HomeMy WebLinkAbout2302 Altisma Way; ; CBR2019-1718; PermitPrint Date: 11/12/2019
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
ProjectTitle:
2302 Altisma Way
BLDG-Residential
2152402801
$11,166.45
Residential Permit
Work Class: Retaining Wall
Lot#:
Reference #:
Construction Type:
Bathrooms:
Orig. Plan Check#:
Plan Check#:
(City of
Carlsbad
Permit No: CBR2019-1718
Status:
Applied:
Issued:
Permit
Finaled:
Closed -Finaled
07/03/2019
08/29/2019
Inspector: CRenf
Final
Inspection: 11/12/2019 3:18:55Pt
Description: LA COSTA VIEW CONDOS: REPLACE EXISTING RETAINING WALL WITH NEW 453 SF CMU WALL
Applicant:
ATC DESIGN GROUP
PAUL BEDINGTON
619-994-0124
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
Owner:
LA COSTA VIEW HOA
2302 Altisma Way
Carlsbad, CA 92009-6310
858-630-1700
581473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-RESIDENTIAL
SWPPP INSPECTION FEE TIER 1-Medium BLDG
SWPPP PLAN REVIEW FEE TIER 1-MEDIUM
Total Fees: $532.04 Total Payments To Date: $532.04
Contractor:
AVIARA INTERLOCKING PAVER SYSTEMS
Po Box 445
Escondido, CA 92033-0445
858-299-0500
Balance Due: $0.00
$132.70
$92.89
$1.00
$1.45
$246.00
$58.00
Please take NOTICE that approval of your project includes the "lmposltion11 of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction. 11 You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
(city of
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Chec"°3fol.0/9 -)J--19,
Est. Value tlilf, llalo · d 5":
PC Deposit ---r---c.---,-----
Dat e _,:.J./-=3:..J-/-'-I Cj'_,__ __ _
Job Address t,~Pt .6/Ji~M4 kJ&t1 tU-/s&12
CT/Project #:, __________ Lot#: ____ Fire Sprinklers: yes 1-rfR Air Conditioning: yest!§}
Suite: ___ APN: 1/~ --ZJ-t!,-1,J
BRIEF DESCRIPTION OF WORK: f;flu-c 'f¥isg #ttA 9Ef1i,,;,111 liA// J<JI~ ~ ~w1 87 ·
0 Addition/New: _____ Living SF, ____ Deck SF, ____ Patio SF, ____ Garage SF
Is this to create an Accessory Dwelling Unit? Yes/ No New Fireplace? Yes/ No, if yes how many? __
O Remodel: ____ SF of affected area Is the area a conversion or change of use? Yes/ No
0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _
□ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No
Panel Upgrade: Yes/ No
D Reroof: ___________________________________ _
D Plumbing/Mechanical/Electrical Only: ________________________ _
~ Other: lk{&Ji>lf 1.J/{
CONTRAClOR BUSINESS
Name: y,'♦ ,..,. Y..,11,rl -:I:,.,.
Address: f O !}06. 11-'6
City: i4«..J:•Jt State: C,A-Zip: f:.to'):>
Phone: j£2,, "0::l. ::aea '7
11Email: j..SM d} AV.'-.t'.,fA-11,,S, '°""'
State License: IC/2t,8 fl Bus. License: P.11...,
{Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's license Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
B-1 Page 1 of 2 Rev. 06118
( OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
□ 1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued.
□ I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _
Polley No. ______________ Expiration Date: __________ _
~rtificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100,000. ddition the to the cost compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's license Law for the following reason:
□ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
D I am exempt under Section _______ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes D No
2. I {have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4. I plan to provide portions of the work, but 1 have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/
contractors' license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work):
OWNER SIGNATURE: __________________ LJAGfNT DATE: _____ _
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ _ Lender's Address: ____________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes D No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes D No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and
City ordinances and State laws relating to b
I hereby authorize representative of
HARMLESS THE CITY OF CARlSBA GAINST
EXPIRATION: Every permit issued b
ction.
Carlsbad t0 enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP
LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
permit is·required for excavations over S'O' deep and demolition or construction of structures over 3 stories in height.
icial under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
from the dat of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime by such permit is not commenced withi
after the work is commenced for a period o
APPLICANT SIGNATURE: ,:::,;;;:::$,_l::::::=l~-----------DATE: ,1· f · If
ays (Section 06.4.4 Uniform Building Code).
1635 Faraday Ave Carlsbad, CA 9
B-1
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 o/2
Email: Building@carlsbadca.gov
Rev. 06/18
PERMIT INSPECTION HISTORY REPORT (CBR2019-1718)
Permit Type: BLDG-Residential Application Date: 07/03/2019 Owner: LA COSTA VIEW HOA
Work Class: Retaining Wall Issue Date: 08/29/2019 Subdivision: LA COSTA VALLEY #5
Status: Closed -Finaled Expiration Date: 04/22/2020 Address: 2302 Altisma Way
IVR Number: 20138
Carlsbad, CA 92009-6310
Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date
0910612019 09/06/2019 BLDG-SW-Pre-Con 103258-2019 Failed Chris Renfro Re inspection Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No contractor on site No
0910912019 09109/2019 BLDG-SW-Pre-Con 103475-2019 Passed Chris Renfro Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
1010912019 10109/2019 BLDG-11 105995-2019 Passed Paul York Complete
Foundatlon/Ftg/Pler
s (Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
1011812019 10118/2019 BLDG-66 Grout 107982-2019 Passed Chris Renfro Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
1012512019 1012512019 BLDG-24 108793-2019 Cancelled Chris Renfro Reinspection Complete
Rough/Topout
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-66 Grout 108794-2019 Passed Chris Renfro Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Waterproofing membrane and gravel with Yes
landscape fabric. OK to backfill
1111212019 1111212019 BLDG-Final 110432-2019 Passed Chris Renfro Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Plumbing Final Yes
BLDG-Mechanical Final Yes
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
November 12, 2019 Page 1 of 1
ATC DESIGN GROUP
ARCHITECTS • ENGINEERS • SURVEYORS
Report of Limited Foundation Investigation
Proposed Retaining Wall Replacement
North end of 2300 Altisma Way,
Carlsbad, CA
Project No. 17-3721
July 31, 2018
Prepared for:
La Costa View Owners Association
c/o Chris Post, ATC Design Group,
1282 Pacific Oaks Pl., Suite C,
Escondido, CA 92029
c~,q-1-=1-18
■
July 6, 2018
La Costa View Owners Association
c/o Chris Post, A TC Design Group,
1282 Pacific Oaks Pl., Suite C,
Escondido, CA 92029
Report of Llmitnl FOHndoliou lnvesdgation
North end of 1300 A/tis ma Way
Carlsbad, C4
Page I ii
Project No. 17-3721
Subject: Report of Limited Foundation Investigation
Proposed Retaining Wall Replacement
North end of2300 Altisma Way,
Carlsbad, CA
Dear Sir:
A TC Design Group is pleased to present this Report of Limited Foundation Investigation at
Carlsbad, California. The results conclusions and recommendations presented herein were
completed by A TC Design Group for La Costa View Owners Association.
Sincerely,
ATC Design G,
d «,ti a -n1 ~
rry L.ichal P.E., G.E.
Project Geotechnical Engineer
11 Repon of Limited Foundation ln1oestigation
North end of 2300Altisma Way
Carlsbo.d, CA
Page I iii
TABLE OF CONTENTS
1. INTRODUCTION ........................................................................................................................... I
2. SCOPE ............................................................................................................................................. 2
3. SITE DESCRIPTION ..................................................................................................................... 2
3.1 General: ............................................................................................................................ 2
3.2 Proposed Construction: ....................................................................................................... 3
3.3 Site Geology: .................................................................................................................... 4
3.4 Subsurface Conditions: ....................................................................................................... 5
3.5 Groundwater: ..................................................................................................................... 5
4. FIELD EXPLORATION ............................................................................................................... 6
4.1 General: ............................................................................................................................ 6
5. CONCLUSIONS ............................................................................................................................. 7
5.1. General: ............................................................................................................................ 7
5.2. Expansive Soils: ................................................................................................................ 7
6. RECOMMENDATIONS ..................................................................................................... 7
6.1. Seismicity: ............................... . . ................................................................................ 7
6.2. Foundations Design: .. .... .. .... .... .. . ........................................................................... 8
6.2.1 Foundation Design: .............................................................................................................. 8
6.3. Lateral Earth Pressures and Resistance: ............................................................................... 9
6.4. Surface and Subsurface Drainage: ..................................................................................... 10
6.5. Construction Observation and Plan Review: ....................................................................... 11
8. LIMITATIONS ................................................................................................................... 11
9. REFERENCES .............................................................................................................................. 12
FIGURES:
Figure 3.1
Figure 3.2
Figure 4.1
TABLES:
Table 6.1
Table 6.2
Vicinity Map. ......... 3
Regional Geologic Map ...................... . .... .4
Boring Location Map ......................................... . ................. 6
Seismic Design Parameters (ASCE 7-10). .. . .. . .. .. . . ........................... 8
Equivalent Fluid Weight (pcf) ............................................................ 9
APPENDIX A Engineering and Percolation Boring Logs
■
July 31, 2018
La Costa View Owners Association
c/o Chris Post, ATC Design Group,
1282 Pacific Oaks Pl., Suite C,
Escondido, CA 92029
Subject:
Dear Sir:
Report of Limited Foundation Investigation
Proposed Retaining Wall Replacement
North End of 2300 Altisma Way,
Carlsbad, CA
Project No. 17-3721
In accordance with your request, ATC Design Group (ATC) has performed a limited foundation
investigation at the subject site, to address the proposed construction of a replacement retaining
wall The purposes of the investigation were to determine the general engineering characteristics
of the retaining wall foundation soils; and to provide engineering recommendations for the
construction of the proposed replacement retaining wall at the subject site.
This report describes: the investigation performed; the results and opinions of our findings; and
our geotechnical recommendations for construction.
1. INTRODUCTION
This report provides the findings of ATC Design Group's Limited Foundation Investigation for
the proposed project at the subject site. The work reported herein was completed by ATC Design
Group (ATC) for La Costa View Owners Association. This report describes: the evaluation
performed; the results and opinions of the findings; and ATC Design Group's recommendations
for design and construction of the proposed replacement retaining wall at the site.
•
■ Report of Limited Foundation lnvutigation
North end of 2100Altisma Wa_l'
Carlsbad, CA
Pagel2
2. SCOPE
The scope of our limited foundation investigation was based upon the planning information
provided to us, and consisted of field and engineering evaluation of site conditions to include:
a) Review of readily available documents pertinent to the subject site (Appendix A);
b) The excavation of four (4) engineering exploratory borings to maximum depths of
4.5 feet below existing ground elevations. The borings were excavated in the
vicinity of the proposed replacement retaining wall foundation. The soils
encountered in the excavations were logged by our field Geologist;
c) Geotechnical analysis of the data and information obtained; and
d) Preparation of this report presenting our findings, conclusions and
recommendations, pertinent to the proposed replacement retaining wall.
3. SITE DESCRIPTION
3.1 General:
The area of study is located to the north end of the 2300 building. The existing wall consist of an
approximately 69 feet long by 3 .5 feet high CMU retaining wall at the base of an approximately
20 to 24 feet high natural slope. The wall is located at approximately 18-inches from the existing
building with a concrete walkway from the base of the retaining wall to the base of the building
wall. An approximately 32 inch drainage swale runs along the top of the existing retaining wall
with an observed drain near the western end. The eastern end of the wall connects to a wood and
post retaining wall. The existing CMU retaining wall was noted to be tilted forward approximate! y
11 Report of Limited Foundation I nvatigation
North end of 2100 Altisma Way
Carlsbad, CA
Pagel3
9.5 degrees,the wood and post retaining wall was also observed to have failed and tilted forward.
Figure 3.1 presents a vicinity and site location map.
\,<'
Foti'.,.,,~
o,,o .~ct ~.,, <,,
Avinra Pkwy =;:::::::::===::!
J~S
i
l c'J i;;
"' r., !.
\ L, Co<,w fl ''°'l ,..>d
q, Sp.}
f
J>
Alga Rd
s
I ;j ' 2300 Altisma
?! Way ~ ~
$-90'
-la Costa p..110
Figure 3.1. Vicinity Map
vCo
Our review of the available references indicates that the ground elevation at the area of study is
approximately+ 167 feet above mean sea level (ams!). This reference also indicates that the top of
the slope is at approximately +191 feet above mean sea level (amsl).
3.2 Proposed Construction:
Based on the available information, the proposed construction will consist of a replacement
engineered retaining wall similar to the currently existing.
·11
3.3 Site Geology:
Report of Linuted Foundation Investigation
North end of 131)(} A/Jisma Way
Carlsbad, C4
Pagel "
Regional Geologic maps of the area indicate that the subject site is located in an area underlain by
Tertiary (Middle Eocene) Santiago Formation. This formation is described as consisting of buff
and brownish-gray, massive, coarse-grained, poorly sorted arkosic sandstone and conglomerate
(sandstone generally predominating). In some areas the basal member is overlain by a central
member that consists of gray and brownish-gray (salt and pepper) soft, medium-grained,
moderately well sorted arkosic sandstone. The upper member consists of gray, coarse-grained
arkosic sandstone and grit. Vertically and laterally throughout the formation there exists greenish-
brown, massive claystone interbeds, tongues and lenses of often fossiliferous, lagoonal claystone
and siltstone. (USGS-CDMG, 2005). Figure 3.4 reproduces geologic mapping of the site vicinity •
showing the site layout and the mapped location of the Santiago Formation (Tsa).
w@[
s
Qya = Quaternary Young Alluvium Deposits
Tsa = Tertiary Santiago Formation
Td = Tertiary Delmar Formation
Figure 3.2. Regional Geologic Map
Source: CGS 2010, Special Report 217, Plate 13
•
■
3.4 Subsurface Conditions:
Rqwrl of Limited Fo«ndation Investigation
North end of 1300 Altirma Way
Cnrlrbad, CA
Page IS
The site is underlain by fill and Santiago Formation. Detailed descriptions of these materials can
be found in the excavation logs (refer to the Excavation Logs Figure Nos. la through Id). Based
on our field investigation and laboratory testing, the general characteristics of these units (from
youngest to oldest) are described below.
Fill Material: The encountered fill soils were observed to have a thickness ranging from
0.5 feet in the vicinity of B-4 and 2.5 feet in the vicinity of our excavation BI. The
encountered fill soils were noted to primarily consist of brown silty clay and gravel under
the existing concrete brow ditch at the top of the wall.
Slope Wash: Some of our location presented a layer of slope-wash. This slope-wash was
observed to have a thickness of approximately 6 inches brown silty clay with roots and
organics.
Tertiary (Middle Eocene) Santiago Formation (Tsa). Underlying the fill and the slope-wash
we encountered Santiago Formation. This material was noted to consist oflight olive gray
silty claystone. This material was noted to be very stiff to hard and fractured at some
locations. All our boring excavations were terminated on hard formational soils. A
description of the encountered soils is presented in Figure Nos. la through Id (Appendix
A).
3.5 Groundwater:
Groundwater was not encountered during our subsurface investigation our exploratory excavations
are presented on Figure Nos. la through lg (Appendix A).
It should be recognized that minor groundwater seepage problems might occur after development
of a site even where none were present before development. These are usually minor phenomena
and are often the result of an alteration in drainage patterns and/or an increase in irrigation water.
Based on the permeability characteristics of the soil and the anticipated usage and development, it
is our opinion that any seepage problems, which may occur, will be minor in extent. It is further
our opinion that these problems can be most effectively corrected on an individual basis if and
when they occur.
11
4.
4.1
FIELD EXPLORATION
General:
Report of Limited Foundation Investigation
North end of 1100 A/Jisma Way
Carlsbad, CA
Pagel 6
The field exploration by ATC Design Group was completed on June 22, 2018. Figure 4.1 (below)
presents a plan view of the site indicating the approximate location of the four ( 4) engineering
borings (referenced as B-1 through B-4).
8-4 = Approximate Location of Exploratory Boring
Figure 4.1 Boring Location Map
■ Report of Limited Foundation Jnvutigation
North end of 2300Altisma Way
Carlsbad, CA
Pagel 7
5. CONCLUSIONS
5.1. General:
Based on the results of our study, it is ATC's opinion that the proposed replacement
retaining wall can be constructed as planned, provided that the recommendations presented
herein are implemented. It is our opinion that the existing retaining wall was constructed
upon formational materials and that the new replacement retaining wall should be
constructed on formational material as well.
5.2. Expansive Soils:
The formational soils encountered in our exploratory borings consist mainly of silty
claystone. ATC Design Group did not test for expansivity of the site surficial soils due to
the recommended depth of removals within the retaining wall. Our experience with similar
soils suggests that the surficial soils have a moderate to high expansion potential.
6. RECOMMENDATIONS
Based on our geotechnical study at the site, our review of readily available reports and literature
pertinent to the site (Appendix A), and our understanding of the proposed final grades, it is our
opinion that development and/or improvement of the site is feasible from a geotechnical
standpoint, provided the conclusions and recommendations included in this report are properly
incorporated into the design and construction of any proposed structures. There appear to be no
significant geotechnical constraints on-site that cannot be mitigated by proper planning, design,
and utilization of sound construction practices. The engineering properties of the underlying mate-
rials, surface drainage, and anticipated degree of seismic risk offer conditions comparable to the
other sites surrounding the subject project. The following sections provide geotechnical
recommendations that should be incorporated into the design of the proposed improvements at the
site.
6.1. Seismicity:
To determine the site seismic parameters, we utilized the ground motion maps provided in
the 2016 California Building Code (CBC, 2016). ATC Design Group utilized the seismic
design criteria provided in the CBC 2016, and site coordinates of 33.0966° north latitude
and 117.2575° west longitude. Table 6.1 provides the seismic design parameters assuming
the new structures are designed in accordance with seismic design requirements of ASCE
7-10 and 2015 NEHRP provisions Table 6.1 presents the Seismic Design Parameters.
■ Rq,ort of Limited Foundation Investigation
North o,.d of 1300Altisma Way
Carlsbad, CA
Page\8
Table 6.1 Seismic Desien Parameters (ASCE 7-10)
Parameter Value
Site Latitude (decimal degrees) 33.096°N
Site Longitude (decimal degrees) 117.2575°W
Site Classification D "Stiff Soil"
Mapped Short Period Spectral Acceleration, Ss 1.051 g
Mapped One-Second Period Spectral Acceleration, S1 0.406g
Site Coefficient, F, 1.080
Site Coefficient, F v 1.594
Short Period Spectral Acceleration Adjusted for Site Class, SMs 1.135 g
One-Second Period Spectral Acceleration Adjusted for Site Class, SM1 0.648 g
Design Short Period Spectral Acceleration, Sos 0.756 g
Design One-Second Period Spectral Acceleration, S01 0.408 g
Peak Ground Acceleration, PGA and Site Adjusted PGAM 0.446 g
Seismic Design Category D
Source: U.S. Sersm,c Design Maps, (http://<arthquake.usgs.gov/des1gnmaps/us/apphcation.php)
6.2. Foundations Design:
Foundations should be designed in accordance with structural considerations and the
following recommendations. These recommendations assume that soils exposed at finish
pad grade will have a low potential for expansion. These recommendations may be verified
by performing additional expansion tests after grading is completed. Localized areas of
higher expansion may be possible.
6.2.1 Foundation Design:
All proposed building and non-building improvements that are anticipated to constitute a
structural load may be supported by an appropriate foundation system designed by the
project structural engineer in accordance with the guidelines of the Uniform Building Code
and/or all applicable local building codes. Footings adequately founded in firm natural soils
or properly compacted fill soils should be a minimum 18 inches deep by 12 inches wide
for a one-story building structure and 24 inches deep by 15 inches wide for a two-story
building or in accordance with the project structural engineer requirements. At these
dimensions, footings adequately founded in properly compacted fill soil may be designed
for an allowable soil bearing value of 2000 pounds per square foot. These values may be
increased by one-third for loads of short duration including wind or seismic forces.
Foundations should be properly reinforced in accordance with the project structural
Report of Limited rounaan.011111vaaga.no11 North end of 2300Al.tuma Way
Carlsbad, CA
Pagel 9
engineer's recommendations. Minimum reinforcement shall consist of two No. 4 rebar at
the top and two No. 4 rebar at the bottom of the footing or in accordance with the structural
engineers requirements, whichever is greater. We estimate that the total and differential
static settlement for the proposed improvements will be on the order of I-inch and
approximately ½ -inch between structural elements.
All foundation excavations should be observed and tested by a representative of ATC
Design Group prior to placement of steel and concrete.
Exterior concrete flatwork (sidewalks, etc.) should have a minimum thickness of 4 inches,
be underlain by a 2-inch layer of clean sand, and reinforced with a minimum. No. 3 bars
placed mid-height in the slab and spaced on 18 inch centers in both directions. Care should
be taken by the contractor to ensure that the reinforcement is placed and maintained at slab
mid-height. We recommend that crack control joints for exterior flatwork be provided with
a minimum spacing of 12 feet and a maximum of I 5 feet, or in accordance with the
structural engineer's recommendations. We also recommend that every third control joint
be converted to an expansion joint.
Some slab cracking due to shrinkage should be anticipated. The potential for this slab
cracking may be reduced by careful control of water/cement ratios. The contractor should
take appropriate curing precautions during the pouring of concrete in hot weather to
minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if
crack-sensitive flooring is planned directly on concrete slabs. All slabs should be designed
in accordance with structural considerations.
6.3. Lateral Earth Pressures and Resistance:
For design purposes, the following lateral earth pressure values for level and free-draining
backfill are recommended for retaining walls backfilled with on-site soils, and for those
backfilled with select soils (possessing an internal friction angle of at least 30 degrees and
extending at least 0.5H from the upslope face of the wall, where His the wall height).
Table 6.2 Equivalent Fluid Weight (pct)
Conditions On-Site Backfill Sele1,t Backfill
(PHI>30 DeITTees)
Active 33 35
At-Rest 70 55
Passive 250 350 CF ill Soils)
---------------.
■ Report of Limited FoWtdation Invmi.galion
North Md of :ZJOO Altisma Way
Carlsbad, CA
Pagel IO
Unrestrained (yielding) cantilever walls should be designed for an active equivalent
pressure value provided above. In the design of walls restrained from movement at the top
(nonyielding), such as basement walls or re-entrant comers, the at-rest pressures should be
used. For areas of re-entrant comers, the restrained wall design should extend a minimum
distance of twice the height of the wall laterally from the comer. The above values assume
backfill soils will have a very low expansion potential and free-draining condition. If
conditions other than those covered herein are anticipated, the equivalent fluid pressures
should be provided on an individual basis by the geotechnical engineer. Retaining wall
structures should be provided with appropriate drainage. Typical drainage design is
illustrated in Appendix D. Wall backfill should be compacted by mechanical methods to
at least 90 percent relative compaction (based on ASTM Test Method Dl557). Wall
footings should be designed in accordance with the foundation design recommendations
and reinforced in accordance with structural considerations. For all retaining walls, we
recommend a minimum horizontal distance from the outside base of the footing to daylight
of 8 feet.
Lateral soil resistance developed against lateral structural movement can be obtained from
the passive pressure value provided above. Further, for sliding resistance, a friction
coefficient of 0.25 may be used at the concrete and soil interface. These values may be
increased by one-third when considering loads of short duration including wind or seismic
loads. The total resistance may be taken as the sum of the frictional and passive resistance
provided that the passive portion does not exceed two-thirds of the total resistance.
6.4. Surface and Subsurface Drainage:
Our experience indicates that surface or near surface ground water conditions can develop
in areas where ground water conditions did not exist prior to site development, especially
in areas where a substantial increase in surface water infiltration results from landscape
irrigation. This sometimes occurs where relatively impermeable and/or cemented
formational materials are overlain by fill soils. In addition, during retaining wall
excavations seepage may be encountered. We recommend that ATC Design Group be
present during grading operations to evaluate areas of seepage. Drainage devices for
reduction of water accumulation can be recommended if these conditions occur.
We recommend that measures be taken to properly finish grade the site, such that surface
drainage is directed away from structure foundations, floor slabs, and tops of slopes, at a 2
percent minimum grade for a minimum distance of S feet for subgrade, and 1 percent
minimum grade for a minimum distance of S feet for hard finish surface (pavement,
walkways etc.). Ponding of water should not be permitted, and installation of roof gutters
which outlet into a drainage system is considered prudent. Planting areas at grade should
be provided with positive drainage directed away from all buildings. Drainage design for
these facilities should be provided by the design civil engineer.
■
6.5. Construction Observation and Plan Review:
Rq,ort of Limited Foundati.on /nvatigaJion
North endo/EOOA/Jisma Way
Carlsbad, C4
Pagel 11
The recommendations provided in this report are based on subsurface conditions disclosed
by field reconnaissance and widely-spaced exploratory trenches. The interpolated
subsurface conditions should be checked in the field during construction by a
representative of ATC Design Group. We recommend that on-site excavations be observed
during grading for the presence of potentially adverse geologic conditions by a
representative of this firm. Construction observation and field density testing of compacted
fill should be performed by a representative of this firm to ensure that construction is in
accordance with the recommendations of this report. The final grading plan and building
plan should be reviewed by this office prior to construction.
8. LIMITATIONS
This report presents recommendations pertaining to the subject site based on the assumption that
the subsurface conditions do not deviate appreciably from those disclosed by our exploratory
excavations. Our recommendations are based on the technical information gathered, our
understanding of the proposed construction, and our experience in the geotechnical field. We do
not provide a guarantee or warranty ( either expressed or implied) of the performance of the project,
only that our engineering work and judgments meet the standard of care of our profession at this
time.
In view of the general conditions in the area, the possibility of different local soil conditions cannot
be discounted. Any deviations or unexpected conditions observed during construction should be
brought to the attention of the Geotechnical Engineer. In this way, any required supplemental
recommendations can be made with a minimum of delay to the project.
If the proposed construction will differ from our present understanding of the project, the existing
information and possibly new factors may have to be evaluated. Any design changes and the final
grading and foundation plans should be reviewed by the Geotechnical Consultant. Of particular
importance would be extending development to new areas, changes in structural loading
conditions, postponed development for more than one year, or changes in ownership.
This report is issued with the understanding that it is the responsibility of the owner or owner's
representative to ensure that the information and recommendations contained herein are called to
the attention of the Architects and Engineers for the project and incorporated into the plans and
that the necessary steps are taken to ensure that the Contractors and Subcontractors carry out such
recommendations in the field. This report is also subject to review by the controlling authorities
for this project.
■
9. REFERENCES
Report of Limited Foundation Investigation
North end of 1300Ahisma Way
Carlsbad, CA
Pagel12
1. American Society of Civil Engineers, Minimum Design Load for Buildings and Other Structures,
ASCE 7-10.
2. ATC Design Group, (Undated), Preliminary Grading Plan, NEC of Mission and Wallace, Jurupa
Valley. Sheet No. C 1.0 dated May 10, 2018, Project No. 16-3650.
3. California Department ofWater Resources, Water Data Library:
http://www.water.ca.gov/waterdata library/
4. California Geological Survey, 2010, Geologic Compilation of Quaternary Surficial Deposits in
Southern California San Bernardino 30'X 60' Quadrangle. CGS Special Report 217, Plate 13,
Scale 1: I 00, 000.
5. CA State Water Resources Control Board GEOTRACKER, 2018,
http: //gcotracker .waterboards. ca. gov
6. California Code of Regulations, Title 24, 2016 California Building Standards Code.
7. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0,
available at http://www.dot.ca.gov/hq/esc/ttsb/corrosion/pdf/2012-l l-19-Corrosion-
Guidelines.pdf.
8. FEMA, 2018, Map Service Center, (https://msc.fema.gov/portal/search#searchresultsanchor).
9. Hart, E.W., W. A. Bryant, 1997, Fault-Rupture Hazard Zones In California, Department Of
Conservation Division Of Mines And Geology, Special Publication 42, Revised 1997.
I 0. Riverside County, 2011 -Low Impact Development BMP Design Handbook. Revision 912011
■
APPENDIX A
Report of Limited Foundation lnvestigatiM
North'endof2300Ahisma Way
CarlshmJ, C4
Pagel 13
Engineering and Percolation Boring Logs
-------·---'"---
EXCAVATION LOG
~CfJLpment: Dimension and Type of ExcllY&tion: I ---DY: HE -·· 6J22/2018 Hand Auger 4-inch Test Boring
Elevation Boring No. B-1 Existing Elevation Groundwater Depth: NONE ENCOUNTERED
'" ~ ~ " ..J "' Ii: ~ 0 .. w ., ~ ..J § Ii: c_ FIELD SOIL DESCRIPTION AND CLASSIFICATION
ii: " "' !!; w" Description and Remarks (Grain Size, Density, Moisture, Color) ~->-~ : 5 z "' "' 4
C m " 0
0 Fill/Slope Wash: Silty Clay, Firm, Moist, Brown -----1// 1// 1// ---1 I// 1// I// ,...., •-·--I// I// 1// •·-2 1// I// I// r• --'" ""' 3 Formation: Silty C\aystone, Very Stiff to Hard, Moist, Light Olive Gray. -··---r-"\. ! Refusal at 3 ft. 4 .... ..... ---.....
5 --,,_ --6 -· ,-,-·-..... TOTAL DEPTH 3.0 FT. 7 -r----NO GROUNDWATER
8 .. _ -NO CAVING ·---·•----· 6/22/2018-···-9 -, __
I-· --~
10 -,... .. ---· --•--11 "" -I--• --12 -,..... --------·-----------,.....
Equipment: Dimension and Type of Excavation: I Loggwu By: HE ~ 6J22/2018 !Hand Auger 4-lnch Test Boring
1e1evatla, Bal .. No. B-2 Existing Elevation Groundwater Depth: NONE ENCOUNTERED
~ i ~ " c:! "' Ii: z I!:_ ~ ..J ~ FIELD SOIL DESCRIPTION AND CLASSIFICATION
I:
., 4 ! 8 Ii ... " :I "' ~-Description and Remarks (Grain Size, Density, Moisture, Color) ~ .. >-~ • ~ " "' "' ~ C m i'i
0 Slope Wash: Silty Clay, Finn, Moist, Bro1M1 -
1 1// 1// 1// ·---Formation: Silty Ctaystone, Hard, Moist, Light Olive Gray, Fractured/Blocky. --·-1// I// I// --I
2 I// I// I// ----!Refusal at 2.5 ft. ',,,,,,,,, ......
3
1--·· -~ TOTAL DEPTH 2.5 FT. 4 ---
I---,--NO GROUNDWATER
5 BORING EXCAVATED 32 INCHES BEHIND THE WALL DUE TO BROW-DITCH
"""" ---·-· 612212018-· .. -6 ------·-· ·---· 7 --· t-··--·-------8 -· ... ,__ --9 ,.... ,__ ,--10 I-·· ...... ------11 -... --.... "
12 ..... -·--·-,-. """ ·-.. -·-,--
t'-"' ·-.. Water Table ■ ATC DESIGN GROUP ~ Bulk Sample AACHITECTS . EHG!fo!EERS . SU!lV1:VORS
121 SPT Sample • Drive Sample .. ....,,,.-,.:
# Disturbed Blowcount No. Pronnsed Reclacement Retainina Wall
• Disturbed Sample 'OB ADDRESS: .. No Sample Recovery ><110 Altisma Wav. Carlsbad. CA
Geologic Contact rg. No. ·-----Soils Change 3a-b
EXCAVATION LOG
qulprn-,t; Dlmenelon and Type of Excavation: I L.ogged8y; HE Date
liand Auge, 4-lnch Teat Borlna 6/2212018
.... evatlon Boring No. B-3 Existing Elevation Groundwater Depth: NONE ENCOUNTERED
[ ~ z ~ ~ ... "' ~
0 I z "' ... ~ o_ FIELD SOIL DESCRIPTION AND CLASSIFICATION
f co I 8t .... :I! " ~-Description and Remarks (Grain Size, Density, Moisture, Color) ► !i ~ "' 0 " g ~
Q m z m 0
0 Fill: 8 inches of Gravel CL
""""°'"" 1 "' "" " FIii/Siope Wash: Silty Clay, Fi011, Moist, Brown, Roots, Organics ,._ I// 1// I// --· 2 I// I// I// ,---Formation: Silty Oaystone, Very Stiff to Hard, Moist, Light Olive Gray. ..
,--Ill Iii///
3 1// I// I//
~ 1// 1// I// ,---4 !i!t!I;'; -Refusal at 4.5 ft.
5 ----6 ·-· ... -r• --TOTAL DEPTH 4.5 FT. 7 r--,---·-· NO GROUNDWATER
8 r---BORING EXCAVATED 32 INCHES BEHIND THE WALL DUE TO BROW-DfTCH ·---r· -· ------·. ---·-···-
9 ··-..... 612212018
--·--10 ...... ..... -----,_ -11 ,_ >-..-..... I--12 ,_ ----,_ ------· ------I--
=qulpment: Dimension and Type of excavation: I Logged By: HE
,_
6/2212018 ~and Auger 4-inch Test Boring
fi,Ua> Boring No. B-4 Existing Elevatlon Groundwater Depth: NONE ENCOUNTERED
[ ' ~ i5 ~ "' ~ z l!i_ FIELD SOIL DESCRIPTION AND CLASSIFICATION " ! ~ ~ co 8t " j!, :I! :t W@ Description and Remarks (Grain Size, Density, Moisture, Color) " .. ► ~ "' ~-c;
"' 0 .. ~ Q m Ii
0 Slope Wash: Silty Clay, Firm, Motst, Brown .. ~---"' "",,
1 ~i!i!i --· -1Formatlon: Silty Claystone, Hard, Moist, Light Oive Gray, Fractured/Blocky. ----I
2 Ill Ill Ill ......... "' I// I// 1// Refusal at 1.5 ft. -3 ---· --4 ~ >-TOTAL DEPTH 1.5 FT. -·--··-NO GROUNDWATER
5 NO CAVING -~>----· 6/22/2018 ~ ... 6 ->----·->--
7 --·-· >-·· ----8 ~->-----· ....
9
__ ., ------· 10 -.. -·-->--
11 -·· -· --->-
12 ~ >------>-·· ->--r· >-·· . ·-1--... Water Table II ATC DESIGN GROUP IZI Bulk Sample ARCHITECTS . '"'"""' . SURVEYORS
121 SPT Sample • Drive Sample ,vvNAME:
# Disturbed Blowcount No. Pronnsed Reolacement Retainino Wall . Disturbed Sample JOB ADDRESS: .. No Sample Recovery '"'10 AHisma Wav. Carlsbad. CA
Geologic Contact r•·"°· 3c-d ·-----Soils Change
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE
AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION
OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN
IS EMINENT.
2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION
CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION
OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING
RAINFALL.
3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY
INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE
AT THE END OF EACH WORKING DAY WHEN THE FIVE (5)
DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT
( 4D%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER
EACH RAINFALL.
5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM
AGGREGATE.
6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST
BE INSTALLED AND MAINTAINED.
7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY
REGULATIONS.
OWNER'S CERTIFICATE:
I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT
BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION
ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID
THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO
AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION
RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES,
COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP
THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES
UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED
BY THE CITY OF CARLSBAD.
OWNER(S)/OWNER'S AGENT NAME (PRINT)
OWNER(S)/OWNER'S AGENT NAME (SIGNATURE)
E-29
DATE
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP CBR ;;i_ D I 'i -~l ...:_~:._,,.,I 8'--------
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
,
Erosion Control Sediment Control BMPs Tracking Non-Slnrm Water Waste Management and Materials
BMPs Control BMPs Management BMPs Pollution Control BMPs
C: -C: C: 0 -0 .Q :;:; C:
"O :;:; ., "O C:
C: -"' 0 E C: ., "O u, 0 0 C: "' E -0 .5 0 C: -:, :, .Q ·c a. 0 0 E L " L L -"O L ·;, .,
:::s "O u, "' --.5 "->, "' C: ., L .5 ., c u, u, u, 0 CT L 0 C: "' 0o a. ., ·c: -C: u, § > L L w !/ C: ~ Best Management Practice* .,lj C: 0 ID a. L L (.') .,
:c u, 3" "' ,!: ., 0 C: 0 ., ., -., 0 -C: E OL 0 "' "O " "' :::s ~ ., C:
(BMP) Description ., 0 ., "' u, "' ., "' ID ·c c: "' "O "' ~ ➔ ·5 ., 3" C: C: C: Cl ::::, -., _<!! "3 ~ G) L 0 -0 0 0 L 0 -g~ "O >, 0 ., C: C: o"' ., [3 E Cl ID "'·-"' Q~ Oo ., :;:; :::s □ "' Cl C: C: _E :!lo 0 " 0., = ., "' 0 ~ ~ 01+:i " 0 L-3:_~ X
Q) :
., E al 1...."~ ~.E a. [Le ., 0 E .,, J {l =~ :c ·-"' ·c: -"O "" C: u.. u L ., :, :o E ·-"O ~o C: 0 0 C: LO ., ~ --"O 0
0 L ·c a. 'i5 ., ., :, L-.0 0 •-L 0 ·-0 0> L 0 0 -., 0 LO C: 0 0 0 "' .B 0 00 ~8 -"" " -o -0 = C ·-C: ., 0 0 L vi en " "" .0 L -o 0 -L VJ C: ;;:: ct 0 ~u o_ 0 -a.o oo
(.') ;;:: WCl "' 0 i;: (.') "'> "' "'[L "'"' []._Q [L :::s "' :::s "' cno "' :::s
CASOA Desig,ation ➔ ,-... 00 ~ a ..., ,-... 00 N ..., .... ,n 0, "i' "i' ..., .... ,n <O ,-... 00 'T N "i' I I I I I I I J., I I I I I I I I I I I
0 (.) 0 (.) ' w w w w w w w ~ ~ "' "' "' "' :::s ~ ~ ~ :::s
Construction Activity w w w w "' "' "' "' "' "' "' "' z z z z ;;:: ;;::
Gradinn /SoU.· Disturbance ,, TrenchinQ/t.xcavation ,X
• Stockoilina i/
Drillinn /Borina
Concrete/ Asphalt SawcuttinQ ,.~ Concrete Flatwork
PavinQ
Conduit!Pioe Installation
Stucco/Mortar Work
1~ Waste Disposal
Staainn /I av Down Area
Eauioment Maintenance and Fuelinn
Hazardous Substance Use/Starace
Dewaterina
" Site Access Across Dirt ,J<.
Other (list):
Instructions:
1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction.
2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one
or more BMPs you intend to use during construction •from the list. Check the box where the chosen activity row intersects with the BMP column. ' .
3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project.
PROJECT INFORMATION
Site Address: ~ 3 D ;;i, A I l-i$ ~,. L)T
Assessor's Parcel Number: ________ _
Emergency Contact:
Name: :r:sb,., ~ ~
24 Hour Phone: e~ · C,,fj;i · ~9~'?
Construction Threat to Storm Water Quality
(Check Box)
□ MEDIUM ~ow
., -u,
0
;;:: -C: "' ., :, E 0 .,
"O "' ao N C: 00 :i:::::s
<O I :::s ;;::
., -u, o-;;:: C: " " E -" ~ "' 0 0 C: C: 0 0 o:::s
00 I ~
✓
lY'
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