HomeMy WebLinkAbout2120 JANIS WAY; ; CB023126; PermitApplicant:
KNUDSEN TOBIN
2120 JANIS WAY
CARLSBAD CA 92008
c—\ \
") $61.19
Plan Check
Add'I Plan Check Fe
Strong MohonFee/ ('
"y U1111
Renewal Fee
AddI Renewal Fee ..
- / '-- -7 \ n nn
Other Building Fee
Additional Fees /
TOTAL PERMIT FEES $101.96"
Total Fees: $101.96 Total: Payments ' /To Date: 1 /1 $0.00 -'Balance Due: $101.96
INCORPORATED
\ . : /
0118'I'2/03/03 0002 01 02
CGF 10196 \
/ -- 7/ 1— /7 FINALAPPRO1VAL
Insnctnr/ J' "(/ Date: - V Clearance:
Building Permit
AAA-1 D.. NA; .-.-.0 4 17S
Owner:
-----'--KNUDSEN TOBIN
2I20JANIS WAY
CARLSBAD,CA 92008... /
L H.)
7)
City of Carlsbad
\,\1635 Faraday Av Carlsbad, CA 92008 t2-03--2003 Retaining Wall Permit Permit No: CB023126
Building Inspection Request Line (760) 602-2725
Job Address: 2120 JAN IS WY CBAD
Permit Type: RETAIN Status: ISSUED
Parcel No: 1672402200 Lot #: 0 Applied: 12/03/2003
Valuation: $4190.00 Construction Type: NEW Entered By: SB
Reference #: Plan Approved: 12/03/2003
Issued: 12/03/2003
Project Title: KNUDSEN RES 266 SF KEYSTONE Plan Check#:
WALL Inspect Area:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." 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
FOR OFFICE USE ONLY -
PERMIT, APPLICATION .- PLAN-CHECK NO. -_ i.'ié
ESL VAL. 'S 'CITY OF CARLSBAD BUILDING DEPARTMENT S
'
Plan.Ck.'Depos', 1635 Faraday Ave, Carlsbad, CA 92008
Validated By______________________
Date__________________
VIMFS Wpft
AcTdrebs (include Bldg/Suite #) Business Name (at this address)
Legal Description Lot No. Subdivision Name/Number Unit No. Phase No: Total # of unit
ApPrcel # re,ijg Use S , Proposed Use
Description of WcJk 0. FT. 76( '#of Stories - # of Bedrooms - # of Bathroom
Name - Address City State,Z,p Ti-ephon # Fax '#
A gRn for Owner
Name - Address , City State Zip TOephori, 0
'T;'ri,/
Name - Address City State/Zip Telephone # /
[
(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 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 is exempt therefrom, and the basis for the alleged
,exemption. Any violation of Section 7031.5 by any applicant for a permit subjectsthe applicant,to a civil penalty-of not more than five hundred dollars't$5001).
- Name - - - Address -;
S
City - State/Zip Telephone '# -
- State License # '
-' License Class ' City BuCiness License#_-
Designer Name ' . - Address - : . City - State/Zip Telephone -
State Liáense #
W,SQKERS,COMPENSATION ,. *
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the follriwing declarations: ,
0 - I have and will maintain a certificate of Consent to self-insure for workers' compensation-as provided by Section 3700 of the Labor Code, 'for the performance
.of the work for which this permit is issued.
- 0 I have and will maintain workers' compensation, as required by Section '3700 of the Labor Code, 'for 'the performance of the work for which this permit 'is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. - Expiration Date__________________
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS)
0. CERTIFICATE OF EXEMPTION: I certify that in the performance of the, work for which this permit is issued;' I shall no
11 t employ any pers6 in in any manner so as
to become subject to the Workers' Compensation Laws of California. ' , ' S ' •, ,, '- '
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an' employer' to criminal penalties and civil fines upto one'hundred -
thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Laborcode,'interest and attorney's fees.
SIGNATURE ' DATE'____________________
7. OXNERJJLDER.DECL RATION
T I herebyaffirm that I am exempt from the Contractor's License Law for the following reason:
0 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 notapply 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). '
C3 I,. 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 contraètor)s) licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for donstruction of the proposed property improvemènt,,"ES, ONO'
I (have / have not) signed an application for a building permit for the proposed work.
- 'I have contracted with the-following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
" I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone
number / contractors license number):
- 5. I will provide some-of the work, bu I ave cont r cted (hired) the following persons to provide the work indicated (include name,/ address / phone number / typo of work):
NPROPERTY OWNER SIGNATURE DATE /,'r
,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 Acd'ount Act? 0 YES 0 NO
Is the applicant, or future,,building occupant, required to obtain a permit from the air pollution control district or air quality menagement district? . 0 YES .0 NO.
Is the facility to-be ilonstructed within 1,000 feet of the outer boundary of a school site?- 0 'YES. 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFCATE,OF OCCUPANCY MAY NOT BE ISSUED UNLESSTHE APPLICANT.HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
jCONSTRUCTION_LENDINGAGENCY,j,r
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code)
LENDER'S NAME -
S
'' LENDER'S ADDRESS
IcANLIFlCATIoN ' - * - -- -
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all
- Cit'ordinances and State laws relating to building. construction. hereby' authorize representatives- of the Citi of Carlsbad t6 enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF'CARLSBAD, AGAINST ALL - LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height
EXPIRATION:' Every permit issued by the building Official under the provisions of this Code shall expire by limitation and béãome null and void if the building or work'
authorized by such permit-is not commenced within 180 days from the date of such permit or if the building or reork authorized by suc permit is suspended or abandoned
at any time after the work is; coMnifor a p4io'd-of
APPLICANTS SIGNATURE
180S (Section 106.4.4 Uniform Building Code):
DATE
WHITE: File
,
YELLOW: Applicant PINK': Finance -
- ,
Inspection List
Permit#: C6023126 Type: RETAIN KNUDSEN RES 266 SF KEYSTONE
WALL
Date Inspection Item Inspector Act Comments
02/25/2004 69 Final Masonry PD AP SAVE
02/05/2004 63 Walls PD CA
02/05/2004 69 Final Masonry PD CO see notice attached
Thursday, February 26, 2004 Page 1 of 1
UNSCHEDULED BUILDING INSPECTION
DATE INSPECTO
PERMIT # 2- /2 ' PLAN CHEC}ç#
JOB ADDRESS
DESCRIPTION
CODE DESCRIPTION ACT COMMENTS
oq "5w cl-~
GEOTECHNICAL EXPLORATION, INC.
SOIL & FOUNDATION ENGINEERING • GROUNDWATER
HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY
18 February 2004
Tobin & Julia Knudsen
2120 Janis Way
Carlsbad, CA 92008
Subject: Addendum Geotechnical ReDort
Knudsen Residence Retaining Wall
212Q Janis Way
Carlsbad;California
Dear Mr. and Mrs. Knudsen:
Job No. 03-8516
As requested, we herein respond to a City of Carlsbad memorandum prepared by
the building inspector. The memorandum is dated February 5, 2004, and addresses
his site observations, review of our geotechnical report, and request for additional
information to complete the permit approval.
Item 1: "Provide certification from soils engineer for installation of wall, including
(a) founded in competent material; (b) installation of geogrid -- verify dimension of
backcut required; and (c) backfill of wall complies with requirements."
GEl Resronse: As stated in our "Report of Limited Geotechnical Investigation"
dated November 7, 2003, the existing retaining wall is founded on good bearing,
dense formational sandstone materials. Three layers of geogrid were placed behind
the retaining wall during the backfilling. The geogrid reinforcement placed between
the compacted backfill layers provide sufficient support for the existing soil and
geometric wall conditions. The previous slope was approximately 8 feet high and
sloped down to the south from the building pad at a gradient of approximately
2.0:1.0 (horizontal to vertical). No backcut was required since the wall backfill was
placed on top of the existing slope surface (after preparation).
7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 2
The wall, in general, retains a narrow backdrain backfill zone of gravel behind the
front blocks. In addition, compacted backfill soils (nonexpansive sandy soils.) exist
behind this zone. In our opinion, the existing keystone wall, gravel backfill, and
sandy backfill material are considered stable and comply with the minimum backfill
requirements.
LIMITATIONS
The findings and opinions presented herein have been made in accordance with
current generally accepted principles and practice in the field of geotéchnical
engineering within the City of Carlsbad. No warranty, either expressed or implied,
is made.
If you have any questions regarding this letter, please contact our office. Reference
to our Job No. 03-8516 will help expedite a response to your inquiries.
Respectfully submitted,
GE TECHNICAL EXPLORATION, INC.
Jaime A. Cerros, P.E'.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
JaY4( -Weiser
Senior Project Geologist
Ef No. 002007
EX.(3OIOcJ *
City of Carlsbad Bldg Inspection Request
For 02/05/2004
Permit# CB023126 Inspector Assignment: PD
Title: KNUDSEN RES 266 SF KEYSTONE
Description: WALL
Type: RETAIN Sub Type:
Job Address: 2120 JANIS WY
Phone: 760405%9
Suite: Lot 0
Location: 0 - 'Inspect, r:
APPLICANT KNUDSEN TOBIN
Owner: KNUDSEN TOBIN&JULIA
Remarks:
Total Time: 0 Requested By: TOBIN
Entered By: CHRISTINE
CD Description Act Comment
69 Final Masonry
Associated PCRs/CVs
Inspection History
Date Description Act Insp Comments
EsGil Corporation
In Partnership with goernrnent for (Bui&uzng Safety
DATE: 11/21/03 ANT
JURISDICTION: City of Carlsbad U PLAN REVIEWER
U FILE
PLAN CHECK NO.: 02-3126 SET: II
PROJECT ADDRESS: 2120 Janis Way
PROJECT NAME: Retaining Wall (Knudson Residence)
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
LII: The plans transmitted herewith have significant deficiencies' identified onthe'enclosed check list-- -
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
LI The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone ' Fax In Person
LII REMARKS:
By: David Yao Enclosures:
Esgil Corporation
DGA [:1 MB OEJ 0 P 11/18 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In cPartnersliip with Government for Building Safety
DATE: 9/15/03
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 02-3126
O AR&LCCANT
uts_)
O PLAN REVIEWER
0 FILE
SET:I
PROJECT ADDRESS: 2120 Janis Way
PROJECT NAME: Retaining Walls (
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Tobin Knudsen 2120 Janis Way Carlsbad, CA 92008
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Tobin Knudsen Telephone #: (760)434-0599
Date contacted: Ci li (by: r, ) Fax #:
Mail Teleohone Fax In Person
REMARKS:
By: David Yao Enclosures:
Esgil Corporation
LIGA LIMB L]EJ LI Pc 9/11 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
City of Carlsbad 02-3126
9/15/03
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 02-3126
PROJECT ADDRESS: 2120 Janis Way
FLOOR AREA:
Retaining walls
REMARKS:
STORIES:
HEIGHT:
DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY
JURISDICTION: ESGI.L CORPORATION: 9/11
DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao
COMPLETED: 9/15/03
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and access for the disabled. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinance by the Planning Department, Engineering Department, Fire
Department or other departments. Clearance from those departments may be required prior to
the issuance of a building permit.
Present California law mandates that residential construction comply with the 2001 edition of
the California Building Code (Title 24), which adopts the following model codes: 1997 UBC,
2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02).
The above regulations apply to residential construction, regardless of the code editions adopted
by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
City of Carlsbad 02-3126
9/15/03
Please make all corrections on the original tracings, as requested inthe correction list.
Submit three sets of plans for commercial/industrial projects (two sets of plans for
residential pràjects). For expeditious processing, corrected sets can be submitted in one
of two ways:
1. Deliver all corrected sets of plansand calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602
2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning,
Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
Indicate on the Title Sheet of the plans the name of the legal owner and name of
the person responsible for the preparation of the plans. Section 106.3.3.
2. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code).
3. Plans (structural sheets) and calculations shall be signed and sealed by the
California state licensed engineer or architect responsible for their preparation,
for plans deviating from conventional wood frame construction. Specify
expiration date of license. (California Business and Professions Code).
4. Provide a statement on the Title Sheet of the plans stating that this project shall
comply with the 2001 edition of the California Building Code (Title 24), which
adopts the 1997 UBC.
5. Provide a fully dimensioned site plan drawn to scale. Section 106.3.3. Include
the following:
North arrow.
Property lines/easements.
Existing and proposed structures.
6. On the coversheet of the plans, specify any items requiring special inspection, in
a format similar to that shown below. Section 106.3.2.
. REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also require
Special Inspection in accordance with Sec. 1701 of the Uniform Building Code.
ITEM REQUIRED? REMARKS
SOILS COMPLIANCE PRIOR TO
FOUNDATION INSPECTION
City of Carlsbad 02-3126
9/15/03
STRUCTURAL MASONRY
DESIGNER-SPECIFIED
OTHER (keystone wall more than 6 feet per ICBO#45.99)
When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official
for approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC
Section 1 804.(Check with city for the soil report requirement)
Note on the plan the soils classification, whether or not the soil is expnsive and
note the allowable bearing value. Section 106.3.3.
The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
a) The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report."
Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and -specifications have been reviewed and that it has been
determined that the recommendations in the soils report are properly
incorporated into the construction documents (when required by the soil report).
Show height of retained earth on all foundation walls. Chapter 16.
Note on the plan that the keystone wall construction shall comply with ICBO
#4599. Section 106.3.3.
Note on first sheet shows keystone standards were used for the first two courses
and corners. The note is not clear. The other courses not using keystone wall.(?)
The note shows the hillside was benched every 3 courses. Please provide
drawing to show it.
The plan shows cinder block wall in front of keystone wall. What is the
construction detail of the cinder block wall? Any surcharge load from the
keystone wall? Provide calculation to justify it.
The lCBO report #4599 shows structural calculation must be submitted to the
building official for each wall system. Provide calculation to justify the wall been
used.
18: Provide detail drawing for the keystone wall used for this project.
City of Carlsbad 02-3126
9/15/03
CAp1
F Gil V o f -C a r I''s'b-a
OF Building M1 Department
BUILDING DEPARTMENT
NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION
Do Not Remove From Plans
Plan Check No. 02-3126
Job Address or Legal Description 2120 Janis Way
Owner Address
You are hereby notified that in addition to the inspection of construction provided by the
Building Department, an approved Registered Special Inspector is required to provide continuous
inspection during the performance of the phases of construction indicated on the reverse side of
this sheet.
The Registered Special Inspector shall be approved by the City of Carlsbad Building
Department prior to the issuance of the building permit. Special Inspectors having a
current certification from the City of San Diego, Los Angeles, or ICBO are approved as
Special Inspectors for the type of construction for which they are certified.
The inspections by a Special Inspector do not change the requirements for inspections by
personnel of the City of Carlsbad building department. The inspections by a Special
Inspector are in addition to the inspections normally required by the County Building
Code.
The Special Inspector is not authorized to inspect and approve any work other than that for which
he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept
alternate materials, structural changes, or any requests for plan changes. The Special Inspector is
required to submit written reports to the City of Carlsbad an department of all work that
he/she inspected and approved. The final inspection approval will not be given until all Special
Inspection reports have been received-and approved by the City of Carlsbad building department.
Please submit the names of the inspectors who will perform the special inspections on each of the
items indicated on the reverse side of this sheet.
(over)
City of Carlsbad 02-3126
9/15/03
V).LUATI.PNAND.PLAN CHECK FEE
JURlDiCTION: City of-Carlsbad PLAN CHECK NO.: 023126 -
PREPARED BY: David Yao DATE: 9/15/03
BUILDING ADDRESS 2120 Janis Way
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
kestone wall
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code Icb IBy Ordinance
Bldg. Permit Fee by Ordinance vi E?T you ëc1&fComp. Review an curly at the same time
Plan Check Fee by Ordinance V
Type of Review: II1 Complete Review Structural Only
Repetitive Fee
IIEE1 Repeats
* Based on hourly rate
Comments:
LI Other
Hourly 1.51 HoursLfr-
*
Esgil Plan Review Fee I $144.00f
Sheet I of 1
macvalue.doc
City of Carlsbad
I 1T1 1i FTA'ZT 11.11 .I.I dl iI!I
BUILDING PLANCHECK CHECKLIST
RETAINING WALL
BUILDING PLANCHECK NUMBER: CB 0 ,. 3( ,
BUILDING ADDRESS:
PROJECT DESCRIPTION: Retaininq Wall
ASSESSOR'S PARCEL NUMBER:
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has been
approved. The approval is based on plans, information
and/or specifications provided in your submittal;
therefore, any changes to these items after this date,
including field modifications, must be reviewed by this
office to insure continued conformance with applicable
codes. Please review carefully all comments attached,
as failure to comply with instructions in this report can
result in suspension of permit to build.
Date:__
DENIAL
Please see attached report of deficiencie
marked withX
e
Make necessary corrections to
plans or ificatidns for compliance with
applicable codes and standards. Submit corrected
plans and/or specifications to this office for review.
:::: /7è/o2
By: Date:
ATTACHMENTS
Right-of-Way Permit Application
ENGINEERING DEPT. CONTACT PERSON
NAME: JOANNE JUCHNIEWICZ
City of Carlsbad
ADDRESS: 1635 Faraday Avenue
Carlsbad, CA 92008
PHONE: (760) 602-2775
HWflRflflflJ41(1 W,fl R1n0 Fn,n, R RRn
1635 Faraday Avenue • Carlsbad, CA 92008-7314. (760) 602-2720 • FAX (760) 602-8562 19
BUILDING PLANCHECK CHECKLIST
RETAINING WALLS
1 2Nf 3RD/
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow D. Easements
Existing & Proposed Structures Retaining Wall
(dimensioned from street) (location and height)
Property Lines
I
Show on site plan:
Drainage Patterns
( Existing & Proposed Slopes
Existing Topography
3. Include on title sheet:
, Site Address
Assessor's Parcel Number
Legal Description
Grading Quantities Cut Fill Import/Export
(Grading Permit and Haul Route Permit may be required)
Project does not comply with the following Engineering Conditions of approval
for Project No.
Conditions were complied with by: Date:
MISCELLANEOUS PERMITS
A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way
and/or private work adjacent to the public Right-of-Way.
A separate Right-of-Way issued by the Engineering Department is required
for the following:
Please obtain an application for Right-of-Way permit from the Engineering
Department.
Page 1
\\ASPALAS\SYS\LIBPRYsENG\WORDOOCS\C8KLSflRetaining WO Building Plandiedc Cldst Fonn JJ.doc Rev. 6F26/98
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB 6 Address
Planner Greg Fisher Phone (760) 602-4629
APN: /Y7 '
4,
1
16 Type of P oject & Use: Project Density: DU/AC
Zoning: ILA- it) General Plan: J2,V Facilities Management Zone: /
CFD (in/out) #_Date of participation: Remaining net dev acres:______
Circle One (For non-residential development: Type of land used created by this
permit:
Legend: Z Item Complete 0 Item Incomplete - Needs your action
Environmental Review Required: YES NO TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
0 Discretionary Action Required: YES NO TYPE
APPROVAL/RESO. NO. DATE
PROJECT NO.
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:_____________________________________________________
Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES_ NO
CA Coastal Commission Authority? YES_ NO
If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite
103, San Diego CA 92108-4402; (619) 767-2370
Determine status (Coastal Permit Required or Exempt):
Coastal Permit Determination Form already completed? YES NO
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans).
Complete Coastal Permit Determination Log as needed.
0 lnclusionary Housing Fee required: YES - NO -
(Effective dafe of Inclusionary Housing Ordinance - May 21, 1993.)
Data Entry Completed? YES, NO :
(A2P/Ds, Activit' Maintnane, enter CB#, toolbar, Screens, Housing Fees, Cönétruct Housing
YIN, Enter Fee, UPDATE!)
H:\AbMlN\COUNTER\BldgPlnchkRevChklst Rev 9/01
>'
C.,
C, C,
0
Site Plan: 4 4
E E E Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines,
easements, existing and proposed structures, streets, existing street improvements, right-
'of-way width,- dimensional setbacks and existing topographical lines (including all side and
rear yard slopes).
E Provide legal description of property and assessor's parcel number.
Policy 44 - Neighborhood Architectural Design Guidelines
0 0 0 Applicability: YES NO
'
Project complies YES NO________
Zoning:
0 0 Setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
Top of slope: Required Shown
0 0 Accessory structure setbacks:
Front: Required Shown
Interior Side: Required Shown
Street' Side: Required Shown
Rear: Required Shown
Structure separation: Required Shown
Lot Coverage: Required ' Shown
0 0 0 Height: Required Shown
Parking: Spaces Required Shown
(breakdown by uses for commercial and industrial projects required)
Residential Guest Spaces Requited Shown
0 Additional Comments
I II /L.. - ( 1/ LL/
Te u'+i CD. po t
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE_________
H:\ADMIN\COUNTER\BIdgPIflChkReVChkISt '
' /
Rev 9/01
October 15, 2002
City of Carlsbad
Code Enforcement Office
RE: Property Address 2120 Janis Way, Carlsbad, CA 92008
Dear Code Enforcement Department:
I am writing this letter in response to a letter I received from the City of Carlsbad. It
appears that a retaining wall I constructed in my front yard does not meet the city height
requirements, and that I need to apply for a permit for a gas line. I am actively working
on a plan to meet the city's requirements.
After consulting with several landscape designers, contractors and engineers, I have
identified the following steps to take that will, when completed, change the existing wall
in a manner so that it will conform with the city front yard guidelines.
contact Pacific Bell to request the relocation of the telephone box currently located in
the southwest corner of my property
increase the height of the pre-existing wall located in front of the wall in question to 42
inches per city code requirements
back-fill the area between the two walls per city code requirements
remove the upper two courses of the wall in question so that the maximum height is no
greater than the city required 42 inches high
install a railing around the top of the existing front yard area, per city code
requirements
apply for a permit for the gas line, per city code requirements
The landscape design firm recommended that I provide a rough plan for your approval
prior to the creation of formal plans.
I have included a rough sketch of the intended changes along with a photo of the pre-
existing wall and telephone box. I will work with the landscape design team to create
plans and implement these changes in a timely fashion upon approval of the enclosed
sketch.
Sincerely,
I
AM M MM1,05MA... FINAWMAI/2 I, MUZZAARM M
Tobin Knudsen
Homeowner
760-434-0599
e4%Pr.3(-?6
I. REPORT OF LIMITED GEOTECHNICAL
INVESTIGATION
Knudsen Residence Retaining Wall
2120 Janis Way
Carlsbad, California
JOB NO. 03-8516
07 November 2003
Prepared for:
Tobin & Julia Knudsen
By.. APpRQVED
Of CARLSBAD. BUILDING DEPT.
GEOTECHNICAL EXPLORATION, INC.
SOIL & FOUNDATION ENGINEERING • GROUNDWATER
HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY
07 November 2003
Tobin and Julia Knudsen Job No. 03-8516
2120 Janis Way
Carlsbad, CA 92008
Subject: Renort of Limited Geotechnical Investigation
Knudsen Residence Retaining Wall
2120 Janis Way
Carlsbad, California
Dear Mr. and Mrs. Knudsen:
In accordance with your request and our proposal of October 7, 2003,
Geotechnical Exploration, Inc. has performed a limited geotechnical
investigation of the soil conditions at the site of the subject existing keystone block
retaining wall. The field work was performed October 14, 2003, by our field
geologist.
This opportunity to be of service is sincerely appreciated. Should you have any
I questions concerning the following report, please contact our office. Reference to
our Job No. 03-8516 will help expedite a response to your inquiry.
I Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
I
I
I
I.
I
ESSf01 .
LU No. 002007 I ni
Exp.30/O
OF
Jaime A. Cerros, P.E.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com
TABLE OF CONTENTS
PAGE
I. EXECUTIVE SUMMARY 1
II. BACKGROUND 2
III. SITE DESCRIPTION 3
IV. FIELD INVESTIGATION 4
V. DESCRIPTION OF SOILS 4
VI. GROUNDWATER AND DRAINAGE CONDITIONS 4
VII. LABORATORY SOIL INFORMATION 5
VIII. CONCLUSIONS AND RECOMMENDATIONS 6
IX. LIMITATIONS 7
FIGURES
Vicinity Map
Plot Plan
III Retaining Wall Cross Section
IV. Laboratory Data Summary
APPENDICES
Unified Soil Classification Chart
Retaining Wall Design Calculations
REPORT OF LIMITED GEOTECHNICAL INVESTIGATION
Knudsen Residence Retaining Wall
2120 Janis Way
Carlsbad, California
JOB NO. 03-8516
The following report presents the findings and recommendations of Geotechnical
Exploration, Inc. for the subject project.
I. EXECUTIVE SUMMARY
It is our understanding that the existing retaining wall was built without a permit.
I The City of Carlsbad is requiring an evaluation of the wall stability and the adjacent
soil and slope conditions prior to issuing a permit.
I
Our investigation revealed that the existing retaining wall is underlain by good-
bearing, dense, silty sandstone materials. The wall, in general, retains a narrow
backdrain backfill zone of gravel. In addition, compacted backfill soils exist behind
I this zone. These are non-expansive sandy soils.
In or_o.pinJori the existing keystone wall, gravel backfill, and sandy backfill
material are considered stable. The results of field and laboratory testing, as well
as our slope stability analysis, conclude that the keystone wall is founded on dense
formational material and the geogrid-reinforced backfill appears to be properly
compacted. The keystone wall provides positive drainage and protection from
surface erosion.
It is our understanding, based on communications with Mr. Knudsen, that the
existing keystone wall was not permitted and-the City of Carlsbad is requiring a
geotechnical report and retaining wall stability evaluation prior to permit issuance.
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 2
With the above in mind, the scope of work is briefly outlined as follows:
Identify and classify the retained soils and surface and subsurface wall
bearing soils, in conformance with the Unified Soil Classification System
(refer to Appendix A).
Recommend wall design pressures for the existing keystone retaining wall as
well as an allowable bearing capacity and other necessary soil design values
for the existing site soils.
4. Provide slope and retaining wall stability calculations.
II. BACKGROUND
It is our understanding the keystone retaining wall was built over a year ago by the
existing homeowners. The keystone wall was built at the base of an existing slope
in the southwest corner of the front yard area to increase the usable yard area.
The wall footing consists of a gravel layer that was placed at approximately the
same elevation as the adjacent sidewalk. The keystone wall was built adjacent to
an existing masonry wall on the north side of the sidewalk. As the keystone wall
was built, the individual cells were filled with gravel and backfilled with sandy fill
soil. Three layers of geogrid were placed behind the wall during the backfilling.
After the keystone wall was completed, the existing masonry wall was raised
approximately 2 feet higher (to a maximum height of 42 inches) and backfilled with
gravel and similar nonexpansive sands. We understand that steel rebar was used
for reinforcement of the raised portion of the masonry wall. Following completion of
the masonry wall, the maximum exposed height of the keystone wall is
I Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 3
I will only allow retaining walls with a maximum height of.42 inches within 20 feet of
the street.
I
III. SITE DESCRIPTION
I .
The approximately 10,000-square-foot site is located at 2120 Jan' is Way, in the City
I of Carlsbad. The lot is relatively level and descends moderately down to the south
at the retaining wall location. The previous slope was approximately 8 feet high and
I sloped down to the south from the building pad at a. gradient of approximately
2.0:1.0 (horizontal to vertical). The keystone wall is approximately 8 feet high (but
I only 42 inches exposed) and extends approximately 20 feet in length across the
southwest, front yard area. The wall height decreases at the radius on each end of
I the wall .to zero approximately 20 feet north of the wall face. The wall is located
approximately 10 to 12 feet north of Janis Way, and approximately 3 feet north of
I the sidewalk. The existing masonry wall along the north edge of the sidewalk
existed prior to the Knudsen's purchase of the property.
I
.The site is bounded to the north, east and west by existing residential properties,
and to the south by Janis Way. This property supports a single-story wood frame
I
residential structure with an attached garage and associated improvements. .
concrete driveway provides access to the property from Janis Way.
I Vegetation on the site currently consists of some landscaping and lawn grass in the
front yard area.
I GF4Ph, 0 _
I
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 4
IV. FIELD INVESTIGATION
Two exploratory pits were advanced behind the keystone wall section on the site.
The pits were observed and logged by our field geologist, and samples were taken
of the predominant soils throughout the field operation. Excavation cross sections
have been prepared on the basis of our observations and the results have been
summarized on Figure No. IV. The predominant soils have been classified in
conformance with the Unified Soil Classification System (refer to Appendix A). In-
place samples were obtained per ASTM D1586-98.
V. DESCRIPTION OF RETAINED SOILS
Soils retained by the east-west trending keystone retaining wall consist of gravel
and silty sand backfill soils; These include silty sand soil derived from Pleistocene
terrace deposits local to the neighborhood. The backfill soils consist of crushed rock
(1-inch gravel) backdrain and silty sand fill soils. The backfill zone behind the upper
portion of the wall ranges from 5 to 10 feet in thickness.
VI. GROUNDWATER AND DRAINAGE CONDITIONS
No groundwater was encountered during the course of our field investigation, and
we .do not expect significant problems to develop in the future if the new wall
structure and improvements are provided with good drainage (as presently
proposed) if the recommendations are followed herein.
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 5
VII. LABORATORY SOIL INFORMATION
Laboratory tests were performed on the remolded and,relatively undisturbed soil
samples in order to evaluate their physical and mechanical properties and their
ability to support the existing retaining wall. The following, tests were conducted on
the sampled soils:
1. Moisture Content (ASTM D2216-98)
Moisture/Density Relations (ASTM D1557-98, Method A)
Density Measurements (ASTM D1586-98)
Mechanical Analysis (ASTM D422-92)
The moisture . content of a soil sample is a measure of the weight of water,
expressed as a percentage of the dry weight of the sample.
The relationship between the moisture and density of remolded soil samples gives
qualitative information regarding the soil strength characteristics and compaction
soil conditions to be anticipated during any future grading operation.
Based on laboratory test data, our observations of the primary soil types on the
project, and our previous experience with laboratory testing of similar soils, our
Geotechnical . Engineer had assigned conservative values for friction angle,
coefficient of friction, and cohesion to those soils which will have significant lateral
support or bearing functions on the project. The assigned values are presented in
Figure NO. IV and have been utilized in the assigning the recommended bearing
value as well as active and passive earth pressure design criteria.
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 6.
VIII. CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon the practical field
investigation conducted by our firm in conjunction with our knowledge and
experience with the soils in this area of the City of Carlsbad.
It is our opinion that the keystone wall was placed on a gravel layer and
founded on dense sandstone materials with adequate bearing capacity. The
wall should remain stable as long as proper surface and subsurface drainage
is provided.
Based on the observed depth of the foundation for the keystone wall, no
surcharge loads due to the geogrid wall are being placed on the existing
masonry wall. The masonry wall does not show any evidence of distress or
tilting that may indicate signs of instability.
The 8-foot-high retaining wall (42 inches exposed), built of compact and
large keystone blocks, gravel and soil backfill, complies with the minimum
factors of safety for bearing, overturning and sliding for a face built at either
a 7.1-degree tilt or a 3.5-degree tilt. The geogrid reinforcement placed
between the compacted backfill layers provide sufficient support for the
existing soil and geometric wall conditions. The soil bearing pressure
produced by the keystone retaining wall foundation is less than 1,000 pounds
per square foot (psf). The factor of safety against soil bearing failure is
larger. than 2.0; the factor of safety against sliding is larger than 1.5, and
against overturning larger than 2.0. (See attached calculations performed for
an 8.0 foot and 6.0 foot high retaining wall). The maximum exposed height
of keystone wall is 42". For review purposes, we can consider the wall
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 7
embedment 2.0 feet and exposed height 48", and the existing wall is
considered acceptable.
4. It is our opinion the existing wall may be left as is. Proper drainage shall be
provided at the top of the wall at all times to drain water runoff away from
the wall.
IX. LIMITATIONS
Our conclusions and recommendations have been based on all available data
obtained from our field investigation and laboratory analysis, as well as our
experience with the soils and formation materials located in the City Carlsbad. Of
necessity, we must assume a certain degree of continuity between exploratory
excavations and/or natural exposures. The actual soil conditions between
exploratory excavations may differ.
The work performed and recommendations presented herein are the result of an
investigation and analysis that meet the contemporary standard of care in our
profession within the San Diego County area.
This report should be considered valid for a period of two (2) years, and is subject
to review by our firm following that time. The firm of Geotechnical Exploration,
Inc. shall not be held responsible for changes to the physical condition of the
property, such as addition of fill soils or changing drainage patterns, which occur
subsequent to issuance of this report.
Knudsen Residence Retaining Wall Job No. 03-8516
Carlsbad, California Page 8
Once again, should any questions arise concerning this report, please feel free to
contact the project coordinator. Reference to our Job No. 03-8516 will help
expedite a reply to your inquiries.
Respectfully submitted,
U
I
I
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I
I .
I
I
I
I
I
I
Jaime A. Cerros, P.E.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
GEOTECHNICAL EXPLORATION, INC.
Jay K. Fteiser
Senior Project Geologist
çt ESS'OI\
K(No. 002007 I4
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JANIS WAY
I. ..
/
Planter Area
/
Sidewalk SBC
Box
I CONCRETE
DRIVEWAY
I
.
.
.
I
I $
Palm
..
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Legend
ASSUMED PROPERTY
I BOUNDARY
I • HP-2 APPROXIMATE LOCATION OF
EXPLORATORY HANDPIT
A A' I - - - - ---J CROSS-SECTION LOCATION
KEYSTONE RETAINING WALL
MASONRY WALL
. HP-1 -_____
I X V
nr ..... X
11-- ir T [ --i r •
• L I T -r J S
I I ars [ SCALE 1" = 5' Lj OF]
. (Approximate) Wood
I Fence
L_
I
Pit
:
•.
![III
I HP-2 [4
'
LJ P1.01 PLAN
I I - Knudsen Retaining Wail
2120 Janis Way I . . . . -•
S Cwlebad, CA
Figure No. I1,
Job No. 03-8518
NOTE: This Plot Plan is not to be used for legal 454 Goo technical
purposes. Locations and dimensions are opproxi- • .
I
REFERENCE' ThIs Plot Ptom was prepared from p ora on, nc.
I mate. Actual property dimensions and locations - - on-sIte field reconnaissance performed by GEL
of utilities may be obtained from the Approved
Building Plans or the "As-Built Grading Plans
03-8516-p September 2003
'.5 SI --. • . S .5 S.-. .
Knudsen Retaining Wall
2120 Janis Way
Carlsbad, CA.
A'
Street, Planter
NOTE: This Cross Section is not to be used for legal
purposes. Locations and dimensions are approxi-
mate. Actual property dimensions and locations
of 'utilities may be obtained from the Approved
Building Plans or the "As—Built" Grading 'Plans.
03-8516-xs
HP-1 (5' Fill) , j
HP-2 (1' 'FIll)
P it
Sandy
Backfill
2'-S" Soil Previous Slope Surface
Sandy TERRACE Bac1dl - - - DEPOSITS
lk
0 5 10
FI A 11
vPt7X0 Z'/A V/z////////////A
' Ill GRAPHIC SCALE Figure No.
',
' (FEET) Job N.O. 03-8516
'
(Horizontal and Vertical)
' 4
Geotechnical
' Exploration. Inc.
I ~Wp November2003
70
-2.50 --- SPECIFIC GRAVITY
ZERO AIR VOIDS CURVES
80
60
z
40
u.s. I standor I 3iee 3ze3
. 9
100
.... 4444444
GRAIN DIAMETER (mm)
140
130
LABORATORY SOIL DATA SUMMARY•
DIRECT SHEAR TEST 1 2 3 DATA
APPARENT COHESION ) 100
APPARENT FRICTION ANGLE 34
I $.J4D I I
GRAVB.1 N T0
M I 7:~~d
120
90 MAXIMUM DRY DENSITY 1 2 3
(pci) 128-
OPTIMUM MOISTURE 8.o coNrail
__ III H III
80 I I I I I I I I
0 10 20 30
LABORATORY COMPACTION TEST
40
SOIL
TYPE SOIL COMPACTION BORING HANDPIT DEPTH
No. No.
1 Orange-tan, fine to medium sand HP-1 2'
2
3.
SWELL TEST DATA 1 2 3
INflAL DRY DENSITY (pci)
INT1AL WATER COP4TB.il (%)
LOAD (psi)
PERCENT SWELL
Figure No. IV
JobNo. 03-8516
Geotechnlcal 1f1 ; Exploration, -Inc.
APPENDIX A
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
Coarse.-grained .(More than half of material is larger than a No. 200 sieve)
GRAVELS, CLEAN GRAVELS GW Well-graded gravels, gravel and sand mixtures, little
(More than half of coarse fraction or no fines.
is larger than No. 4 sieve size, but
smaller than 3") GP Poorly graded gravels, gravel and sand mixtures, little
or no fines.
GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures
(Appreciable amount)
SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no fines
(More than half of coarse fraction
is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines.
SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures.
(Appreciable amount)
SC Clayey sands, poorly graded sand and clay mixtures.
FINE-GRAINED (More than half of material is smaller than a No. 200 sieve)
SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy
silt and clayey-silt sand mixtures with a slight
plasticity.
Liquid Limit Less than 50 CL Inorganic clays of low to medium plasticity, gravelly
clays, silty clays, clean clays.
OL Organic silts and organic silty clays of low plasticity.
MH Inorganic silts, micaceous or diatomaceous fine sandy
or silty soils, elastic silts.
Liguid Limit Greater than 50 CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highlyorganic soils
APPENDIX B
KEYSTONE RETAINING WALL DESIGN
Based on Rankine (modified) Methodology
A CNTCl COMPANY
Project: Knudsen Date: 11/11/03
Proj. No.: ProjectNo03-85 By:jac
Design Parameters
Soil Parameters _L c psf
Reinforced Fill: 32 0 120
Retained Fill: 34 100 120
Foundation Fill: 34 100 120
Reinforce Fill Type: Silts & sands 3
Unit Fill: Crushed Stone, 1 inch minus 2
Factors of Safety 1
Sliding: 1.50 Overturning: 2.00 Bearing: 2.00
Pullout: 1.50 Uncertainties: 1.50
Connection Peak: 1.50 Serviceability: N/A
Reinforcing Parameters: Strata-Grid Geogrids
Tult RFcr RFd RFid LIDS FS Tat Ci Cris
SG300 3005 1.61 1.10 1.10 1542 1.50 1028 0.90 0.90
Analysis: Review of Existing Retaining Wall Case: Case 1
Unit Type: Compac Wall Batter: 4.40 deg.
Leveling Pad: Crushed Stone
Wall Ht: 8.00 ft embedment: 0.50 ft
Level Backfill
Surcharge: LL -- 0 psf uniform surcharge DL - 0 psf uniform surcharge
Offset= 1.00 ft; Load Width= 100.00 ft
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 16.58 26.37 19.06 6.08 6.68
Calculated Bearing Pressure: 960 psf
Eccentricity at base: -0.05 ft Allow. Peak Serviceablity
Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Pullout
Layer Height Length Tension Reinf. Type Tat Tcl Tsc FS
4 6.67 5.0 91 SG300 10280K 4190K N/A 1.62ok
3 4.67 5.0 223 SG300 10280K 501 OK N/A 3.58ok
2 2.67 5.0 357 5G300 1028 OK 584 OK N/A 5.50ok
1 0.67 5.0 399 50300 10280K 6660K N/A 9.12ok
Reinforcing Quantities (no waste included): (% of Rein. Strength Used = 26 %)
SG300: 2.22 sy/ft
Pref. Serv./ Embed./ HingeHt./ -1- GEOTECIINICAL EXPLORATION, iNC
- nop nf
rn
Internal: External
4= 32 deg 4= 34 deg
a= '94.40 deg a= 94.40 deg
13 = 0.00 deg 13 = 0.00 deg
6= 0.00 deg 6 = 0.00 deg
H= 8.00 ft Hn=8.00ft
ka = 0.279 ka = 0.254
p = 58.80 p'= 59.80
Hinge Height:
- Hg_ht
-
2CG
tan(batter)
Hinge Ht= 13 ft
Pref: Ser.i.I Embed./ HinQeHt./ -2- GEOTECHNICAL
R
Hand Calculation Date: 11 November 2003
Designer: Jac
Project: Knudsen
Case: Review of Existing Retaining Wall
Design Method: Rankine-wiBatter (modified soil interface)
Soil Parameters: c psf
Reinforced Fill 32 0
Retained Zone 34 100
Foundation Soil 34 100
Leveling Pad: Crushed Stone
Modular Concrete Unit Depth
Compac 1.00 ft
Geometry
Infernal Stability (Horizonal geometry)
Height: 8.00 ft 11
Backsiope: Angle: 0.0 deg
Batter: 4.40 deg
Surcharge: Dead Load:, 0 psf
External Stability (Horizonal geometry)
Height: 8.00 ft
Backsiope: Angle: 0.00 deg
Batter: 4.40 deg
Surcharge: Dead Load: 0
Base width: 5.0
Minimum Design Safety Factors
y pcf
120
120
120
In-Place Wt.
120 pcf
Height: 0.00 ft
Live Load: 0 psf
Height: 0.00 ft
Live Load: 0 psf
sliding = 1.50 overturning = 2.00 bearing = 2.00
pullout =' 1.50 shear = 1.50 bending = 1.50
uncertainties = 1.50 connection = 1.50
Earth Pressures:
A
2
H
off. length
Reinforcing Parameters: Strata-Grid Geogrids
TO RFcr REd RFid LTDS FS Tal Ci Cds
SG300 3005 1.61 1.10 1.10 1542 1.50 1028 0.90 0.90
Connection Parameters: Strata-Grid Geognds
Frictional I Break Pt Frictional 2
SG300 TcI= Ntan(27. 30) + 545 2314 Tcl= Ntan(0. 00) +0
Unit Shear Data
Base Shear Inter-Unit Shear
Shear= N tan(40.00) Shear = N tan(26.90) + 767.44
Calculation:
Calculated Reactions
For the "modified" design method, the back of the mass assumed to be vertical for
calculation of resisting forces.
effective sliding length = 5.00 ft
Earth Pressure Equations
Pa=0.5H(3ka_2c.iJi) Pq=ql-ika qd
Pa_h=PaCo5(5) Pq_h=PqCo)
Pa_v=PnSI,<c?) Pq_v=PqSnö)
Reactions are:
Area Force Arm-x Arm-y Moment
M. W ..
I L•..i._..
WI 959.97 [0.808] 4.000 775
W2 3249.06 [3.308] 4.000 10747 '1
W2a 295.47. (1.410) 2.667 417
Pa_h 169.76 N/A [2.667] -453
Pa _v 0.00 [5.308] N/A 0
Sum V = 4504.50 Sum Mr = 11939.35
Sum H = 169.76 Sum MO = -453
Calculate Sliding at Base
For Sliding, Vertical Force = WI +W2+W3+W4+qd
=4505
The resisting force within the rein, mass, RI_I = N tan(32)
= 2815
The resisting force at the foundation, Rf_2 = N tan(34) + (5.00 x 100.00)
= 3538
The driving forces, Df, are the sum of the external earth pressures:
Pa + Pql + Pqd = 170
the Factor of Safety for Sliding is Rf_I/Df = >10
Serv./ Embed./ HiñaeHt./ - 3 -
nnp nf
Calculate Overturning:
Overturning moment: Mo = Sum Mo
Mo = 453
Resisting moment: Mr = Sum Mr
Mr= 11939
Factor of Safety of Overturning = Mr/Mo = 26.37
Calculate eccentricity at base: with surcharge / without surcharge
Sum Moments = 11487/11487
Sum Vertical = 4505/4505
Base Length = 5.00
e = -0.051-0.05
Calculate Ultimate Bearing based on shear:
where: Nq = 29.44
Nc = 42.16
Ng = 41.06 (ref. Vesic(1973, 1975) eqns)
Qult= 18302 psf
Equivalent footing width, B = L -2e = 5.00 / 5.00
Bearing pressure = sumV/B = 960 psf I 960 psf [bearing is greatest without liveload]
Factor of Safety for bearing = Qult/bearing= 19.06
Serv./ Embed./ -4- INC.
nnnp of
Calculate Tensions in Reinforcing:
The tensions in the reinforcing layer, and the assumed load at the connection,
is the vertical area supported by each respective layer, Sv.Column [6] is 2c sqrt(ka).
Table of Results ppf
LE 121 11 ii £1 11 W I1 £91 [10iWJ Layer Depth zi hi ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 Ti Tcl Tsc
0.00 0.279/59 0 0 0 0 3 1.33 91 419 N/A 2.33 0.279/59 91 0 0 91 2 3.33 223 501 N/A 4.33 0.279/59 314 0 0 314 1 5.33 357 584 N/A 6.33 0.279/59 671 0 0 671 0 7.33 399 666 N/A
8.00 0.279/59 1070 0 0 1070
Pref: Serv.I Embed./ HingeHt./ -5- GEO TECHNICAL EXPLORATION, INC.
nf
Tulw~~al ;_ 'U616-WA jlkriln
Calculate sliding on the reinforcing:
The'shear value is the lessor of base-shear or inter-unit shear.
[1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12]
Layer Depth zi Li N Cds t .EE J E ..E QE .E.$..
4 1.33 0.00 0 0.90 849 849 0.000 0 0 0 > 10
3 3.33 4.00 1549 0.90 970 1841 0.254 0 0 0 > 10
2 5.33 4.00 2429 0.90 1092 2458 0.254 0 0 0 > 10
1 7.33 4.00 3272 0.90 1214 3054 0.254 81 0 81 > 10
Pref: Serv.I Embed.! H SM
nnp nf
A
Calculate pullout of each layer
In the Coulomb, AASHTO, and Rankine methods, the FoS of pullout is calculated as the individual
layer pullout (Rf) divided by the tension (Df) in in that layer.
The angle of the failure plane is: 29.00 degrees from vertical
[1] [2] [3] [4] [5] [6] [7] [8]
Layer Depth zi jLe SumV L ...EQL Ti FS P0
4 1.33 0.82. 131 0.90 147 91 1.62
3 3.33 1.77 709 0.90 797 223 3.58
2 5.33 2.73 1745 0.90. 1963 357 5.50
1 7.33 3.68 3240 0.90 3644 399 9.12
Serv./ Embed./ HinaeHt./ - 7 - GEOTECHNICAL
i.rx I INt,\.J Vi fl.LL, .) I ..) I LIV(3 1
IftZ'
Check Shear & Bending at each layer
Bending on the top layer the FoS of Overturning of the units. (Most surcharge loads
the face.) need to be moved back from
[1] [2] [3] [4] [5] [6] [7] [8] [9] [10]
Layer Depth zi Si DE DM Pv RM ES b Shear ES Sh
4 1.33 1.33 22 13 0 88 6.68 849 28.55
3
3.33 1.00 67 52 320 409 7.87 970 10.24
2 5.33 1.00 111 82 560 668 8.17 1092 6.76
1 7.33 1.00 156 81 800 926 >10 1214 5.31
I
I .
Pref: Serv./ Embed.! Hi INC.
I
nri
Date: 11/11/03
By:jac
c psf
0 120
100 120
100 120
KEYSTUINE REIAINING WALL DESIGN
Based on Rankine (modified) Methodology
ANIWICCMPANY 3.1.5
Project: Knudsen
Proj. No.: Project No03-85
Design Parameters
Soil Parameters _____
Reinforced Fill: 32
Retained Fill: 34
Foundation Fill: 34
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
Sliding: 1.50 Overturning: 2.00 Bearing: 2.00
Pullout: 1.50 Uncertainties: 1.50
Connection Peak: 1.50 Serviceability: N/A
Reinforcing Parameters: Strata-Grid Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
SG300 3005 1.61 1.10 1.10 1542 1.50 1028 0.90 0.90
Analysis: Review of Existing Retaining Wall Case: Case 1
Unit Type: Compac Wall Batter: 4.40 deg.
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft embedment: 2.00 ft
Level Backfill
Surcharge: LL -- 0 psf uniform surcharge DL -- 0 psf uniform surcharge
Offset= 1.00 ft; Load Width= 100.00 ft
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 100.00 29.36 7.59 6.68
Calculated Bearing Pressure: 720 psf
Eccentricity at base: -0.11 ft Allow. Peak Serviceablity
Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Pullout
Layer Height Length Tension Reinf. Type Tal Tcl Tsc FS
3 4.67 4.0 91 SG300 1028 OK 4190K N/A 1.53ok
2 2.67 4.0 223 SG300 1028 OK 501 OK N/A 3.49 ok
1 0.67 4.0 288 SG300 10280K 5840K N/A 6.70ok
Reinforcing Quantities (no waste included): (% of Rein. Strength Used = 20 %)
SG300: 1.33 sy/ft
Pref. Serv./ Embed.! -1- GEOTECIIN INC
nap. Af
Hand Calculation
Date: 11 November 2003
Designer: Jac Fit i'HH
Project: Knudsen
Case: Review of Existing Retaining Wall
Design Method: Rankine-WEl atter (modified soil interface)
Soil Parameters: 6 c psf
Reinforced Fill 32 0
Retained Zone 34 100
Foundation Soil 34 100
Leveling Pad: Crushed Stone
Modular Concrete Unit Depth
Compac 1.00 ft
Geometry
Internal Stability (Horizonal geometry)
Height: 6.00 ft
Backsiope: Angle: 0.0 deg
Batter: 4.40 deg
Surcharge: Dead Load: 0 psf
External Stability (Horizonal geometry)
Height: 6.00 ft
Backsiope: Angle: 0.00 deg
Batter: 4.40 deg
Surcharge: Dead Load: 0
Base width: 4.0
Minimum Design Safety Factors
y pcf
120
120
120
In-Place Wt.
120 pcf
Height: 0.00 ft
Live Load: 0 psf
Height: 0.00 ft
Live Load: 0 psf
sliding = 1.50 overturning = 2.00 bearing = 2.00
pullout = 1.50 shear = 1.50 bending = 1.50
uncertainties = 1.50 connection = 1.50
Earth Pressures:
A
2
sin 2 asin(a-[1+] H
!sn(Ø+6)n(Ø- ) 1
Internal: External
4= 32 deg 4= 34 deg
a= 94.40 deg a= 94.40 deg
13 = 0.00 deg 13 = 0.00 deg
6= 0.00 deg 8= 0.00 deg
H = 6.00 ft Hn = 6.00 ft
.ka = 0.279 ka = 0.254
p = 58.80 p = 59.80
Hinge Height:
- Hg_ht
-
2CG
tan(batter)
Hinge Ht= 13 ft
Pref: Serv./ Embed.! HingeHt./ -2 - GEOTEC
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INC.
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off. length
A
Reinforcing Parameters: Strata-Grid Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
SG300 3005 1.61 1.10 1.10 1542 1.50 1028 0.90 0.90
Connection Parameters: Strata-Grid Geognds
Frictional 1 Break Pt Frictional 2
SG300 Tcl= Ntan(27.30) + 545 2314 Tcl= Ntan(0.00) +0
Unit Shear Data
Base Shear Inter-Unit Shear
Shear = N tan(40.00) Shear = N tan(26.90) + 767.44
Calculation:
Calculated Reactions
For the "modified" design method, the back of the mass assumed to be vertical for
calculation of resisting forces.
effective sliding length = 4.00 ft
Earth Pressure Equations
qd Pa=0.5H(ka_2c./) Pq=ql-Jka qI
Pa_h=PaCo(8) Pq_h=Pq Cos (c) _Aq
Pa_v= PaS(c) Pq_v= PqSi)
Reactions are. H'
Area Force Arm-x Arm-y Moment _L WI 719.98 [0.731] 3.000 526
W2 1827.59 [2.731] 3.000 4991
W2a 166.20 [1.308] 2.000 217
Pah 0.00 N/A [2.000] 0
Pa _v 0.00 [4.231] N/A 0
Sum V= 2713.78 Sum Mr= 5734.41
Sum H = 0.00 Sum Mo = 0
Calculate Sliding at Base
For Sliding, Vertical Force = Wi +W2+W3+W4+qd
=2714
The resisting force within the rein, mass, Rf_1 = N tan(32)
= 1696
The resisting force at the foundation,. Rf_2 = N tan(34) + (4.00 x 100.00)
=2230
The driving forces, Df, are the sum of the external earth pressures:
Pa + Pql + Pqd = 0
the Factor of Safety for Sliding is Rf_1/Df = >10
Pref: Serv./ Embed./ HinqeHt./ -.3 - GEOTECHNICAL
fl1A flf
A CC#4n= COMPANY
Calculate Overturning:
Overturning moment: Mo = Sum Mo
Mo=0
Resisting moment: Mr = Sum Mr
Mr= 5734.
Factor of Safety of Overturning = Mr/Mo = 100.00
Calculate eccentricity at base: with surcharge / without surcharge
Sum Moments = 5734/5734
Sum Vertical = 2714/2714
Base Length = 4.00
e = -0.111-0.11
Calculate Ultimate Bearing based on shear:
where: Nq = 29.44
Nc= 42.16
Ng = 41.06 (ref. Vesic(1973, 1975) eqns)
Qult=21137 psf
Equivalent footing width, B = L -2e = 4.00 / 4.00
Bearing pressure = sumV/B = 720 psf / 720 psf [bearing is greatest without liveload]
Factor of Safety for bearing = Qult/bearing= 29.36
Pref: Serv.I Embed./ H -4- EXPLORA
nnnA nf
A GVfl CCMPANY
Calculate Tensions in Reinforcing:
The tensions in the reinforcing layer, and the assumed load at the connection,
is the vertical area supported by each respective layer, Sv. Column [6] is 2c sqrt(ka).
Table of Results ppf
Ui £21 I1 141 LQ L1 0. [1 L1 1101 fill
Layer Depth zi hi ka/rho Pa (Pas+Pasd) c (5+6)cos(d)-7 TiTd Tsc
0.00 0.279/59 0 0 0 0 2 1.33 S 91 419 N/A 2.33 0.279/59 91 0 0 91 1 3.33 223 501 N/A 4.33 0.279/59 314 0 0 314 0 5.33 288 584 N/A
6.00 0.279/59 602 0 0 602
Pref: Ser'.I Embed.) HingeHt./ -5- GEOTECHNIAL EXPLORATION, INC.
nt1p nf
Calculate sliding on the reinforcing:
The shear value is the lessor of base-shear or inter-unit shear.
[1] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12]
Layer Depth zi Li N Cds t ..EE.. ka ...E .E ...QE ..E. 3 1.33 0.00 0 0.90 849 849 0.000 0 0 0 > 10
2 3.33 3.00. 1149 0.90 970 1616 0.254 0 0 0 > 10
1 5.33 3.00 1789 0.90 1092 2098 0.254 0 0 0 > 10
Pref: Serv./ Embed.! - 6 - GEOTECHNICAL
nf
T I
Calculate pullout of each layer
In the Coulomb, AASHTO, and Rankine methods, the FoS of pullout is calculated as the individual
layer pullout (RI) divided by the tension (DI) in in that layer.
The angle of the failure plane is: 29.00 degrees from vertical
[1] [2] [3] [4] [5] [6] [7] [8].
Layer Depth zi jLe SumV Ci .fQL Ti FS P0
3 1.33 0.77 124 0.90 139 91 1.53
2 3.33 1.73 691 0.90 777 223 3.49
1 5.33 2.68 1716 0.90 1930 288 6.70
Pref: Serv.I Embed.! Hi -7- GEO INC.
nnrtp. nf
III
Q.
Check Shear & Bending at each layer
Bending on the top layer the FoS of Overturning of the units. (Most surcharge loads
need to be moved back from the face.)
[1] [2] [3] [4] [5] [6] [7] [8] [9] [10]
Layer Depth zi Si QE .QJ.. ..Ey... fiL FS b Shear ES Sh
3 1.33 1.33 22 13 0 88 6.68 849 28.55
2 3.33 1.00 67 52 320 409 7.87 970 10.24
I 533 1.00 111 59 560 668 >10 1092 6.76
rl
ref: Serv./ Embed.! HingeHt./ -8- GEOTECHNICAL EXPLORATION, INC.
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