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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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
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
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.
SHEET
RAR
IH
ETC
C
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CAOLIF
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A.OL
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NO. C 24921REN. 08/31/21
LI
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© LORI A. KARI
ARCHITECTAIA
DATE
ARCHITECT
226EAST
CANONPERDIDO
STREETSUITE H
SANTABARBARA
CA93101
TEL.805
965•0560
CELL.805
453•8797
www.kariarchitect.com
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
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.
SHEET
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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
www.kariarchitect.com
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
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.
SHEET
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CAOLIF
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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
www.kariarchitect.com
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
CLASS 'A' ROOF: TWO PIECEBARREL TILEO / SELF-ADHERING HIGHTEMPERATURE UNDERLAYMENT[TILE SHOWN DIAGRAMATIC]
1X6 T&G PLANKING
GYP. BRD.
HALF ROUND COPPER GUTTER
'RIGID INSULATION
2X FASCIA CONT.
FLASHING W/ DRIP EDGE LAP UNDER ROOF'G UNDERLAYMENT
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
FLASHING W/ DRIP EDGE LAP UNDER ROOF'G UNDERLAYMENT
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
CLASS 'A' ROOF: TWO PIECEBARREL TILEO / SELF-ADHERING HIGHTEMPERATURE UNDERLAYMENT[TILE SHOWN DIAGRAMATIC]
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
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.
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
www.kariarchitect.com
ARCHITECT
LORI A KARI
AIA
KARI
08.05.2020SFDB
CONSENT
09.16.2020RESUBMIT
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.
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
www.kariarchitect.com
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
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
4
California Building Code Seismic Parameter Values for
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.
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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-
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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.
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
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
4
California Building Code Seismic Parameter Values for
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.
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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-
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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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.
August 24, 2017 Project 17-7953
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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.
August 24, 2017 Project 17-7953
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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
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.
SHEET
RAR
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ETC
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CAOLIF
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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
www.kariarchitect.com
ARCHITECT
LORI A KARI
AIA
KARI
08.05.2020SFDB
CONSENT
09.16.2020RESUBMIT
SR-2
GEOTECHNICALINVESTIGATION
CONTINUED
STRUCTURALPLAN REVIEW
LETTER
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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.
August 24, 2017 Project 17-7953
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
August 24, 2017 Project 17-7953
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
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.
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
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