 re-bars at top and
bottom, and slabs on-grade and concrete pavements shall be reinforced with # 4 re-
bars spaced at 12 inches on center each way. Sub-grade soils for slabs should be
saturated for 24 hours prior to placing concrete.
Liquefaction Potential
The Seismic Hazard Map of the Tustin Quadrangle (reference # 5) shows that the
subject site is located within an area susceptible to soil liquefaction. However, the
proposed one-story additional dwelling unit is exempt from the liquefaction requirements
per the State of California Public Resources Code, Section 2621.6 (Seismic Hazard
Mapping Act). Therefore, special recommendations to mitigate the potential of soil
liquefaction are not necessary.
Hydro-collapse
The phenomenon of hydro-collapse affects mostly granular soils that are
transported and deposited by a fast, storm flow typical of deserts that drained rapidly
without full saturation. The alluvial soils within the subject site and its vicinity are not
subject to hydro-collapse.
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Santa Ana, CA May 21, 2024
Page 10 of 14
GEOMAX Engineering, Inc.
Tsunami
The site is located approximately 98 feet above sea level. Based on this, the
California Emergency Management Agency describes the site as not within a tsunami or
seische hazard zone.
Seismic Coefficients
The proposed structure shall be designed in accordance with the provisions
presented in document ASCE/SEI 7-16 “Minimum Design Loads and Associated
Criteria for Building and Other Structures”, and in Chapter 16A, Section 1613A
Earthquake Loads of the 2022 California Building Code.
The seismic design values below have been obtained using the United States
Geological Survey (USGS) Design Maps for the Seismic Design Values for Buildings
(reference # 7, Plates 7 and 8).
Coordinates: 33.73513 N and -117.86082 W
Occupancy Category: II (Table 1604.5)
Site Class: (D) Native Soils (Table 1613.5.2 and Section 1623.5)
Mapped Spectral Accelerations: Ss = 1.28 (g) Short Period (0.2 s) (Fig. 1613A.3.1)
S1 = 0.46 (g) One-second Period (Fig. 1613A.3.1)
Site Coefficients: Fa = 1.0 Short Period (0.2 s) ASCE/SEI 7-16 (Table 11.4.1 (1)
Fv = 1.7 One-second Period) ASCE/SEI 7-16 (Table 11.4-2 (2)
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Santa Ana, CA May 21, 2024
Page 11 of 14
GEOMAX Engineering, Inc.
Spectral Response Accelerations: SMS = 1.28 (g) Short Period (0.2 s) (Eq. 16A-37)
SM1 = 0.78 (g) One-second Period) (Eq. 16A-38)
Design Accelerations: SDS = 0.86 (g) Short Period (0.2 s) (Eq. 16A-39)
SD1 = 0.52 (g) One-second Period) (Eq. 16A-40)
Seismic Design Category: D ASCE/SEI 7-16 (Section 11.6)
Short-Period Transition period TS= (SD1/SDS) = 0.60 s
ZPA-Transition period T0= (0.2 XSD1/SDS) = 0.12 s
The southern California region can be subject to heavy shaking as a result of
moderate to major earthquakes with a magnitude of 6 or greater. The use of the
seismic coefficients herein above are intended to prevent loss of life and to minimize but
not entirely eliminate structural damage.
Moreover, major foundation problems are not anticipated as a result of
earthquake-induced liquefaction, fault ground rupture or displacement and settlement
provided the proposed foundation system is constructed as recommended with the
limitations mentioned here.
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Santa Ana, CA May 21, 2024
Page 12 of 14
GEOMAX Engineering, Inc.
Slabs On-Grade and Concrete Pavements
Slabs on-grade and concrete pavements should consist of 4 inches of concrete
reinforced with # 4 re-bars spaced at 12 inches on center each way entirely supported
on native soil. Slabs on-grade and concrete pavements on cut/fill transition areas are
not allowed.
Concrete slabs that are to be covered with flooring should be underlain by a
plastic vapor barrier (a vapor barrier is not required for slabs-on-grade for garages,
parking areas and/or concrete pavements). Per Section 4.505.2.1 of the 2022 California
Green Building Standards Code, a 4-inch thick base of ½-inch or larger clean aggregate
base materials shall be provided with a vapor barrier in direct contact with concrete and
a concrete mix design, which will address bleeding, shrinkage, and curling, shall be
used. This base materials layer will protect the plastic sheet while the concrete is being
placed. The sub-grade materials should be thoroughly- saturated prior to casting
concrete.
Drainage
Pad and roof drainage should be collected and conveyed to a Low Impact
Development System (LID) via non-erodible conduits. Drainage should not be allowed
to pond against the footings.
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1022 S. Hickory Street GE24033
Santa Ana, CA May 21, 2024
Page 13 of 14
GEOMAX Engineering, Inc.
Inspections and Approval
All footing excavations should be inspected and approved by this firm prior to
placing forms and re-bars. Approval by the City Inspector may also be required.
Please advise this office at least 24 hours prior to any required inspection or compaction
testing.
Limitations
This report has been prepared for the exclusive use of MrS. Meital Aviv for
planning purposes. Once final plans are prepared, this office should review the plans
that must be in conformance with our recommendations. It is her responsibility or her
representative to assure that the information and recommendations contained herein
are made available to the designers and contractors of this project. This report is
subject to review and approval by the Building Official.
This report is based on the information obtained from exploratory borings and
sampling locations using generally-accepted soils engineering practices. However,
conditions can be expected to vary between points of exploration.
1022 S Hickory St
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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 to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
795 795
1022 S Hickory St
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