0' e 00 137' 19ºn

PLUMBING NOTES

1. ALL ACCESS WAYS (PUBLIC OR PRIVATE) SHALL BE INSTALLED AND MADE SERVICEABLE.

2. ACCESS WAYS SHALL BE EXTENDED TO WITHIN 150 FEET OF ALL PORTIONS OF THE EXTERIOR WALLS OF THE FIRST STORY OF ANY BUILDING.

3. A MINIMUM OF 14 FEET OF VERTICAL CLEARANCE SHALL BE PROVIDED AND MAINTAINED FOR THE LIFE OF THE PROJECT FOR EMERGENCY APPARATUS ACCESS.

4. THE ACCESS DRIVEWAY FOR ALL BUILDINGS WILL NEED TO BE A MINIMUM OF 12 FEET WIDE.

5. RESIDENTIAL BUILDING ADDRESS NUMBERS MUST BE A MINIMUM HEIGHT OF FOUR (4) INCHES, REFLECTIVE, AND A COLOR CONTRASTING TO THE BACKROUND COLOR. THE ADDRESS NUMBER SHALL BE ELEVATED AT LEAST THREE (3) FEET FROM THE GROUND FOR CLEAR VISIBILITY AND EASY DIRECTIONAL IDENTIFICATION. THE NUMBERS SHALL BE VISIBLE FROM THE ACCESS ROAD WHEN TRAVELLING IN EITHER DIRECTION.

FIRE DEPARTMENT COMPLIANCE

1. ALL EXTERIOR WALL & RAISED FLOOR ASSEMBLIES MAY BE INSULATED WITH BLANKET TYPE MINERAL OR GLASS FIBER INSULATION CONFORMING TO FEDERAL SPECIFICATION HH-1-521E WITH A MINIMUM THERMAL RESISTANCE (R) OF _R-15 OR THE EQIVALENT THERMAL PROPERTIES WITH SPRAY-FOAM INSULATION.

2. ALL ROOF ASSEMBLIES MAY BE INSULATED WITH BLANKET TYPE MINERAL OR GLASS FIBER INSULATION CONFORMING TO FEDERAL SPECIFICATION HH-1-521E WITH A MINIMUM THERMAL RESISTANCE (R) OF R-30 OR THE EQIVALENT THERMAL PROPERTIES WITH SPRAY-FOAM INSULATION.

4. IN ADDITION TO BLANKET INSULATION STANDARDS ABOVE, IN NO CASE SHALL ANY INSULATION CONTAIN ANY ASBESTOS OR ASBESTOS RELATED PARTICULATES.

5. ALL INSULATING MATERIALS SHALL BE CERTIFIED BY THE MANUFACTURER AS COMPLYING WITH THE CALIFORNIA QUALITY STANDARDS FOR INSULATING MATERIAL.

6. THE CONTRACTOR SHALL POST IN A CONSPICUOUS LOCATION IN THE BUILDING A CERTIFICATE SIGNED BY THE INSULATION INSTALLER AND THE CONTRACTOR STATING THAT THE INSTALLATION CONFORMS WITH THE REQUIREMENTS OF TITLE 24, PART 2, CHAPTER 2-53 AND THAT THE MATERIALS INSTALLED CONFORM WITH THE REQUIREMENTS OF TITLE 20, CHAPTER 2, SUB-CHAPTER 4, ARTICLE 3.

7. THE CONTRACTOR SHALL PROVIDE THE ORIGINAL OCCUPANT A LIST OF THE HEATING, COOLING, WATER HEATING, AND LIGHTING SYSTEMS AND CONSERVATION OR SOLAR DEVICES INSTALLED IN THE BUILDING AND INSTRUCTIONS ON HOW TO USE THEM EFFICIENTLY.

8. A MAINTENANCE LABEL SHALL BE AFFIXED TO ALL EQUIPMENT REQUIRING PREVENTIVE MAINTENANCE, AND A COPY OF THE MAINTENANCE INSTRUCTIONS SHALL BE PROVIDED FOR THE OWNER'S USE.

9. MANUFACTURED DOORS AND WINDOWS SHALL BE CERTIFIED AND LABELED IN COMPLIANCE WITH THE APPROPRIATE STANDARDS LISTED IN TABLE 150.1A OF THE ENERGY REGULATIONS.

10. THE FOLLOWING OPENINGS IN THE BUILDING ENVELOPE MUST BE CAULKED, SEALED, OR WEATHERSTRIPED:A. EXTERIOR JOINTS AROUND WINDOW AND DOOR FRAMES, BETWEEN WALL SOLE PLATES AND FLOORS, AND BETWEEN EXTERIOR WALL PANELS.B. OPENINGS FOR PLUMBING, ELECTRICAL AND GAS LINES IN EXTERIOR AND INTERIOR WALLS CEILINGS AND FLOORS.C. OPENINGS IN THE ATTIC FLOOR.D. ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE.

ADDITIONAL ENERGY NOTES

GREEN BUILDING COMPLIANCE

1. AN APPROVED COUNTY SORTING/RECYCLING FACILITY MUST BE UTILIZED FOR CONSTRUCTION WASTE MANAGEMENT TO COMPLY WITH CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING PROVISIONS OF CALIFORNIA GREEN BUILDING STANDARDS CODE SECTION 4.408.1. MUST REDUCE WASTEBY MIN 65%.

APPROVED SORTING/ RECYCLING FACILITY:

MARBORG INDUSTRIES728 E YANONALISANTA BARBARA, CA 93103 800.798.1852

WASTE SORTING/ RECYCLING

1. AT TIME OF FINAL INSPECTION, A MAUAL OR WEB BASED REFERENCE SHALL BE PLACED IN THE BUILDING. THIS MANUAL SHALL INCLUDE ALL OF THE ITEMS LISTED ON CALIFORNIA GREEN BUILDING STANDARDS CODE SECTION 4.4.10.1. [CGBSC 4.410]

2. MANDATORY PROVISIONS OF GREEN BUILDING STANDARDS CODE SHALL APPLY TO ALL NEW BUILDINGS AND ADDITIONS OR ALTERATIONS WHERE THE CONDITIONED AREA, VOLUME, OR SIZE IS INCREASED.

3. SPECIAL INSPECTION OF FRAMING MEMBERS WITH MOISTURE METER IS RQUIRED PER GREEN BUILDING STANDARD SECTION 4.506.

4. EMPTY.

5. PROJECT MUST COMPLY WITH MATERIAL POLLUTION CONTROL PER GREEN BUILDING STANDARDCODE SECTION 4.504.

6. STORM WATER MANAGEMENT PER GREEN BUILDING STANDARD CODE SECTION 4.106.

1. COMBUSTION AIR FOR FUEL BURNING WATER HEATERS SHALL BE PROVIDED IN ACCORDANCE WITH THE CALIFORNIA PLUMBING CODE.

2. IN SHOWERS AND TUB-SHOWER COMBINATIONS, CONTROL VALVES MUST BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER PLUMBING CODE.

3. WATER CLOSETS SHALL BE LOW FLUSH TYPE OER 2016 CA GREEN BLDG REQ'T[1.28 GAL/FLUSH].

4. WATER- SAVING SHOWERHEAD SHALL HAVE A MAXIMUM FLOW RATE OF 2.0 GALLONS PER MINUTE AT 80 PSI & MULTIPLE SHOWERHEADS SERVING ONE SHOWER SHALL HAVE A COMBINED FLOW RATE OF 2.0 GALLONS PER MINUTE @ 80 PSI.

5. WATER- SAVING SINK & LAVATORY FAUCETS SHALL HAVE A MAXIMUM FLOW OF 1.5 GAL./ MIN AT 60 PSI AND SHALL HAVE A MINIMUM FLOW RATE OF 0.8 GALLON PER MINUTE AT 20 PSI.

6. WATER- SAVING KITCHEN SINK FAUCETS SHALL HAVE A MAXIMUM FLOW OF 1.8 GAL./ MIN AT 60 PSI. FAUCETS AY TEMPORARILY INCREASE FLOW ABOVE THE MAXIMUM RATE, BUT NOT TO EXCEED 2.2 GALLONS PER MINUTE AT 60 PSI, AND MUST DEFAULT TO A MAXIMUM FLOW RATE OF 1.8 GALLON PER MINUTE AT 60 PSI.

7. PROVIDE ACCESS PANEL (12"X 12") OR UTILITY SPACE FOR PLUMBING FIXTURES HAVING CONCEALED SLIP JOINT CONNECTIONS.

8. GAS PIPING SHALL NOT BE INSTALLED IN OR ON THE GROUND UNDER ANY BUILDING OR STRUCTURE. GAS LINE TO ISLAND COOKTOP MAY BE RUN IN AN APPROVED SLEEVE.

9. HOSE BIBBS AND LAWN SPRINKLER SYSTEMS SHALL HAVE A BACKFLOW PREVENTION DEVICE.

10. COPPER WATER LINES SHALL BE TYPE "L" MINIMUM.X10. ABS & PVC DWV PIPING INSTALLATIONS SHALL BE LIMITED TO STRUCTURES NOT EXCEEDING TWO STORIES IN HEIGHT.

NOT APPLICABLE ON THIS PROJECT][

VICINITY MAP NO SCALE

FIREHYDRANT

SEWERMANHOLE

SOILS ENGINEERING:

PACIFIC COAST TESTING, INC.P.O. BOX 6835SANTA MARIA CA 93456TEL. [email protected] 17-7953 DATE: 08-24-2017

FLOOD STUDY & NO RISE CERTIFICATION

STETSON ENGINEERS, INC2171 E. FRANCISCO BLVD. SUITE KSAN RAFAEL CA 94901TEL. [email protected]

SILT FENCES & FIBER ROLLS

ELECTRICAL -ENERGY NOTES1. ALL SWITCH/ OUTLET/ CABLE / PHONE FIXTURES & PLATES TO BE PER OWNER. OUTLET HTS & ORIENTATION AT KITCHEN & BATHS TO BE VERIFIED BY OWNER.

2. VERIFY SLOPED CEILINGS FOR APPROPRIATE RECESSED DOWNLIGHTS .

3. ALL FIXTURE MODELS NOT SPECIFIED IN THESE DRAWINGS TO BE PER OWNER'S INSTRUCTION.

4. SUPPLY CAT 5e/ RG-6 WIRING [STRUCTURED WIRING] TO COMPUTER/ TV & STEREO LOCATIONS FROM THE STRUCTURE BOX LOCATION.

5. LUMINAIRES RECESSED INTO INSULATED CEILINGS SHALL NOT CONTAIN SCREW BASE SOCKETS AND SHALL BE APPROVED FOR ZERO CLEARANCE INSULATION COVER (IC) BY U.L. OR OTHER TESTING LAB RECOGNIZED BY BUILDING OFFICIAL, AND SHALL BE CERTIFIED AIR TIGHT TO SHOW AIR LEAKAGE LESS THAN 2.0 CFM AT .011 PSI IN ACCORDANCE WITH ASTM E283, AND SEALED WITH A GASKET OR CAULK BETWEEN HOUSING AND CEILING. CALIFORNIA ENERGY CODE 150(K).

6. LUMINAIRES WITH SCREW BASED SOCKETS SHALL MEET THE FOLLOWING REQUIREMENTS: I. THE LUMINAIRE SHALL NOT BE A RECESSED DOWN-LIGHT IN A CEILING; AND II. THE LUMINAIRE SHALL CONTAIN LAMPS THAT COMPLY WITH REFERENCE JOINT APPENDIX JA8; III. THE INSTALLED LAMPS SHALL BE MARKED WITH “JA8-2016” OR “JA8-2016-E” AS SPECIFIED IN REFERENCE JOINT APPENDIX JA8.

7. DIMMERS OR VACANCY SENSORS SHALL CONTROL ALL LUMINAIRES REQUIRED TO HAVE LIGHT SOURCES COMPLIANT WITH REFERENCE JOINT APPENDIX JA8.

8. ALL LIGHTING FIXTURES INSTALLED IN GARAGESAND UTILITY ROOMS SHALL BE HIGH EFFICACY AND AT LEAST ONE FIXTURE SHALL BE CONTROLLED BY A VACANCY SENSOR.

12. ALL PERMANENTLY INSTALLED LIGHTING SHALL BE HICH EFFICACY PER TABLE 150.0-A, 2016 CALIFORNIA ENERGY CODE [CEC] & CEC 150(k)7.

15. OUTDOOR LIGHTING: ALL PERMANENTLY INSTALLED OUTDOOR LIGHTS MOUNTED ON THE BUILDING OR ON OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES AND SHALL BE CONTROLLED BY A MOTION SENSOR WITH INTEGRAL PHOTO-CONTROL CERTIFIED TO BE COMPLIANT WITH 2016 CEC.

16. ALL EXTERIOR LIGHTING SHALL BE SHIELDED AND DIRECTED DOWNWARD.

17. ALL 125 VOLT, 15 AND 20 AMPERE OUTLETS TO BE TAMPER RESISTANT IN ALL REMODELED AND NEW AREAS. CEC 406.11

23. EACH MULTIWIRE BRANCH CIRCUIT SHALL BE PROVIDED WITH A MEANS THAT WILL SIMULTANEOUSLY DISCONNECT ALL UNDERGROUND CONDUCTORS AT THE POINT WHERE THE BRANCH CIRCUIT ORIGINATES.

SHEET INDEXARCHITECTURAL

A-0 VICINITY MAP/ SHEET INDEX/ NOTES/ TABULATIONS/SCOPE OF WORK/ CONSULTANTS/ EROSION CONTROL/BEST MANAGEMENT PRACTICES/ NOTES

A-1 SITE PLAN/ VICINITY MAP/ TABULATIONS/ SCOPE OF WORK/NO RISE CERTIFICATE

A-2 EXTERIOR ELEVATIONS/ SECTION/ KEY NOTES

A-3 DOOR & WINDOW SCHEDULE/ KEY NOTESFLOOR PLAN/ ELECTRICAL PLAN/ELECTRICAL MECHANICAL LEGEND

A-4 DETAILS

GREEN BUILDING SHEETS

G-1 GREEN BUILDING SHEET 1

G-2 GREEN BUILDING SHEET 2

SOILS INVESTIGATION

SR-1 GEOTECHNICAL REPORT/ UPDATE LETTERSR-2 GEOTECHNICAL REPORT/ STRUCTURAL REVIEW LETTER

STRUCTURAL

S-0 GENERAL STRUCTURAL NOTES

S-1 FOUNDATION PLAN

S-2 ROOF FRAMING PLAN

S-3 STRUCTURAL DETAILS

S-4 STRUCTURAL DETAILSHFX1 HARDIFRAME DETAILS

HFX2 HARDIFRAME DETAILS

CONCRETE WASH OUT & EXCESS CONSTRUCTION MATERIAL BASIN

SANDBAGS10 MIL PLASTICLINING @ 4'X4'WASHOUT AREADEPRESSED 14"

BELOW GRADEPLAN VIEW, N.T.S.

BERM

ABOVE GRADE ALT. "OUTPAK" 4'X4'X14" 350# KRAFT BOX W/ 6 MIL. BAG LINER

SCOPE OF WORK• PROPOSED DETACHED 3 CAR GARAGE. TOTAL 854 S.F. GROSS.

STORM WATER MANAGEMENT PROGRAM [SWMP]TIER TWO • DISCONNECTED DOWNSPOUTS TO DISCHARGE INTO RAIN BARREL AT EACH D.S.

• FLOOD MITIGATION WORK NOT REQUIRED FOR ACCESSORY BUILDING.• NO RISE CERTIFICATION LETTER [DATED 10-03-2017] LOCATED ON SHEET A-1 AND REPORT BY STETSON ENGINEERS, INC. [DATED 09-29-2017] ARE A PART OF THIS SUBMITTAL

SITE• NO GRADING IS REQUIRED.• 50 SQUARE FOOT COVERED PATIO

NOTE: REFER TO SHEET A-1 FOR TABULATIONS

VICINITYMAP

SHEET INDEX

SCOPE OF WORK

EROSIONCONTROL

BESTMANAGEMENT

PRACTICES

CONSULTANTS

NOTES

A-0

CONSULTANTS

STRUCTURAL ENGINEERING:

CORRIE PUTNEY P.E.CORRIE PUTNEY ENGINEERING INC.6882 NORTON AVEVENTURA CA 93003TEL. [email protected]

GENERAL NOTES1. THESE PLANS ARE THE PROPERTY OF LORI KARI ARCHITECT. USE OR COPY IS PERMITTED BY CONTRACT ONLY. ANY REVISIONS TO THESE PLANS, REGARDLESS OF SCOPE WITHOUT WRITTEN PERMISSION OF LORI KARI ARCHITECT IS PROHIBITED AND SHALL THEREBY ABSOLVE LORI KARIARCHITECT FROM ANY LIABILITY CLAIMS, SUITS, OR LITIGATION BY ANY INTEREST PARTIES IN THE PROJECT.

2. THE CONSTRUCTION DOCUMENTS ARE PROVIDED TO ILLUSTRATE THE DESIGN DESIRED AND IMPLY THE FINEST QUALITY WORKMANSHIP THROUGHOUT. ANY DESIGN OR DETAIL WHICH APPEARS TO BE INCONSISTENT WITH THE ABOVE SHOULD BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT BY THE CONTRACTOR.

3. ALL CONSTRUCTION MEANS, METHODS, MATERIALS AND TECHNIQUES SHALL COMPLY WITH THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE, 2019 CALIF. ENERGY CODE, 2019 CALIF. MECHANICAL CODE, 2019 CALIF. PLUMBING CODE, 2019 CALIF. FIRE CODE, & SANTA BARBARA COUNTY BUILDING ORDINANCE , AND ALL OTHER APPLICABLE AMMENDMENTS , ORDERS, ORDINANCES, AND REGULATIONS.

4. THE CONTRACTOR AND/OR SUBCONTRACTOR SHALL VERIFY ALL CONSTRUCTION DOCUMENTS, SITE DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES PRIOR TO STARTING WORK.

5. DO NOT SCALE DRAWINGS.APPLICABLE TRADES SHALL USE A COMMON DATUM TO BE DESIGNATED BY THE CONTRACTOR FOR ALL CRITICAL MEASUREMENTS. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND DETAILS.

6. DIMENSIONS ARE TO FACE OF PLYWOOD OR CENTERLINE OF STUD, UNLESS NOTED OTHERWISE.. AT FLOORS AND CEILINGS WITH PLYWOOD SHEATHING DIMENSIONS ARE TO EXTERIOR SIDE OF PLYWOOD.

7. REFER TO ADDITIONAL NOTES SHOWN ON THE STRUCTURAL AND/OR CIVIL ENGINEERING SHEETS CONTAINED IN THESE DRAWINGS.

8. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE FIRE EXTINGUISHERS AS REQUIRED.

9. WHEREVER EXISTING WORK IS DAMAGED BY ANY OTHER CONSTRUCTION OPERATION, IT SHALL BE REPAIRED OR REPLACED WITH NEW MATERIAL TO MATCH EXISTING AS APPROVED BY THE ARCHITECT.

10. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL DEBRIS AND RUBBISH RESULTING FROM THE WORK SPECIFIED HEREIN.

11. ALL EXPOSED BOLTS, WASHERS, NAILS, OR METAL CONNECTORS SHALL BE DOUBLE HOT DIP GALVANIZED [U.N.O.]

12. SHOP DRAWINGS, PROJECT DATA AND OTHER SAMPLES SHALL BE SUBMITTED TO THE ARCHITECT WHEN REQUESTED. NO PORTION OF SUCH WORK SHALL BE COMMENCED UNTIL SUBMITTAL HAS BEEN REVIEWED BY THE ARCHITECT.

BEST MANAGEMENT PRACTICESBest Management Practices for Construction Activities:Eroded sediments and other pollutants must be retained on site and may not be transported from the sitevia sheet flow, swales, area drains, natural drainage courses or wind.Stockpiles of earth and other construction related materials must be protected from being transportedfrom the site by the forces of wind or water.uels, oils, solvents and other toxic materials must be stored in accordance with their listing and are notto contaminate the soil and surface waters. All approved storage containers are to be protected from theweather. Spills may not be washed into the drainage system.Excess or waste concrete may not be washed into the public way or any other drainage system.Provisions must be made to retain concrete wastes on site until they can be disposed of as a solid waste.Trash and construction related solid wastes must be deposited into a covered receptacle to preventcontamination of rainwater and dispersal by wind.Sediments and other material may not be traced from the site by vehicle traffic. The constructionentrance roadways must be stabilized so as to inhibit sediments from being deposited into the publicway Accidental depositions must be swept up immediately and may not be washed down by rain orother means.Any slopes with disturbed soils or denuded of vegetation must be stabilized so as to inhibit erosion bywind and water.

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA

All design ideas and informationrepresented on these drawing plans

were created for use in connectionwith the specified project and are

the exclusive copyright and propertyof Lori A. Kari Architect.

These plans are not to be reproduced,changed, or copied for any purpose

whatsoever without the writtenpermission of Lori A. Kari Architect.

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STREETSUITE H

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CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]

www.kariarchitect.com

ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

TABULATIONSOWNER SUSAN AND CHRIS DAHLSTROM

424 NORTH ONTARE RDSANTA BARBARA CA 93105

PH 805-455-7803email: [email protected]

ACCESSORS PARCEL NUMBER 053-151-014

ZONING DESIGNATION RS-10 / USSTITLE 30

OCCUPANCY U-1

CONSTRUCTION TYPE TYPE V-N

SCOPE OF WORK PROPOSAL FOR A NEWDETACHED THRE CAR GARAGE

BUILDING TABULATIONS [NET]EXISTING RESIDENCE 2,008 SQ FTEXISTING ATTACHED GARAGE 477 SQ FTTOTAL EXISTING RESIDENCE & ATTACHED GARAGE 2,485 SQ FT

PROPOSED DETACHED GARAGES & WORKSHOP 772 SQ FT

TOTAL CUMULATIVE FLOOR AREA ON THE SITE 3,257 SQ FT

BUILDING TABULATIONS [GROSS]EXISTING RESIDENCE 2,047 SQ FTEXISTING ATTACHED GARAGE 520 SQ FTTOTAL EXISTING RESIDENCE & ATTACHED GARAGE 2,567 SQ FT

PROPOSED DETACHED THREE CAR GARAGE 854 SQ FT

TOTAL EXISTING BUILDING & PROPOSED BUILDING 3,421 SQ FT

[N] COVERED PATIO 50 SQ FT[N] CONCRETE DRIVEWAY XXX SQ FT

[E] DRIVEWAY & PAVED AREAS 1,568 SQ FT[E] PATIOS & WALKWAYS 1,220 SQ FTPOOL 460 SQ FT

LOT SIZE .5 ACRE [21,780 SQ FT] [GROSS]

PARKING EXISTING PROPOSEDRESIDENCE TWO COVEREDGARAGE THREE COVEREDTOTAL FIVE COVERED

AVERAGE SLOPE 2%

OTHER DATASPRINKLERS NOT REQUIREDFIRE DISTRICT CITY OF SANTA BARBARAWATER DISTRICT CITY OF SANTA BARBARASANITARY DISTRICT CITY OF SANTA BARBARA

COASTAL ZONE NOHIGH FIRE NOHILLSIDE DISTRICT NOFLOOD ZONE "NO RISE CERTIFICATION" FILED WITH CITY OF S.B.

PERMITS BLD-2020-00XXX

S 09

º 15

' 00"

W

100.

0'

N 80º 45' 00" W 216.0'

N 80º 45' 00" W 204.89'

N 1

9º 1

37' 0

0" E

10

2.0'

SITE PLAN1"=10'-0"

[E] 6

' HT

FEN

CE

N

STETSON ENGINEERS, INC.

FLOOD LINE

[E] 6' HT FENCE

14'-0

"

[E] POOL [E] 5

' HT

FEN

CE

[E] COAST REDWOOD

[E] COAST REDWOOD

[E] COAST REDWOOD

[E] PRIVATE AC PAVEDDRIVEWAY EASEMENT

270' ONTARE RDGAS & WATERMETER AT STREET

[E] COAST REDWOOD

[E] ELECTRIC UN

DERG

ROU

ND

[N] ELECTRIC UNDERGROUND

[E] AVOCADOS

[E] QUEENPALMS

[E] RESIDENCE & ATTACHED GARAGE[OWNER OCCUPIED]20' MAX ROOF HEIGHTF.F. 243.45'

[E] KINGPALM

[E] 5

' HT

FEN

CE

[E] 6

' HT

FEN

CE

8'-0

"

SETB

AC

K

[E] 200 AMPMETER

[TO 60 AMP SUBPANEL]

A-1

SCOPE OF WORK• PROPOSED DETACHED 3 CAR GARAGE. TOTAL 854 S.F. GROSS.

STORM WATER MANAGEMENT PROGRAM [SWMP]TIER TWO • DISCONNECTED DOWNSPOUTS TO DISCHARGE INTO RAIN BARREL AT EACH D.S.

• FLOOD MITIGATION WORK NOT REQUIRED FOR ACCESSORY BUILDING.• NO RISE CERTIFICATION LETTER [DATED 10-03-2017] LOCATED ON SHEET A-1 AND REPORT BY STETSON ENGINEERS, INC. [DATED 09-29-2017] ARE A PART OF THIS SUBMITTAL

SITE• NO GRADING IS REQUIRED.• 50 SQUARE FOOT COVERED PATIO

NOTE: REFER TO SHEET A-1 FOR TABULATIONS

VICINITY MAP

TABULATIONS

SCOPE OFWORK

FARCALCULATOR

NO RISE CERT

SITE PLAN

[E] PATIO

ON GRADE

8'-0

"

SETBACK

8'-0"SETBACK

OPEN YARD AREA= 1,250 S.F.REQUIRED SHOWN DASHED

GARAGE2 CAR COVEREDPARKING [20'X20']

[E] 3'6" HT FENCE[E] 3'6" HT FENCE

FLOO

DPLAIN

FLOO

DW

AY

242

242

244

[E] PWRPOLE

[E] AC PAVEDDRIVEWAY

[E] 3'6" HTPEDESTRIAN GATES

PL-5

15'-0

"

6'-0"[N] GARAGE W/3 CAR COVEREDPARKING[FF= 243.0]

[E] AVOCADO

[N] DRIVEWAY

23'-0

"

8'-0"

SETB

AC

K

NORTH NEIGHBOR AT426 NORTH ONTARE

WEST NEIGHBOR AT420 NORTH ONTARE

[NO NEIGHBOR]SAN ROQUECREEK

SOUTH NEIGHBOR AT414 NORTH ONTARE

29'-6"

STAMPED CONCCOLOR: SANDSTONE BUFF

VICINITY MAP NO SCALE

FIREHYDRANT

SEWERMANHOLE

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA






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STREETSUITE H

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CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

512

PROPOSEDEXTERIOR

ELEVATIONS

BUILDINGSECTIONS

KEY NOTES

MATERIALS TO MATCH [E] AT HOUSE• ROOF- TWO PIECE BARREL TILE CLASS "A" NON-COMBUSTIBLE. • GUTTERS- HALF ROUND ROLLED ANNODIZED. WITH DEBRIS GUARD. COLOR: "HAMMERITE GRAY" ROUND ROLLED ANNODIZED DOWNSPOUTS. COLOR: "HAMMERITE GRAY"• PORCH CEILING- EXPOSED 4X6 T & G STAINED. CABOT 01-3000 "NATURAL WOOD" • POSTS & BEAMS & EXPOSED RAFTERS- WOOD STAINED. CABOT 01-3000 "NATURAL WOOD"• DOORS & WINDOWS- METAL CLAD, DUAL GLAZED/ SAFETY GLASS AT DOORS. TO MATCH COLOR AT HOUSE, COLOR: "BARK"*.• 3-COAT PLASTER WALLS TO MATCH FINISH & COLOR AT HOUSE. ELASTOMERIC PAINT: DECRATREND "SPANISH SAND"

A-2

1/4" = 1'-0"

PROPOSED EAST ELEVATION

1/4" = 1'-0"

PROPOSED SOUTH ELEVATION

1/4" = 1'-0"

PROPOSED WEST ELEVATION

9'-0

"

TP

SECTION A1/4" = 1'-0"

KEY NOTESE EXTERIOR

E-1 EXTERIOR CEMENT PLASTER WALLS , TROWEL FIINISH. MIN 7/8" THICK W/ 3-COAT SYSTEM & INTEGRAL COLOR, & HOUSE WRAP.

E-2a CLAD EXTERIOR / INTERIOR FRENCH SWINGING DOORS.E-2b SOLID CORE SWINGING DOORS.E-2c SOLID CORE 4 PANEL SECTIONAL GARAGE DOORS W/ OPENER.E-3 CLAD EXTERIOR / INTERIOR WINDOWS.E-4 DUAL GLAZE TEMPERED SKYLIGHTS.E-5 WOOD POST & BEAMS WITH EXPOSED RAFTERS AT COVERED PATIOE-6 SHAPED RAFTER TAILS AT EAVES TO MATCH [E] AT HOUSE.E-7 EXPOSED RIDGE BEAM TO MATCH [E] AT HOUSE.E-8 ROLLED ANODIZED HALF ROUND GUTTERS [COLOR: HAMMERITE GRAY] TO

MATCH [E] AT HOUSE, WITH WIRE MESH DEBRIS GUARD.E-9 ROLLED ANODIZED ROUND DOWNSPOUTS [COLOR: HAMMERITE GRAY] TO

MATCH [E] AT HOUSE, DISCONNECTED & DISCHARGE INTO RAIN BARREL.CATCHMENT AT EACH DOWNSPOUT [PER SWMP TIER TWO REQUIREMENTS].

E-10 TWO PIECE MISSION ROOF TILES BY "REDLANDS CLAY TILE ROOFING"ICC-ES ESR-1489 APPROVAL, CLASS A ROOFING.PROVIDE CLASS A UNDERLAYMENT AT TILE ROOFING.

E-11 EMPTYE-12 SLOPE GRADE 5% TO 10' FROM STRUCTURE OR SWALE AT PROPERTY LINE

IF LESS THAN 10'.E-13 SLOPE PATIOS & PAVING 2% TO 10'.

TYPICAL EXTERIOR KEY NOTESNOTE: FOR SOLAR HEIGHT REQUIREMENTS, THE NORTHERLY PROPERTY LINEIS LOCATED 20 FEET FROM THE NORTH SIDE OF THE BUILDING.

SECTION B1/4" = 1'-0"

DFE=243

BFE=242

512

9'-0

"

A-44

1'-6"1'-6"

E-10

E-4

E-7

SLAB

9'-0

"

TP

DFE=243

BFE=242SLAB

1/4" = 1'-0"

PROPOSED NORTH ELEVATION

NOTE: FOR SOLAR HEIGHT REQUIREMENTS, THE NORTHERLY PROPERTY LINEIS LOCATED 20 FEET FROM THE NORTH SIDE OF THE BUILDING.

9'-0

"

TP

SLAB

E-5

E-12

E-13

E-1

E-10

E-8

E-915'-0

"

MAX BLDG HT AT RIDGE

DFE=243

BFE=242

DFE=243

BFE=242

SECTION C1/4" = 1'-0"

512

9'-0

"

E-2c E-2c

E-6

E-3

E-2aE-2b

E-2b

9'-0

"

E-13

W-1

G GENERAL

G-1 ATTIC ACCESS PANEL IN CEILING. [MIN 22x30 & MIN 30" CLR HEIGHT AT OPEN'G PER CODE ].

FL/PV FLOORING/ PAVINGFL-1 CONCRETE SLAB ON GRADE.PV-1 BRICK PAVERS SET IN SAND BASE. 1/2" DROP FROM F.F. WHEN DOORS

SWING OUT. MIN 3' DEEP LANDING IN DIRECTION OF TRAVEL.PV-2 STAMPED CONCRETE DRIVEWAY [COLOR: SANDSTONE BUFF]

WA/CL/WALLS/ CEILINGS/ BEAMS

WA-1 5/8" TYPE"X" GYP BD. ONE COAT PRIMER, TWO COATS MATTE. CL-1 5/8" TYPE"X" GYP BD. ONE COAT PRIMER, TWO COATS MATTE.

IN INSULATION [OPTIONAL]IN-1 R-19 BATT INSULATION IN EXTERIOR WALLS.IN-2 RIGID IN VAULTED CEILINGS TO EQUAL R-30 BATT INSUL.

R-30 BATT INSULATION IN ATTIC SPACES.

E-12

E-12

PV-1

PV-1

FL-1 FL-1

IN-1

IN-2

A-41

A-42

A-43

A-46

A-45

A-48

A-47

LIGHTINGPORTFOLIO LITSHIRE HOODEDLANTERN W/ OBSCURE GLASSMODEL #46815 OIL RUBBED BRONZE

16-0x8-0 GAR DR 10-0x9-0 GAR DR

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA






SHEET

RAR

IH

ETC

C

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CAOLIF

RNIA

A.OL

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NO. C 24921REN. 08/31/21

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© LORI A. KARI

ARCHITECTAIA

DATE

ARCHITECT

226EAST

CANONPERDIDO

STREETSUITE H

SANTABARBARA

CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

G GENERAL

G-1 ATTIC ACCESS PANEL IN CEILING. [MIN 22x30 & MIN 30" CLR HEIGHT AT OPEN'G PER CODE ].

FL/PV FLOORING/ PAVINGFL-1 CONCRETE SLAB ON GRADE.PV-1 BRICK PAVERS SET IN SAND BASE. 1/2" DROP FROM F.F. WHEN DOORS

SWING OUT. MIN 3' DEEP LANDING IN DIRECTION OF TRAVEL.PV-2 STAMPED CONCRETE DRIVEWAY [COLOR: SANDSTONE BUFF]

WA/CL/WALLS/ CEILINGS/ BEAMS

WA-1 5/8" TYPE"X" GYP BD. ONE COAT PRIMER, TWO COATS MATTE. CL-1 5/8" TYPE"X" GYP BD. ONE COAT PRIMER, TWO COATS MATTE.

IN INSULATION [OPTIONAL]IN-1 R-19 BATT INSULATION IN EXTERIOR WALLS.IN-2 RIGID IN VAULTED CEILINGS TO EQUAL R-30 BATT INSUL.

R-30 BATT INSULATION IN ATTIC SPACES.

DOOR &WINDOW

SCHEDULES

KEY NOTES

PROPOSEDFLOOR PLAN/

ELECTRICALPLAN

ELEC-MECHSYMBOLS

A-3

AFC

I

1/4"=1'-0"

LED LIGHT FIXTURE [WALL/CEILING MOUNT]

GARBAGE DISPOSAL W/ PUSH BUTTON SWITCH

SWITCHs

SWITCH [3 WAY]

SWITCH [4 WAY]

SWITCH [DIMMER]

OUTLET [WATERPROOF]

JUNCTION BOX

OUTLET [GROUND FAULT INT]

WP

J

FLOOR OUTLET

CABLE TV OUTLET

HOSE BIBB. PROVIDE BACKFLOW PREVENTION DEVICE ON HOSE BIBS AND AUTO SPRINKLER SYSTEMS

4-PLEX OUTLET

GFC

I

ROLLER CATCH SWITCHsRC

s 4

AFC

I OUTLET [ARC FAULT INT]

OUTLET [1/2 HOT W/ ARC FAULT INT]

s 3

THERMOSTAT [FAU]T

ELECTRICAL/ MECHANICAL SYMBOLS

PHONE OUTLET

CA

SWITCH [MANUAL-ON VACANCY SENSOR]

MOTION SENSOR/ PHOTOCONTROL COMBO

LED PENDANT FIXTURE, DIMMABLE

S

M

D

PH

CEILING FAN W/ LIGHT

PB

KITCHEN EXHAUST FAN [MIN 100 CFM FOR KITCHEN HOOD FAN]

SD

RECESSED LIGHT FIXTURE, 5" DIA LED, DIMMABLE

RECESSED LIGHT W/ SHOWER TRIM, LED

UNDER CABINET FIXTURE, LED

LED WALL SCONCE, DIMMABLE L

CEILING FAN REMOTE DEVICER

CO

HBADJUSTABLE RECESSED LIGHT FIXTURE, 5" DIA LED, DIMMABLE

L

L

L

L

SLL

KEY NOTES

SMOKE DETECTOR, HARDWIRE W/BATTERYBKUP [110V W/ INTERCONNECTED SIGNAL WIRE SUCH THAT ONE ACTIVATED ALARM SHALL ACTIVATE ALL OF THE ALARMS]. UNIT SHALL BE LISTED WITH & APPROVED BYTHE STATE FIRE MARSHALL.

CARBON MONOXIDE DETECTOR, HARDWIRE W/BATTERY BKUP. UNIT SHALL BE LISTED IN ACCORDANCE WITH UL 2034 & UL 217.

BATH EXHAUST FAN SHALL BE A WHOLE HOUSE CONTINUOUSLY OPERATING FAN DUCTED TO THEOUTSIDE W/ MIN VENTILATION RATE [ASHRAE STANDARD 62.2 EQUATION 4.1 [a]] CALCULATION:0.01x 2,008 S.F.+ 7.5[1+1]= 35.08 MIN CFM PER CALC.[MIN 50 CFM BATH FAN].IT MUST BE CONTROLLED BY A HUMIDISTAT.

AFC

I

C OUTLET [ARC FAULT INT] W/CELL PH JACK

PROPOSED FLOOR PLAN PLAN- THREE CAR GARAGEN

L

B

K

GFC

I K.S

.

FLOOR OR CEILING REGISTER

WALL REGISTER

KICK SPACE

RETURN AIR

DESIGN FLOOD ELEVATION=243

5:12 5:12

5:12

2'-7

"

EQEQ

2'-0" 4'-0"

22'-0"

35'-6"

21'-0

"

12'-0

"

6'-0"28

'-0"

4'-0

"

5'-8

"4'

-10"

NOTE: ALL WALL DIMENSIONS ARE TO FACE OF PLYWOOD [WHERE OCCURS], OTHERWISE TO FACE OF FRAMING, U.N.O.

WALL LEGEND2X4 WOOD STUD WALL

2X6 WOOD STUD WALL

60 A

MP

ELEC

SUBP

AN

EL

5:12

1'-6

"

1'-6"

DOOR SCHEDULENo. Unit Size Thk. Type Mat'l/Glaze Glass/Threshold Location

INTERIOR1 2'-6" x 6'-8" 1 3/4" Single Swing 1 Panel French Dual/ SG Garage2 5'-0" x 6'-8" 1 3/4" Pair Swing 1 Panel French Dual/ SG Garage3 6'-0" x 6'-8" 1 3/4" Pair Swing 1 Panel French Dual/ SG Garage4 10-0" x 9'-0" 1 3/4" Single Sectional Solid/ 5 Panel Garage5 16'-0"x 8'-0" 1 3/4" Single Sectional Solid/ 5 Panel Garage6 EMPTY 1 3/4"

INTERIOR DOORS: MILGARD DOOR SPECSStained wood/ Pre Hung or Equal • No Brickmold/ No Trim

• Threshold-- StandardEXTERIOR FRENCH DOORS: • Frame/ Sash Colors TBDMILGARD— CLAD EXTERIOR & INTERIOR • Hardware. Finish TBD.

• Hinges & Hardware: Fiinish TBDCODE REQUIREMENTS • Glass Spacer Bar Color: TBD• All glazing in doors require both panes [full] safety glass [S.G.] [CBC 2406]. • Jamb Liner Weatherstrip Color: TBD• All exterior door assemblies: non-combustible, 20 minute rated, or have solid wood cores of min. 1-3/8" thick.• Primary egress door to have a 32" clear opening when door is opened to 90º.• Outswing doors over a landing require landing set 1/2" max below threshold. • Landing to be 36" min in direction of travel.

WINDOW SCHEDULENo. Frame Size Type Mat'l/Glaze Glass Options Location

A 1'-6 x 3'-0" Single. Csmt Clad/ 1 Lite Temp 1-Side Garage

2'-6" x 3'-0" Single. Csmt Clad/ 1 Lite Temp 1-Side Garage

C 5'-0" x 3'-0" Pair Csmt Clad/ 1 Lite Temp 1-Side Garage

D Empty

SKYLIGHTSAA 2'-0"x2'-0" Temp Garage

WINDOWS* WINDOW SPECS--refer to client approved orderMILGARD CLAD — Clad Exterior & Interior • No Brickmold

• Sill Nosing: No exterior sill nosing/Interior sill SAFETY GLAZING REQUIREMENTS [SG*]: • Frame/ Sash Colors TBDTub & shower enclosures less than 60" above floor [incld. wndws]. • Stained Wood InteriorGlazed panels w/in 24" arc of vert edge of door & w/in 60" of floor. • Finish Trim of Exterior Mulls to be StandardGlazed panels > 9 s.f. & lower edge < 18" of above f.f. or walk'g surface. • Folding Handle Hardware. Finish TBD.Glazing in stairways w/ exposed glass less than 60" above floor. • Hinges & Hardware: Fiinish TBDGlass mirrors shall be approved glazing mat'l subject to human impact. • Glass Spacer Bar Color: TBDFixed, sliding, or swinging glazed panel doors. • Jamb Liner Weatherstrip Color: TBD

• Screens & Screen Frames: Color TBD

2

B

B

3'-4"

8'-6

"

2'-8

"

5

6'-0

"8'

-0"

8'-8

"5'

-4"

1

7'-1

0"

1

1'-6

"

1'-6"

1'-6

"1'

-6"

16'-0"

13'-6"

B

C

C

A

B

EQEQ

4

EQ EQ

3

5:12

14'-0"

1'-6"

PROPOSED ROOF PLAN 1/4"=1'-0"

N

CA-2

BA-2

AA-2

FL-1

FL-1

PV-1

G-1

PV-1

60 A

MP

ELEC

SUBP

AN

EL

WP

GFC

I

WPGFCI

WPGFCI

WP

GFC

I

s3

s

WP

GFC

IW

PG

FCI

WPGFCI

WPGFCI

L

LL

L L

L

WP

GFC

I

WP

GFC

IW

PG

FCI

s

s

L

L

s 3s

s

s 3LL L

LL L

J

J

L

G

Gs4

s s

WP

GFC

I

L

L

s 3s 3

s3

L

L L

WP

GFC

I

WP

GFC

I

L L

L

LL

1/4"=1'-0"

PROPOSED ELECTRICAL PLAN- THREE CAR GARAGE

PV-2

PV-2

WP

GFC

IW

PG

FCI

AA AA

AA

AA AA

AA

GARAGE ONE BAY

GARAGE TWO BAY

16-0x8-0 GAR DR

10-0x9-0 GAR DR

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA






SHEET

RAR

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CAOLIF

RNIA

A.OL

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IRA

NO. C 24921REN. 08/31/21

LI

NES D

C

© LORI A. KARI

ARCHITECTAIA

DATE

ARCHITECT

226EAST

CANONPERDIDO

STREETSUITE H

SANTABARBARA

CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

METAL RIDGEFLASHING

'ICYNENE' FOAM INSULATIONAT VOLUME CEILINGS[TO BE APPLIED IN DIRECTCONTACT WITH UNDERSIDE OF PLYWOOD TYP.]

RIDGE BOARD

RIDGE TILECLASS 'A' ROOF:TWO PIECE BARRELTILE O / #30 ROOF'G UNDERLAYMENT

STRUCTURALPLYWOOD

RIDGE BEAMPER STRUCTURAL

GYP. BOARD

CLASS 'A' ROOF: TWO PIECEBARREL TILEO / SELF-ADHERING HIGHTEMPERATURE UNDERLAYMENT[TILE SHOWN DIAGRAMATIC]

2x STUD

SHEATHING

SILL PLATE

SOLDERED PAN FITS IN DOORROUGH OPENING (USE NOFASTENERS THROUGH PAN,SET IN MASTIC)

INTERIOR FLANGE COORDINATES W/SILL &FIN. FLOOR

BOTTOM FLANGE OFPAN LAPS AS SHOWN

NOTE: MOISTURE BARRIER(NOT SHOWN FOR CLARITY)WRAPS OVER SIDE JAMB &SIDES OF SILL PAN

GYP. BRD.

BATTINSULATION

BLKG.

1'-6"

2X OR 4X ROOF RAFTER

STRUCTURALPLYWOOD

TYP SUBSTRATE:1-LAYER 'TYVEK' HOUSE WRAP/ 1 -LAYER 60 MIN. PAPER

2X BLKG.

512

FLASHING W/ DRIP EDGE LAP UNDER ROOF'G UNDERLAYMENT


1X6 T&G PLANKING

GYP. BRD.

HALF ROUND COPPER GUTTER

'RIGID INSULATION

2X FASCIA CONT.


STRUCTURAL PLYWOOD

STRUCTURALPLYWOOD

TYP SUBSTRATE:1-LAYER 'TYVEK' HOUSE WRAP./ 1-LAYER 60 MIN. PAPER

EXTERIOR CEMENTPLASTER6X6 PORCH POST

FOOTING PER STRUCTURALENGINEER

SIMPSON STRUCTURALPOST BASE. SIZE PER ENGINEER.

2.512


STRUCTURAL PLYWOOD4X6 RAFTERS

2X BLKG.6X10 PORCH

BEAM

1'-6"

1X T&G PLANKING 4X6 RAFTER

4.) REPEAT STEPS 1, 2 & 3 FORUPPER PART OF ROUGH OPENING.3.) FOLD MOISTURE

BARRIER INSTALLEDIN STEP 2 AGAINST FACE OF BUILDING.

2.) ADHERE MOISTURE BARRIER, WHICH EXTENDS 6" PAST BUILDING'S FACE,AROUND FRAMING @ BOTTOM OF ROUGH OPENING. CUT AS SHOWN.

1.) ADHERE 6" MOISTURE BARRIER @ BOTTOM EDGE OF ROUGH OPENING & EXTENDING 6" TO EACHSIDE

ROUGHFRAMING

SHEATHING

CUTHERE

BRICK SET IN SAND BASE

BATTINSULATION

GYP. BRD.

2"

TYP SUBSTRATE:1-LAYER 'TYVEK' HOUSE WRAP. 60 MIN. PAPER. LAP O/ WEEP SCREED FLANGE

METAL WEEP SCREED CONT. AT BASE OF WALL

FIN. GRADE

SLOPE GRADE2% MIN., TYP. TO10' FROM STRUCTURE ORTO SWALE IF LESS THAN 10'6"

PLYWOOD SHEAR PANELFLUSH W/ CONC. FACE

8"

(N) FOOTINGPER STRUCTURALENGINEER

1'-6" N.T.S.

HALF ROUND COPPER GUTTER

1X EXPOSED T & G


EXTERIOR CEMENT PLASTER

EXTERIOR CEMENTPLASTER

DECORATIVE CORBELS BELOWTO MATCH [E] AT HOUSE

SISTER ON 4X6 RAFTER TAILS @24" O.C.RADIUS TAILS TO MATCH [E] AT HOUSE

STRUCTURAL PLYWOOD4X6 RAFTER TAILS

3/4"x8" POST BASE TRIM ALLSIDES TOCONCEAL STRUCTURAL POST BASE.

[REFER TO STRUCTURAL DWGS]

SCALE 1 1/2"=1'-0"

SCALE 1-1/2" = 1'-0"

3

1

SCALE 3" = 1'-0" 4

2

5

6

8

SCALE 1 1/2"=1'-0"

11

WINDOW WRAP

DOOR PAN

7

WEEP SCREED TYP.

N.T.S. SCALE 1-1/2" = 1'-0" EAVE TYP.

RAKE TYP.

RIDGE TYP.

10

PORCH POST CAP

PORCH POST BASE

SCALE 1 1/2"=1'-0"

A-4

ARCHITECTURALDETAILS

N.T.S.

EMPTY

EMPTY

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA






SHEET

RAR

IH

ETC

C

T

E

ST

ET

FO

A

CAOLIF

RNIA

A.OL

I K

IRA

NO. C 24921REN. 08/31/21

LI

NES D

C

© LORI A. KARI

ARCHITECTAIA

DATE

ARCHITECT

226EAST

CANONPERDIDO

STREETSUITE H

SANTABARBARA

CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

NEW THREECAR GARAGE

AT

424NORTH

ONTAREROAD

SANTABARBARA

CA






SHEET

RAR

IH

ETC

C

T

E

ST

ET

FO

A

CAOLIF

RNIA

A.OL

I K

IRA

NO. C 24921REN. 08/31/21

LI

NES D

C

© LORI A. KARI

ARCHITECTAIA

DATE

ARCHITECT

226EAST

CANONPERDIDO

STREETSUITE H

SANTABARBARA

CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

PROJECT

FOR

17-7953

GEOTECHNICAL INVESTIGATION

NEW ACCESSORY DWELLING

424 N. ONTARE ROAD (APN 053-151-014)

SUSAN & CHRIS DAHLSTROM424 N. ONTARE ROAD

SANTA BARBARA, CA 93101

SANTA BARBARA, CALIFORNIA

August 24, 2017PROJECT

FOR

17-7953

GEOTECHNICAL INVESTIGATION

NEW ACCESSORY DWELLING

424 N. ONTARE ROAD (APN 053-151-014)

SUSAN & CHRIS DAHLSTROM424 N. ONTARE ROAD

SANTA BARBARA, CA 93101

SANTA BARBARA, CALIFORNIA

August 24, 2017

SR-1

GEOTECHNICALINVESTIGATION

UPDATELETTER

TABLE OF CONTENTS

1.0 INTRODUCTION ............................................................................................................... 1

2.0 PURPOSE AND SCOPE ................................................................................................... 2

3.0 SUBSURFACE SOIL CONDITIONS ................................................................................. 2

4.0 SEISMIC CONSIDERATIONS ........................................................................................... 3

4.1 Seismic Coefficients ............................................................................................ 3 4.2 Liquefaction .......................................................................................................... 4 4.3 Lateral Spreading ................................................................................................. 4 4.4 Slope Stability ...................................................................................................... 5 4.5 Faulting ................................................................................................................. 5

5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................. 5

5.1 Clearing and Stripping ........................................................................................ 6 5.2 Site Preparation .................................................................................................... 6 5.3 Preparation of Paved Areas ................................................................................ 8 5.4 Structural Fill ........................................................................................................ 8 5.5 Foundations .......................................................................................................... 9 5.6 Slab-On-Grade Construction ............................................................................ 10 5.7 Retaining Walls .................................................................................................. 11 5.8 Pavement Design ............................................................................................... 12 5.9 Underground Facilities Construction .............................................................. 13 5.10 Surface and Subsurface Drainage ................................................................... 14 5.11 Geotechnical Observations & Testing ............................................................. 15

6.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS .................................................... 16

FIGURES AND TABLES Site Location Map Site Plan Geologic Map

APPENDIX A Soil Classification Chart Logs of Exploratory Borings

APPENDIX B Moisture Density Tests Direct Shear Test R-Value TestExpansion Index Test

1

GEOTECHNICAL INVESTIGATION PROPOSED SECONDARY DWELLING

424 NORTH ONTARE ROAD (APN 053-151-014) SANTA BARBARA, CALIFORNIA

PROJECT 17-7953

1.0 INTRODUCTION

This report presents the results of our geotechnical investigation for the proposed new

secondary dwelling at 424 North Ontare Road (APN 053-151-014) in Santa Barbara, California.

A site location map is presented in Figure 1.

The property is located to the east on North Ontare Road and south of the driveway access from

Ontare Road. San Roque Creek is located on the eastside of the property. Topographically, the

dwelling site is relative level with gradients of less than 5 percent and an elevation of around 245

feet above mean sea level (MSL). To the east of the property the terrain slopes toward San

Roque Creek. At the time of our field exploration, an existing residence was located on the east

half of the property. The proposed dwelling will be located on the west half of the site

approximately 50 feet west of the existing residence. This area was covered with a lawn at the

time of our field investigation with several trees in the vicinity of the pad.

It is our understanding that the new dwelling will be a wood framed structure supported on a

raised foundation. Footing loads for the proposed dwelling are presently unavailable. For the

purpose of this report, loads on the order of 15 kips (columns) and 1.0 kip per lineal foot

(continuous) have been estimated.

The project description is based on a site reconnaissance performed by a Pacific Coast Testing,

Inc., engineer and information provided by Kras Design Studio. The site plan provided forms

the basis for the "Site Plan", Figure 2.

In the event that there is change in the nature, design or location of improvements, or if the

assumed loads are not consistent with actual design loads, the conclusions and

recommendations contained in this report should be reviewed and modified, if required.

Evaluations of the soils for hydrocarbons or other chemical properties are beyond the scope of

the investigation.

August 24, 2017 Project 17-7953

2

2.0 PURPOSE AND SCOPE

The purpose of this study was to explore and evaluate the surface and subsurface soil

conditions at the site and to develop geotechnical information and design criteria for the

proposed project. The scope of this study included the following items.

1. A review of available soil and geologic information for this area of Santa Barbara.

2. A field study consisting of a site reconnaissance and an exploratory boring

program to formulate a description of the subsurface conditions.

3. A laboratory testing program performed on representative soil samples collected

during our field study.

4. Engineering analysis of the data gathered during our field study, laboratory

testing, and literature review. Development of recommendations for site

preparation, and geotechnical design criteria for foundations, retaining walls,

pavement design and underground facilities.

5. Preparation of this report summarizing our findings, conclusions, and

recommendations regarding the geotechnical aspects of the project site.

3.0 SUBSURFACE SOIL CONDITIONS

The near surface materials in the area of the proposed dwelling consist of brown silty sands with

some clay in the upper 4 to 5 feet. These soils were found in a loose to medium dense condition

and in a slightly moist to moist state. Laboratory testing indicates that these soils have very low

expansivity. Similar brown silty sands with some clay were encountered below the near surface

materials in a slightly moist state and in a medium dense to very dense condition.

Free ground water was not encountered at the time of the field investigation. Based on previous

borings in this area of Santa Barbara; and our experience, groundwater levels are expected to


3

be around 20 to 30 feet below existing grades. In addition, very moist to saturated conditions

can be expected in the upper 4 to 5 feet during wet winter months.

A more detailed description of the soils encountered is presented graphically on the "Exploratory

Boring Logs," B-1 and B-2, Appendix A. An explanation of the symbols and descriptions used

on these logs are presented on the "Soil Classification Chart.

The soil profile described above is generalized; therefore, the reader is advised to consult the

boring logs (Appendix A) for soil conditions at specific locations. Care should be exercised in

interpolating or extrapolating subsurface conditions between or beyond and borings. On the

boring logs, we have indicated the soil type, moisture content, grain size, dry density, and the

applicable Unified Soil Classification System Symbol.

The locations of our exploratory borings, shown on Site Plan, Figure 2, were approximately

determined from features at the site. Hence, accuracy can be implied only to the degree that

this method warrants. Surface elevations at boring locations were not determined.

4.0 SEISMIC CONSIDERATIONS

4.1 Seismic Coefficients

Structures should be designed to resist the lateral forces generated by

earthquake shaking in accordance with the building code and local design

practice. This section presents seismic design parameters for use with the

California Building Code (CBC) and ASCE 7-05. The site coordinates and the

USGS interactive web page were used to obtain the seismic design criteria. The

peak ground acceleration was estimated for a 2 percent probability of occurrence

in 50 years using the USGS online deaggregation tool.

Seismic Data

California Building Code Seismic Parameter Values for

Site Class D

Latitude, degrees 34.445375

Longitude, degrees -119.738050

Ss, Seismic Factor, Site Class B at 0.2 sec 2.868


4


Site Class D

S1 Seismic Factor, Site Class B at 1 sec 1.000

Site Class Sd, Stiff Soil

SMS, Site Specific Response Parameter for Site Class at 0.2 sec

2.868

SM1, Site Specific Response Parameter for Site Class D at 1 sec

1.500

SDS = 2/3 SMS1 1.912

SD1 = 2/3 SM1 1.000

4.2 Liquefaction Analysis

Liquefaction is described as the sudden loss of soil shear strength due to a rapid

increase of pore water pressures caused by cyclic loading from a seismic event.

In simple terms, it means that the soil acts more like a fluid than a solid in a

liquefiable event. In order for liquefaction to occur, the following are generally

needed; granular soils (sand, silty sand and sandy silt), groundwater and low

density (very loose to medium dense) conditions. A liquefaction study was not

part of our scope for this project, however an opinion can be provided based on

the results of our soil borings and experience in this area of Santa Barbara. In

general, silty sand soils in a dense to very dense condition were encountered

below a depth of 8 feet. Based on our experience similar silty sands and bedrock

materials in a very dense/hard condition can be expected from 10 to 50 feet

below existing grades. The depth to groundwater is anticipated to be around 25

feet below existing grades. During wet winter years groundwater could potentially

rise to 20 feet below existing grades. Liquefaction induced total settlements are

anticipated to be on the order of 1-inch with differential settlements of 3/4-inch

over 30 feet.

4.3 Lateral Spreading

The proposed dwelling location is approximately 200 feet west of the sloped area

that extends down to San Roque Creek. Considering the near level terrain in the

pad area, and the lack of liquefiable soil zones in the upper soils, the potential for

lateral spreading displacements in the building area would be low.


5

4.4 Slope Stability

As discussd above, the building pad area is located in near level terrain some

200 feet west of the sloped area that extends down to San Roque Creek. The

potential for slope movement to influence the proposed construction would be

low.

4.5 Faulting

There are no active or potentially active faults in the direct vicinity of the building

pad area. The nearest known fault (More Ranch Fault) is located just to the

south of the site (see Figure 3). The site is not within a State of California Fault

Hazards Zone (Alquist-Priolo). It is our opinion that there is a low potential for

fault rupture to impact the proposed structure based on review of the published

maps.

5.0 CONCLUSIONS AND RECOMMENDATIONS

1. The site is suitable from a geotechnical standpoint for the proposed construction

provided the recommendations presented in this report are incorporated into the

project plans and specifications.

2. All grading and foundation plans should be reviewed by Pacific Coast Testing

Inc., hereinafter described as the Geotechnical Engineer, prior to contract

bidding. This review should be performed to determine whether the

recommendations contained within this report are incorporated into the project

plans and specifications.

3. The Geotechnical Engineer should be notified at least two (2) working days

before site clearing or grading operations commence, and should be present to

observe the stripping of deleterious material and provide consultation to the

Grading Contractor in the field.

4. Field observation and testing during the grading operations should be provided by

the Geotechnical Engineer so that a decision can be formed regarding the


6

adequacy of the site preparation, the acceptability of fill materials, and the extent

to which the earthwork construction and the degree of compaction comply with

the project geotechnical specifications. Any work related to grading performed

without the full knowledge of, and under direct observation of the Geotechnical

Engineer, may render the recommendations of this report invalid.

5.1 Clearing and Stripping

1. All surface and subsurface deleterious materials should be removed from the

proposed building area and disposed of off-site. This includes, but is not limited

to any trees and associated rootballs, buried utility lines, loose fills, septic

systems, debris, building materials, and any other surface and subsurface

structures within proposed building areas. Voids left from site clearing, should be

cleaned and backfilled as recommended for structural fill.

2. Once the site has been cleared, the exposed ground surface should be stripped

to remove surface vegetation and organic soil. The surface may be disced,

rather than stripped, if the organic content of the soil is not more than three

percent by weight. If stripping is required, depths should be determined by a

member of our staff in the field at the time of stripping. Strippings may be either

disposed of off-site or stockpiled for future use in landscape areas if approved by

the landscape architect.

5.2 Site Preparation

1. The intent of these recommendations is to excavate the native soils in the upper

3 feet and support the building on compacted select fill soils.

2. The native soils should be excavated to a minimum depth of three (3) feet below

existing grade or finish pad grade or one (1) foot below the bottom of the deepest

footing, whichever is greater. All excavations should be approved by the

geotechnical engineer prior to placing fill. After approval, the exposed surface

should then be scarified, wetted to slightly above optimum moisture and

compacted to at least ninety (90) percent of maximum dry density (ASTM D1557-


7

02). The removed materials can then be replaced and similarly compacted;

however, the upper 12 inches of the pad should consist of a suitable non-

expansive import material such as decomposed granite or Class II/III base. The

select material should also be compacted to at least ninety (90) percent. The

lateral limits of overexcavation, scarification and fill placement should be at least

three (3) feet beyond the perimeter footings.

3. If soft or unstable soils are encountered at the bottom of the excavation, these

soft areas should be further excavated (18-inches minimum) and a layer of

stabilization fabric (Mirafi HP370 or equivalent) and Class II/III Base placed prior

to placing fill. The base should be compacted to 90 percent of ASTM D1557-02.

4. In order to help minimize potential settlement problems associated with structures

supported on a non-uniform thickness of compacted fill, the soils engineer should

be consulted for specific site recommendations during grading. In general, all

proposed construction should be supported by a uniform thickness of compacted

soil.

5. The above grading is based on the strength characteristics of the materials under

conditions of normal moisture that would result from rain water and do not take

into consideration the additional activating forces applied by seepage from

springs or subsurface water. Areas of observed seepage should be provided

with subsurface drains to release the hydrostatic pressures.

6. The near-surface soils may become partially or completely saturated during the

rainy season. Grading operations during this time period may be difficult since

the saturated materials may not be compactable and they may not support

construction equipment. Consideration should be given to the seasonal limit of

the grading operations on the site.

7. All final grades should be provided with a positive drainage gradient away from

foundations. Final grades should provide for rapid removal of surface water


8

runoff. Ponding of water should not be allowed on building pads or adjacent to

foundations.

5.3 Preparation of Paved Areas

1. Pavement areas should be scarified to a depth of 12 inches below existing grade

or finished subgrade. The soil should then be wetted to slightly above optimum

moisture content and compacted with heavy equipment such that the upper one

(1) foot is at a minimum of 90 percent of maximum dry density.

2. The upper 9 inches of subgrade beneath all paved areas should be compacted to

at least 95 percent relative compaction. Subgrade soils should not be allowed to

dry out or have excessive construction traffic between the time of water

conditioning and compaction, and the time of placement of the pavement

structural section.

5.4 Structural Fill

1. On-site silty sand soils free of organic and deleterious material are suitable for

use as fill below the non-expansive cap. These fills should not contain rocks

larger than 3 inches in greatest dimension, and should have no more than 15

percent larger than 1.5 inches in greatest dimension.

2. Select import (decomposed granite or Class II/III Base) should be free of organic

and other deleterious material and should be non-expansive with a plasticity

index of 10 or less and a sand equivalent of at least 30. Before delivery to the

site, a sample of the proposed import should be tested in our laboratory to

determine its suitability for use as structural fill.

3. Structural fill using approved import should be placed in layers, each not

exceeding eight inches in thickness before compaction. The imported soil should

be conditioned with water, or allowed to dry, to produce a soil water content at

approximately optimum value, and should be compacted to at least 90 percent

relative compaction based on ASTM D1557-02.


9

5.5 Foundations

1. Conventional continuous footings and spread footings may be used for support of

the proposed dwelling. All of the foundation materials should be competent after

preparation in accordance with the grading section of this report.

2. The perimeter footings should be at least 15 inches wide with a minimum

embedment of 24 inches below pad grade or below adjacent finished grade,

whichever is lower. Spread footings should be a minimum of 24 inches square

and similarly embedded and tied to the perimeter footings with grade beams (min.

12” wide by 24” deep). The reinforcement for the perimeter footings and grade

beams should be designed by the structural engineer; however, a minimum of

four (4) No. 5 rebar should be provided, two (2) on the top and two (2) on the

bottom with dowels (#4 bars at 18 inches on-center) to tie the footings and grade

beams to the slab.

3. An allowable dead plus live load bearing pressure of 2000 psf may be used.

Total structural settlements on the order of 1-inch should be anticipated with

differential settlements being 50 percent of this value over 20 feet.

4. The above allowable pressures are for support of dead plus live loads and may

be increased by one-third for short-term wind and seismic loads.

5. Lateral forces on structures may be resisted by passive pressure acting against

the sides of shallow footings and/or friction between the soil and the bottom of the

footing. For resistance to lateral loads, a friction factor of 0.35 may be utilized for

sliding resistance at the base of the spread footings in undisturbed native

materials or engineered fill. A passive resistance of 300 pcf equivalent fluid

weight may be used against the side of shallow footings. If friction and passive

pressures are combined, the lesser value should be reduced by 33 percent.


10

5.6 Slab-On-Grade Construction

1. Concrete slabs-on-grade and flatwork should not be placed directly on

unprepared loose fill materials. Preparation of subgrade to receive concrete

slabs-on-grade and flatwork should be processed as discussed in the preceding

sections of this report.

2. If slabsongrade are to be constructed a section of capillary break material 6inch

thick and covered with a 15-mil Stego-Type vapor barrier should be provided

between the floor slab and compacted soil subgrade. All seams through the

vapor barrier should be overlapped and sealed. Where pipes extend through the

vapor barrier, the barrier should be sealed to the pipes. The capillary break

should be a clean free-draining material such as clean gravel or permeable

aggregate complying with Caltrans Standard Specifications 68, Class I, Type A or

Type B, to service as a cushion and a capillary break. It is suggested that a 2-

inch thick sand layer be placed on top of the membrane to assist in the curing of

the concrete. The sand should be lightly moistened prior to placing concrete.

3. Concrete slabs-on-grade should be a minimum of 6 inches thick and should be

reinforced with at least No. 4 reinforcing bars placed at 18 inches on-center both

ways at or slightly above the center of the structural section. Reinforcing bars

should have a minimum clear cover of 1.5 inches, and hot bars should be cooled

prior to placing concrete. The aforementioned reinforcement may be used for

anticipated uniform floor loads not exceeding 100 psf. If floor loads greater than

100 psf are anticipated, the slab should be evaluated by a structural engineer.

4. All slabs should be poured at a maximum slump of less than 5 inches. Excessive

water content is the major cause of concrete cracking. For design of concrete

floors, a modulus of subgrade reaction of k = 100 psi per inch would be

applicable to on-site engineered fill soils.


11

5.7 Retaining Walls

1. Retaining walls should be designed to resist lateral pressures from adjacent soils

and surcharge loads applied behind the walls.

Lateral Pressure and Condition (Compacted Fill)

Equivalent Fluid Pressure, pcf

Unrestrained Wall

Rigidly Supported Wall

Active Case, Drained

Level-native soils 40 --

Level-granular backfill 30 --

At-Rest Case, Drained

Level-native soils -- 60

Level-granular backfill 50

Passive Case, Drained

Level 2:1 Sloping Down

300 200

--

For sloping backfill add 1 pcf for every 2 deg. (Active case) and 1.5 pcf for every 2 deg. (At-rest case)

2. Isolated retaining wall foundations should extend a minimum depth of 30 inches

below lowest adjacent grade. An allowable toe pressure of 2,250 psf is

recommended for footings supported in competent materials. A coefficient of

friction of 0.30 may be used.

3. For retaining walls greater than 6 feet, as measured from the top of the

foundation, a seismic horizontal surcharge of 10H² (pounds per linear foot of wall)

may be assumed to act on retaining walls. The surcharge will act at a height of

0.33H above the wall base (where H is the height of the wall in feet). This

surcharge force shall be added to an active design equivalent fluid pressure of 50

pounds per square foot of depth for the seismic condition.

4. In addition to the lateral soil pressure given above, retaining walls should be

designed to support any design live load, such as from vehicle and construction

surcharges, etc., to be supported by the wall backfill. If construction vehicles are

required to operate within 10 feet of a wall, supplemental pressures will be

induced and should be taken into account through design.


12

5. The above-recommended pressures are based on the assumption that sufficient

subsurface drainage will be provided behind the walls to prevent the build-up of

hydrostatic pressure. To achieve this, we recommend that a filter material be

placed behind all proposed walls. The blanket of filter material should be a

minimum of 12 inches thick and should extend from the bottom of the wall to

within 12 inches of the ground surface. The top 12 inches should consist of water

conditioned, compacted native soil. A 4-inch diameter drain pipe should be

installed near the bottom of the filter blanket with perforations facing down. The

drain pipe should be underlain by at least 4 inches of filter type material.

Adequate gradients should be provided to discharge water that collects behind

the retaining wall to an adequately controlled discharge system with suitably

projected outlets. The filter material should conform to Class I, Type B

permeable material as specified in Section 68 of the California Department of

Transportation Standard Specifications, current edition. A typical 1" x #4

concrete coarse aggregate mix approximates this specification.

6. For hydrostatic loading conditions (i.e. no free drainage behind walls), an

additional loading of 45 pcf equivalent fluid weight should be added to the above

soil pressures. If it is necessary to design retaining structures for submerged

conditions, allowed bearing and passive pressures should be reduced by 50

percent. In addition, soil friction beneath the base of the foundations should be

neglected.

7. Precautions should be taken to ensure that heavy compaction equipment is not

used immediately adjacent to walls, so as to prevent undue pressure against, and

movement of, the walls. The use of water-stops/impermeable barriers should be

considered for any basement construction, and for building walls, which retain

earth.

5.8 Pavement Design

1. The following table provides recommended pavement sections based on an R-

Value of 20 for the near surface silty sand soils encountered at the site.

TABLE OF CONTENTS

1.0 INTRODUCTION ............................................................................................................... 1

2.0 PURPOSE AND SCOPE ................................................................................................... 2

3.0 SUBSURFACE SOIL CONDITIONS ................................................................................. 2

4.0 SEISMIC CONSIDERATIONS ........................................................................................... 3

4.1 Seismic Coefficients ............................................................................................ 3 4.2 Liquefaction .......................................................................................................... 4 4.3 Lateral Spreading ................................................................................................. 4 4.4 Slope Stability ...................................................................................................... 5 4.5 Faulting ................................................................................................................. 5

5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................. 5

5.1 Clearing and Stripping ........................................................................................ 6 5.2 Site Preparation .................................................................................................... 6 5.3 Preparation of Paved Areas ................................................................................ 8 5.4 Structural Fill ........................................................................................................ 8 5.5 Foundations .......................................................................................................... 9 5.6 Slab-On-Grade Construction ............................................................................ 10 5.7 Retaining Walls .................................................................................................. 11 5.8 Pavement Design ............................................................................................... 12 5.9 Underground Facilities Construction .............................................................. 13 5.10 Surface and Subsurface Drainage ................................................................... 14 5.11 Geotechnical Observations & Testing ............................................................. 15

6.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS .................................................... 16

FIGURES AND TABLES Site Location Map Site Plan Geologic Map

APPENDIX A Soil Classification Chart Logs of Exploratory Borings

APPENDIX B Moisture Density Tests Direct Shear Test R-Value TestExpansion Index Test

1

GEOTECHNICAL INVESTIGATION PROPOSED SECONDARY DWELLING

424 NORTH ONTARE ROAD (APN 053-151-014) SANTA BARBARA, CALIFORNIA

PROJECT 17-7953

1.0 INTRODUCTION

This report presents the results of our geotechnical investigation for the proposed new

secondary dwelling at 424 North Ontare Road (APN 053-151-014) in Santa Barbara, California.

A site location map is presented in Figure 1.

The property is located to the east on North Ontare Road and south of the driveway access from

Ontare Road. San Roque Creek is located on the eastside of the property. Topographically, the

dwelling site is relative level with gradients of less than 5 percent and an elevation of around 245

feet above mean sea level (MSL). To the east of the property the terrain slopes toward San

Roque Creek. At the time of our field exploration, an existing residence was located on the east

half of the property. The proposed dwelling will be located on the west half of the site

approximately 50 feet west of the existing residence. This area was covered with a lawn at the

time of our field investigation with several trees in the vicinity of the pad.

It is our understanding that the new dwelling will be a wood framed structure supported on a

raised foundation. Footing loads for the proposed dwelling are presently unavailable. For the

purpose of this report, loads on the order of 15 kips (columns) and 1.0 kip per lineal foot

(continuous) have been estimated.

The project description is based on a site reconnaissance performed by a Pacific Coast Testing,

Inc., engineer and information provided by Kras Design Studio. The site plan provided forms

the basis for the "Site Plan", Figure 2.

In the event that there is change in the nature, design or location of improvements, or if the

assumed loads are not consistent with actual design loads, the conclusions and

recommendations contained in this report should be reviewed and modified, if required.

Evaluations of the soils for hydrocarbons or other chemical properties are beyond the scope of

the investigation.


2

2.0 PURPOSE AND SCOPE

The purpose of this study was to explore and evaluate the surface and subsurface soil

conditions at the site and to develop geotechnical information and design criteria for the

proposed project. The scope of this study included the following items.

1. A review of available soil and geologic information for this area of Santa Barbara.

2. A field study consisting of a site reconnaissance and an exploratory boring

program to formulate a description of the subsurface conditions.

3. A laboratory testing program performed on representative soil samples collected

during our field study.

4. Engineering analysis of the data gathered during our field study, laboratory

testing, and literature review. Development of recommendations for site

preparation, and geotechnical design criteria for foundations, retaining walls,

pavement design and underground facilities.

5. Preparation of this report summarizing our findings, conclusions, and

recommendations regarding the geotechnical aspects of the project site.

3.0 SUBSURFACE SOIL CONDITIONS


some clay in the upper 4 to 5 feet. These soils were found in a loose to medium dense condition

and in a slightly moist to moist state. Laboratory testing indicates that these soils have very low

expansivity. Similar brown silty sands with some clay were encountered below the near surface

materials in a slightly moist state and in a medium dense to very dense condition.

Free ground water was not encountered at the time of the field investigation. Based on previous

borings in this area of Santa Barbara; and our experience, groundwater levels are expected to


3

be around 20 to 30 feet below existing grades. In addition, very moist to saturated conditions

can be expected in the upper 4 to 5 feet during wet winter months.

A more detailed description of the soils encountered is presented graphically on the "Exploratory

Boring Logs," B-1 and B-2, Appendix A. An explanation of the symbols and descriptions used

on these logs are presented on the "Soil Classification Chart.

The soil profile described above is generalized; therefore, the reader is advised to consult the

boring logs (Appendix A) for soil conditions at specific locations. Care should be exercised in

interpolating or extrapolating subsurface conditions between or beyond and borings. On the

boring logs, we have indicated the soil type, moisture content, grain size, dry density, and the

applicable Unified Soil Classification System Symbol.

The locations of our exploratory borings, shown on Site Plan, Figure 2, were approximately

determined from features at the site. Hence, accuracy can be implied only to the degree that

this method warrants. Surface elevations at boring locations were not determined.

4.0 SEISMIC CONSIDERATIONS

4.1 Seismic Coefficients

Structures should be designed to resist the lateral forces generated by

earthquake shaking in accordance with the building code and local design

practice. This section presents seismic design parameters for use with the

California Building Code (CBC) and ASCE 7-05. The site coordinates and the

USGS interactive web page were used to obtain the seismic design criteria. The

peak ground acceleration was estimated for a 2 percent probability of occurrence

in 50 years using the USGS online deaggregation tool.

Seismic Data


Site Class D

Latitude, degrees 34.445375

Longitude, degrees -119.738050

Ss, Seismic Factor, Site Class B at 0.2 sec 2.868


4


Site Class D

S1 Seismic Factor, Site Class B at 1 sec 1.000

Site Class Sd, Stiff Soil

SMS, Site Specific Response Parameter for Site Class at 0.2 sec

2.868

SM1, Site Specific Response Parameter for Site Class D at 1 sec

1.500

SDS = 2/3 SMS1 1.912

SD1 = 2/3 SM1 1.000

4.2 Liquefaction Analysis

Liquefaction is described as the sudden loss of soil shear strength due to a rapid

increase of pore water pressures caused by cyclic loading from a seismic event.

In simple terms, it means that the soil acts more like a fluid than a solid in a

liquefiable event. In order for liquefaction to occur, the following are generally

needed; granular soils (sand, silty sand and sandy silt), groundwater and low

density (very loose to medium dense) conditions. A liquefaction study was not

part of our scope for this project, however an opinion can be provided based on

the results of our soil borings and experience in this area of Santa Barbara. In

general, silty sand soils in a dense to very dense condition were encountered

below a depth of 8 feet. Based on our experience similar silty sands and bedrock

materials in a very dense/hard condition can be expected from 10 to 50 feet

below existing grades. The depth to groundwater is anticipated to be around 25

feet below existing grades. During wet winter years groundwater could potentially

rise to 20 feet below existing grades. Liquefaction induced total settlements are

anticipated to be on the order of 1-inch with differential settlements of 3/4-inch

over 30 feet.

4.3 Lateral Spreading

The proposed dwelling location is approximately 200 feet west of the sloped area

that extends down to San Roque Creek. Considering the near level terrain in the

pad area, and the lack of liquefiable soil zones in the upper soils, the potential for

lateral spreading displacements in the building area would be low.


5

4.4 Slope Stability

As discussd above, the building pad area is located in near level terrain some

200 feet west of the sloped area that extends down to San Roque Creek. The

potential for slope movement to influence the proposed construction would be

low.

4.5 Faulting

There are no active or potentially active faults in the direct vicinity of the building

pad area. The nearest known fault (More Ranch Fault) is located just to the

south of the site (see Figure 3). The site is not within a State of California Fault

Hazards Zone (Alquist-Priolo). It is our opinion that there is a low potential for

fault rupture to impact the proposed structure based on review of the published

maps.

5.0 CONCLUSIONS AND RECOMMENDATIONS

1. The site is suitable from a geotechnical standpoint for the proposed construction

provided the recommendations presented in this report are incorporated into the

project plans and specifications.

2. All grading and foundation plans should be reviewed by Pacific Coast Testing

Inc., hereinafter described as the Geotechnical Engineer, prior to contract

bidding. This review should be performed to determine whether the

recommendations contained within this report are incorporated into the project

plans and specifications.

3. The Geotechnical Engineer should be notified at least two (2) working days

before site clearing or grading operations commence, and should be present to

observe the stripping of deleterious material and provide consultation to the

Grading Contractor in the field.

4. Field observation and testing during the grading operations should be provided by

the Geotechnical Engineer so that a decision can be formed regarding the


6

adequacy of the site preparation, the acceptability of fill materials, and the extent

to which the earthwork construction and the degree of compaction comply with

the project geotechnical specifications. Any work related to grading performed

without the full knowledge of, and under direct observation of the Geotechnical

Engineer, may render the recommendations of this report invalid.

5.1 Clearing and Stripping

1. All surface and subsurface deleterious materials should be removed from the

proposed building area and disposed of off-site. This includes, but is not limited

to any trees and associated rootballs, buried utility lines, loose fills, septic

systems, debris, building materials, and any other surface and subsurface

structures within proposed building areas. Voids left from site clearing, should be

cleaned and backfilled as recommended for structural fill.

2. Once the site has been cleared, the exposed ground surface should be stripped

to remove surface vegetation and organic soil. The surface may be disced,

rather than stripped, if the organic content of the soil is not more than three

percent by weight. If stripping is required, depths should be determined by a

member of our staff in the field at the time of stripping. Strippings may be either

disposed of off-site or stockpiled for future use in landscape areas if approved by

the landscape architect.

5.2 Site Preparation

1. The intent of these recommendations is to excavate the native soils in the upper

3 feet and support the building on compacted select fill soils.

2. The native soils should be excavated to a minimum depth of three (3) feet below

existing grade or finish pad grade or one (1) foot below the bottom of the deepest

footing, whichever is greater. All excavations should be approved by the

geotechnical engineer prior to placing fill. After approval, the exposed surface

should then be scarified, wetted to slightly above optimum moisture and

compacted to at least ninety (90) percent of maximum dry density (ASTM D1557-


7

02). The removed materials can then be replaced and similarly compacted;

however, the upper 12 inches of the pad should consist of a suitable non-

expansive import material such as decomposed granite or Class II/III base. The

select material should also be compacted to at least ninety (90) percent. The

lateral limits of overexcavation, scarification and fill placement should be at least

three (3) feet beyond the perimeter footings.

3. If soft or unstable soils are encountered at the bottom of the excavation, these

soft areas should be further excavated (18-inches minimum) and a layer of

stabilization fabric (Mirafi HP370 or equivalent) and Class II/III Base placed prior

to placing fill. The base should be compacted to 90 percent of ASTM D1557-02.

4. In order to help minimize potential settlement problems associated with structures

supported on a non-uniform thickness of compacted fill, the soils engineer should

be consulted for specific site recommendations during grading. In general, all

proposed construction should be supported by a uniform thickness of compacted

soil.

5. The above grading is based on the strength characteristics of the materials under

conditions of normal moisture that would result from rain water and do not take

into consideration the additional activating forces applied by seepage from

springs or subsurface water. Areas of observed seepage should be provided

with subsurface drains to release the hydrostatic pressures.

6. The near-surface soils may become partially or completely saturated during the

rainy season. Grading operations during this time period may be difficult since

the saturated materials may not be compactable and they may not support

construction equipment. Consideration should be given to the seasonal limit of

the grading operations on the site.

7. All final grades should be provided with a positive drainage gradient away from

foundations. Final grades should provide for rapid removal of surface water


8

runoff. Ponding of water should not be allowed on building pads or adjacent to

foundations.

5.3 Preparation of Paved Areas

1. Pavement areas should be scarified to a depth of 12 inches below existing grade

or finished subgrade. The soil should then be wetted to slightly above optimum

moisture content and compacted with heavy equipment such that the upper one

(1) foot is at a minimum of 90 percent of maximum dry density.

2. The upper 9 inches of subgrade beneath all paved areas should be compacted to

at least 95 percent relative compaction. Subgrade soils should not be allowed to

dry out or have excessive construction traffic between the time of water

conditioning and compaction, and the time of placement of the pavement

structural section.

5.4 Structural Fill

1. On-site silty sand soils free of organic and deleterious material are suitable for

use as fill below the non-expansive cap. These fills should not contain rocks

larger than 3 inches in greatest dimension, and should have no more than 15

percent larger than 1.5 inches in greatest dimension.

2. Select import (decomposed granite or Class II/III Base) should be free of organic

and other deleterious material and should be non-expansive with a plasticity

index of 10 or less and a sand equivalent of at least 30. Before delivery to the

site, a sample of the proposed import should be tested in our laboratory to

determine its suitability for use as structural fill.

3. Structural fill using approved import should be placed in layers, each not

exceeding eight inches in thickness before compaction. The imported soil should

be conditioned with water, or allowed to dry, to produce a soil water content at

approximately optimum value, and should be compacted to at least 90 percent

relative compaction based on ASTM D1557-02.


9

5.5 Foundations

1. Conventional continuous footings and spread footings may be used for support of

the proposed dwelling. All of the foundation materials should be competent after

preparation in accordance with the grading section of this report.

2. The perimeter footings should be at least 15 inches wide with a minimum

embedment of 24 inches below pad grade or below adjacent finished grade,

whichever is lower. Spread footings should be a minimum of 24 inches square

and similarly embedded and tied to the perimeter footings with grade beams (min.

12” wide by 24” deep). The reinforcement for the perimeter footings and grade

beams should be designed by the structural engineer; however, a minimum of

four (4) No. 5 rebar should be provided, two (2) on the top and two (2) on the

bottom with dowels (#4 bars at 18 inches on-center) to tie the footings and grade

beams to the slab.

3. An allowable dead plus live load bearing pressure of 2000 psf may be used.

Total structural settlements on the order of 1-inch should be anticipated with

differential settlements being 50 percent of this value over 20 feet.

4. The above allowable pressures are for support of dead plus live loads and may

be increased by one-third for short-term wind and seismic loads.

5. Lateral forces on structures may be resisted by passive pressure acting against

the sides of shallow footings and/or friction between the soil and the bottom of the

footing. For resistance to lateral loads, a friction factor of 0.35 may be utilized for

sliding resistance at the base of the spread footings in undisturbed native

materials or engineered fill. A passive resistance of 300 pcf equivalent fluid

weight may be used against the side of shallow footings. If friction and passive

pressures are combined, the lesser value should be reduced by 33 percent.


10

5.6 Slab-On-Grade Construction

1. Concrete slabs-on-grade and flatwork should not be placed directly on

unprepared loose fill materials. Preparation of subgrade to receive concrete

slabs-on-grade and flatwork should be processed as discussed in the preceding

sections of this report.

2. If slabsongrade are to be constructed a section of capillary break material 6inch

thick and covered with a 15-mil Stego-Type vapor barrier should be provided

between the floor slab and compacted soil subgrade. All seams through the

vapor barrier should be overlapped and sealed. Where pipes extend through the

vapor barrier, the barrier should be sealed to the pipes. The capillary break

should be a clean free-draining material such as clean gravel or permeable

aggregate complying with Caltrans Standard Specifications 68, Class I, Type A or

Type B, to service as a cushion and a capillary break. It is suggested that a 2-

inch thick sand layer be placed on top of the membrane to assist in the curing of

the concrete. The sand should be lightly moistened prior to placing concrete.

3. Concrete slabs-on-grade should be a minimum of 6 inches thick and should be

reinforced with at least No. 4 reinforcing bars placed at 18 inches on-center both

ways at or slightly above the center of the structural section. Reinforcing bars

should have a minimum clear cover of 1.5 inches, and hot bars should be cooled

prior to placing concrete. The aforementioned reinforcement may be used for

anticipated uniform floor loads not exceeding 100 psf. If floor loads greater than

100 psf are anticipated, the slab should be evaluated by a structural engineer.

4. All slabs should be poured at a maximum slump of less than 5 inches. Excessive

water content is the major cause of concrete cracking. For design of concrete

floors, a modulus of subgrade reaction of k = 100 psi per inch would be

applicable to on-site engineered fill soils.


11

5.7 Retaining Walls

1. Retaining walls should be designed to resist lateral pressures from adjacent soils

and surcharge loads applied behind the walls.

Lateral Pressure and Condition (Compacted Fill)

Equivalent Fluid Pressure, pcf

Unrestrained Wall

Rigidly Supported Wall

Active Case, Drained

Level-native soils 40 --

Level-granular backfill 30 --

At-Rest Case, Drained

Level-native soils -- 60

Level-granular backfill 50

Passive Case, Drained

Level 2:1 Sloping Down

300 200

--

For sloping backfill add 1 pcf for every 2 deg. (Active case) and 1.5 pcf for every 2 deg. (At-rest case)

2. Isolated retaining wall foundations should extend a minimum depth of 30 inches

below lowest adjacent grade. An allowable toe pressure of 2,250 psf is

recommended for footings supported in competent materials. A coefficient of

friction of 0.30 may be used.

3. For retaining walls greater than 6 feet, as measured from the top of the

foundation, a seismic horizontal surcharge of 10H² (pounds per linear foot of wall)

may be assumed to act on retaining walls. The surcharge will act at a height of

0.33H above the wall base (where H is the height of the wall in feet). This

surcharge force shall be added to an active design equivalent fluid pressure of 50

pounds per square foot of depth for the seismic condition.

4. In addition to the lateral soil pressure given above, retaining walls should be

designed to support any design live load, such as from vehicle and construction

surcharges, etc., to be supported by the wall backfill. If construction vehicles are

required to operate within 10 feet of a wall, supplemental pressures will be

induced and should be taken into account through design.


12

5. The above-recommended pressures are based on the assumption that sufficient

subsurface drainage will be provided behind the walls to prevent the build-up of

hydrostatic pressure. To achieve this, we recommend that a filter material be

placed behind all proposed walls. The blanket of filter material should be a

minimum of 12 inches thick and should extend from the bottom of the wall to

within 12 inches of the ground surface. The top 12 inches should consist of water

conditioned, compacted native soil. A 4-inch diameter drain pipe should be

installed near the bottom of the filter blanket with perforations facing down. The

drain pipe should be underlain by at least 4 inches of filter type material.

Adequate gradients should be provided to discharge water that collects behind

the retaining wall to an adequately controlled discharge system with suitably

projected outlets. The filter material should conform to Class I, Type B

permeable material as specified in Section 68 of the California Department of

Transportation Standard Specifications, current edition. A typical 1" x #4

concrete coarse aggregate mix approximates this specification.

6. For hydrostatic loading conditions (i.e. no free drainage behind walls), an

additional loading of 45 pcf equivalent fluid weight should be added to the above

soil pressures. If it is necessary to design retaining structures for submerged

conditions, allowed bearing and passive pressures should be reduced by 50

percent. In addition, soil friction beneath the base of the foundations should be

neglected.

7. Precautions should be taken to ensure that heavy compaction equipment is not

used immediately adjacent to walls, so as to prevent undue pressure against, and

movement of, the walls. The use of water-stops/impermeable barriers should be

considered for any basement construction, and for building walls, which retain

earth.

5.8 Pavement Design

1. The following table provides recommended pavement sections based on an R-

Value of 20 for the near surface silty sand soils encountered at the site.

March 10, 2020 Project No. 17-7953

Chris Dahlstrom 424 North Ontare Street Santa Barbara, CA 93101

Subject: Update of Geotechnical Investigation Additional Dwelling Unit (ADU) 424 North Ontare Street, (APN 053-151-014) Santa Barbara, California

Reference: Geotechnical Investigation, Proposed Secondary Dwelling, 424 North Ontare Street, (APN 053-151-014), Santa Barbara, California, by Pacific Coast Testing, dated August 24, 2017, Project No. 17-7953.

Dear Chris:

As requested, we have reviewed the above referenced geotechnical investigation for the

proposed additional dwelling unit at 424 North Ontare Street, (APN 053-151-014) in Santa

Barbara, California. Based on this review, we are in agreement with the recommendations

provided in the report and that the recommendations will remain applicable for the proposed

project.

Field observation and testing during the construction operations should be provided by the

Geotechnical Engineer so that a decision can be formed regarding the adequacy of the site

preparation, the acceptability of fill materials, and the extent to which the earthwork construction

and the degree of compaction comply with the project geotechnical specifications. Special

Inspection should be performed in accordance with the Chapter 17A of the California Building

Code.

If you require additional assistance, please do not hesitate to contact me at (805) 631-5108.

Sincerely,

PACIFIC COAST TESTING INC.

Ron J. Church GE #2184

P.O. Box 6835 Santa Maria, CA 93456

Tel: (805) 631-5108 Fax: (805) 631-5937

NEW THREECAR GARAGE

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424NORTH

ONTAREROAD

SANTABARBARA

CA






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ARCHITECTAIA

DATE

ARCHITECT

226EAST

CANONPERDIDO

STREETSUITE H

SANTABARBARA

CA93101

TEL.805

965•0560

CELL.805

453•8797

[email protected]


ARCHITECT

LORI A KARI

AIA

KARI

08.05.2020SFDB

CONSENT

09.16.2020RESUBMIT

SR-2

GEOTECHNICALINVESTIGATION

CONTINUED

STRUCTURALPLAN REVIEW

LETTER


13

RECOMMENDED MINIMUM ASPHALT CONCRETE PAVEMENT SECTIONS DESIGN THICKNESS

T.I. A.C.-in. A.B.-in.

4.5 2.5 7.0

5.0 2.5 8.5

5.5 3.0 9.0

6.0 3.0 11.0

T.I. = A.C. =

A.B. =

Traffic Index Asphaltic Concrete - must meet specifications for Caltrans Type A Asphalt Concrete Aggregate Base - must meet specifications for Caltrans Class II Aggregate Base (R-Value = minimum 78)

2. R-value samples should be obtained and tested at the completion of rough

grading and the pavement sections confirmed or revised. All asphaltic concrete

pavement sections and all sections should be crowned for good drainage.

3. All asphalt pavement construction and materials used should conform with

Sections 26 and 39 of the latest edition of the Standard Specifications, State of

California, Department of Transportation. Aggregate bases and sub-bases

should also be compacted to a minimum relative compaction of 95 percent based

on ASTM D1557-02.

5.9 Underground Facilities Construction

1. The attention of contractors, particularly the underground contractors, should be

drawn to the State of California Construction Safety Orders for "Excavations,

Trenches, Earthwork". Trenches or excavations greater than 5 feet in depth

should be shored or sloped back in accordance with OSHA Regulations prior to

entry.

2. For purposes of this section of the report, bedding is defined as material placed in

a trench up to 1 foot above a utility pipe and backfill is all material placed in the

trench above the bedding. Unless concrete bedding is required around utility

pipes, free-draining sand should be used as bedding. Sand proposed for use as


14

bedding should be tested in our laboratory to verify its suitability and to measure

its compaction characteristics. Sand bedding should be compacted by

mechanical means to achieve at least 90 percent relative compaction based on

ASTM Test D1557-02.

3. On-site inorganic soil, or approved import, may be used as utility trench backfill.

Proper compaction of trench backfill will be necessary under and adjacent to

structural fill, building foundations, concrete slabs and vehicle pavements. In

these areas, backfill should be conditioned with water (or allowed to dry), to

produce a soil water content of about 2 to 3 percent above the optimum value

and placed in horizontal layers each not exceeding 8 inches in thickness before

compaction. Each layer should be compacted to at least 90 percent relative

compaction based on ASTM Test D1557-02. The top lift of trench backfill under

vehicle pavements should be compacted to the requirements given in report

section 5.3 for vehicle pavement subgrades. Trench walls must be kept moist

prior to and during backfill placement.

5.10 Surface and Subsurface Drainage

1. Concentrated surface water runoff within or immediately adjacent to the site

should be conveyed in pipes or in lined channels to discharge areas that are

relatively level or that are adequately protected against erosion.

2. Water from roof downspouts should be conveyed in pipes that discharge in areas

a safe distance away from structures. Surface drainage gradients should be

planned to prevent ponding and promote drainage of surface water away from

building foundations, edges of pavements and sidewalks. For soil areas, we

recommend that a minimum of five (5) percent gradient be maintained.

3. Maintenance of slopes is important to their long-term performance. It is

recommended that (where disturbed) slope surfaces be planted with appropriate

drought-resistant vegetation as recommended by a landscape architect, and not

over-irrigating, a primary source of surficial failures. In addition, an erosion


15

control blanket (Greenfix CF072RR or equivalent) should be placed over the

slopes to protect the vegetation while it becomes established. In addition, water

should not be allowed to run over the sides of the slopes

4. Careful attention should be paid to erosion protection of soil surfaces adjacent to

the edges of roads, curbs and sidewalks, and in other areas where "hard" edges

of structures may cause concentrated flow of surface water runoff. Erosion

resistant matting such as Miramat, or other similar products, may be considered

for lining drainage channels.

5. Subdrains should be placed in established drainage courses and potential

seepage areas. The location of subdrains should be determined during grading.

The subdrain outlet should extend into a suitable protected area or could be

connected to the proposed storm drain system. The outlet pipe should consist of

an unperforated pipe the same diameter as the perforated pipe.

5.11 Geotechnical Observation and Testing

1. Field exploration and site reconnaissance provides only a limited view of the

geotechnical conditions of the site. Substantially more information will be

revealed during the excavation and grading phases of the construction.

Stripping & clearing of vegetation, overexcavation, scarification, fill and backfill

placement and compaction should be reviewed by the geotechnical

professional during construction to evaluate if the materials encountered during

construction are consistent with those assumed for this report.

2. Special inspection of grading should be provided in accordance with California

Building Code Section 1705.6 and Table 1705.6. The special inspector should

be under the direction of the engineer.


16

CBC TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED

PERIODIC DURING TASK LISTED

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity

X

2. Verify excavations are extended to proper depth and have reached proper material

X

3. Perform classification and testing of compacted fill X 4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill

X

5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly.

X

3. The validity of the recommendations contained in this report are also dependent

upon a prescribed testing and observation program. Our firm assumes no

responsibility for construction compliance with these design concepts and

recommendations unless we have been retained to perform on-site testing and

review during all phases of site preparation, grading, and foundation/slab

construction. The Geotechnical Engineer should be notified at least two (2)

working days before site clearing or grading operations commence to develop a

program of quality control.

6.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS

1. It should be noted that it is the responsibility of the owner or his/her

representative to notify Pacific Coast Testing Inc. a minimum of 48 hours before

any stripping, grading, or foundation excavations can commence at this site.

2. The recommendations of this report are based upon the assumption that the soil

conditions do not deviate from those disclosed during our study. Should any

variations or undesirable conditions be encountered during grading of the site,

Pacific Coast Testing Inc. will provide supplemental recommendations as dictated

by the field conditions.

3. This report is issued with the understanding that it is the responsibility of the

owner or his/her representative to ensure that the information and


17

recommendations contained herein are brought to the attention of the architect

and engineer for the project, and incorporated into the project plans and

specifications. The owner or his/her representative is responsible for ensuring

that the necessary steps are taken to see that the contractor and subcontractors

carry out such recommendations in the field.

4. As of the present date, the findings of this report are valid for the property studied.

With the passage of time, changes in the conditions of a property can occur

whether they are due to natural processes or to the works of man on this or

adjacent properties. Legislation or the broadening of knowledge may result in

changes in applicable standards. Changes outside of our control may find this

report to be invalid, wholly or partially. Therefore, this report should not be relied

upon after a period of three (3) years without our review nor is it applicable for any

properties other than those studied.

5. Validity of the recommendations contained in this report is also dependent upon

the prescribed testing and observation program during the site preparation and

construction phases. Our firm assumes no responsibility for construction

compliance with these design concepts and recommendations unless we have

been retained to perform continuous on-site testing and review during all phases

of site preparation, grading, and foundation/slab construction.

March 12, 2020 Project No. 17-7953

Chris Dahlstrom 424 North Ontare Street Santa Barbara, CA 93101

Subject: Plan Review Additional Dwelling Unit (ADU) 424 North Ontare Street, (APN 053-151-014) Santa Barbara, California

Reference: Geotechnical Investigation, Proposed Secondary Dwelling, 424 North Ontare Street, (APN 053-151-014), Santa Barbara, California, by Pacific Coast Testing, dated August 24, 2017, Project No. 17-7953.

Dear Chris:

1.0 INTRODUCTION

As requested, we have performed a geotechnical review of the following plan.

Title Date Sheet No(s).

Prepared By

General Structural Notes Not Dated S0 Corrie Putney, Engineer Inc

Foundation Plan Not Dated S1 Corrie Putney, Engineer Inc

Foundation Details Not Dated S3 Corrie Putney, Engineer Inc

2.0 PROJECT DESCRIPTION

The property is located to the east on North Ontare Road and south of the driveway access

from Ontare Road. San Roque Creek is located on the eastside of the property.

Topographically, the dwelling site is relative level with gradients of less than 5 percent and an

elevation of around 245 feet above mean sea level (MSL). To the east of the property the

terrain slopes toward San Roque Creek. At the time of our field exploration, an existing

residence was located on the east half of the property. The proposed dwelling will be located

on the west half of the site approximately 50 feet west of the existing residence. This area was

covered with a lawn at the time of our field investigation with several trees in the vicinity of the

pad. The ADU will be a wood-framed structure with a concrete slab-on-grade floor.

P.O. Box 6835 Santa Maria, CA 93456

Tel: (805) 631-5108 Fax: (805) 631-5937

March 12, 2020 Project 17-7953

2

3.0 GEOTECHNICAL CONDITIONS


some clay in the upper 4 to 5 feet. These soils were found in a loose to medium dense

condition and in a slightly moist to moist state. Laboratory testing indicates that these soils

have very low expansivity. Similar brown silty sands with some clay were encountered below

the near surface materials in a slightly moist state and in a medium dense to very dense

condition.

4.0 CONCLUSIONS AND RECOMMENDA TIONS

It is our opinion that the foundation plans are in general conformance with the findings as given

in the referenced report. The following comments are provided for clarification purposes.

As recommended in the referenced report, after clearing and stripping the native soils should be

excavated to a minimum depth of three (3) feet below existing grade or finish pad grade or one

(1) foot below the bottom of the deepest footing, whichever is greater. All excavations should

be approved by the geotechnical engineer prior to placing fill. After approval, the exposed

surface should then be scarified, wetted to slightly above optimum moisture and compacted to

at least ninety (90) percent of maximum dry density (ASTM D1557-02). The removed materials

can then be replaced and similarly compacted; however, the upper 12 inches of the pad should

consist of a suitable non-expansive import material such as decomposed granite or Class II/III

base. The select material should also be compacted to at least ninety (90) percent. The lateral

limits of overexcavation, scarification and fill placement should be at least three (3) feet beyond

the perimeter footings.

The Geotechnical Engineer should be notified at least two (2) working days before site clearing

or grading operations commence and should be present to observe the stripping of material and

provide consultation to the Grading Contractor in the field. Field observation and testing during

the grading operations should be provided by the Geotechnical Engineer so that a decision can

be formed regarding the adequacy of the site preparation, the acceptability of fill materials, and

the extent to which the earthwork construction and the degree of compaction comply with the

project geotechnical specifications. Any work related to grading performed without the full

knowledge of, and under direct observation of the Geotechnical Engineer, may render the

recommendations of this and the referenced report invalid.

March 12, 2020 Project 17-7953

3

5.0 LIMITATIONS

This plan review was performed in accordance with the usual and current standards of the

professions, as they relate to this or similar localities. No other warranty, expressed or implied,

is made as to the conclusions and professional advice included in this report.

As in most projects, conditions revealed by excavation may be at variance with preliminary

findings. If this occurs, the changed conditions must be evaluated by the Project Geotechnical

Engineer, and revised recommendations be provided.

This report has been prepared for use by the client. It may not contain sufficient information for

the purposes of other parties or other uses. If any changes are made to the conclusions and

opinions contained herein, this report will not be considered valid unless the changes are

reviewed, and the conclusions and opinions of this report are modified or approved in writing by

Pacific Coast Testing.

If you require additional assistance, please do not hesitate to contact me at (805) 631-5108.

Sincerely,

PACIFIC COAST TESTING INC.

Ron J. Church GE #2184

Cc Kari Architect AIA

0' e 00 137' 19ºn

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