2007-573 PE/G/CN City OFNGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment/Stonnwater Compliance
Subdivision Engineering
Traffic Engineering
April 10, 2009
Attn: Citibank
740 Lomas Santa Fe Drive
Solana Beach, California 92075
RE: Jeff S. Hokanson
408 Chesterfield Drive
CDP 07-009
Grading Permit 573-G
APN 260-411-38
Final release of security
Pen-nit 573-G authorized earthwork, stone drainage, site retaining wall, and erosion
control, all as necessary to build the described project. The Field Inspector has approved
the rough grading of the project. Therefore, release of 75% of the security deposited is
merited.
Assignment of Account 40066249232, in the amount of$49,500.75, has been
cancelled by the Financial Services Manager and is hereby released in its entirety.
The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
Debra Geishart J Le bach
Engineering Tec ician nance Manager
Subdivision Engineering inancial Services
CC Jay Lembach,Finance Manager
Jeff Hokanson
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �sp� recycled paper
City O ENGINEERING SERVICES DEPARTMENT
Eminitas Capital Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 28, 2009
Attn: Citibank
740 Lomas Santa Fe Drive
Solana Beach, California 92075
RE: Jeff S. Hokanson
408 Chesterfield Drive
CDP 07-009
Grading Permit 573-G
APN 260-411-38
Final release of security
Permit 573-G authorized earthwork, storm drainage, site retaining wall, and erosion
control, all as necessary to build the described project. The Field Inspector has approved
the grading and finaled the project. Therefore, release of remaining 25% security
deposited is merited.
Assignment of Account 40066249240, in the amount of$16,500.25, has been
cancelled by the Financial Services Manager and is hereby released in its entirety.
The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
Debra Geisha y Le bach
Engineering Technician Finance Manager
Subdivision Engineering Financial Services
CC Jay Lembach,Finance Manager
Jeff Hokanson
Debra Geishart
File
Enc.
4-3633 TDD 760-633-2700 recycled paper
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 9202 ��
C I T Y OF E N C I N I T A S �'
ENGINEERING SERVICES DEPARTMENT
505 S . VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMIT PERMIT NO. : 573GI
PARCEL NO. 260-411-3800 PLAN NO. :
JOB SITE ADDRESS : 408 CHESTEFIELD DRIVE CASE NO. : 07009 / CDP
APPLICANT NAME JEFF & HAYES HOKANSON
MAILING ADDRESS : 271 AVENIDA DE MONACO PHONE NO . : 858-361-3042
CITY: CARDIFF BY THE SEA STATE: CA ZIP: 92007-
CONTRACTOR r PHONE NO. :
LICENSE NO. : LICENSE TYPE:
ENGINEER : PASCO ENGINEERING PHONE NO. : 858-259-8212
PERMIT ISSUE DATE : 1/23/08
PERMIT EXP. 23/09 PERMIT ISSUED BY: �j� o �'�
INSPECTO BEN OLIVER
PERMIT FEES & DEPOSITS ------- - - -- --- - ---- ---------
1 . PERMIT FEE . 00 2 . GIS MAP FEE . 00
3 . INSPECTION FEE 3 , 300 . 00 4 . INSPECTION DEPOSIT: . 00
5 . NPDES INSPT FEE 660 . 00 6 . SECURITY DEPOSIT 66, 001 : 00
7 . FLOOD CONTROL FEE 262 . 00 8 . TRAFFIC FEE . 00
9 . IN-LIEU UNDERGRND . 00 10 . IN-LIEU IMPROVMT . 00
ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT:
- - ---- - - - - -- - - - - - - - - - - - - -
DESCRIPTION OF WORK - - ----- - -- - - - - - - - - - - - -- - - - - ---
?ERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR/MATERIUALS FOR EARTHWORK
DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL. CONTRACTOR MUST
MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN
OR PER W-A-T-C-H STANDARDS . LETTER DATED DECEMBER 6 , 2007 APPLIES .
INSPECTION - - --- -- - - -- - - -
DATE - --- - --- INSPECTOR' S SIGNATURE ----
ZINITIAL INSPECTION /
COMPACTION REPORT RECEIVED
ENGINEER CERT. RECEIVED d:a�
ROUGH GRADING INSPECTION
FINAL INSPECTION
----------- - '� -- --�--- - -- - -- -------------
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT SSU URSUANT TO THIS APPLICATION.
"IGNED
IGN DATE
PRINT NAME TELEPHONE NUMBER
CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER
6192004717 accounting 04:11:18 p.m. 04-15-2008 2/3
I SOIL i TitSTIN6,INC. San Diego Office Indio Office
Z
P H O N E P.O. BOX 600627 PHONE 83-740 Citrus Avenue
(619)280-4321
(760) 5983
San Diego, CA 92160-0627 Suite G
a TOLL FREE TOLL F R E E
v � 6280 Riverdale Street (877)215-4321
(877) 215-4321 Indio, CA 92201-3438
r San Diego, CA 92120 F A x
= FAX
(619) 280-4717 www.scst.com (760)775-8362 www.scst.com
O
N
SCS&T'No. 0811024
April 15, 2008 Report No. 1
Mr. Jeff Hokanson
Ms. Hayes Hokanson
408 Chesterfield Drive
Encinitas, California 92007
Subject: OBSERVATION OF GRADING
PROPOSED HOKANSON RESIDENCE
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
of Soil investigation, rn Residence
Reference: "Report Encinitas, California; dated November 11, 2006 (SCS&T No.
Chesterfield Drive,
0611215-1 R).
Dear Mr. and Mrs. Hokanson:
Southern California Soil and Testing, Inc. (SCS&T) has observed the recently completed
excavation for the proposed garage at the subject site. Competent, native terrace deposits are
exposed at pad grade throughout the excavation. These materials are as anticipated in the
referenced soil investigation report, and are suitable for the support of the proposed structure,
SCS&T also observed the foundation excavations for the proposed garage retaining walls. The
foundation excavations conformed to SCS&T recommendations and project structural plans.
SCS&T has observed the unshored temporary slopes around the garage excavation. The lower
portions of these slopes expose cemented terrace deposits, while the upper portions expose
loose slopewash deposits. The temporary slopes are generally suitable in their current
condition. However, the uppermost 4 feet of the south slope, which exposes loose slopewash
deposits, should be laid back at an inclination of about 1:1 (horizontal:vertical).
The temporary shoring at the north side of the garage excavation will be removed to facilitate
retaining wall construction. The temporary slope exposed by shoring removal should be laid
back to generally match the adjacent temporary slopes to the east and west. Any loose or
disturbed soil should be removed from the slope face. A wedge of compacted fill should be
placed at the toe of the temporary slope to replace soils disturbed by shoring removal. A
representative of SCS&T should observe the temporary slope after the work described above is
completed to verify that no adverse soil conditions requiring mitigation are present.
6192804717 accounting 04:11:45 p.m. 04-15-2008 3/3
April 15,2008
Mr. &Mrs.Hokanson SCS&T No. 0811024-1
Proposed Hokanson Residence page 2
408 Chesterfield Dr., Encinitas, CA
Should you have questions regarding this document, please contact us at your convenience.
4
Very t
SO RNIA SOIL &TESTING, INC.
a F?'0 GEO
CC",
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'9 FUFCA��� #1938
Daniel r, RCE 36037 Mich
Vice President Associa �^ � eying Geologist
DBA:kv
(2) Addressee
(1) Attn: Ben Oliver, Inspector
(1) Pacific Crest Development
C
6192aO4717 accounting 04:11:04 p.m. 04-15-2008 113
`°"&TESTING. SOUTHERN CALIFORNIA SOIL AND TESTING, INC. FAX
6280 Riverdale Street, San Diego, CA 92120
W C P.O. Box 600627, San Diego, CA 92160-0627
°
N
COMPANY: DATE: 4-15-08
ATTENTION: Ben Oliver No. OF PAGES: 2
PHONE NUMBER: FROM: Daniel Adler
FAX NUMBER: 760-633-2818 Vice President
PROJECT NUMBER: 0811024 FAX NUMBER: (619)280-4717
PROJECT NAME: Hokanson Residence PHONE (619)280-4321
NUMBER:
❑ Urgent ® For your Review ❑ Reply ASAP ❑ Please Comment
REMARKS:
Report attached for Hokanson Project.
The contents of this transmittal are confidential and intended for indicated persons only. If you feel
you have received this fax in error, please call 619.280.4321
CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT
ACTIVITY REPORT
DATE:
PROJECT NAME: PROJECT NUMBER:
STREET LOCATION: PERMIT NUMBER:
TELEPHONE:
CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT
ACTIVITY REPORT
DATE: i �q
PROJECT NAME: PROJECT NUMBER:
STREET LOCATION• PERMIT NUMBER:
CONTRACTOR: TELEPHONE:
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PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH,CA 92075
(858)259-8212 WAYNE A. PASCO
FAX(858)259-4812 R.C.E.29577
April 2, 2008 PE 1407C
City of Encinitas
Engineering Services Permits
505 S. Vulcan Avenue
Encinitas, CA 92024
RE: ENGINEER'S PAD CERTIFICATION 408 CHESTERFIELD DR(573G-G)
To Whom It May Concern:
Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby
submitted as a Pad Certification Letter for the above referenced site as the Surveyor for
the subject property. I hereby state that the rough grading for this project has been
completed in conformance with the approved plan and requirements of the City of
Encinitas Codes and Standards. Certification was performed on April 2, 2008.
The following is a list of pad elevations as field verified and depicted on the approved
grading plan pursuant to Section 23.24.3 10 (B):
Pad Elevation Pad Elevation
Location Per Plan Per Field Measurement
GARAGE PAD 182.9' 182.9'
If you should have any questions in reference to the information listed above,please do
not hesitate to contact this office.
Very truly yours,
PASCO ENGINEERING, INC.
�� �NND JU,Q�
Joseph Yuhas 5 �QN G. Yeti Fro
Director of Land Surveying
LS 5211
.06/30109
OF
4- z-o6
APR-13-2009 09:11 FROM: 858 259-4812 TO:760 633 2818 P.002/002
PASO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING n LAND PLANNING+LAND SURVEYING
April 13, 2009 PE 1407
Engineering Department
City of Encinitas
505 So. Vulcan Avenue
Encinitas, CA 92024
RE: ROUGH GRADE CERTMCATION FOR 408 CHESTERFI E,LA AR(573-G)
Pursuant to Section.23.24.3 10 of the Encinitas Municipal Code,this letter is hereby
submitted as a Rough Grade Certification Letter for the above referenced site as the
Engineer of Work for the subject property. I hereby state that the rough grading for this
project has been completed in conformance with the approved plan or as noted below and
requirements of the City of Encinitas Codes and Standards.
23.24.310(B) Pad Certifications for the Garage and Upper pad were submitted
on.April.2, 2008 and on July 9, 2008.
23.24.310(B)1. Construction of line and grade For all retaining walls has been field
verified and are in substantial conformance with the subject grading plan per a field
investigation performed on April 10, 2009.
Please call if you have any questions.
Regards,
CIO
Brian Ardolino,PE .71651
Project Engineers `
WC
53S N CORAt Highway 101 Stc A $0111nc1 Reach.C allforala 92075 1 ph 858.259.8212 fx 950.259.4817 1 plAaennl�eerinR.enm
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858)259-8212 WAYNE A. PASCO
FAX(858)259-4812 R.C.E.29577
July 9, 2008 PE 1407C
City of Encinitas
Engineering Services Permits
505 S. Vulcan Avenue
Encinitas, CA 92024
RE: ENGINEER'S PAD CERTIFICATION 408 CHESTERFIELD DR(573G-G)
To Whom It May Concern:
Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby
submitted as a Pad Certification Letter for the above referenced site as the Surveyor for
the subject property. I hereby state that the rough grading for this project has been
completed in conformance with the approved plan or as noted below and requirements of
the City of Encinitas Codes and Standards. Certification was performed on July 9, 2008.
The following is a list of pad elevations as field verified and depicted on the approved
grading plan pursuant to Section 23.24.3 10 (B):
Pad Elevation Pad Elevation
Location Per Plan Per Field Measurement
UPPER PAD 192.15' 191.6'
If you should have any questions in reference to the information listed above, please do
not hesitate to contact this office.
Very truly yours,
PASCO ENGINEERING, INC.
C.
` dry
Joseph Yuhas
Director of Land Surveying ---' Q `
r LS 5211
Exp.06/36109
OF C��-����
.._................
_< SOIL s rtsTINa,INC. San Diego Office Indio Office
= PHONE 83-740 Citrus Avenue
P k O N E P.O. Box 600627 (760)775- 983 -
w
(619)
San Diego, CA 92160-0627 Suite G
TOLL FREE "tOLI FREE
(877)21F R E E 6280 Riverdale Street (877)215-4321
Indio,CA 92201"3438
Z San Diego, CA 92120
F A F A X
a (619)280-4717 www,scst.com (750) 775-8362 www.scst.com
O
N
AS-GRADED
GEOTECHNICAL REPORT
PROPOSED HOKANSON RESIDENG€
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
PREPARED FOR:
MR.JEFF HOKANSON
MS. HAYES HOKANSON
408 CHESTERFIELD DRIVE
ENCINITAS,CALIFORNIA 92007
PREPARED BY:
SOUTHERN CALIFORNIA SOIL&TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineering Services Since 1959
.. ..--.....
TABLE OF CONTENTS
PAGE
SECTION
1. PROJECT DESCRIPTION...................................................................................................... 1
1.1. SITE PREPARATION ....... ................................................... 1
1.1.1. Primary Equipment.................................................................. ..................................... 1
1.1.2. Clearing and Grubbing.....................................................................................................2
1.2. SITE GRADING................................................................................................................2
1.3. BASEMENT WALL BACKFILL........................................................................................ 2
2. FIELD OBSERVATIONS AND LABORATORY TESTS .........................................................3
2.1. REMAINING WORK.........................................................................................................
3. CONCLUSIONS ...................................................................................................................... 3
4.• LIMITATIONS .......................................................................................................................... 3
ATTACHMENTS
PLATES
Plate 1 Field Density Test Locations
Plate 2 Field Density and Laboratory Compaction Test Results
ST
SOIL a TESTING,INC. San Diego Office Indio Office
C a PHONE P.O. BOX 600627 P 0 N E 83-740 Citrus Avenue
(619) 280-4321 (760)775 5983
r1 San Diego, CA 92160-0627 O F R E E Suite G
V (677) 215-4321 TOLL FREE TLL 6280 Riverdale Street (877)215-4321= India, CA 92201-3438
r San Diego,CA 92120 F A X
S T F A X 77S-8362 ww.scst.com
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(619) 280-4717 ww.scst.corn (760) w
O
N
July 11, 2008 SCS&T No.0811024
Report No.2
Mr.Jeff Hokanson
Ms. Hayes Hokanson
408 Chesterfield Drive
Encinitas, California 92007
Subject: AS-GRADED GEOTECHNICAL REPORT
PROPOSED HOKANSON RESIDENCE
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
DRAWING NO.573.rG
Reference: ,Report of Soil Investigation, Proposed Hokanson Residence Addition, 408
Chesterfield Drive, Encinitas, California", dated November 11, 2006 (SCS&T No.
0611215-1 R),
Dear Mr.And Mrs. Hokanson:
In accordance with your request, this report has been prepared to present the results of field
observations and tests performed during the grading for the proposed residence at 408 Chesterfield
Drive in Encinitas,California. Our services were performed between June 13 and July 8,2008. The
grading was performed by Pacific Concrete Cutting of San Diego, California. To assist in
determining the locations and elevations of our field density tests,we were provided with a grading
plan prepared by Pasco Engineering dated November 6,2007,which defines the general extent of
site grading.
1. PROJECT DESCRIPTION
1.1. SITE PREPARATION
1.1.1. Primary Equipment
The primary equipment employed for the site mass grading operations included:
1 -Caterpillar Backhoe 1 -Water hose
1 - IR Vibratory sheep's foot roller 1 -hand tamper
July t 1,2008
Mr.And Mrs. Nakanson SCS&T No. 0811024-2
Hokanson Residence Page 2
1.1.2. Clearing and Grubbing
Site preparation began with the.demolition of the existing improvements and the clearing and
grubbing of the existing vegetation and organic matter at the proposed development area. The
material generated from these operations was exported from the site.
1.2. SITE GRADING
The potentially compressible topsoil and loose terrace deposits were removed from the areas to
receive fill and from beneath settlement-sensitive improvements. The bottoms of the removal
areas typically exposed dense terrace deposits. The removals extended laterally 5 feet beyond the
building envelope when possible. Following the removals,the exposed surface was scarified to a
depth of 12 inches, moisture conditioned,and compacted.
The excavated soil was placed as compacted fill. Fill was placed in 6 to 8-inch lifts, moisture
conditioned to near optimum moisture content and compacted until field density tests indicated a
minimum of 90%relative compaction. All references to optimum moisture and relative compaction
in this report are based on the ASTM D 1557 laboratory test method. Compaction was achieved by
means of a Ingersoll Rand Vibratory sheep's foot roller or hand tamper. This process continued
until planned elevations were reached.
1.3. BASEMENT WALL BACKFILL
The backfill material for the garage basement walls was placed in 6 to 8-inch lifts, moisture-
conditioned and compacted to a minimum of 90 % compaction. Compaction was achieved
primarily by means of a hand tamper. The basement wall backfill in-place density tests have
been labeled "W13" and their approximate locations are noted on Plate 1.
2. FIELD OBSERVATIONS AND LABORATORY TESTS
Field observations and density tests were performed by a representative of SCS&T during the
grading operations at the locations shown on Plate 1. The density tests were performed according
to ASTM D 6938(nuclear gauge)procedures. The results of these tests are shown on the attached
plates. The accuracy of the in-situ density test locations and elevations is a function of the accuracy
of the survey control provided by others than SCS&T representatives. Unless otherwise noted, their
locations and elevations were determined by pacing and hand level methods and should be
considered accurate only to the degree implied by the method used.
As used herein,the term"observation"implies only that we observed the progress of work we were
involved with,and performed field density tests which,in conjunction with our observations,were the
C .
Mr.And Mrs. Nokanson July 11.2008
Nokanson Residence SCS&T No. 0811024-2
Page 3
base for our opinion as to whether the work was performed in substantial conformance with the
geotechnical recommendations and the requirements of the applicable agencies.
Maximum dry density determinations were performed on representative samples of the soils used in
the compacted fills according to ASTM D 1557. The results of these tests, presented on Plate 2,
were used in conjunction with the field density tests to determine the degree of relative compaction
of the compacted fill.
2.1, REMAINING WORK
The following operations remain to be completed. It is recommended that field observations and
relative compaction tests be performed during these operations to verify that these operations are
being performed in accordance with job requirements and local grading ordinances.
Removal and recompact of hardscape areas;
Subgrade preparation for hardscape areas;
Backfilling of retaining walls;
Backfilling the underground utility trenches.
3. CONCLUSIONS
Based on our field observations and the in-place density test results, it is our opinion that the
building pad preparation and compaction were performed substantially in accordance with the
recommendations contained in the referenced geotechnical report, the City of Encinitas Grading
Ordinance, the Grading/improvement Plan Drawing Number 573-G, and the California Building
Code.
4. LIMITATIONS
This report covers only the services performed between June 13 and July 8,2008. Our opinions are
based on our observations and the relative compaction test results and are limited by the scope of
the work that we agreed to perform. Our work was performed in accordance with the currently
accepted standard of practice and in such a manner as to provide a reasonable measure of the
compliance of the grading and backfill operations with the project requirements. No warranty,
express or implied, is made or intended with respect to the work that we have performed, and
neither the performance of this work nor the submittal of this report should be construed as relieving
the contractor of its responsibility to conform with the project requirements.
ST .
Mr. And Mrs,Hokanson July 11,2008
SCS&7 No.0811024-2
Hokanson Residence Page 4
Our work was generally performed on an "on-call" basis. Therefore, the in-place density tests
performed by our field representative can only"be construed as representative of the areas tested as
shown on the attached plates.
Should you have any questions regarding this document or if we may be of further service,please
contact our office at your convenience.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
arreti B,Fountainr'CrFc X2752
Senior G" tecbrkW Eri-lrt�_r
GBF:sW.!', F. Y`/n�srp 1
(2) Addr <
(1) Atfri:.BeYf._C' i�.. , ec tor
(1) Pacific Crest Development
(1) Pacific Crest Development via e-mail kellyregan52@hotmail.com
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JOB NAME: HOKANSON RESIDENCE
JOB NUMBER: 08110241
IN-PLACE DENSITY TESTS
TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP.
TEST LOCATION feet,MSL ercent c.f. TYPE ercent
NO, Gradin
1 717/08 Proposed Upper pad 188.0 P.N.G. 10.1 122.4 1 94.2
190.0 12.2 120.3 1 92,5
2 717108 Proposed Upper pad 125.6 1 96.6
3 7/7/08 Proposed Upper pad 190.0 9.7
ad 191.0 F.G 9.7 122.7 1 94.4
4 718/08 Proposed Upper P
5 7/8/08 Proposed Upper pad 191.0 F.G 9.7 120.9 1 93.0
6 718108 Proposed Upper pad 191.0 F.G 9.2 121.3 1 93.3
Wall Backf ll
W81 6/13108 South side of Proposed Garage 9.7 123.0 1 94.6
6.7 117.0 1 90.0
WB2 6/13/08 South side of Proposed Garage 121.5 1 93.5
W83 6/16/08 South side of Proposed Garage 187.5 9.6
187.5 8.5 11.9.4 1 91.8
WB4 6116108 South side of Proposed Garage 117.0 1 90.0
WB5 6/16/08 East side of Proposed Garage 185.5 8.8
WB6 6124108 South side of Proposed Garage 186.0 9.1 118.2 1 90.9
WB7 6/24/08 East side of Proposed Garage 184.5 8.6 118.9 1 91.5
WB8 6124/08 East side of Proposed Garage 184.5 .7 119.3 1 90.5
9
W89 6/24/08 East side of Proposed Garage 186.5 9.2 119.3 1 91.8
WB10 6!24108 East side of Proposed Garage
186.5 8.8 118.5 1 91.2
WB11 6/25106 East side of Proposed Garage 187.5 10.0 120.5 1 92.7
WB12 6!25108 East side of Proposed Garage
187.5 9.7 118.9 1 91.5
WB13 6/25/08 South side of Proposed Garage 189.0 10.1 1213 1 93.3
WB14 6125108 South side of Proposed Garage 190.5 9.8 1181 1 90.9
WB15 6/25/08 East side of Proposed Garage 189.0 9.9 119.0 1 91.5
WB16 6/26/08 North side of Proposed Garage 184.0 10.0 110.3 1 84.8
WB17 6127108 RETEST OF W816 184.0 8.6 118.4 1 91.1
WB18 6127108 North side of Proposed Garage
184.0 7.7 117.3 1 90.2
WB19 6130/08 North side of Proposed Garage 186.0 7.6 118.1 1 90.8
WB20 6/30/08 North side of Proposed Garage 188.0 7.5 119.4 1 91.8
WB21 6/30/08 North side of Proposed Garage 188.5 5.3 117.3 1 90.2
W822 6130108 North side of Proposed Garage
188.5 6.5 117.6 1 90.5
P N.G.= Prepared Natural Ground
F.G.=Finished Grade 11 11
MAXJMUM DENSITY AND OPTIMUM MOISTURE SUMMARY ASTMAD Maximum Optimum
Soil Density, gcf Mae,
Type mil Description istur
1 Orange Brown Silty Sand 130.0 9.3
131 ATF Wn 9
PASCO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
August 20, 2009 PE 1407
City of Encinitas
Engineering Services Permits
505 South Vulcan Avenue
Encinitas, CA. 92024
RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR
GRADING PERMIT NO. 573-G.
The grading under permit number 573-G has been performed in substantial conformance with the
approved grading plan or as shown on the attached"As Graded"plan.
Final grading inspection has demonstrated that lot drainage conforms to the approved grading
plan and that swales drain a minimum of I%to the street and/or an appropriate drainage
system.
All the Low Impact Development, Source Control; and Treatment Control Best Management Practices
as shown on the drawing and required by the Best Management Practice Manual Part I1 were
constructed and are operational,together with the required maintenance covenant(s). OQ4QCESS/0",
Engineer of Record o �Q� ti�Ct�AFf
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Date- x ���. 1 1�Ai �n
Exp'z 3 -61.
Verification by the Engineering Inspector of this fact is done by the Inspector's signature
will take place only after the above is signed and stamped and will not relieve the Engineer of Record
of the ultimate responsibility:
Engineering Inspector Date
Very truly yours,
�7�- C/�-,
Brian Ardolino, RCE 71651
Project Engineer
� r
535 N Coast Highway 101 Ste A Solana Beach, Calitornia 92075 1 ph 858.259.8212 1 fx 858.259.4812 plsaengineering.com
SOIL a TESTING,INC. San Diego Office
Indio Office
M P H O N E P.O. BOX 600627 P H 0 N E 83-740 Citrus Avenue
C (619)280-4321 (760)775-5983
San Diego, CA 92160-0627 Suite G
` �C TOLL FREE
`i TOLL FREE 6280 Riverdale Street (877)215-4321
(877) 215-4321 Indio, CA 92201-3438
SOT San Diego, CA 92120 F A x
F A x 760 775-8362 www.scst.com
(619)280-4717 www.scst.com ( )
SCS&T No.0811024
June 25, 2009 Report No.4
Mr.Jeff Hokanson
Ms. Hayes Hokanson
271 Avenida de Monaco
Cardiff, California 92007
Subject: A O IV
AND TESTS FOR RELATE COMPACTION
Reference: "As-Graded Geotechnical Report, Hokanson Residence, 408 Chesterfield Drive,
Encinitas,Califomia prepared by Southern California Soil and Testing,dated July
11, 2008. (SCS&T No. 0811024-2)
Dear Mr. And Mrs. Hokanson:
This report has been prepared to verify that all geotechnical testing and observations required for
the subject property have been completed. The mass grading operation was performed basically in
accordance with the project requirements and local grading ordinances. The tested fill material
exceeded the 90%relative compaction requirement All observed footing excavations were found to.
comply with our recommendations and the structural plans.
If you have any questions please contact me at 619.280.4321.
Respec I bmitted,
So M ORNIA SOIL AND TESTING, INC.
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(2)Addressee cl v
(1)Addressee via e-mail at hhokanson@yahoo.com
(1)Ben Oliver City of Encinitas via Fax 760.633.2818
APR-10-2009 02:38PM FROM-S. Ca-SOIL & TESTING 619-280-4717 T-204 P.002/002 F-548
a SOIL a TESTING,INC. E;an Diego Office I Indio Office
P H O N E 83-740 Citrus Avenue
P IM O N E P.O. Box 600627 (760)775-5983
(619) 280-4321 San Diego, CA 92160-0627 Suite G
v � � TOLL FREE TOI-L FREE
(877) 21S-4321 6280 Riverdale Street (877)215 X321 Indio, CA 9220] 3438
Z t_t San Mego, CA 92120 F a x
F A X' 760)775-8362 www.scst.COM
(619) 280-4717 www.Scst.com
SCS&T No.0811024
April 10, 2009 Report No. 3
Mr.Jeff Hokanson
Ms. Hayes Hokanson
271 Avenida de Monaco
Cardiff, California 92007
Subject: INTDETESTS FOR RELATIVE COMPACTION
NS
AN
Reference: "As-Graded Geotechnical Report, Hokanson Residence, 408 d Testing,sterfel drive,
Encinitas,California",prepared by Southern California d July
11, 2008. (SCS&T No. 0811024-2)
Dear Mr.And Mrs. Hokanson:
This report has been prepared to verify that all geotechnical testing and observations required for
the subject property have been completed. The mass grading operation ancesa The tested 011 mat
. material
accordance with the project requirements and local grading
exceeded the 90%relative compaction requirement.The report presenting reported the above referenced
test results performed between June 13 and July 8, 2008 p
report. Tests that have been performed after July 8,2008 will be reported in the forthcoming Final
As-Graded Report.
If you have any questions please contact me at 519.280.4321.
Respectfully submitted,
SOUTHE RNIA SOIL AND TESTING, INC.
a�OF ES5/p'i'4
No. 2752 z a
Exp. 9-30-2010
Garr in
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(2)Addressee
(1)Addressee via e-mail at hhokanson@yahoo.com
(1) Ben Oliver City of Encinitas via Fax 760.633.2818
PASCO LARET SUITER
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING AND SURVEYING
August 20, 2009 PE 1407
City of Encinitas
Engineering Services Permits
505 South Vulcan Avenue
Encinitas, CA. 92024
RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR
GRADING PERMIT NO. 573-G.
The grading under permit number 573-G has been performed in substantial conformance with the
approved grading plan or as shown on the attached "As Graded" plan.
Final grading inspection has demonstrated that lot drainage conforms to the approved grading
plan and that swales drain a minimum of I% to the street and/or an appropriate drainage
system.
All the Low Impact Development, Source Control; and Treatment Control Best Management Practices
as shown on the drawing and required by the Best Management Practice Manual Part 11 were
constructed and are operational. together with the required maintenance covenant(s).
QRQcr tiS�O��
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Engineer of Record b QUO \�C� HFL q,�, �F
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Date '� m ° nj
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Verification by the Engineering Inspector of this fact is done by the Inspector's signature
will take place only after the above is signed and stamped and will not relieve the Engineer of Record
of the ultimate responsibility: c
Engineering Inspector Date p
Very truly yours,
Brian Ardolino, RCE 71651
Project Engineer
535 N Coast Highway 101 Ste A Solana Beach, California 92075 1 ph 858.259.8212 1 fx 858.259.4812 1 plsaengineering.com am
<SOIL&TESTING,INC
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0 SOUTHERN CALIFORNIA SOIL & TESTING, INC.
C a. 6280 RIVERDALE STREET,POST OFFICE BOX 600627,SAN DIEGO,CA 92160-0627
W Phone(619)280 4321,FAX(619)280-4717
SCS&T FILE NO.
P. O. NO.:
C PL NC FIX PAGE OF
SOILS ENGINEERING & GEOLOGY FIELD REPORT: ❑ SITE OBSERVATION ❑ GRADING OBSERVATION ❑ PR GRADE
FOOTING OBSERVATION ❑PIER OBSERVATION ❑ USA APP.NO.:
DSA FILE NO.:
PROJECT TITLE:
PERMIT NO.: r PLAN FILE NO.:
PROJECT ADDRESS:
ARCHITECT: ENGINEER:
GENERAL CONTRACTOR:
SUB CONTRACTOR:
LOCATION OF WORK INSPECTED:
DATE: DESCRIPTION OF WORK INSPECTED: TIME ARRIVED:
TIME DEPARTED:
MINIMUM CHARGE:
SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THOSE ASSUMED IN THE SOIL
INVESTIGATION REPORT.
FOUNDATION EXCAVATIONS EXTEND TO THE PROPER DEPTH AND BEARING STRATA.
[$ FOUNDATION EXCAVATIONS DEMONSTRATE AN ADEQUATE AMOUNT OF COMPACTION FOR THE PROPOSED
BEARING PRESSURE.
p FOUNDATION EXCAVATIONS SHOULD BE CLEARED OF ALL LOOSE SOILS PRIOR TO CONCRETE
PLACEMENT.
p COMMENTS:
P.E.REVIEW
INSPECTOR'S SIGNATURE REGISTRATION No.
'SUPERINTENDENT S SIGNATURE DATE
*signature authorizes the above work.
SCST 200(02/0,
Q SOIL S TESTING. INC.
o
a SOUTHERN CALIFORNIA SOIL & TESTING, INC.
c 6280 RIVERDALE STREET,POST OFFICE BOX 600627,SAN DIEGO,CA 92160-0627
Phone(619)280-4321,FAX(619)280-4717
SCS&T FILE NO.
o
P. O. NO.:
PL NC FIX PAGE r OF
C
SOILS ENGINEERING & GEOLOGY FIELD REPORT: ❑ SITE OBSERVATION ❑ GRADING OBSERVATION ❑ PR-GRADE
D FOOTING OBSERVATION ❑PIER OBSERVATION ❑ DSA FILE NO.: DSA APP.NO.:
PROJECT TITLE:
f PERMIT NO.: PLAN FILE NO.:
PROJECT ADDRESS:
ENGINEER:
ARCHITECT:
SUB CONTRACTOR:
GENERAL CONTRACTOR:
LOCATION OF WORK INSPECTED:
DATE: DESCRIPTION OF WORK INSPECTED: TIME ARRIVED:
TIME DEPARTED:
MINIMUM CHARGE:
SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THOSE ASSUMED IN THE SOIL
INVESTIGATION REPORT.
El FOUNDATION EXCAVATIONS EXTEND TO THE PROPER DEPTH AND BEARING STRATA.
p, FOUNDATION EXCAVATIONS DEMONSTRATE AN ADEQUATE AMOUNT OF COMPACTION FOR THE PROPOSED
BEARING PRESSURE.
El FOUNDATION EXCAVATIONS SHOULD BE CLEARED OF ALL LOOSE SOILS PRIOR TO CONCRETE
PLACEMENT.
❑ COMMENTS:
P.E.REVIEW
INSPECTOR S SIGNATURE REGISTRATION No.
'SUPERINTENDENT S SIGNATURE DATE
*signature authorizes the above work.
SCST 200(02/0
LETTER OF TRANSMITTAL
PASCO LARET SU10" DATE JOB NO. 1407
4-13-09
& ASSOCIATES --
ATTENT
N Coast 1-1i 1t11 Ste A SC)Jaf1Fa Bcach, CA 92075 BEN OLIVER
ph 8.58.2-19,8212 j Cx 858,259.4812 1 p1saenginecring-com RE: H ANSON-573-G
TO:
CITY OF ENCINITAS
ENGINEERING
Copies Date No. Description
I 1 ROUGH GRADE CERT
THESE ARE TRANSMITTED: —
0 For approval
❑ For your use
❑ As requested
❑ For review and comment
REMARKS:
BRIAN ARDOLINO, PE
CITY OF ENCINITAS
=� INSPECTION REPORT
Storm Water Quality Inspection for Construction Activities
505 South Vulcan Avenue,Encinitas,CA 92024 • 760-633-2770 • FAX 760-633-2818 • TDD 760-633-2700
Property Address: 4'' Wit'C tai r s Inspection Date. 1
Contact Person: �L ;� t ¢ f !f dam"1 1 Permit No: r
Project Size: C..
Phone Number: 1
I'
Site Status: CYActive O Inactive O First Inspection O Final Sign-Off Date
Inspection Frequency: O Bi-Weekly O Monthly C}$i-Annual O Post-Rain Event
State General Construction Permit? O Yes 0,No WDID #
Is Project SWPPP on Site? O Yes No SWPPP Maintenance Required? O Yes O No
•
E •L11 I a •
A. Erosion Control BMPs
1 Slope /Soil Stabilization
2 Silt Fencing
3 Check Dams/ Rip Rap
4 Fiber Rolls
5 Permanent Landscaping
6 Preserving Existing Vegetation
7 Diversion Channel for Run-On
8 Other:
B.Sediment Control BMPs
j 1 Storm Drain Inlet Protection
2 Detention Basin /Desilting Basin
3 Perimeter Protection
4 Stabilized Construction Entrance/ Exit
5 Other:
C. Materials Management BMPs
1 Stockpile Management
2 Material Washout Area
3 Equipment Storage
4 Trash, Litter, Debris Management
5 Designated Washout Area(s)
6 Sanitary Waste Area Management
7 Fuel/Chemical Storage
8 Other:
Corrective Actions: O Correct Work (See Comments) fT�'�No Follow-Up Actions Required
D Referred to the Clean Water Program D Stop Work/NOV
Comments:
i
Corrective Actions identified above must be addressed,to the satisfaction of the City Inspector,within days from the date above OR prior to the next
predicted rain event. Failure to comply by this date may result iry further enforcement action by the City of Encinitas.
l
Inspector(Signature) f. ` ``- Date
Received By (Signature) Date
COPY DISTRIBUTION White—Responsible Party Yellow—City Inspector Pink—File REVISED 10/01/08
t SOIL a TESTING,INC.
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 RIVERDALE STREET,POST OFFICE BOX 600627,SAN DIEGO,CA 92160 0627
Phone(619)280-4321,FAX(619)280 4717
SCS&T FILE NO.
P. O. NO.:
PL NC FIX PAGE OF
C
SOILS ENGINEERING & GEOLOGY FIELD REPORT: F] SITE OBSERVATION [-I GRADING OBSERVATION ❑ PR GRADE
FOOTING OBSERVATION ❑PIER OBSERVATION ❑ DSAAPP.NO.:
DSA FILE NO.:
PROJECT TITLE:
PERMIT NO.: PLAN FILE NO.:
PROJECT ADDRESS:
" ENGINEER:
ARCHITECT:
SUB CONTRACTOR:
GENERAL CONTRACTOR:
LOCATION OF WORK INSPECTED: -
DATE: DESCRIPTION OF WORK INSPECTED: TIME ARRIVED:
TIME DEPARTED:
MINIMUM CHARGE:
❑ SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THOSE ASSUMED IN THE SOIL
INVESTIGATION REPORT.
Q FOUNDATION EXCAVATIONS EXTEND TO THE PROPER DEPTH AND BEARING STRATA.
FOUNDATION EXCAVATIONS DEMONSTRATE AN ADEQUATE AMOUNT OF COMPACTION FOR THE PROPOSED
BEARING PRESSURE.
{� FOUNDATION EXCAVATIONS SHOULD BE CLEARED OF ALL LOOSE SOILS PRIOR TO CONCRETE
PLACEMENT.
❑ COMMENTS:
P.E.REVIEW
INSPECTOR S SIGNATURE REGISTRATION No.
'SUPERINTENDENT S SIGNATURE DATE
*signature authorizes the above work.
SCST 200(02I0,
SOIL 6 TESTING,INC. San Diego Office Indio Office
PHONE P.O.G ox 600627 P H O N E 83-740 Citrus Avenue
® . . 760) 775-5983
.. (619) 280-4321
San Diego, CA 92160-0627 Suite G
S CT O L L F R E E 6280 Riverdale Street (877)L215 4321
_ (877) 215-4321 San Di Indio, CA 92201-3438
w ego, CA 92120 F A x
F A X
(619) 280-4717 www.scst.com (760) 775-8362 www.scst.com
O
N
REPORT OF SOIL INVESTIGATION
PROPOSED HOKANSON RESIDENCE
ADDITION
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
JA 1 2 3 2008
PREPARED FOR: --- --5
__
MR. & MRS. JEFF HOKANSON
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA 92007
PREPARED BY:
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineering Services Since 1959
Q SOIL m TESTING,INC. San Diego Office Indio Office
PHONE P.O. Box 600627
O P H O N E 83-740 Citrus Avenue
!. (619) 280-4321 (760) 775 5983
San Diego, CA 92160-0627 Suite G
y T O L L F R E E 6280 Riverdale Street ( )(877 L215-4321
_ (877) 215-4321 Indio, CA 92201-3438
m San Diego, CA 92120
r FAX FAX
�- (619) 280-4717 www.scst.com (760) 775 8362 www.scst.com
O -
N
November 14, 2006 SCS&T No. 0611215
Report No. 1 R
Mr. Jeff Hokanson
Ms. Hayes Hokanson
408 Chesterfield Drive
Encinitas, California 92007
Subject: REPORT OF SOIL INVESTIGATION
PROPOSED HOKANSON RESIDENCE ADDITION
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
Dear Mr. and Mrs. Hokanson:
In accordance with your request, we have completed a preliminary soil investigation for the
subject project. The findings and recommendations of our study are presented herewith.
In general, the findings of this study indicate that the site is suitable for the proposed
development. The main geotechnical conditions to be considered are the presence of
-- potentially compressible fill and native soils underlying the site. This condition will require
special site preparation and foundation design.
If you have any questions after reviewing the findings and recommendations contained in the
attached report, please do not hesitate to contact this office. This opportunity to be of
professional service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL &TESTING, INC.
Daniel . A ler, RCE 36037
Vice Pr sident
--• DBA:kv
(6) Addressee
TABLE OF CONTENTS
SECTION PAGE
1. INTRODUCTION AND PROJECT DESCRIPTION.................................................................... 1
-- 2. PROJECT SCOPE............................................................................................................................. 1
3. FINDINGS...........................................................................................................................................2
3.1 SITE DESCRIPTION......................................................................................................................... 2
3.2 EXISTING FOOTING........................................................................................................................ 2
3.3 SOIL DESCRIPTION........................................................................................................................ 2
3.4 GROUNDWATER ............................................................................................................................ 2
4. CONCLUSIONS.................................................................................................................................3
5. RECOMMENDATIONS...................................................................................................................3
— 5.1 GRADING....................................................................................................................................... 3
5.1.1 Site Preparation.................................................................................................................... 3
5.1.2 Surface Drainage.................................................................................................................. 3
— 5.1.3 Earthwork............................................................................................................................. 4
5.2 FOUNDATIONS............................................................................................................................... 4
5.2.1 General................................................................................................................................. 4
5.2.2 Reinforcement....................................................................................................................... 5
5.2.3 Site Seismicity....................................................................................................................... 5
5.2.4 Settlement Characteristics.................................................................................................... 5
5.2.5 Expansive Characteristics.................................................................................................... 5
5.2.2 Foundation Excavation Observation.................................................................................... 5
5.3 SLABS-ON-GRADE......................................................................................................................... 6
5.4 EARTH RETAINING WALLS............................................................................................................. 6
5.4.1 Foundations.......................................................................................................................... 6
5.4.2 Passive Pressure................................................................................................................... 6
5.4.3 Active Pres sure..................................................................................................................... 7
5.4.4 Factor of Safety.................................................................................................................... 7
6. LIMITATIONS...................................................................................................................................7 .
6.1 REVIEW, OBSERVATION AND TESTING.......................................................................................... 7
6.2 UNIFORMITY OF CONDITIONS........................................................................................................ 7
6.3 CHANGE IN SCOPE......................................................................................................................... 8
6.4 TIME LIMITATIONS........................................................................................................................ 8
6.5 PROFESSIONAL STANDARD............................................................................................................ 8
7. FIELD EXPLORATION...................................................................................................................8
8. LABORATORY TESTING...............................................................................................................9
-' ATTACHMENTS
FIGURES
Figure 1 Site Vicinity Map
PLATES
Plate 1 Site Plan
Plate 2 Unified Soil Classification
C ,
TABLE OF CONTENTS
_ SECTION PAGE
Plates 3-6 Test Pit Logs
Plate 7 Sieve Analysis
Plate 8 Direct Shear
Plate 9 Single Point Consolidation
APPENDICES
Appendix A Grading Recommendations
C
— SOIL INVESTIGATION
PROPOSED HOKANSON RESIDENCE ADDITION
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
1. INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our soil investigation for the proposed addition to an existing
residential structure located at 408 Chesterfield Drive in the City of Encinitas, California. The
site location is shown on Figure No. 1.
— It is our understanding that the subject project will consist of a second story and lateral additions
to the existing structure. Construction will include increasing the existing basement area. The
additions will be of wood-frame and masonry construction. New and existing shallow
_ foundations are proposed to support new loads.
To assist in the preparation of this report, we were provided with a topographic survey prepared
by Pasco Engineering, dated May 15, 2005, and undated basement and first floor plans of
unknown origin.
2. PROJECT SCOPE
The investigation consisted of: surface reconnaissance, subsurface exploration, obtaining
representative disturbed and undisturbed samples, laboratory testing, analysis of the field and
_ laboratory data, and preparation of this report. More specifically, the intent of this analysis was
to:
a) Explore the subsurface conditions.
b) Evaluate the engineering properties of the various strata that may influence the
proposed development, including bearing capacities, expansion characteristics and
settlement potentials.
c) Evaluate the geotechnical suitability of existing footings to support new loads.
d) Address potential construction conditions that may be encountered due to subsurface
conditions, or groundwater, and provide recommendations concerning these conditions.
e) Develop geotechnical engineering criteria for site preparation.
C
Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1R
408 Chesterfield Dr., Encinitas, CA Page 2
_ f) Recommend an'appropriate foundation system for the type of structure anticipated and
develop geotechnical engineering design criteria for the recommended foundation
system.
3. FINDINGS
3.1 SITE DESCRIPTION
— The subject site is located at 408 Chesterfield Drive in the city of Encinitas, California. The
rectangular-shaped site is bounded on the south by Chesterfield Drive, on the east by an alley,
on the west by Cambridge Avenue and on the north by a residential development. The lot is
presently occupied by a one and two-story, split-level, single-family residential structure. The
garage portion of the building is partially underground. Exterior improvements include concrete
— slabs, a deck, a spa and masonry walls. Topographically, the site consists primarily of a level
pad. A descending slope about 6 feet in height exists in the southwestern corner of the lot.
Existing vegetation consists of a grass lawn, small bushes and trees.
3.2 EXISTING FOOTING
The existing basement wall footing was exposed in Pit No. 4. The footing is located 4 feet
below grade, is 12 inches thick and extends 6 inches into medium dense terrace deposits.
3.3 SOIL DESCRIPTION
The subject site is underlain by fill, slopewash and terrace deposits. Fill was encountered in all
test pits except Test Pit No. 1. This material consists of brown, humid, loose, silty sand. The fill
encountered in the test pits extends to depths ranging from about 6 inches to 4 feet below
existing grade. However, deeper fills may exist under the southwestern corner of the site.
Slopewash was encountered in Test Pit No. 1 to a depth of about 1'/2 feet. This material
consists of brown, humid, loose, silty sand. The surficial soils are underlain by terrace deposits
-- consisting of light brown tan and reddish brown, humid, loose to very dense, silty sand.
3.4 GROUNDWATER
No groundwater was observed in the test pits. Seepage can occur after construction on a site,
even where none was present before construction. This is often the result of an alteration in
drainage patterns and an increase in irrigation water. Local seepage can be most effectively
addressed on an individual basis if and when it occurs.
C
Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Encinitas, CA Page 3
4. CONCLUSIONS
In general, no geotechnical conditions were encountered which would preclude the construction
_ of the proposed addition as presently proposed, provided the recommendations presented
herein are followed.
_ The majority of the site is underlain by potentially compressible fill and native soils. As
encountered in the test pits, these materials range in depth from about 1'/2 feet to 4 feet. These
materials are unsuitable, in their present condition, for the support of settlement sensitive
improvements. In order to mitigate this condition, it is recommended that new footings extend
into terrace deposits. In addition, it is recommended that existing loose soils underlying
settlement-sensitive improvements be removed and replaced as compacted fill.
5. RECOMMENDATIONS
5.1 GRADING
5.1.1 Site Preparation
Site preparation should begin with the demolition of existing improvements from proposed
building areas. The resulting debris as well as any existing vegetation and deleterious
- matter should be disposed of properly. It is recommended that the loose fill and native soils
underlying proposed settlement-sensitive improvements be removed and replaced as
compacted fill. Based on our findings, maximum removal depths will be about 4 feet.
However, deeper removals may be required in areas of the site not investigated. Minimum
lateral removal limits should be 5 feet beyond the perimeter of the structure. No removals
-- should extend beyond property lines. Excavated soils can be reused as compacted fill
where necessary to meet planned final grades. The soils exposed in the bottom of the
_ excavations should be scarified to a depth of 12 inches, watered thoroughly and compacted
to at least 90 percent relative compaction. The maximum dry density and optimum moisture
content for the determination of relative compaction should be determined in accordance
with ASTM D-1557, Method A or C. All references to optimum moisture content and relative
compaction in this report are based on this test method. Fill should be placed in 6- to 8-inch
thick loose lifts and compacted to at least 90 percent relative compaction.
5.1.2 Surface Drainage
The drainage around the proposed improvements should be designed to collect and direct
surface water away from proposed improvements and the top of slopes toward appropriate
drainage facilities.
" Alrw.C
f
Mr. &Mrs. Jeff Hokanson
Proposed Hokanson Residence Addition November 14, 2006
408 Chesterfield Dr., Encinitas, CA SCS&T No. 0611215-1 R
Page 4
It is imperative that the drainage around the improvements be designed to collect and direct
surface water away from the improvements and toward appropriate drainage devices. Rain
gutters with downspouts that discharge runoff away from the structure into controlled
drainage devices are recommended.
The ground around the proposed improvements should be graded so that surface water
flows rapidly away from the improvements without ponding. In general, we recommend that
the ground adjacent to structures be sloped away at a gradient of at least 2 percent.
Densely vegetated areas where runoff can be impaired should have a minimum gradient of
at least 5 percent within the first 5 feet from the structure.
_ Drainage patterns provided at the time of fine grading should be maintained throughout the
life of the proposed improvements. Site irrigation should be limited to the minimum
necessary to sustain landscape growth, and over-watering should be avoided. Should
excessive irrigation, impaired drainage, or unusually high rainfall occur, zones of wet or
saturated soil may develop.
5.1.3 Earthwork
All earthwork and grading contemplated for site preparation should be accomplished in
accordance with the attached Recommended Grading Specifications and Special
Provisions. All special site preparation recommendations presented in the sections above
supersede those in the standard Recommended Grading Specifications. Fill should be
compacted to at least 90% relative compaction at or slightly over optimum moisture content.
Utility trench backfill within 5 feet of the road bed surface should be compacted to a
minimum of 90% relative compaction. The upper 12 inches of subgrade beneath paved
areas should be compacted to 95% relative compaction.
5.2 FOUNDATIONS
5.2.1 General
New and existing shallow foundations founded on competent terrace deposits may be
utilized for the support of the proposed addition. The footings should have a minimum depth
of 18 inches below lowest adjacent finish pad grade and a minimum width of 15 and 24
inches is recommended for continuous and isolated footings, respectively. A bearing
capacity of 1500 pounds per square foot (psf) may be assumed for said footings. The
bearing capacities may be increased by 1/3 when considering wind or seismic forces.
C
Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Encinitas, CA Page 5
5.2.2 Reinforcement
Both exterior and interior continuous footings should be reinforced with at least two No. 5
bars positioned near the bottom of the footing and at least two No. 5 bars positioned near
the top of the footing. This reinforcement is based on soil characteristics and is not intended
to be in lieu of reinforcement necessary to satisfy structural considerations.
5.2.3 Site Seismicity
A geologic hazard likely to affect the site is groundshaking as a result of movement along
-- one of the main strands of the active fault zones mentioned above. As per the 2001
California Building Code (CBC), the following information is presented for the subject site.
Seismic Zone 4: Z=0.40
Source Fault: Rose Canyon Fault
Seismic Source Type: B
Soil Profile Type: Sp
Distance to Seismic Source: = 4.0 kilometers
Near-Source Factor Na=1.1
Near-Source Factor N,=1.3
Probable groundshaking levels at the site could range from slight to strong depending on
such factors as the magnitude of the seismic event and the distance to the epicenter. It is
likely that the site will experience the effects of at least one moderate to large earthquake
during the life of the structures.
5.2.4 Settlement Characteristics
The anticipated total and/or differential settlements for the proposed addition may be
considered to be within tolerable limits provided the recommendations presented in this
report are followed. It should be recognized that minor cracks normally occur in concrete
slabs and foundations due to shrinkage during curing or redistribution of stresses and some
cracks may be anticipated. Such cracks are not necessarily an indication of excessive
vertical movements.
5.2.5 Expansive Characteristics
-- The prevailing foundation soils were judged to be nondetrimentally expansive. The
recommendations contained in this report assume this condition.
5.2.2 Foundation Excavation Observation
It is recommended that all foundation excavations be approved by a representative from
SCSBT prior to forming or placement of reinforcing steel. Existing footings to support new
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Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Encinitas, CA Page 6
loads should be observed during construction to ascertain that they are founded on
competent soils.
_ 5.3 SLABS-ON-GRADE
Concrete slabs-on-grade should have a thickness of 5 inches and be reinforced with at least No.
— 4 reinforcing bars placed at 18 inches on-center each way. Slab reinforcement should be
placed approximately at mid-height of the slab and should extend at least 6 inches down into
the footings. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly
-- graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should
consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves,
respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be
placed over the sand layer. An additional 2 inches of sand should be placed over the vapor
retardant. Typically, plastic is used as a vapor retardant. If plastic is used, a minimum 10-mil is
— recommended. The plastic should comply with ASTM E 1745. Plastic installation should
comply with ASTM E 1643.
It is our understanding that the moisture protection layer described above will allow the
transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under
_ normal conditions. Moisture emissions may vary widely depending upon factors such as
concrete type and subgrade moisture conditions. If this amount of moisture is excessive,
additional recommendations will be provided by this office. It is recommended that moisture
emission tests be performed prior to the placement of floor coverings to ascertain whether
moisture emission values are within the manufacturer's specifications. In addition, over-watering
should be avoided, and good site drainage should be established and maintained to prevent the
build-up of excess sub-slab moisture.
5.4 EARTH RETAINING WALLS
5.4.1 Foundations
The recommendations provided in the foundation section of this report are also applicable to
earth retaining structures.
-- 5.4.2 Passive Pressure
The passive pressure for the prevailing soil conditions may be considered to be 350 psf per
foot of depth. This pressure may be increased 1/3 for seismic loading. The coefficient of
friction for concrete to soil may be assumed to be 0.30 for the resistance to lateral
movement. When combining frictional and passive resistance, the friction should be
SL
—
Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1R
408 Chesterfield Dr., Encinitas, CA Page 7
reduced by 1/3. The upper 12 inches of soil should not be considered when calculating
passive pressures for exterior walls.
5.4.3 Active Pressure
The active soil pressure for the design of unrestrained earth retaining structures with level
backfills may be assumed to be equivalent to the pressure of a fluid weighing 38 pcf. For
restrained walls, an equivalent fluid pressure of 58 pcf may be assumed. These pressures
do not consider any other surcharge loads. If any are anticipated, this office should be
contacted for the necessary increase in soil pressure. These values assume a granular and
drained backfill condition. Waterproofing specifications and details should be provided by
the project architect. A typical wall subdrain detail is provided on the attached Plate No. 13.
5.4.4 Factor of Safety
The above values, with the exception of the allowable bearing pressure, do not include a
factor of safety. Appropriate factors of safety should be incorporated into the design to
prevent the walls from overturning and sliding.
6. LIMITATIONS
6.1 REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our review of final plans and
specifications. Such plans and specifications should be made available to the geotechnical
engineer and engineering geologist so that they may review and verify their compliance with this
report and with Appendix Chapter 33 of the California Building Code.
It is recommended that SCS&T be retained to provide continuous soil engineering services
during the earthwork operations. This is to verify compliance with the design concepts,
specifications or recommendations and to allow design changes in the event that subsurface
conditions differ from those anticipated prior to start of construction.
6.2 UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best estimate of the
project requirements based on an evaluation of the subsurface soil conditions encountered at
the subsurface exploration locations and on the assumption that the soil conditions do not
deviate appreciably from those encountered. It should be recognized that the performance of
the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen
variations in the soil conditions that may occur in the intermediate and unexplored areas. Any
unusual conditions not covered in this report that may be encountered during site development
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Mr. &Mrs. Jeff Hokanson . 06
20
,14
November
Proposed Hokanson Residence Addition SCS&T No 0 r 14, 20 R
408 Chesterfield Dr., Encinitas, CA Page 8
should be brought to the attention of the geotechnical engineer so that he may make
modifications if necessary.
6.3 CHANGE IN SCOPE
This office should be advised of any changes in the project scope or proposed site grading so
that we may'determine if the recommendations contained herein are appropriate. This should
be verified in writing or modified by a written addendum.
Disturbed samples of typical and representative soils were obtained and returned to the
laboratory for testing.
6.4 TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the condition of a property can,
however, occur with the passage of time, whether they are due to natural processes or the work
of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or
government codes may occur. Due to such changes, the findings of this report may be
invalidated wholly or in part by changes beyond our control. Therefore, this report should not be
relied upon after a period of two years without a review by us verifying the suitability of the
_ conclusions and recommendations.
6.5 PROFESSIONAL STANDARD.
In the performance of our professional services, we comply with that level of care and skill
ordinarily exercised by members of our profession currently practicing under similar conditions
and in the same locality. The client recognizes that subsurface conditions may vary from those
encountered at the locations where our borings, surveys, and explorations are made, and that
our data, interpretations, and recommendations be based solely on the information obtained by
us. We will be responsible for those data, interpretations, and recommendations, but"shall not
be responsible for the interpretations by others of the information developed. Our services
consist of professional consultation and observation only, and no warranty of any kind
whatsoever, express or implied, is made or intended in connection with the work performed or to
be performed by us, or by our proposal for consulting or other services, or by our furnishing of
oral or written reports or findings.
7. FIELD EXPLORATION
Four test pits were excavated on October 26, 2006 at the locations indicated on Plate No. 1.
The fieldwork was conducted under the observation of our engineering personnel.
r
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Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Encinitas, CA Page 9
The test pits were carefully logged when made. These logs are presented on Plate Nos. 3
through 6. The soils are described in accordance with the Unified Soil Classification System as
illustrated on the attached simplified chart on Plate No. 2. In addition, a verbal textural
description, the wet color, the apparent moisture and the density or consistency are provided.
The density of granular soils is given as very loose, loose, medium dense, dense or very dense.
The consistency of silts or clays is given as very soft, soft, medium stiff, stiff, very stiff, or hard.
Disturbed and "undisturbed" samples of typical and representative soils were obtained and
-- returned to the laboratory for testing.
8. LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society
for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of
the tests performed is presented below:
a) CLASSIFICATION: Field classifications were verified in the laboratory by visual
examination. The final soil classifications are in accordance with the Unified Soil
Classification System.
-- b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined
for representative soil samples. This information was an aid to classification and
permitted recognition of variations in material consistency with depth. The dry unit
— weight is determined in pounds per cubic foot, and the in-place moisture content is
determined as a percentage of the soil's dry weight. The results are summarized in the
pit logs.
c) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for
representative samples of the native soils in accordance with ASTM D 422. The results
_ of these tests are presented on Plate No. 7.
d) COMPACTION TEST: The maximum dry density and optimum moisture content of
typical soils were determined in the laboratory in accordance with ASTM Standard Test
'-' D 1557, Method A. The results of these tests are presented herein.
— Sample Description Maximum Optimum
Density Moisture
_ P2 @ 0-25 Brown Silty Sand 123.0 8.3
—
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Mr. &Mrs. Jeff Hokanson November 14, 2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Encinitas, CA Page 10
_ e) DIRECT SHEAR TEST: A direct shear test was performed in accordance with ASTM D
3080. The shear stress was applied at a constant rate of strain of approximately 0.02
inch per minute. The results of these tests are presented on the attached Plate No. 8.
"r f) SINGLE POINT CONSOLIDATION TESTS: Single point consolidation tests were
performed on selected "undisturbed" samples. The consolidation apparatus was
designed to accommodate a 1-inch high by 2.375-inch or 2.500-inch diameter soil
sample laterally confined by a brass ring. Porous stones were placed in contact with the
top and bottom of the sample to permit the addition or release of pore fluid during
o testing. Selected loads were applied to the samples and the resulting deformations were
recorded. The percent consolidation is reported as the ratio of the amount of vertical
compression to the original sample height. The test samples were inundated to
determine their behavior under the anticipated loads as soil moisture increases. The
results of these tests are presented on Plate No. 9.
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SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP
SYMBOL TYPICAL NAMES
1. COARSE GRAINED,more than half of material is larger than No.200 sieve size.
- GRA_VFLS CLEAN GRAVELS GW Well graded gravels,gravel-sand mixtures,little or no fines.
More than half of coarse
fraction is larger than No.4 GP Poorly graded gravels,gravel sand mixtures,little or no fines.
sieve size but smaller than 3".
GRAVELS WITH FINES GM Silty gravels,poorly graded gravel-sand-silt mixtures.
(Appreciable amount of fines)
GC Clayey gravels,poorly graded gravel-sand,clay mixtures.
SANDS CLEAN SANDS SW Well graded sand,gravelly sands,little or no fines.
More than half of coarse
fraction is smaller than No.4 SP Poorly graded sands,gravelly sands,little or no fines.
sieve size.
SANDS WITH FINES SM Silty sands,poorly graded sand and silty mixtures.
(Appreciable amount of fines)
SC Clayey sands,poorly graded sand and clay mixtures.
II. FINE GRAINED,more than half of material is smaller than No.200 sieve size.
SILTS AND CLAYS ML Inorganic silts and very fine sands,rock flour,sandy silt
Liquid Limit less than 50 or clayey-silt-sand mixtures with slight plasticity.
CL Inorganic clays of low to medium plasticity,
gravelly clays,sandy clays,silty clays,lean clays.
OL Organic silts and organic silty clays or low plasticity.
SILTS AND CLAYS MH Inorganic silts,micaceous or diatomaceous fine
Liquid Limit greater than 50 sandy or silty soils,elastic silts.
CH Inorganic clays of high plasticity,fat clays.
OH Organic clays of medium to high plasticity.
III. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
VWater level at time of excavation or as indicated CK - Undisturbed chunk sample
US Undisturbed,driven ring sample or tube sample ® Bulk Sample
SC Sand Cone SP Standard penetration sample
CON Consolidation DS Direct Shear
El Expansion Index SA Sieve Analysis
MS - Maximum Size of Particle
PI - Plasticity Index
MAX - Maximum Density RC - Relative Compaction
-- ST Shelby Tube UC - Unconfined Compression
TX - Triaxial Compression
SPT Standard Penetration Sample
RS - Ring Shear
pH pH&Resistivity AL - Atterberg Limits
- SF/CL - Sulfate&Chloride RV - R Value
SC
SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
SOIL &TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-1 Plate No. 2
LOG OF TEST PIT NUMBER P-1
Date Excavated: 10/26/2006 Logged by: MM
Equipment: HAND TOOLS Project Manager: DBA
Surface Elevation (ft): 198.0 Depth to Water(ft): N/A
SAMPLES
W -000
2 m Cr
H U) Cr y w O m
W SUMMARY OF SUBSURFACE CONDITIONS D ¢ U)
M m
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0
SM SLOPEWASH: Brown, humid, loose, SILTY SAND
1
SM TERRACE DEPOSITS: Light yellowish brown, humid, dense,
SILTY SAND
2
CK 4.9 107.8
3 very dense
Pit ended at 3 feet
4
5
SC SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
ST SOIL&TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-1 Plate No. 3
LOG OF TEST PIT NUMBER P-2
Date Excavated: 10/26/2006 Logged by: MM
Equipment: HAND TOOLS Project Manager: DBA
Surface Elevation (ft): 193.0 Depth to Water(ft): N/A
SAMPLES
Lu
Lu c s >-
2 - O cc
Y
co O
F- SUMMARY OF SUBSURFACE CONDITIONS Q U)
� J �
W fn m H f- W
Q U) j m
D M g
0
SM LANDSCAPE FILL: Dark brown, moist, loose, SILTY SAND
SM TERRACE DEPOSITS: Light reddish brown, humid, loose,
SILTY SAND
1
2
§M Light brown tan, humid, medium dense, SILTY SAND
.._ 3
4
w. 5
Pit ended at 5 feet
SG.
SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
�T SOIL &TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-1 Plate No. 4
LOG OF TEST PIT NUMBER P-3
Date Excavated: 10/26/2006 Logged by: MM
Equipment: HAND TOOLS Project Manager: DBA
Surface Elevation (ft): 188.0 Depth to Water(ft): N/A
SAMPLES
U
2 C/) m LU
a
U LU O
w SUMMARY OF SUBSURFACE CONDITIONS :D ( Q
cn pp U) ZO
H
o 0 in
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SM FILL: Brown, humid, loose, SILTY SAND
1
2 sM TERRACE DEPOSITS: Light brown tan, humid, loose, SILTY
SAND
3
4 -- --------
medium dense
5
Pit ended at 5 feet
Sc SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
ST SOIL&TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-11 Plate No. 5
LOG OF TEST PIT NUMBER P-4
Date Excavated: 10/26/2006 Logged by: MM
Equipment: HAND TOOLS Project Manager: DBA
Surface Elevation (ft): 189.0 Depth to Water(ft): N/A
SAMPLES
o CL
2 m o cc
CC W U CD
_... w SUMMARY OF SUBSURFACE CONDITIONS o CJ)
o cn m 2 Ir P
D m
C g
0
SM FILL: Brown, humid, loose, SILTY SAND
gas line at 3 1/2 feet
1
3
top of footing -footing 12"thick
4
TERRACE DEPOSITS: Light brown, humid, medium dense,
SM SILTY SAND
5
Pit ended at 5 feet
SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
ST SOIL &TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-11 Plate No. 6
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j 5000 _ ----- ---II
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`- 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
NORMAL STRESS[PSF] (2 3/8" SAMPLE)
ANGLE OF COHESION
INTERNAL INTERCEPT
SAMPLE DESCRIPTION FRICTION (0) (PSF)
P2 @ 0-2.5' Remolded to 90% 31 350
Sc
SOUTHERN CALIFORNIA HOKANSON RESIDENCE ADDITION
SIT SOIL &TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-1 IPLATE NO.: 8
SINGLE POINT CONSOLIDATION TEST RESULT
SAMPLE NO. P1 @ 2.5'
INITIAL MOISTURE (%) 4.9
INITIAL DENSITY (PCF) 107.8
CONSOLIDATION BEFORE WATER ADDED (%) 0.8
CONSOLIDATION AFTER WATER ADDED (%) 2.0
FINAL MOISTURE (%) 14.4
AXIAL LOAD (KSF) 2.86
S C SOUTHERN CALIFORNIA HOKANSON RESDIENCE ADDITION
-�- SOIL & TESTING, INC. BY: DBA DATE: 11/8/2006
JOB NUMBER: 0611215-1 PLATE NO: 9
APPENDIX A
C.
GRADING RECOMMENDATIONS
PROPOSED HOKANSON RESIDENCE ADDITION
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for clearing, compacting natural
ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades
shown on the accepted plans. The recommendations contained in the accompanying report
and/or the attached special provisions are a part of the Recommended Grading Specifications
and shall supersede the provisions contained hereinafter in the -case of conflict. These
specifications shall only be used in conjunction with the geotechnical report for which they are a
part. No deviation from these specifications will be allowed, except where specified in the
geotechnical report or in other written communication signed by the Geotechnical Engineer.
OBSERVATION AND TESTING
SCS&T shall be retained as the Geotechnical Engineer to observe and test the earthwork in
accordance with these specifications. It will be necessary that the Geotechnical Engineer or his
representative provide adequate observation so that he may provide his opinion as to whether
or not the work was accomplished as specified. It shall be the responsibility of the contractor to
-' assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and
new information and data so that he may provided these opinions. In the event that any
_ unusual conditions not covered by the special provisions or preliminary geotechnical report are
encountered during the grading operations. The Geotechnical Engineer shall be contacted for
further recommendations.
If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such
as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction,
"'- adverse weather, etc.; construction should be stopped until the conditions are remedied or
corrected or he shall recommended rejection of this work.
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Mr. &Mrs.Jeff Hokanson November 14,2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Enciniats, CA Page 2
�- Tests used to determine the degree of compaction should be performed in accordance with the
following American Society for Testing and Materials test methods:
Maximum Density &Optimum Moisture Content- ASTM D 1557
Density of Soil In-Place - ASTM D 1556 or ASTM D 2922
All densities shall be expressed in terms of Relative Compaction as determined by the foregoing
ASTM testing procedures.
-' PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing operations shall be removed, and legally
^' disposed of. All areas disturbed by site grading should be left in a neat and finished
appearance, free from unsightly debris.
After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth
of 6 inches, brought to the proper moisture content, compacted and tested for the specified
minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed
to firm natural ground, which is defined as natural soils which possesses an in-situ density of at
least 90 percent of its maximum dry density.
When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1
vertical unit), the original ground shall be stepped or benched. Benches shall be cut into firm
competent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the
equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of
not less than two percent. All other benches should be at least 6 feet wide. The horizontal
portion of each bench shall be compacted prior to receiving fill as specified herein for
compacted natural ground. Ground slopes flatter than 20 percent shall be benched when
considered necessary by the Geotechnical Engineer.
Any abandoned buried structures encountered during grading operations must be totally
removed. All underground utilities to be abandoned beneath any proposed structure should be
removed from within 10 feet of the structure and properly capped off. The resulting depressions
from the above-described procedure should be backfilled with acceptable soil that is compacted
to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic
tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures
— or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer
so that he may determine if any special recommendation will be necessary. All water wells,
which will be abandoned, should be backfilled and capped in accordance to the requirements
set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish
c
Mr. & Mrs.Jeff Hokanson November 14,2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Enciniats, CA Page 3
grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on
the diameter of the well and should be determined by the Geotechnical Engineer and/or a
— qualified Structural Engineer.
FILL MATERIAL
Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be
free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient
fine material to fill the voids. The definition and disposition of oversized rocks and expansive or
detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils,
soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with
other soils to provide satisfactory fill material, but only with the explicit consent of the
Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer
before being brought to the site.
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6
inches in compacted thickness. Each layer shall have a uniform moisture content in the range
that will allow the compaction effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the specified minimum degree of
compaction with equipment of adequate size to economically compact the layer. Compaction
equipment should either be specifically designed for soil compaction or of proven reliability. The
minimum degree of compaction to be achieved is specified in either the Special Provisions or
-- the recommendations contained in the preliminary geotechnical investigation report.
When the structural fill material includes rocks, no rocks will be allowed to nest and all voids
must be carefully filled with soil such that the minimum degree of compaction recommended in
the Special Provisions is achieved. The maximum size and spacing of rock permitted in
structural fills and in non-structural fills is discussed in the geotechnical report, when applicable.
Field observation and compaction tests to estimate the degree of compaction of the fill will be
taken by the Geotechnical Engineer or his representative. The location and frequency of the
tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates
that a particular layer is at less than the required degree of compaction, the layer shall be
reworked to the satisfaction of the Geotechnical Engineer and until the desired relative
compaction has been obtained.
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Mr. & Mrs.Jeff Hokanson November 14,2006
-- Proposed Hokanson Residence Addition SCS&T No. 06112R
408 Chesterfield Dr., Enciniats, CA Paage ge 4
-- Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment.
Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In
addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled.
Steeper fill slopes shall be over-built and cutback to finish contours after the slope has been
constructed. Slope compaction operations shall result in all fill material six or more inches
inward from the finished face of the slope having a relative compaction of at least 90 percent of
maximum dry density or the degree of compaction specified in the Special Provisions section of
this specification. The compaction operation on the slopes shall be continued until the
Geotechnical Engineer is of the opinion that the slopes will be surficially stable.
Density tests in the slopes will be made by the Geotechnical Engineer during construction of the
slopes to determine if the required compaction is being achieved. Where failing tests occur or
other field problems arise, the Contractor will be notified that day of such conditions by written
communication from the Geotechnical Engineer or his representative in the form of a daily field
report.
If the method of achieving the required slope compaction selected by the Contractor fails to
produce the necessary results, the Contractor shall rework or rebuild such slopes until the
required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer.
CUT SLOPES
The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational
material during the grading operations at intervals determined at his discretion. If any conditions
not anticipated in the preliminary report such as perched water, seepage, lenticular or confined
strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are
encountered during grading, these conditions shall be analyzed by the Engineering Geologist
and Soil Engineer to determine if mitigating measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher
or steeper than the allowed by the ordinances of the controlling governmental agency.
ENGINEERING OBSERVATION
Field observation by the Geotechnical Engineer or his representative shall be made during the
filling and compaction operations so that he can express his opinion regarding the conformance
of the grading with acceptable standards of practice. Neither the presence of the Geotechnical
Engineer or his representative or the observation and testing shall not release the Grading
Contractor from his duty to compact all fill material to the specified degree of compaction.
Mr. &Mrs. Jeff Hokanson November 14,2006
Proposed Hokanson Residence Addition SCS&T No. 0611215-1 R
408 Chesterfield Dr., Enciniats, CA Page 5
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work is interrupted by
heavy rain, filling operations shall not be resumed until the proper moisture content and density
of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of
God shall be repaired before acceptance of work.
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted
natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street
-- and parking lot subgrade, the upper six inches should be compacted to at least 95 percent
relative compaction.
EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an
expansion index of 50 or greater when tested in accordance with the Uniform Building Code
Standard 29-C.
OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps
_ of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless
recommendations of placement of such material is provided by the geotechnical engineer. At
least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve.
TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building
pad, the cut portion should be undercut a minimum of one foot below the base of the proposed
footings and recompacted as structural backf ill. In certain cases that would be addressed in the
geotechnical report, special footing reinforcement or a combination of special footing
reinforcement and undercutting may be required.
VT
PASCO
PASCO ENGINEERING, INC. WAYNE A.
R.C.E.29577 9577
535 NORTH HIGHWAY 101, SUITE A JOSEPH YUHAS P.L.S.5211
SOLANA BEACH, CA 92075
(858) 259-8212 W.JUSTIN SUITER
FAX (858) 259-4812 R.C.E.68964
May 2, 2007 PE 1407
Engineering Department
City of Encinitas
505 South Vulcan Ave
Encinitas, CA 92024
RE: HYDROLOGY AND HYDRAULICS FOR 408 CHESTERFIELD DRIVE,
ENCINITAS, CA
The purpose of this letter is to address the hydrology and hydraulics of the improvements
associated with a proposed development at 408 Chesterfield Drive.
HYDROLOGY
This existing project site consists of an existing single family residence, patio areas, and a
driveway. The proposed grading for this project will be for the construction of a new
single family residence, patio areas, and a driveway. No drainage patterns will be
significantly altered as a result of the grading. Runoff will continue to flow from east to
west as it does in the current condition.
HYDRAULICS
The existing topography and drainage structures are
adequate to convey and contain Qioo
from the rest of the site as they did prior to the proposed work.
Based on the discussion in this letter it is the professional opinion of Pasco Engineering,
Inc. that the existing drainage system on the corresponding Grading Plan will function to
adequately intercept, contain and convey flow from a 100 year storm to the appropriate
points of discharge.
Please call if you have any questions.
Q�oFES81py
Since ly, ���� �USTliys Fy
ust1 Suiter, Vice President G 4
RCE 689 * ExP
SOIL&TESTING,INC. San Diego Office Indio Office
P H 0 N E P.O. Box 60062/ P H.0 N E 83-740 Citrus Avenue
(619) 280-4321 Diego,( (760) 775-5983
San Suite G
o, CA 92160-0627
TOLL F R E 6280 Riverdale Street
S C (877) 21S.-432C1 (877 215-4321 Indio,CA 92201 038
Safi Diego, CA 92120
F A
QVI F A X
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(619)280-4717 %Vww.!;CSt.com (760) 775-8362 www.scst.corn
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AS-GRADED
GEOTECHNICAL REPORT
PROPOSED HOKANSON RESIDENCE----
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
PREPARED FOR:
MR.JEFF HOKANSON
MS. HAYES HOKANSON
408 CHESTERFIELD DRIVE
ENCINITAS,CALIFORNIA 92007
PREPARED BY:
SOUTHERN CALIFORNIA SOIL&TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineering Services Since 1959
�
TABLE OF CONTENTS
��� PAGE
SECTION
1. PROJECT DESCRIPTION...................................... ............ .................................................. 1
1]. SITE PREPARATION ---------------------------------- /
11.1. Primary Equipment............... ............................................................................ .............. .
1.1.2. Clearing and Grubbing................................................
1-2. SITE GRADING......................................................... ........ .............................................
2
1.3. BASEMENT WALL BACKFlLL........................................................................................2
2. FIELD OBSERVATIONS AND LABORATORY TESTS ------------------- 2
2'1. REMAINING WORK............................................................................... .................... ....3
3. CONCLUSIONS ---------------------------------------. 3
4. LIMITATIONS -----------.---------------------_----__.,. 3
ATTACHMENTS
PLATES
Plate 1 Field Density Test Locations
Plate 2 Field Density and Laboratory Compaction Test Results
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(619) 280-4321 (760)775-5983
�� San Diego, CA 92160-0627 Suite G
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�+ 6280 Riverdale Street 877 21F R E E
(877} 21� 4321 ( ) Indio, CA 92201-3438
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(619) 280-4717 www.scst.com (760) 77S-8362 www.scst.com
0
N
July 11, 2008 SCS&T No.0811024
Report No.2
Mr.Jeff Hokanson
Ms. Hayes Hokanson
408 Chesterfield Drive
Encinitas, California 92007
Subject: AS-GRADED GEOTECHNICAL REPORT
PROPOSED HOKANSON RESIDENCE
408 CHESTERFIELD DRIVE
ENCINITAS, CALIFORNIA
DRAWING NO. 573.rG
Reference: "Report of Soil Investigation, Proposed Hokanson Residence Addition, 408
Chesterfield Drive, Encinitas, California'; dated November 11, 2006 (SCS&T No.
0611215-1 R).
Dear Mr. And Mrs. Hokanson:
In accordance with your request, this report has been prepared to present the results of field
observations and tests performed during the grading for the proposed residence at 408 Chesterfield
Drive in Encinitas,California. Our services were performed between June 13 and July 8,2008. The
grading was performed by Pacific Concrete Cutting of San Diego, California. To assist in
determining the locations and elevations of our field density tests,we were provided with a grading
plan prepared by Pasco Engineering dated November 6,2007,which defines the general extent of
site grading.
1. PROJECT DESCRIPTION
1.1. SITE PREPARATION
1.1.1. Primary Equipment
The primary equipment employed for the site mass grading operations included:
1 —Caterpillar Backhoe 1 —Water hose
1 — IR Vibratory sheep's foot roller 1 —hand tamper
Mr.And Mrs. Hokanson July 11,2008
H SCS&T Na. OBt 10242
okanson Residence
Page 2
1.1.2. Clearing and Grubbing
Site preparation began with the.demolition of the existing improvements and the clearing and
grubbing of the existing vegetation and organic matter at the proposed development area. The
material generated from these operations was exported from the site.
1.2. SITE GRADING
The potentially compressible topsoil and loose terrace deposits were removed from the areas to
receive fill and from beneath settlement-sensitive improvements. The bottoms of the removal
areas typically exposed dense terrace deposits. The removals extended laterally 5 feet beyond the
building envelope when possible. Following the removals,the exposed surface was scarified to a
depth of 12 inches, moisture conditioned,and compacted.
The excavated soil was placed as compacted fill. Fill was placed in 6 to 8-inch lifts, moisture
conditioned to near optimum moisture content and compacted until field density tests indicated a
minimum of 90%relative compaction. All references to optimum moisture and relative compaction
in this report are based on the ASTM D 1557 laboratory test method. Compaction was achieved by
means of a Ingersoll Rand Vibratory sheep's foot roller or hand tamper. This process continued
until planned elevations were reached.
1.3. BASEMENT WALL BACKFILL
The backfill material for the garage basement walls was placed in 6 to 8-inch lifts, moisture-
conditioned and compacted to a minimum of 90 % compaction. Compaction was achieved
primarily by means of a hand tamper. The basement wall backfill in-place density tests have
been labeled "W13"and their approximate locations are noted on Plate 1.
2. FIELD OBSERVATIONS AND LA13ORATORY TESTS
Field observations and density tests were performed by a representative of SCS&T during the
grading operations at the locations shown on Plate 1. The density tests were performed according
to ASTM D 6938(nuclear gauge)procedures. The results of these tests are shown on the attached
plates. The accuracy of the in-situ density test locations and elevations is a function of the accuracy
of the survey control provided by others than SCS&T representatives. Unless otherwise noted, their
locations and elevations were determined by pacing and hand level methods and should be
considered accurate only to the degree implied by the method used.
As used herein,the term"observation"implies only that we observed the progress of work we were
involved with,and performed field density tests which,in conjunction with our observations,were the
Mr.And Mrs. Nokanson July 11,2008
Nokanson Residence SCS&T No, 08 11024-2
Page 3
base for our opinion as to whether the work was performed in substantial conformance with the
geotechnical recommendations and the requirements of the applicable agencies.
Maximum dry density determinations were performed on representative samples of the soils used in
the compacted fills according to ASTM D 1557, The results of these tests, presented on Plate 2,
were used in conjunction with the field density tests to determine the degree of relative compaction
of the compacted fill.
2.1. REMAINING WORK
The following operations remain to be completed. It is recommended that field observations and
relative compaction tests be performed during these operations to verify that these operations are
being performed in accordance with job requirements and local grading ordinances.
Removal and recompact of hardscape areas;
Subgrade preparation for hardscape areas;
Backfilling of retaining walls;
Backfilling the underground utility trenches.
3. CONCLUSIONS
Based on our field observations and the in-place density test results, it is our opinion that the
building pad preparation and compaction were performed substantially in accordance with the
recommendations contained in the referenced geotechnical report, the City of Encinitas Grading
Ordinance, the Grading/Improvement plan Drawing Number 573-G, and the California Building
Code.
4. LIMITATIONS
This report covers only the services performed between June 13 and July 8,2008. Our opinions are
based on our observations and the relative compaction test results and are limited by the scope of
the work that we agreed to perform. Our work was performed in accordance with the currently
accepted standard of practice and in such a manner as to provide a reasonable measure of the
compliance of the grading and backfill operations with the project requirements. No warranty,
express or implied, is made or intended with respect to the work that we have performed, and
neither the performance of this work nor the submittal of this report should be construed as relieving
the contractor of its responsibility to conform with the project requirements.
ST .
Mr. And Mrs. Hokanson July 11,2008
Hokanson Residence SCS&T No.0811024-2
Page 4
Our work was generally performed on an "on-call" basis. Therefore, the in-place density tests
performed by our field representative can only be construed as representative of the areas tested as
shown on the attached plates.
Should you have any questions regarding this document or if we may be of further service,please
contact our office at your convenience.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
arreti B.,fountain Gtl 2 52
Senior G'eotecbrkai Eri il�or
GBF sw''
(2) Aildresse�e' \
(1) Atfn>:Bet .C�ti'.: nspector
(1) Pacific Crest Development
(1) Pacific Crest Development via e-mail kellyregan52 @hotmaii.com
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JOB NAME: HOKANSON RESIDENCE JOB NUMBER: 08110241
IN-PLACE DENSITY TESTS
TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP.
NO DATE LOCATION (fest,MSL) (percent) (p.c.f.) TYPE (percent)
Gradln
1 7/7/08 Proposed Upper pad 188.0 P.N.G. 10.1 122.4 1 92.2
1 92.5
2 7/7/08 Proposed Upper pad 190.0 12.2 120.3
3 717/08 Proposed Upper pad 190.0 9.7 125.6 1 96.6
4 718/08 Proposed Upper pad 191.0 F.G 9.7 122.7 1 94.4
5 7/8/08 Proposed Upper pad 191.0 F.G 9.7 120.9 1 93.0
6 7/8108 Proposed Upper pad 191.0 F.G 9.2 121.3 1 93.3
Wall Backflll
W131 6/13/08 South side of Proposed Garage 9.7 123.0 1 94.6
W62 6/13/08 South side of Proposed Garage 6.7 117.0 1 90.0
WB3 6/16/08 South side of Proposed Garage 187.5 9.6 121.5 1 93.5
W84 6/16108 South side of Proposed Garage 187.5 8.5 11.9.4 1 90.
WB5 6116/08 East side of Proposed Garage 185.5 8.8 117.0 1 50.0 0
W86 6124/08 South side of Proposed Garage 188.0 9.1 118.2 1 90.9
WB7 6/24/08 East side of Proposed Garage 184.5 8.6 118.9 1 91.5
WB8 6124/08 East side of Proposed Garage 184.5 8.7 117.7 1 90.5
W139 6/24/08 East side of Proposed Garage 186.5 9.2 119.3 1 91.8
WB10 6124108 East side of Proposed Garage 186.5 8.8 118.5 1 91.2
WB11 6125108 East side of Proposed Garage 187.5 10.0 120.5 1 92.7
WB12 6/25/08 East side of Proposed Garage 187.5 9.7 118.9 1 91.5
W813 6/25108 South side of Proposed Garage 189.0 10.1 121.3 1 93.3
WB14 6/25108 South side of Proposed Garage 190.5 9.8 1181 1 90.9
WB15 6125108 East side of Proposed Garage 189.0 9.9 119.0 1 91.5
WB16 6/26/08 North side of Proposed Garage 184.0 10.0 110.3 1 84.8
WB17 6127/08 RETEST OF WB16 184.0 8.6 118.4 1 91.1
W818 6/27/08 North side of Proposed Garage 184.0 7.7 117.3 1 90.2
WB19 6/30108 North side of Proposed Garage 186.0 7.6 118.1 1 90.8
WB20 6130108 North side of Proposed Garage 188.0 7.5 119.4 1 91.8
WB21 6130108 North side of Proposed Garage 188.5 5.3 117.3 1 90.2
WB22 6/30/08 North side of Proposed Garage 188.5 6.5 117.6 1 90.5
P N.G. = Prepared Natural Ground
F.G. =Finished Grade
MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY ASTM DI 5671
Soil Maximum Optimum
Type Soil Descrfstion Density, ac f Moisture,%
1 Orange Brown Silty Sand 130.0 9.3
PI ATF NO 7
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A --}
SOLANA BEACH, CA 92075
(858)259-8212
WAYNE A. PASCO
FAX(858)259-4812 R.C.E.29577
April 2, 2008 PE 1407C
City of Encinitas
Engineering Services Permits
505 S. Vulcan Avenue
Encinitas, CA 92024
RE: ENGINEER'S PAD CERTIFICATION 408 CHESTERFIELD DR(573-G)
To Whom It May Concern:
Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby
submitted as a Pad Certification Letter for the above referenced site as the Surveyor for
the subject property. I hereby state that the rough grading for this project has been
completed in conformance with the approved plan and requirements of the City of
Encinitas Codes and Standards. Certification was performed on April 2, 2008.
The following is a list of pad elevations as field verified and depicted on the approved
grading plan pursuant to Section 23.24.3 10 (B):
Pad Elevation Pad Elevation
Location Per Plan Per Field Measurement
GARAGE PAD 182.9' 182.9'
* NOTE : PAD HAS BEEN LOWERED TO ACCOUNT FOR AN ADJUSTMENT IN
THE FINISHED FLOOR OF THE STRUCTURE.
If you should have any questions in reference to the information listed above, please do
not hesitate to contact this office.
Very truly yours,
PASCO ENGINEERING, INC. ND
Joseph Yuhas
Director of Land Surveying L 5 11
Ex p.
\Q'
���OF CPS-�����
PASCO ENGINEERING, INC. WAYNE A. PASCO
R.C.E.29577
535NORTH HIGHWAY 101, SUITE A JOSEPH
SOLANA BEACH, CA 92075 P.L.S.52211 11
20"J" (858) 259-8212 JJV.JUSTyWSU1TER
FAX (858) 259-4812 R.C.E.68$64
May 2, 2007 PE 1407
Engineering Department
City of Encinitas
505 South Vulcan Ave
Encinitas, CA 92024
RE: HYDROLOGY AND HYDRAULICS FOR 408 CHESTERFIELD DRIVE,
ENCINITAS, CA
The purpose; of this letter is to address the hydrology and hydraulics of the improvements
associated with a proposed development at 408 Chesterfield Drive.
It YDROLOGY
This existin project site consists of an existirU single family resid:ncc, patio areas, and a
driveway. The proposed grading for this project will be for the construction of a new
single family residence, patio areas, and a driv;wat[. No drainage patterns will be
significrotly altered as a result of ti e gr�ccl�! �. i\.u"off .will .ontinu: to floes from east zo
west as it does in the current condition.
,HYDRA ULICS
The existing topography and drainage structw•es are adequate to convey and contain Qloo
from the rest of the si,e as they did prior to the ;-toposed work.
Based on the discussion in this letter it is thi:professional opinion of Pasco Engineering,
Inn. that the existing drainage system on the corresponding Grading Plan will function to
adequately intercept, contain and convey Pow from a 100 year storm to the appropriate
points of discharge.
Please call if you have any questions.
1 990ESS/p4,
Sincerel Q�� S11ST/
19 yG,
CO
0justi niter, Vice President °U U ?9`,`�
RCE 68 64 * EXP �
' $435 6 DOC # 2007-0764347
---� II!l 111111i111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
DEC 11 , 2007 8:32 AM
RECORDING REQUESTED BY AND, )
WHEN RECORDED MAIL TO: ) OFFICIAL RECORDS
CAN DIEGO COUNTY RECORDER'S OFFICE
1 GREGORY J.SMITH,COUNT`'RECORDER
FEES: 27.00
P CITY CLERK ) PAGES: 7
CITY OF ENCINITAS )
505 SOUTH VULCAN AVENUE ) 111111I1 1 Hill Hill Hill 1NIIa111111111111111n11111111111111 pill oil III
ENCINITAS, CA 92024 )
SPACE ABOVE FOR RECORDER'S USE
ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT
ENCROACHMENT PERMIT NO. 57J-f f
A.P.N. 060"411 -Jd
An encroachment permit is hereby granted to the Permittee designated in paragraph
one,Attachment"A", as the owner of the Benefited property described in paragraph two,
Attachment"A,"to encroach upon City Property described in paragraph three, Attachment"A",
as detailed in the diagram, Attachment"B". Attachments "A"and "B" are hereby incorporated
herein by this reference as though fully set forth at length. In consideration of the issuance of
this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City,
as follows:
1. This covenant shall run with the land and be binding upon and inure to the benefit of the
future owners, encumbrancers, successors, heirs, personal representatives, transferees,
and assigns of the respective parties.
2. Permittqe shall use and occupy the City Property only in the manner and for the purpose
descri ed in paragraph four, Attachment"A".
3. B)vaccepting the benefits herein, Permittee acknowledges title to the City Property to be
io the City and waives all right to contest that title.
4. The'fe-Fm..of the encroachment permit is indefinite and may be revoked by the City and
abandoned by Permittee at any time. The city shall mail written notice of revocation to
Permittee, addressed to the Benefited Property which shall set forth the date upon which
the benefits of encroachment permit are to cease.
5. City is entitled to remove all or a portion of the improvements constructed by Permittee
in order to repair, replace, or install public improvements. City shall have no obligation
to pay for or restore Permittee's improvements.
6. Permittee agrees to hold harmless, defend and indemnify from and against all claims,
demands, costs, losses, damages, injuries, litigation, and liability arising out of or related
to the use, construction, encroachment or maintenance to be done by the Permittee or
Permittee's agents, employees or contractors on City Property.
bp6603/08/22/06/gsa bin e
$436
7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost
to the city, return City Property to its pre-permit condition within the time specified in the
notice of revocation or prior to the date of abandonment.
8. If Permittee fails to restore the City Property, the City shall have the right to enter upon
the City Property, after notice to the Permittee, delivered at the Benefited Property, and
restore the City Property to its pre-permit condition to include the removal and ,
destruction of any improvements and Permittee agrees to reimburse the city for the
costs incurred. Notice may be given by first class mail sent to the last known address of
the Permittee,which shall be deemed effective three calendar days after mailing, or by
any other reasonable method likely to give actual notice.
9. If either party is required to incur costs to enforce the provisions of this covenant, the
prevailing party shall be entitled to full reimbursement for all costs, including reasonable
attorney's fees.
10. Permittee shall agree that Permittee's duties and obligations under this covenant are a
lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond,
the City may add to the tax bill of the Benefited Property any past due financial obligation
owing to city by way of this covenant.
11. Permittee waives the right to assert any claim or action against the City arising out of or
resulting from the revocation of this permit or the removal of any improvements or any
other action by the City, its officers, agents, or employees taken in a manner in
accordance with the terms of the permit.
12. Permittee recognizes and understands that the permit may create a possessory interest
subject to property taxation and that the permittee may be subject to the payment of
property taxes levied on such interest.
13. As a condition precedent to Permittee's right to go upon the City Property, the
agreement must first be signed by the Permittee, notarized, executed by the City and
recorded with the County Recorder of the County of San Diego. The recording fee shall
be paid by Permittee.
14. Approved and issued by the City of Encinitas, California, this ay o6cl, 20
AGREED AND ACCEPTED PERMITTEE
Dated: !0 i ���
Dated: 10/17
07
(Notarization of PERMITTEE signature is attached) Note d q�d
Date
City of Encinitas
bp6603/08/22/06/gsab ine
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State of California ) CALIFORNIA ALL-PURPOSE
County of J ) CERTIFICATE OF ACKNOWLEDGMENT
On IV before me�Q'� b•�I�LLS�IJ� ���1 Pyt�LAG
(here insert name and title of the officer)
personally appeared &Mf Gp J
e sonally liq2v n o ma4or proved to me on the basis of satisfactory evidence) to be the person(s) whose
name(s) s re subscribed to the within instrument and acknowledged to me that6v/she/they executed the
same in his/her/their authorized capacity(ies), and that bY66r/their signature(s) on the instrument the
person(s),or the entity upon behalf of which the person(s)acted,executed the instrument.
WITNESS my hand and official seal.
RADA C,MIL JOUR 1
lw:iswry h*k-CaM11MMN
F. JUL 4.tOt t
Signatur (Seal)
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Although the information in this section is not required by law,it could prevent fraudulent removal and reattachment of this
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Description of Attached Document Additional Information
The preceding Certificate of Acknowledgment is attached to a document Method of Signer Identification
titled/for the purpose of ❑Personally known to me
❑Proved to me on the basis of satisfactory evidence:
Lo form(s)of identification O credible witness(es)
Identification is detailed in notary journal on:
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The signer(s)capacity or authority is/are as: Notary contact: _
❑ Individual(s) Other
❑ Attorney-in-Fact
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Ti[le(s) ❑
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representing: _
Names)of Perscn(s)or Entity(ies)Signer is Representing
Ll
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CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
State of California
ss.
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before me,
,. on to ame and Title o er e.g.,'Jane ,Notary Public ''
r personally appear et5)of Sig er 5)
❑ personally known to me
11 proved to me on the basis of satisfactory
evidence
to be the persorfM whose name( is/aie--
ci L SEAS subscribed to the within instrument and
",.QNTES
, I: uFO ta,n acknowledged to me that+to/she/ttiey.executed
1 ). 1,:52"'68 l the same in H-s het herir authorized
1 ;d. t,•'I us capacity(ies), and that by ki@/her/*re r
signature(. )on the instrument the persorttsj-or
the entity upon behalf of which the persor>tT)
acted, executed the instrument. >il
IT S my hand and official seal. )
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alure t he
(, Place Notary Seal Above
OPTIONAL
Though the information below is not required by law,it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document. 1
i
1
Description of AttacheA.Pocument
Title or Type of Document:
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Signer's Name: •
❑ Individual Top of thumb here
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[I Partner—❑Limited ❑General
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❑ Other:
Signer Is Representing:
0 1997 National Notary Asscolalion•9350 De Solo Ave.,P.O.Box 2402•Chatsworth;CA 91313-2402 Prod.No.6907 Reorder.Call Toll-Free 1.800-876.6827
• $439
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
3
State of California ss.
i
County o
before me, r6e and Title o ollicer(e.g..'Jane DOI Notary Puble)
On ate
11- personally appeared art,e s> signerts)
❑p_arsonally known to me
proved to me on the basis of satisfactory
evidence
to be the person() whose name(T) is/utu
;)
r t �Pc,i. SEAL subscribed to the within instrument and
f "< �;. N10NTES n acknowledged to me that he/sheffit"executed
,i_r� Nip q, in his/le+i' authorized .
r rir ?s2 �s the same his/h�� i
c::oa�l rY that by
zutr) caP acit and Y(
�> signature(e) on the instrument the per)erso ,or
the entity upon behalf of which the personjs�
acted, executed the instrument.
WIT ESS my hand and official seal.
F�
Igna re of Notary Pub
Place Notary Seat Above
ZONAL
(, rove valuable to persons relying on the document
Though the information below is not required by law,it may p
and could prevent fraudulent removal and reattachment of this i form to another document.
Description of Attache Document
Title or Type of Document;. t
Number of Pages:
Document Date:
Signer(s)Other Than Named Above:
Capacity(fes) Claimed by Signer
Signer's Name: Top of thumb Here
❑ Individual
❑ Corporate Officer—Title(s):
❑ Partner—❑ Limited ❑General
❑ Attorney in Fact
❑ Trustee
❑ Guardian or Conservator
❑ Other:
Signer Is resenting:
prod.No.5907 Reorder:Call T011-Free 1-806876-6827
O 1997 Natonal Notary Association•9350 De Soto Ave..P.O.Box 2402•Chatsworth;CA 91313.2402
r $440
ATTACHMENT"A"TO COVENANT ST•3 PE
REGARDING ENCROACHMENT PERMIT NO.
PERMITTEE:
JEFFREY AND HAYES HOKANSON
BENEFITED PROPERTY:
LOTS 25 &26 BLOCK E OF MAP NO. 12224 ORN CITY OF ENCINITAS,
COUNTY OF SAN DIEGO STATE O
CITY PROPERTY:
YF
PORTION OF RIGHT-OF-WAY ADJAC C O SOUTHERN
INTO CHEDSTERFIOELD
ABOVE REFERENCED PROPERTY.EN
DRIVE, APPROXIMATELY 70' EAST OF CAMBRIDGE AVENUE
PURPOSE
FOR PRIVATE IMPROVEMENT INCLUDING RETAINING WALL AND
WALKWAY ENCROACHMENT
C.0 m No. 71651 a -
Exp , .
FOF C A0_
ATTACHMENT 1IL311 $441
ENCROAG-fMENT MAINTENANCE ANO REMOVAL COVENANT
FOR PROPOSED APN K260 AND 38 TAINING WALL
TW@F 194 1'
f
.
19177
F 19 .87 ._._
i _ w
_ ., — � FS 192
l*FG 1'2.70
BW @FG _191.77 I
°
rn RlCFWT-OF WAY FS 192.83
.,
�LJ�C3 .
6' DECORATIVE WALKWAY CONSTRUCT MASONRY
RETAINING WALL o
TW@FG 194.00 0
BW@FG 194.00 N
POE
� 1
CHE57FKFIEW
CENT ERLINE--� _
- - - - - ..
l
it � o No. 71651 o m
--5� � Exp. 12/31/07 � PE 1407
PASCO ENGINEERING
CIV1�- P (858) 259-8212
4 OF cML SOLANA BEACH,1CA 92075