HomeMy WebLinkAbout1674 CALLIANDRA RD; ; CB010294; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Building Inspection Request Line (760) 602-2725
05/18/2001 Retaining Wall Permit Permit No:CBOI 0294
Job Address:
Permit Type: RETAIN Status: ISSUED
Parcel No: 2159002200 Lot #: 73 Applied: 01/24/2001
Valuation: $6,000.00 Construction Type: NEW Entered By: JM
Reference #: Plan Approved: 0511 8/2001 Issued: 05/18/2001
Project Title: S E RE NATA Inspect Area:
1674 CALLIANDRA RD CBAD
RETAIN WALL 400 SF W/CALCS
Applicant:
BREHM HOMES
5770 OBERLIN DR SAN DIEGO CA 92121
858-453-3040
Owner:
BREHM-AVIARA Ill DEVELOPMENT ASSOCIATES L P
2835 CAMINO DEL RIO S #220
SAN DIEGO CA 921 08
Total Fees: $1 14.67 Total Payments To Date: $0.00 Balance Due: $1 14.67
Building Permit
Add7 Building Permit Fee
Plan Check
Add7 Plan Check Fee
Strong Motion Fee
Renewal Fee
Add7 Renewal Fee
Other Building Fee
Additional Fees
TOTAL PERMIT FEES
$68.89
$0.00
$44.78
$0.00
$1 .oo
$0.00
$0.00 $0.00
$0.00
$1 14.67
FINAL APPROVAL
Inspector: Date: 7r /* d?/ Clearance:
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "feedexactions." You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. 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 Cadsbad 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 feedexactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any
feedexactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
FOR OFFICE USE ONL
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
PLAN CHECK NO. &%(29f
EST. VAL.
Date
Address (include BldglSuite #)
Legal Description Lot No.
Assessor's Parcel # Existing Use Proposed Use
Business Name (at this address)
SEfi&NArn -At'/#A
Subdivision NamelNumber Unlt No. Phase No. Total # of units
-rR*C'C 9 2-25 7 .?
Zlr-qoo - 2200
0
."
(Sec. 7031.6 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 flle 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 ha is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.6 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$6001).
State License # 6/ 4-67s- License Class A City Business License # / 2 OZD? S-
Designer Name w City Statelzip Telephone
State License #
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declerations:
0 of the work for which this permit is issued.
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company 6 Ol3Chl &6cC Policy No. ddu 3 (p //y/g Expiration Date
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$lo01 OR LESS)
0 CERTIFICATE 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 become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensatlon coverage is unlawful, and shall subbct an employer to criminal penalties and dvll fines up to one hundred
thousand dollars *l(lD.0001, lo addition -he cost of cornDansation, damanas a6 provided for in Section 3706 of the Labor goda. Interest and attorney's fees.
VlJW t-4 412683 [76013-??-6767 - C~U t
C 2 ZDqb
I have and will maintein a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
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 +
I hereby affirm 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 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).
0 1, 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(s1 licensed
pursuant to the Contractor's License Law).
0
1.
2.
3.
4.
number I contractors license number):
6.
I am exempt under Section
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0
I (have I have not) signed en application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number I contractors license number):
I plan to provide portions of the work, but I heva hired the following person to coordinate, supervise and provide the major work (include name I address / phone
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type
Business and Professions Code for this reason:
of work):
PROPERTY OWNER SIGNATURE DATE
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 26606, 26633 or 26634 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the alr pollution control district or air quality management district? 0 YES 0 NO
is the facility to be constructed 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 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.
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 309711) Civil Code).
LENDERS NAME LENDER'S ADDRESS
I certify that I have read the application and state that the ebove information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and Stete laws relating to building construction. I hereby authorize representatives of the Citv of Carlsbad to 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 6'0" 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 become null and vold If the building or work
authorized by such permit Is not cqmmenced within 180 days from the date of such permit or If the bullding or work authorized by such permit is suspended or abandoned
at any time after the work is com
APPLICANT'S SIGNATURE J &- DATE l/lu/cl of 180 ys (Section 106.4.4 Uniform Building Code).
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad Bldg Inspection Request
For: 09/06/2001
Permit# CB010294
Title: SERENATA
Description: RETAIN WALL 400 SF WlCALCS
Type: RETAIN Sub Type:
Job Address: 1674 CALLIANDRA RD
Suite: Lot 73
Location :
APPLICANT BREHM HOMES
Owner: AVIARA SERENATA LLC
Inspector Assignment: RB
Phone: 7609308980
Inspector:
Remarks:
Total Time: Requested By: JOSE
CD Description Act Comments
Entered By: CHRISTINE
c cr,G [&G //
&c4 .A ; 1 ftP,r-J-& =dMp/Cfc
6; Retaining Walls 4/p I
Associated PCRs
InsDection History
Date Description Act lnsp Comments
08/29/2001 63 Walls CO RB NEED CONTINOUS & FINAL APPROVAL BY GEOT.
DAtLY REPORT OF GRADfNG OBSERVATION
I TECHNICIAN 1
I_._-
(--
---A- F- i APPROVED
BY
G e ot e c h XI i c s - -1 n c o r p o r a t e d
Y _J
DAILY REPORT OF GRADING OBSERVATION
t-1cwc.
Geote +Q'* nics - -1ncorpora t ed 9245 Activity Rd., Suite 103
San Diego, CA 921 26-4442
Phone (858) 536- IO00
Fax (858) 536-83 1 1
DAILY REPORT OF GRADING OBSERVATION
engineering file: while copy job superintendent yellow copy field file: pink copy
DEPARTMENT OF INDUSTRIAL RELATIONS
DIV1SWN Of OCCUPATIONAL SAFETY AND HEALTH
NQ: 2001 - 904877
PERMIT
<.
I lit Issued TO
(frrsert Employer's Name, Address and Telephone No.)
I-- No. -I t - I
.--I_------
1 /I 7400 1 - 1 Sierra Pacific Earth Retention Corp dba Date Retaining Walls Co North
1800 Thlbado Rd Ste 110
Vista CA 92083-7515
Region 3 --- _I.-
Diatrict 2
Td. (61 9) 767-2280 I -.i __I_
*--
December 31.20011 Permlt VaM through 615676 stra contractor's uoon8e Number
Va r 1 ou s Statewide I I 12/31m1 j -. _c_ i or issue date whichever 1s
iiater.
I
thla Pmlt 1s im~ad upon the following condltknsr
1. That the work is performed by tho same employer. If thld Ir an annual pormft tho rpproprlrte Dlstrlct
Oftice rttall be notifled. in writing, of del@@ and locatlon of ]Ob alto prlor to commencement.
2. Tho omployor wllt comply Wllh ai+ oaoupalronal rafoty and health rtandsrdr or orders applio8blr to the abovo proloctm, and any other Irwlu( orders af tha Olvlalan.
3. That It any untoresoen condition causaa devfrtlan from tho planr of statements oontrlnsd In tho Permit Applkation Form the srnployar will notlfy the Dlvtaian tmmodirtoly.
4 Any vartation from ths rprclflcrtlon end rrrartlonr of the Porrntt Applloallon Form or violation of rafoty srderr may be oaum lo revoke the permit.
5. This permit shall be ported at or nssr each place of smptoyment ab provided in 8 CCR 341 ..I
EsGil CorDoration
DATE: 2/1/01
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-294 SET: I
PROJECT ADDRESS: 1674 Calliandra Road
PROJECT NAME: Retaining Wall
w
0
0
0
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0
0
0 PLAN REVIEWER
0 FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
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.
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.
The applicant’s copy of the check list is enclosed for the jurisdiction to fotward to the applicant
contact person.
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 #:
REMARKS:
Mail Telephone Fax In Person
By: DavidYao Enclosures:
Esgil Corporation 0 GA 0 MB 0 EJ 0 PC I I29 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 + Fax (858) 560-1576
Carlsbad 01-294
2/ 1/01
Jurisdiction Code cb By Ordinance
VALUATION AND PLAN CHECK FEE
Plan Check Fee by Ordinance
J U Rl SDl CTl ON : Carlsbad PLAN CHECK NO.: 01-294
7
PREPARED BY: David Yao DATE: 2/1/01
BUILDING ADDRESS: 1674 Calliandra Road
B U I LDI NG OCCUPANCY: TYPE OF CONSTRUCTION:
Type of Review: a lete Review , 7 Rertitive Fee
v Repeats
0 Other
0 Hourly
Esgil Plan
Structural Only
I I Hour(s) *
Review Fee
$51 .O7 I
$40.861
~
Comments:
Sheet1 of 1
macvalue.doc
c
P
- City of Carlsbad
BUILDING PLANCHECK CHECKLIST
RETAl NI NG WALL
BUILDING PLANCHECK NUMBER:
BUILDING ADDRESS:
CB f) / e 29 y vs
PROJECT DE SCRl PTI ON: Retaining 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 susDension of Dermit to build.
B*= Date:
ATTACHMENTS
Right-of-way Permit Application
DENIAL
plans and/or specifications to this office for review.
Date: ,+!/%I
Date:
By: Date:
ENGINEERING DEPT. CONTACT PERSON
NAME: JOANNE JUCHNIEWICZ
City of Carlsbad
ADDRESS: 1635 Faraday Avenue
Carlsbad, CA 92008
PHONE: (760) 602-2775
<CA 92008-7314 (760) 602-2720 FAX (760) 602-8562
mm" mryM
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-.
BUILDING PLANCHECK CHECKLIST
RETAl N ING WALLS
1STJ 2NDJ 3RDJ
CI D CI 1. Provide a fully dimensioned site plan drawn to scale. Show:
A. North Arrow D. Easements
B. Existing & Proposed Structures E. Retaining Wall
C. Property Lines
(dimensioned from street) (location and height)
CI D D 2. Show on site plan: d-3 -*
A. Drainage Patterns
B. Existing & Proposed Slopes
C. Existing Topography
0 D CI 3. Include on title sheet:
A. Site Address LA.% b=\Srsae92.
6. Assessor's Parcel Number
C. Legal Description
D. Grading Quantities Cut Fill ImpoNExport
(Grading Permit and Haul Route Permit may be required)
0 D 0 4. Project does not comply with the following Engineering Conditions of approval
for Project No.
Conditions were complied with by: Date:
MISCELLANEOUS PERMITS
CI CI 0 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way
andlor 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
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
4623 c Planner M, lw Phone (760) 602-
;;;;;f PgFjet.;se: d- mu General Plan: Facilities Management Zone: f?
CFD (inlout) # 9tDate of participation: - Remaining net dev acres: @
APN: Y 2 (q-qos- 2-
Net Project Density: - DU/AC
Circle One
(For non-residential development: Type of land used created by this
permit: )
und:
Environmental Review Required: YES NO - TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval: /
Discretionary Action Required: YES TYPE
APPROAURESS. , DATE
PROJECT NO. W-C sO-(6
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:
a Item Complete 0 Item Incomplete - Needs your action
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 - 31 11 Camino Del Rio North, Suite 200, San
Diego CA 921 08-1 725; (61 9) 521 -8036
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:
1) Stamp Building Plans as “Exempt” or “Coastal Permit Required” (at minimum Floor
PI an s).
2) Complete Coastal Permit Determination Log as needed.
H:\ADMIN\COUNTER\BldgPlnchkRevChklst
@ 0 0 lnclusionary Housing Fee required: YES NO - (Effective date of lnclusionary Housing Ordinance - May 21, 1993.)
Data Entry Completed? YES NO - (NPIDs, Activity Maintenance, enter CB#. toolbar. Screens. Housing Fees. Construct Housing YIN. Enter Fee. UPDATE')
Site Plan:
1. 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.
2. Provide legal description of property and assessor's parcel number.
@ 0 0
& 0 D
Zoning: & 0 0 , 1. Setbacks:
Front:
Interior Side:
Street Side:
Rear:
Required Shown
Required Shown
Required Shown
Required Shown
2. Accessory structure setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
Structure separation: Required Shown
3. Lot Coverage: Required Shown
4. Height: Required Shown
5. Parking: Spaces Required Shown
Guest Spaces Required Shown
Additional Comments
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
H:WDMIN\COUNTER\BldgPlnchkRevChklst
Sent By: GEOTECHNICS, INCORPOPATEO; 858536i 000; Sep-8-01 11 :56AM; Page i/2
Lu t
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. k. ......_I.. 4. ............... ..,Ld."&.-, I - .....-...-........... i ......... Y ,,..I I ......... I .... : .--" -..-.--. ;. .:..* ........ I
Expla na t ia.n II II Approximate location of wall backflll density test
I -!I ..... .."I .. ". i i
"
.1-.. I.___" ..... .i...
Sent By: GEOTECHNICS, INCORPOPATED; 8585361 000; 6ep-6- 01 10 : 36AM; Page 1
&G e o t e c h n i c s -1nc orp orated
pbona: (858) 536-1000 PAX; (8S8) 536-83 11
LETTER OF TRANSMITTAIL
TO: the Brehm Companies 139 Camino Wda Roble
Csrlsbad, Ca 92008
DATE: $epternbmr 4,2001
ATENTION: Ron Otto
REGARPINO: 10809
GEOTECHNICS PROJ, NO. 023040694
We are transmitting the follnwing attached items by:
FAX X - Mail
Number of pages faxed, including this transmittal ~r
Copl.,
2
I
- Express Mail
Client Pick-Up -
m I Demcrlptlon
Ramrrkr: Please call if you have any questions.
Sent By: GEOTECHNICS, INCORPOPATED; 8585361 000; 6 ep - 6 - 01 1 0 : 37AM ; Page 2
HEPORT OF COMPACTION TEST RESuL;TS
RETAINING WALL IMPROVEMENTS
LOTS 85 THROUGH 89, SERENATA
AYIARG, PA 21, A&D 1l1
CARCSBAD, CALIFORNIA
The Rrehm Companies
1939 Carnino Vi& Roble
Carlsbad, California 92008
QEOTECHNICS INCORPORATED
Project No. 0230-005-04
Document No. 1-0809
August 2,2001
Gent By: QEOTECHNICG, INCORPOPATED; 8585361 000; 6ep -6- 01 IO: 37AM; Page 3
*a Geotechnics - Incorporated - August 2,2001
The Brchm Companies
1939 Camin0 Vida Roble
Carlsbad, CaModa 92008
Project No. 0230-005-04
Document No. 1-0809
Attention: Mr. Tim Godfky
SUBJECT: REPORT OF COMPACTION TEST RESULT8 Retaining Wd Improvements
Lots 85 througb 89, Serenab
Aviara, PA 21, A&D 111
Carlsbrd, Cdifornir
This repm presrnts tho resulb of ~eotechnical services provided during construction of the retaining
wall improvements on Lots 85 tllrough 89 of Serenah at Aviara. In summay, earthwork
construction was prformt?d in general accordmce with the intent of the project gtotcchnical
recommendations end requirements of the City of Carlsbad.
We appreciate this opportunity to provide professional services. If you have any questions or
comments regarding this report or the services provided, please do not hesitate to contact us.
Rwpcctfblly submitted,
GEOTECHNlCR INCORPORATED
Anthony - F. Bel t, P.E.
Distribution: (6) Addressee
Gent By: OEOTECHNICS, INCORPOPATED; a585361 000; 6ep-6- 01 IO: 37AM; Page 4
REPORT OF COMPACTION TEST RESULTS
WTAININC WALL IMPROVEMENTS
LOTS 85 THHOUGH $9, SERENATA
AWARA, PA 21, AID 111
CARLSRAI), CALIFORNIA
TABLE OF CONTRNTS
1.0 INTRODUCTION .................................................. ........ I
2.0 SCOPE OF SERVICES ..................................................... 1
3.0 SITEDESCFUPTION ...................................................... .2
4.0 PROJECTIMPROVEMENTS ............................................... .2
5.0 SUMMARY OF IMPROVEMENT OPERATTONS .............................. .2
5.1 Foundation Excavation Observation ..................................... .2
5.2 Retaining Wall Backfill ............................................... 3
6.0 LABORATORY TESTING ................................................. .3
7.0 FIELD DENSITY TESTING ................................................ .3
8.0 CEOTECHNICAJ,, EVALUATION AND RECOMMENDATIONS ................. -4
9.0 LMTATIONS ........................................................... -5
ILLUSTRATIOXS
Site Lodon Map ....................................................... Figure 1
Georechnical Map ........................................................ Plate 1
APPENDICES
REFERENCES ..................................................... AppendixA
FIELD DENSITY TEST RESULTS ..................................... Appendix C
LABOKA'KIRY 'IXSTING ............................................ Appendix I3
Ceotechnics Incorporated
8ent By: GEOTECHNICS, INCORPOPATED; 8585361 000; Bep-6- 01 10: 38AM; Page 5/:5
REPORT OF COMPACTION TEST RESIJLTS
RETAINWC WALL IMPROVEMkWS LOTS 85 THROUGH 89, SERENATA AVIARA, PA 21, A&D u1
CARLSIBAD, CALIFORNIA
1 ,O INTRODUCTION
This report summarims the results of our geotechnical services provided during construdion of the
Crihlockm retakhg walls on Lots 85 through 89, Serenata, in the Aviara development located in
Carlsbad, CatifomiSr. Our serviccs were perfomred in accodamo withour Proposal No, 1-160, dated
Junc 11,2001.
20 SCOPE OF SERWCES
Field personnel were provided for this prcject to perform yaotecbnical observation and testing as
described below. Field and laboratory why was condwted la support the field obsemions. The
obsemion wid testing assisted us in developing professional opinions regarding conformance of
thc carthwork construction with the geotechnicaI recommendations. Our services did not include
supervision or direction of [he actual work of the contractor, his employees, or agents. Our services
included the following:
Observation of the site preparation operations to evaluate whcther earthwork is conducted
in accordance With the geotechnid mommcnd&ons. This included a rcvkw of the soil
wnditions exposed in the foundation key ad backcut excavations.
Pcdorm laboratory testing (if selected soil samples to evaluate the pertinent engirieering
characteristics. The results of the laboratory tests arc summarized in Appendix B.
Observation and testing during retaining wall backfill to evaluate codomawe with the
gcotcchnical rcoommendations, lh field density test results end relative compaction
comparisons are summarized in Appendix C, The approximate test Iocabions WE shown on
the Geotcchnical Map, Plate 1.
Prepration of daily field reflasts summariEhg the day's activity with regard to etlrlhworh,
and documenting the time worked in the field by ow perscmel. . Preparation of &is report which summarizes the results of OUT observations, field and
laboratory test results, and our geotechnical evaluation and recommendations.
Geo technics Iricorpora t ed
Sent By: GEOTECHNICS, INCORPOPATED; 8585361 000;
'WE BREHM COMPANIKS
AUOUST 2,2001
Sep - 8 - 01 I 0 : 38AM; Page 6/15
PROJECT NO. 0230.005-00
DOCUMENTNU. "
3.0 SITE DESCRIPTION
The site consists of the soulherly portions of Lots 85 through 89 within Plat- Area 21 of ule
umstm planned community of Aviara in Catlsbad, California. The approximate location of the site
is shown on Figure 1, Site Location Map. The descending slope Iocated at the rear (southerly)
portions ofthe subject Lots is approximately 20 to 25 feet in height. Existing improvements at the
site consist of twu-story, rcsidctltial structurc?~. A more dutaibd sitc dcscription is provided in the
referenced as-graded repurl (Oeoteuliiiir;s Irlcwpratd 199B).
4.0 PROJECT IMPROVEIMENTS
Project impmvcmmts included the construction of a gravity retaining (CriblockTM) dl at the rear
of Lots 85 through 89, mclusivc, to increase the size of the tear yards. The retaining wall was
constructed near the top of the southerly facing slop which descends fiom the subject lots. The
length of the wall is approximately 375 f&, with hei@ of up to approximately 6 fbet above grade
at the base of the wall. Construction of the wall included the excavation of a key way and back-cut
into existing compacted fill matcrids.
5.0 SUMMARY OF IMYNOVEMENT OPERATlONS
Retaining wall construction was performed by Retaining Walls Company North, Geotechnical
sdces consisted of the observation of the foundation (key way) excavation along the base of the
wall, and observation and testing during ilw backfill operations. The materials observed at thc sitc
arc tabulated in Appendix B. A summary of our observations is as follows.
Foundation excavations wm observed mmd mdomly probed toevaluate the suitability ofthe
exposed be+ mnterials for support ofthe retaining wall, The excavations were extended
to at last the mWun depth raconmcndcd in the referend Supplanento1 ReWg Wall
Recornmeadations (Geotechnics Incorporated, 2000). The cxpstd subgrade WBS considered
Geotechnlcs lncarpomted
Sent By: GEOTECHNICS, INCORPOPATED; 8585361 000; 6613-8- 01 IO: 39AM; Fage 7/15
I Project No. 0230-005-04
FIGURE 1
Geotechnics DOCUMM NO. 1-0808 -1 nc orpora ted SITE LOCATION MAP
Rev. 6/59
Sent By: BEOTECHNICG, INCORPOPATED; 8585361 000; 6ep - 6 - 01 I 0 : 40AM ; Page 8/15
'i'l,lE IJRI!I IM CDMPANLES PROJECT NO. 0230-00544 AUGUST 2,2001 DOCIJMENTNO. 1-0$@
PAGE 3
suitablc to provide foundation rapport fosthe bearing value recommended in the referenced
tetter.
5.2 Retaining Wall Baclrfifl
Site pmparation included the removal of landscaping and irrigalicm from the retaining wall
impvwnent area, Site pmparalion was followed by the excavation of the foundation key
way and temporary back-cut. The excavated materials were stockpiled for later use as wall
backfill. Foundation and backd excavations were followrd by placement of the precast
conc;r& members comprising the rdaininy wall cells in heighl imements ofapproximately
2 feet. The mhining wall cells were then ~~kfilled with the materials derive4 fwrn the on-
Bite excavations. These materials generally consisted of a light brown, fine- l~ medium-
grained, low plasticity, silty sand (rmnified Soil Classification: Sw. The backf~ll materials
were moisture Eonditioned outside of the backfill me, placed within the cells in relatively
thin 181~. and compacted. ?'he cquipmcnt used fix moisture conditioning, placement, and
compaction of the backfill materials included excavators, loadas, whackm, and water hoses.
A subsurface drain consisting of imported crushed rock and nonwoven geotextile was
htallrsd along the backcut qpmximaluly 3 feet below finish grade. The drain details were
specified by Retaining Walls Compsny North.
6.0 LABORATORY TESTING
A listhe ofthe laboratory tests performed, the various materials observed, and a summary ofthe test
results are presented in Appedm E. Laborntory Testing. Laboratory testing included maximum
dmsity/optimum moisture content. The results of the laboratory tests were used to walugte
conformance of the earthwork operations with the geotechnical recommendations.
7.0 FIELD DENSITY TESTING
In-place moisture and density tests were ptrfonned in the backfill materials in gcd acc;ordmnc;c:
with AS'l'M D3017-96 and ASTM D2922-96 and (Nuclear Qauge Methods), respcctiwly. I%c
relativecompactionofbacklill was evaluated usingthc rwpective laboratory maximum dry densities
Geolechnics Incorporated
Sent By: GEOTECHNICS, INCORPOPATED; 8585361 000; 6ep - 6 - 01 1 0 : 40AM ; Page 9/15
THE nRFHM COMPANlCS
AUOUSl 2. ZOO I
estimated using ASTMD1557-91 as a guideline. Thc approximate locations of moisture atlcl density
tests BIY: shown on the Geotechnical Mq. The results of these tests arc presented in Appendix C,
Field Density Test Results.
The Iocations and elevations indicated for the tests presented on the Geotechnical Maps are based
on tield survey stakes and estimates fmm the 1;p”ading plan topography and should only be considered
rough estimates. The estimated locations and elevations should not be utilized for the purpose of
preparing croS6 sections showing test locatiom, or in any casc, for the purpose of -he-fact
wale of the sequence of fill pfament.
8.0 GEOTECHNICAL EVALUATION AM) RECOMMENDATIONS
In our opinion, earthwork cansmrction was pefimed in accordance with the intent of the project
geotechical i~,~t~tmendati~n~ and requirements of the City of Cnrlsbad* Bad upon our
observations and testing, it is our professional opinion that hackfiJl materids were moisture
conditioned, ptd in relatively unifinm lifts, and compacted in general accordance with the
compaction criteria of ai least 90 percent of the rnaximuni dry density estimated ushg ASTM
D1557-91 as a guideline. Where field testing indicated less than the recommended relative
wrnpwtian, the areas were reworked to achieve the recommended relative compaction.
The soil conditions exposed in the foundation excavation were generally consistent with the
gcotschnical recommendations and were considered suitable for support of the retaining wall. The
geottchnical recommendations provided in the referenced letters listed in Appendix A and the as-
gradcd gcotcchnicd report (Geotechnics InGorporated, 1998) remain applicable.
The conclusions and recommendations contained herein arc bascd an the observations and testing
@mmd bctwecn May 29,2UOO and June 23,2001. No representations are made as to the quality
and extent of matorials not observed.
Geoteehnics Incorporated -
Sent By: GEOTECHNICG, INCOAPOPATED; 8585381 000; 6ep-6-01 IO:41AM; Page 10J15
PROJECI' NO. 0230-005-04
AUGUST 2,2001 DOCUMENT NU. 1-08OY
PAOF; 5
' 'l?IR BmHM COMPANIES
9.0 LIMITATIONS
Our strviccs were performed using the degree of care and skill ordinarily exercised, unda similar
circumstances, by reputable soils engineers and geologiists practicing in this or similar lmalities. No
other warranty, expmsedor implied, is made as to the conclusions and professional advice included
in this report. The samples taken and used fat. testing, the observations made and the in-place field
testing performed art bclicvd representative of the project; however, soil and geologic conditions
can vary significantly between tested or observed locations.
As in moet projects, conditions revealed by excavation may be at vlvianct with preliminary findings.
If this ocws, the chauged conditions must be evaluated by Cleutmhucs lucorporatd and designs
adjusted as required M altematc designs recommended. Although ow observations and tmhg did
not meal deficiencies, we do not gua;rantee the contractor's work, nor do the services provided by
httchnics relieve tht contractor of responsibility in the event of subsequently discovered defects
in the contractor's work.
The findings of this report arc valid as of the present date. Howcvcr, changes in the conditions of
a property can occur withthc pasage oftime, whether they be due to natural processes or the works
of man on this or adjacent propdes. In addition, changes in applicable or appropriate standards
may occur, whether they result hrn legiislrrtion or the broadening of knowledge. Accordingly, the
findings ofthis report may be invalidated wholly or pflrtially by change5 outside our control.
Thmfbre, this report is subject to review and should not be relied upon der a Fiod ~fthr~ years.
**+
GEOTF,C"TCS TTWORPOWATED Reviewed by:
n A*
David Padiila, P.E. 559
Project engineer
om Anth~~y F. Belfmt, P.E. 40333
Principal
Gent By: GEOTECHNICS, INCORPOPATED; 8585361 000; 6ep-6-01 10:4iAM; Page 11/15
APPENDIX A
REFERENCES
Aneiican Society for Testing and. Nclhids (1999). Annucrl Ruok of ASfM Siudurds, Scction 4,
Consbwrbn, Volumes 04.08ad04. UU, Sui1 mdRock: G~osynthcik~, ASTM, Philadelphia,
PA, 1296p.
C3e~kchnics Lncorporated (2000). .Supp!lomentul Retrzinittg Wd! Recommendations. Aviura Phme
li4 PA 21 A&D if?, Cwlsbud> Cul#'i?rnia, Project No. 0230-005-02, Romient No. 0-1300,
I>ecemba 12.
Geotechnics Incorporated (2000). Retulning Wall Recornrnmda~ium8 Aviaro Phose IZA PA 21
A&D.UJ Cnrlsbad, Califwniu, Project No, 0230-005-02, Document Ho. 0-0765, July 26.
Gootechnics Incorporated (1 998). As-puded Geolechnicd Report, Aviura Phwr ???.Carlsbad,
California, Project No. 0073-01 2-00, Document No. 7-0356, dated June 25.
Owen Engineering Group (2001). RelElining Wdl Plm fix Seronatu, Cwhbud Tract 92-3, Carlsbad Ca., prepared fir Retaining Walls Company North, Shcct 1 of 1, dated March 19.
Project Design Consultants (2001 ). Grading Pimy for Avium, Pbse ?I4 Carisbad Tract No. 92-3,
Sheet 5, revised Mmh 5 for retaining wall improvements, dated April 26.
Geotechnics Incorporated
Gent By: GEOTECHNICG, INCORPOPATED; 8585361 000;
APPENDIX B
6ep -6 - 01 10: 42AM; P~ge 12/15
LABORATORY TESTING
Sclccled samples ofsails encountered duriiN [ha earthwork construction were tested using generally
accepted testing standards. The soils selected for testing arc btiicvcd to be generally representative
of the materials encountered during the earthwork construction at the site; however varialriona may
occw in W soils at the site between test locations.
1;aboratoru testing was conducted in amanner consistent with that level of care and skill ordinarily
exercised by members ofthe pmfession cmtly practicing under similar conditions and in the same
locality. No other warranty, expmstd or implied, is macle as to the coltl‘ectness or serviceability of
the test results or the conchions dcrivcd from these tests, Where a specific laboratory tcst method
has been referenced, such as ASTM, Cattrans, or AASHTO, the reference appIics only to the
pi fid laboratory tcst method and not to assodated refaed test method@) or practices, and the
tes? method refcrenced has been used only as a guidance documcat for the general performance of
the test and not as a ‘‘Test Standard.” A brief description of the teats pc&rmd follows:
Soils were classified visually acc;urding IC) the UAXC~ Soil Classification System.
Visual classification was supplemented by laboratory testing of selected samples and classifidon
in mordmce with ASTM D2487.
-Qntimum Moisturn: The maximum densities and optimum moisture contents
of sehctcd soil samples were evaluated using test method ASTM D1557-91, Modified Pmctor, as
a guideline. The test results are summarized in Figure E-l ,
Geotechnics Incorporated
Sent By: GFOTECHNICS, INCORPGPATED; 8585361 000; Sep-8- 01 10:42AM; Page 13/15
MAXIMUM DENSlTYlOPTlMUM MOISTURE CONTENT
(ASTM Dl 557-91)
I Yellowish brown silty SAND (SM) 125% 11%
2 Reddish brown silty SAND (SM) I28 10%
Project No. 0230-9Q5-134 Document No. 1-0809 MORATORY TEST RESULTS
FIGURC 6-1
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APPENDIX C
FIELD DENSITY TEST RESIILTS
In-place moisture and dmity tests were made in acwrdmc with ASTM D3017-96 and D2922-96
(Nuclear Gauge Methods), respectivdy. lle results of thcsc tests are tabulated in the "Field Density
'Lest Results". Theapproximate t& locilltionsareprescnted on the attached Geotechnical Maps. The.
IUions and elevations indicated for the tests presented on the plates are bmd on field survey
stakes and estimates from the grading pIan topography, and shuuld only be considered rough
estimates. The Wtirnated locations and elevations should nut bc utilized for the purpose of preparing
mss sections showing test locations, or in my case. For the purpose of after-the-fact evaluating of
the sequence of fill placement.
The precision of the field density test and the maximum dry density test is not exact wd variations
should be expected. For example, the American Society for 'lcsting and Materials has rcccntly
researched the precision of ASTM D1557 test method and found the accuracy of tlte mlutimum dry
density to be plus or minm 4 percent of the mean value and the optimum moisture content to be
acc& to plus or minus i 5 percent of the mean value; the Society specifically states the "acceptable
mge of test results expressed as a percent of mean value" Is the range stated above. In effect, an
indicated relative campaction of 90 percent has rn acdsptable rangc of 86.6 to 92,8 percent based
on the maximum dry density determination. The precision of the field density test ASTM D1556
has not yet been determined by the American Society for Testing and Materials; however, it must
be recognized that it also is subject to Variations in accuracy.
Explanation
WB = Retaining Wall Backfill
v Gcotechnics Incorporated
Sent By: GEOTECHNICG, INCORPOPATED; 8585361 000; 6ep-8-01 10:43AM;
t
Tmt Test Elevalion Lot Soif M;lx.ply Moisture Dry Rel*e Required Ret& No. Date Irtl No. Type Density antent Density Campaction Cornpaotlon Number Ivd /%I [p4 I%l ['AI
Page 15/15
L
4 T- 1
P€NSITY TEST RESULTS Project Nc. OMo-005-04
Document No. 19808
FIGURE GI
WE1 6113co1
WB-2 6/13/01
w8-3 6113A)I
W54 8/13/01
WB-5 6/13/01 WB-6 8/13/01
WE7 6/14/01 we4 ~14/01 W8-0 8114/01
WB-10 8115N)I
WB12 B/~frlol
WB13 WY01
WE14 6/lYDl
WB15 6/1%1
WE16 Wl&l07
W5f7 W18/bl
WE18 WlWl
WE19 BrlWOl
WE20 8119/01
WB-21 W2IlOi
WB22 5121101
WE23 812iK)l
WE24 8121101
ws25 8121107 WB26 m1101 W827 6121H31
we28 612wl1
WBB9 mm1 WB-30 61221(31
WR-31 812m1
WE32 -1
W8-33 6122AIl
WB-34 eu23101
WE36 W3K)I
W0-36 6/23/01
W537 6E3X)l
WS38 6R~l w539 m3iD1
WWiJ m1
W6-41 6RYOl
WR42 8/23/01
wB43 em1
WB44 6IWOi
ww wimi
221
222 222
221
223
223
224
224
226
224
225
224
224
226 227
227
227
220
229
227
229
230
231
232
232
227
232
228
232
231 232
233
232
234
234
234
229 230 228
227
227
226
224
223
83
86
86
85
85
87
65
86
85
86
87
85 85 86
87
88
87
88
85
88
87
07
88
89
88
89
88 a%
88
89
89
89
89
88
89 88
88187 88h7
87
86
85
a7
a7
a9
3
3
3 3
3
3
3 3
3
3
3
3
3
3
3 3 3 3 3
3
3
3
3
3 3
3
3 3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
1.19.0
11QJ
118.0
119.0
119.0
119.0
719.0
iiO.0
118.0
1 18.0
119.0
119.0
1 19.0
1 19.0
119.0
I 19.0
119.0
119.0
119.0
11 @,O
lIQAO
llQ.0
119.0
119.0
11 6.0
119.0
119.0
+IO.O
119-0
119.0 i!mo
119.6
11s.o
119.0
119.0
11 8.0
119.0
118.0
119.0
119.0
1 19.0
118.0
119.0
ilea
8.6
13.3
12.5
14.0
16.5
16.4
14.2
14.0
11.5
11.1
14.8
10.8
13.4
12.7
15.1
12.0
14.0
15.7
14.2
12.1
14.2
12.4
13.0
13.1
14.8
19.7
18.7
17.3
13.2
13.8 12.1
10.0
11.2
123
20.8
14.4
15.0
11.0
153
75.5
43.8
12.8
14.8
12.8
lw.o
102.4
107.3
107.8
108.3
111.0
110.5
108.9
111.9
108.7
111>7
167.7
111.5
1 oab
167.3
w8.0 107.4
108.q
108.3
107.3
108.9
107 2
197.9
108.7
110.4
103.1
107.0
108.1
107.7
110.8
107.3
11 2.1
196.7
109.6
106.8
106.8
107.3
109.3
105.0
107.1
108.6
t 06.8
10&9
i 08.5
87
86
90
90
88
gl
93
93
92
94
Bi
94
91
04
82
96
91
90
91
91
90
90
90
91
91
93
87
90
W
91
93
90
94
90
96
91
BQ
92 88
80
81
90
82
a2
Sent Eye GEOTECHNICS, INCORPOPATED; 8585361 000; 6ep-8-01 1 :06P~; Page 1 /A
Geotechnics -1 n c o r p o r a t e d
September 6,2001
The Brehm Cornp~es
193 9 Cho Vi& Roble
Carlsbad, California 92008
Project No. 0230-005-04
Document No. 1-1 002
Attention: Mr. Ron Otto
SUBJECT: CLARIFICATION OF RETAINING WALL IMPROVEMENTS
Lots 85 through 89 and 73 through 67, Sercnata
Aviara, FA 21, AM ill
Cerhbatl, Califumia
Keference: ktcchnics Incorporated (200 1 ). Heport of Comprrction Test Resalls, Retainirzg
WuU Improvements, Lots RS throirgh 89, Sercnrrlu, Aviiirct, PA 23, ABR Ill.
Cwlsbut4 C.'ulzjhict, Project No. 0230-005-04, Document No. 1-0809, August 2.
Dear Mr. Otto:
As requested, this letter intends to c&ij the approximate location of the subject improvements discussed in the above referenced Compaction Report for permit comFliance purposes. The intent of the subject retaining wall improvements was to increase the rear yds of Lots 85 through 89,
AccordhgLy, the retdning wail backfill and the retaining wall members extending: ink, the backfill were assumed to lie within the southerly property boundaries of those lots. The face of wail may be located an Lots 73 through 67, depending upon the as-built location of the wRu. The
gtotcchnical evaluation and rwxnmmdations provided in the referenced compwtion report remain apphcahlt for thc subject improvtmcnts.
We trust this information meets your current needs. Please contact us if you shuuld have any questions or comrneuts trgarding this letter.
GEOTECHIVICS JNCORPORATED Reviewed by:
David Padilla, P.E. 55974
Projcct Engineer Principal
John R. Theiisxn, C.E. 283 13, G.E. 825
Distribuliun: (1) Aclkwt: (FAX ONLY: 760-602-1242]
(1) The Brehm Companies, Mr. Tun Godfrey
OWEN ENGINEERING GROUP
June 8,2001
Sierra Pacific Earth Retention, Inc.
Am: Mr. Paul Winter
1800 Thibsdo Road, Suite 1 IO
Vista, CA 92083
Subject: Activity Notification: Samata at Aviara. pbasc 7 Proposed Wall
Backcut Behind Lots 85,86,87,88 and 89 Amante Court.
re: Wall Backcut Site CAL0SH.A Cdm (Standards -29 CFR),
Per OSHA Regulations
DcratMr. Winter
Stability analysis, iospection, and repcsenleative tests of backcut soil matcridq located behind Lots 85 through 88, indicate that the fbUowing p'oposed cut wdd be
temporarity stable. Essentally, this is 8 Typc B Soil. Classification for CALOSiA and the rncrterid is a light brown silty sand, compacted to at least 90 % of relative
comprctim.
The height of thistmcbut variesm a maxinum of approximwffly 12 fket Tbe time
limitation for this back of wall cut is limited to 4 weeks. It is vital that the wall
rnpstbecorrstnaeted withinthis4week'winQw." Thcfouada(;ionsystcmfbrthc wall lrnd the wall designare not apart ofthis report- The propmdwaft confwmsto
the City of Carlsbad Building Pennit issued fot this wall.
In or& to insure site safety, an apd engineering technician shall continuously inspect the wall construction and backcut stability (whenever pcaplc are wQ1.tcng)
until the wall collsauctim is within 4 fkt fiomtopof slope.
NOTE: The top of cut must be frec of all loosc excavated materials.
This report limitations are bud on tbt existing hitu sail codtiom. Care must be taken to prevent excessive moisture incrtescs or drying conditim, both of which
may alter the cut stability. Tbe cut slop shall be inspected by this office after any
rainy conditions and prior to entrance of workers to rhe wall m.
/7
1S2S Grand Ave, San Marcoa, California 92069
14661 Myford Road, Suite C, nstin, California 92806
'Blephone (760) 471 - 6000 Fax (740) 471-6096
'Rilephone (714) 734 - 7993 Fax (714) 734-9732
Should you quirt any clarification of this infixmazicm,,
contact the undersigned at your convenience.
C. J. Randk, P.E.
RCE 22096 CA Principal Enginar
cc: CALOSA
City of Carl&&, Mr. Ron Bcrk Bmh Homes
please do not hcsitate to
enclosure: hfile
Stability Analysis
Copy - CALOSHA mt, Sicm Pacific Ektb Retention. . No.2OOf-
904877
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#Geotechnics -1 n c o rp o r a t e d
copk. Dat8 Dtscrlption -
1 12/1 UOO Suppkmental Retaining Wall Recommendations
Aviara Phase 111. PA 21 A & D 111
Carlsbad. California
phone: (619) 536-1000 FAX (619) 536831 1
LETTER OF TRANSMITTAL
TO: Retaining Walls Co. North DATE: December 13,2000 % AnENTlON: Eduardo Ruvalcaba
REGARDING: 0-1300
GEOTECHNES PROJ. NO. 029090542
We an tranbmitLing the lollawing ;rtlsched ikms by:
- C1I.n t Pick-Up
I I I I
RWW: Please call if you have any questions. I \
Slqne
Copy To: Brehm Design Center, Ms. Kristin Caulson
Geotechnics Incorporated -
Inrand Friction Angle, +
Cohesion @st)
December 12,2000
34O 34'
0, 0
4
Brehm-Aviara 111 Development Associadon, L.P.
do Ms. Kristin CodJon
Bmhm Design Center
5770 Obulin Drive
San Diego, California 92 12 I
Project No. 0230-005-02
Docwncm No. 0- 1300
SURIECI': SUPPLEMENTAL RETAINING WALL I RECOMMEND ATXONS
Avian Pbuc IIX, PA 21 A&D m
Ciw&bad, California
Oeotecbnics Incoqnwared (2Q00). Retaining WaU Recommen&tions. Aviura Yhascr
Ifl PA 21 A&DI.Y, Curlsbad, Caifomiu, Project No. 0230-005-02, Document No.
Reference:
04765, July 26.
Dear Ms. Coulson;
As requested, this letter provides soil pa~amems for retaining wall design equated by Reraining
Walls Company Nod. The parameters provided bin are based on our previous analysis of the
siw conditions prwred in the refmnd letter. We understand thc walls are proposed at the top
of the existing 2: 1 (horizontd:venical) fill slopes at the rea of Lou 85.86, and 88. Our analysis
is based on o maximum wall height of approximately 6 feet. The following parameters my be used
tbr the &sign of the proposed Cri block walls.
Reinforced Zone
Total Unh Weight @cf) 133 133 I I - 1
c
h internal ~'CI~OR angle of 3fP may ?x wsumed for the reinforced zanc if impo~cd dtd
aaregatc biuc mnterial is used. An allowabte bearing capacity of 1,500 psf may be used for design,
based on a minimum depth of embedment of 2.5 feet into dcnse, compacted fill measured vertically
from the outside bottom edge of the foundation member to the slope bce. Footing excavation.
should be observed by a reprcscntativc of our firm to cyplulllc whether the bdng materials are as
assumed in our analysis. The inclination of temporary back-cuts should not exceed 1:1
(horizonrd:v+rtical). We have assumed that the soil in fiont of the wall will be maintained
to design grade. Surcharge loads and hydrostatic pressures were not included in our analysis. If
these are applicabfr, we should be contacted fijr revisions to the recu~cndalioos provided win.
BeWill matdd should be compacted to at least 190 percent of rhe laboratory rniwirrmm dry density
in accordance with ASTM D 1557. If import soils are uscd for wall bracl$ill, they should be tested
by Gcotechnics lncorpawtcd to compare the shear s*ength and unit wight values to actual design
values. We recommend the mils uscd as backfill be predominantly fire drainiag, granular, fie of
organic and clay materials, and have a very low expansion potential (Expansion Index of 20 or less).
Adequatc drainage should be provided to reiieve hydrostatic press~rcs.
fhc recommcodations ptescntedherein are considered generally consistent with mcrhUd8 typically
used in southan California, and have ken developed using the degree of cue and skill ordinarily
exercised, under similar &LU~~MCCS, by reputable geotechnical consultants practicing in this or
similar localities. No 0th wananty, expressed or implied, is made as to the conclusions and
profe!sionaJ opinions included in this her.
Geotcchaiea Incorporated
L
PROIECT NO. 0230-005-02 DOCUMENT NO. 0- 1300
PAGI? 3
We appreciate this oppormnity IO be ofconrinucd servicc. Ple;lse fel hee tu call wirh any questions
or commmnts.
GPQTECHNICS INCORPORATED
David Padilla, P.E. 55974
Project Engineer
W. Lee Vderhust, C.E.G 1 125
Principal
Reviewed by:
Anthony F. Belfast, P.E. 40333
Principal
A€B/WLV/DP
L7-
Distribution: (1) Addressee (FAX OmY: 858-453-5442)
(I) Retaining Walls Company North, Attn: Eduardo hvalcabti
(FAX ONLY: 858-453-3056)
Gieotcchnleo lncurporated
TOTFIL P.04
i
EARTH RETENTION CALCULATIONS
December 28,2000
SHEETlOF 84
PREPARED BY: OWEN ENGINEERING GROUP
1800 THIBODO STkEET SUITE 320
VISTA CA 92083
760-599-6767
PREPARED FOR RETAI"G WALLS COMPANY NORTH
PROJECT CONTACT:
PREPARED FOR
SITE:
SOIL DATA FROM:
REPORT DATED:
PROJECT &BER
1800 THlBlDO DRIVE SUITE 110
VISTA, CA 92083
(760) 599-2500
CHARLIE EATON
BREHM COMMUNITIES
5770 OBERLIN DRIVE /
SAN DIEGO, CA 92121
CARLSBAD TRACT 92-3
CARLSBAD, CA
GEOTECHNICS, INC
9245 ACTIVITY ROAD
SAN DIEGO, CA 9270 1
LETTER DATED 12/12/2000
0230-005-02
.........................................................
VOTE: TWESE STRUCTURAL CALCULATIONS ARE ONLY VALID FOR USE BY RETAINING
VLLS COMPANY NORTH. IT IS REQUIRED AS A CONDITION OF THESE STRUCTURAL
XLCULATIONS, THAT A MEMBER OF THE RETAINING WALLS COMPANY NORTH STAFF,
TELD INSPECT AND APPROVE THE CONSTRUCTION OF THIS PROJECT. OWEN ENGINEERING
?ROUP WILL NOT ACCEPT RESPONSIBILITY FOR ANY PROJECT RELEASED WITHOUT
RUTTEN FINAL APPROVAL, FROM RETAINING WALLS COMPANY NORTH.
JOB NO. 99-09-02
I/'- j
CONTENTS
PAGE
A-16 RETAINING WALL SITE PLAN 3
A-16 RETAINING WALL TYPICAL SECTION
A-16 CONCRETE BLOCK DETAIL
4-6
7
GENERAL NOTES AND SPECIFICATIONS 8
GEOGRID REINFORCEMENT TABLE 9- 11
STABILITY ANALYSIS-Level Backfill Wall A 12 -33
STABILITY ANALYSIS- 2:l Sloped Backfill Walls B & C (no surcharge) 34 - 49
STABILITY ANALYSIS- 2:l Sloped Backfill Walls B (no surcharge) 50 - 63
STABILITY ANALYSIS- 2: 1 Sloped Backfill Wall C (surcharged) 64 - 84
NOTES:
THESE CALCULATIONS ARE BASED UPON A SOIL WITH INTERNAL FRICTION OF 34 DEGREES,
FOR THE RETAINED, REINFORCED AND FOUNDATION SOILS. THE SOILS ENGINEER SHALL
VERIFY THESE SOIL PARAMETERS DURING CONSTRUCTION
THE SOILS ENGINEER SHALL INSPECT AND APPROVE THE TEMPORARY BACKCUT
EXCAVATION FOR THE KEYSTONE WALL PRIOR TO CONSTRUCTION.
THE SOILS ENGINEER SHALL INSPECT AND APPROVE ALL WALL DRAINS.
THE SOILS ENGINEER SHALL INSPECT AND APPROVE THE FOUNDATIONEXCAVATION PRIOR
TO CONSTRUCTION OF THE KEYSTONE WALL. THESE CALCULATIONS ARE BASED ON A
FOUNDATION MATERIAL APPROVED BY THE SOILS ENGINEER.
THE GRID LENGHTS SHOW ARE MEASURED FROM THE WALL FACE. THE GRID ELEVATIONS
~ ARE MEASURED FORM THE TOP OF THE LEVELING PAD
THE SOILS ENGINEER MUST BE NOTIFY THE DESIGN ENGINEER IN THE EVENT THAT THE
SOIL CONDITIONS ENCOUNTERED DO NOT MEET THE PARAMETERS USED HEREIN.
HEAVY EQUIPMENT SHOULD BE KEPT 3 FEET BACK FROM THE RETAINING WALL FACE AT
ALL TIMES
Site Location Plan
I A- 16 Wall Caxlsbad Tract 92-3
Fig No.
1
LB”THICK X 24” WIDE 3/4” CRUSHED ROCK LEVELING PAD
\
SOUTHERN OFFICE
1531 GRAND AVENUE AN MARCOS, CA. 92069 (780) 471-2500
‘NOTE: IF CAPSTONES ARE NO USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL BE flLLED WITH HANO TAMPED SOIL.
RETAINING WALLS CO. Ne
A-SERIES SEGMENTAL RETAINING WALL DETAIL
A- 1 6” RETAINING WALL
TYPICAL CROSS-SECTION
WITH GEOGRID SOIL REINFORCEMENT
NO SCALE
NORTHERN OFFICE
800 E. GRANT LINE RD. TRACY, CA. 95376 (209) 832-2600
RECOMMENDED BROW DlTC H
BY OTHERS
UI MARCOSa CA. 92069
(619) 471-2500
A-I6 BLOCK
------__-
---_-
4" PERFORATED PVC DRAIN IN FILTER
SLEEVE WITH SOLID OUTLET PIPES AT MAXIMUM SPACING. LOCATE DRAIN AS POSSIBLE TO MLOW OUTLET PIPE TO
TRACY, CA. 95376
(209) 632-2600 I A-SERIES SEGMENTAL RETAINING WALL DETAIL
FABRIC
100' LOW AS DAYLIGHT
*NOTE: IF CAPSTONES ARE NOT TO BE USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL BE FILLED WITH HAND TAMPED SOIL.
A- 16" RETAINING WALL
TY P 1 CAL C R 0 SS - S ECTlO N
WITH GEOGRID SOIL REINFORCEMENT
NO SCALE
1531 GRAND AVENUE. 1 I 800 E. GRANT LINE RD.
7
.. ..
SIDE VIEW
I SOUTHERN OFFICE
1531 GRAND AVENUE SAN MARCOS, CA. 92069
(619) 471-2500
18" I
FACE VIEW
TOP VIEW
NOTES:
"1. 'COMPRESSIVE STRENGTH OF CONCRETE
f'c = 3250 PSI
"A-1 6'"' RETAINING WALL
UNIT DIMENSIONS
NO SCALE
., 1 800 E. GRANT LINE RD. TRACY, CA. 95376
(209) 852-2600 I A-SERIES SEGMENTAL RETAINING WALL DETAIL
DETAIL NO. A-16
I I i I I i
!
I i 1 1 I
i i
4
8l
I w c vl >. v) C
U
.P d
3
0 0
=i . .- I
n 0
a -2 W I V W VI
-a f s
I J 3
a .I
0 h
c z 4 !2 E w v) I 4
s
E, :f E
P :: a. a
0 I& 0
a b
a c
8 e t .P
vl m 4 L 2
m .s b 1 -I
.- x Y lL
C
0 -0
._ -
a I2
.B f :: W
4 c 9 c 9 N 9 n ti i m m a W V *! N 9 n
GEOGRID REINFORCEMENT TABLES
LEVEL BACKFILL WALL A
(NO SURCHARGE)
WALL HEIGHT GRID ELEVATION
up to 2.67’ no grid required
3.33’ to 4.67’ 2.00
5.33 TO 7.33 2.00
4.67
8.00’ TO 9.33’ 1.33
4.00
6.67
GRID LENGTH GRID TYPE
5.0’ SYI”AF0RCE 3 5/20-20
8.0 SYMPAFORCE 3 5/20-20
8.0 SYMPAFORCE 3 5/20-20
9.0 SYMPAFORCE 3 5/20-20
9.0 . SYMPAFORCE 3 5/20-20
9.0 SYMPAFORCE 3 5/20-20
‘ 2:l SLOPED BACKFILL WALL B
(NO SURCHARGE)
WALL HEIGHT GRID ELEVATION GRID LENGTH GRID TYPE
up to 2.67’ no grid required
3.33’ to 4.67’
5.33’ TO 6.00’
6.67 TO 8.00
8.67’ TO 9.33’
2.00
0.67
3.33
1.33
3.33
5.33
0.67
2.67
4.67
6.67
5.0’
5.0
5.0
7.0
7.0
7.0
8.5
8.5
8.5
8.5
SYMPAFORCE 35/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
lo/
2: 1 SLOPED BACKFILL WALL C (BOTTOM WALL OF TIERED)
WITH SURCARGE BEGINNING AT 6.67 FEET HIGH
WALL HEIGHT
up to 2.67’
3.33’ to 4.67’
5.33’ TO 6.00’
6.67’
7.33 TO 8.67
9.33 ’
GRID ELEVATION GFUD LENGTH GRID TYPE
no grid required
2.00
0.67
3.33
0.67
2.67
4.67
0.67
2.67
4.67
6.67
0.67
2.00
3.33
5.33
7.33
5.0’
5.0
5.0
6.5
6.5
6.5
9.0
9.0
9.0
9.0
11.0
11.0
11.0
11.0
11.0
SYMPAFORCE 3 5120-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SWAFORCE 3 5’20-20
SYMPAFORCE 3 Y20-20
SYMPAFORCE 35/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYl”AF0RCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 35/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
NOTES:
FORTRAC MAY BE USED IN PLACE OF SYMPAFORCE GEOGRlD:
SYJWAFORCE SF 35 SIMILAR TO FORTRAC 35/20-20
GRID ELEVATIONS ARE MEASURED FROM THE TOP OF THE (LEVELING PAD) ELEVATION.
THE UPPER MOST LAYER OF GEOGRID SOIL REZNFORCEMENT SHALL BE PLACED A
MINIMUM DEPTH OF 2 FEET BELOW FININSHED GRADE.
SRWall (ver 1.1 June 1995) Page 1
LN 95 05 0839
Licensed to :
License Number:
(619) 471-2500
95050839
Project Iden t i f ica t ion :
Project NW: -TA - Wall A -
Section:
Data Sheet:
Owner:
Client :
Prepared by:
Date :
Time:
Data file:
BREW -ITI&S 5770 OBERLIN DRIVE, 8AN DIE&, CA 92121
lam MCCALL
Dgm 18, 2000 2000
02:50:30 PM
Type of Structure:
Structure Criticality: Non-oritiaal
Design Methodoloqy: Naa Mathod
aravity Sogmustal Retaining Wall
Wall Geometry:
Design &all Height {ft) 2.67
Embedment Wall Height ( ft 1 2.5 Exposed Design Wall Height (ft) 0.17 Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units
Hinge Height ( f t )
Base Inclination (degrees)
Wall Inclination (degrees)
4
2.67
horiroatal
7.1
S1 opes :
Front Slope (degrees) horfrontrl
Back Slope (degrees) horieontal
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono
nono
Fri ct ion
Cohesion Angle Unit Weight
Soil Data: Soil Description: (PSf) (degrees) fpcf)
Retained Soil 8-d
Foundation Soil 88nd
Levelling Pad Soil grrvml
N/A 34.0 133.0
N/A 40.0 125.0
0.0 34.0 133.0
Seqmental Unit Name:
Segmental Unit Data:
Cap Height ( in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit weight (infilled) (pcf)
Center of Gravity (in)
nom
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500.0 500.0
Friction Angle (degrees) 45.0 41.0
Maximum (lbdft) 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Retained Soil (Ka) 0.207
Orientation of failure plane from horizontal (degrees) 55.63
Retained Soil (Ka horizontal component) 0.199
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Results of External stability Analyses:
Cal cul a t ad Design Cri t eri a
FOS Sliding 2.77 1.5 0s
FOS Overturning 4.19 2.0 OK
FOS Bearing Capacity S3.05 2.0 OK
Base Footing Width (B') (ft) 1.83 N/A
Nota: calculated values MEET ALL design criteria
Base Eccentricity (e) (ft) 0.17 N/A
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (Ibs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
94.6
445.3
261.6
84.2
352.6
15823.3
298.3
Results of Facing Stability Analvsss:
SJW Heel Geosynthetic FOS iV.5 Fos Unit Elev Type Over- Shear Shear I fft) turning (peak) 4:;fonnation) > 1.5 > 2.5
1 2.0 - 86.65 >SO #/A 3 1.39 llosu 16.05 30.84 I/A 2 0.67 DQU 7.08 15.72 It/A
1 0.0 rwlu 4.2 10.02 I/A
Note: Calculated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses (Mment and Shear) :
SJW Reel GeO Dri M Rssf st Shear Unf t Elev Type Moment lrbmen t Load '# (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft)
tout -in
4 2 .o OOOI 1.3 74.2 5.B 1 1.33 aau 10.8 117.7 23.6 2 0.67 DOIII 38.4 450.5 83.1
1 0 .o atom 83.8 362.6 a4.3
Shear Shear Capaci ty Capacity flbs/ft) (lbs/ft) (peak) $;foxma tion)
611.9 %/A 722.7 %/A
634 .O MIA 946. f W/A
SRWall (ver 1.1 June 1995) Page 4
LN 95050839 2.5 ft
7.1 degrees
- 2. ft
I
, -0.5 ft
Proj ec t Iden t i fi ca ti on :
Project Name: SERENATA - Wall A P
Section:
Data Sheet: 92121
Ohhent : BREW CC"ITI[ES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: MIKE PacCAu
Date: DECEMBER 18, 2000 2000
Time : 02:50:30 PM
Data file: c:\srwalll\al6grav
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
- ~~~
Licensed to:
RZuININa WALLS COMPANY
1531 AVENUE
W EQCRCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden ti f i cation :
Project Name: BtRlMAM - Wall A
Section:
Data Sheet:
Owner: BRtEDd C-ITmS 5770 -IN Dm, BAN Om-, CA 92121
Client :
Prepared by: OW#N BzWR(IGCRINQ
Date : DI- 18, 2000
Time : 03:04:17 EM
Data file: a:\Srwdll\dO8\um~8kZ
Type of Structure:
Structure Criticality: Non-aritiaal
Design Methodology: BY- M.thod A
amo.ynthotia-Roinforomd -tal Eutrlning Wall
Wall Geometry:
Design wall Height (ft)
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height ( ft)
Base Inclination (degrees)
Wall Inclination (degrees)
4.67
2.5
2.17
0.5
7
4.67
ho~laoneal
7.1
Slopes :
Front Slope (degrees) horixontal
Back Slope (degrees) horhoatal
_...
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono none
Friction
Cohesion Angle Uni t Neigh t
Soil Data: Soil Description : (PSf 1 (degrees) (pcf)
Reinforced Soil .and
Levelling Pad Soil gratrol
Foundation Soil mand
Retained Soil .urd
N/A 34.0 133.0
139 0 N/A 34.0
N/A 40.0 125.0
133.0 0.0 34.0
Segmental Unit Name: Dmfmalt rrgnwatal unit proprctfra
Segmental Unit Data:
Cap Height (in)
Unit Height (in) Unit Width (in)
Unit Length (in)
Setback (in)
weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
noam
8.0
16.0
18.0
1.0
167.0
125.3
0.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Defamation Criteria
Minimum (lbs/ft) 770.0 770.0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs/ft) 2000 * 0 2000.0
Geosynthetic Reinforcement Tvpes and fiumber:
Type Number Name
Geosyn the t ics Propert des :
Strength and Polymer Type: we 1 we 2 Type 3
Index Tensile strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polymater polyomtrr polyentor
I
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Partial Material Safety Factors: Type 1 Type 2 Type 3
Creep 1.59 1.59 1.61
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1.10
Construction Site Damage 1.15 1.08 1.68
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interaction : Type 1 Type 2 Type 3
Peak Load Criterion 0.7 0,7 0.7 Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct sliding: Type 2 me 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
Connection Strength: Tvpe1 Type 2 Type 3
Peak Strength Criterion: Mlnimum (lbdft)
Friction Angle (degrees) Maximum (lbdft)
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deforma tion Strength Criterion :
Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0
Maximum (lbs/ft) 2000.0 3000.0 9000.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: me 1 TP 2 Type3
Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deformation Strength criterion:
Friction Angle (degrees) 27.0 27.0 27.0
Minimum (lbs / f t ) 500.0 600.0 500.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Coefficients of Earth Pressure and Failure Plane Orientatians:
Reinforced Soil (Ka) 0.207
Orientation of failure plane from horizontal (degrees) 55.63
Retained Soil (Ka) 0.207
Orientation of failure plane from horizontal (degrees) 55.63
Reinforced Soil (Ka horizontal component) 0.199
Retained Soil (Ka horizontal component) 0.199
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ft)
Base Reinforcement Ratio (L/H)
Calculated Design Criteria
7.13 1.5 OK
18. a1 2.0 ox
35.15 2.5 ox
5.0
0.13 N/A
1.07 0.6 OK
2.8 ox
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 289.9
Total Vertical Force (lbdft) 3055.1
Sliding Resistance (lbs/ft) 2060.7
Resisting Moment (lbs-ft/ft) 8499.3
Bearing Capacity (psf) 22705. I Maximum Bearing Pressure (psf) 645.9
Driving Moment (lbs-ft/ ft ) 449.4
Rcsul ts of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS Fos Fws FOS Layer Unit TyRe (ft) (ft) Length Over- Pullout Pullout Sliding Spacing x If t) StZ-eSS (peak) (def) (peak) (ftj > 1.0 > 1.0 > 1.5 WA > 1.5 < 2.67
4 1 2.0 6.0 2.55 3.01 2.06 N/A 15.15
Note: calculated values MEET Al,L design criteria
Detailed Results of Internal Stability Analyses:
SRN Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding
Unit Type (ft) Design Load Capaci ty Capaci ty Force Capaci t y x Strength (lbs/ft) (peak) (def) (lbdft) (lbs/ftl (lbs/f t) (lbs/f t) (lbs/f t)
I 1 2.0 870.7 288.0 a53.7 #/A 94.3 1428.6
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FUS
Unit Elev Type Over-
I (ftl turning > 1.5
7 4.0 IIOD. 6 3.33 poly
4 2.0 1
3 1.33 malm 2 0.67 WQ.
5 a.67 -0
1 0.0 lloM
56-65 15.05
4.2
8-83 6.54
4.87
7.08
Note: calculated values MEET ALL design
FUS Fos Shear Shear :%) U/A
(defonna tion)
>99 WA.
7.71 NIA
WA - U/A
*/A
criteria
37.46 W/A
17.72 I/A - -
fos
Connection
(peak) > 1.1
Fos
Connection (defonna tion)
U/A
Detailed Results of Facing Stability Analyses (Mbment and Shear):
SRW Heel OeO Drive Resist Shear Shear Shear Vni t Elev Trpe Momn t M’onmnt Load Capacity Capacity # (ft) (lbs-ft/ft) (lbs-ft/ft) (lbdft) (lbdft) (lbs/ft)
(peak) (defonna tion)
+out -in %/A
7 4.0 nolw 1.3 74.2 5.0 826.7 N/A 6 1.33 llopI 10.5 117.7 23.6 883. 5 WA 5 2.67 POM s.4 PbO.l 51.1 D40.2 #/A 4 2.0 1 83.8 352.6 B4.3 726.0 #/A
S 1.33 lloDI 169. 956.1 -141.5 1053.6 W/A 2 0.67 noQ+ 283.0 1566.0 -76.6 1510.4 U/A 1 0.0 MIU 449.4 2188.0 0 .O 1167.1 U/A
Detailed Results of Facinq Stabflf ty Analyses (Connections):
SRW Heel GeO Connection Connection Connection
Unit Elev Type # fft) Load capacity Capacity (peak) (de forma ti on) (lbs/f t ) (lbs/f t ) flbs/f t) w/n
4 2.9 1 208. D 736.8 U/A
SRWall (ver 1.1 June 1995)
2.5 ft
I Type 1
Page 6
LN 95050839
A -0.5 ft ‘c 5c
5.0 ft
Project Identification:
Project Name: SERENATA - Wall A I
Section:
Data Sheet: 92121
Oihhent : BREHM COMIUNITIES 5770 OBERLIN DRIVE, 8AN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP Date : DECEMEBER 18, 2000
Time : 03:04:17 PM
Data file: c:\srwalll\calcs\sgrnata2
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
Rt"IN0 mLLS cowom
1531 ORAWD AVSNUE
gAM -LI, CA 92069
(619) 471-2SOO
License Number: 95050839
Project Iden ti fi ca ti on :
Project Name: SERENATA - Wall A . '.
Section :
Data Sheet:
Owner:
Client :
Prepared by:
Date :
Time :
Data file:
BREflM CWITIICS 5770 BIN DRIVZ, BAN DIEQO, CA 92121
QI(IpQ mouF
DE- 18, 2000
03:04:17 RM
Tp of Structure:
Structure Criticality: Nowaritid
Design Methodoloqy: MQ6A W.t&od A
Qmoaynth&do-~infor~ Bqnmatal Wtrining Wall
Wall Geometry:
Design Wall Height (ft) 7.33
Embedment Wall Height (ft) 2.5
Minimum Levelling Pad Thickness (ft) 0.5
Exposed Design Wall Height (ft) 4.83
Number of Segmental Wall Units 11
Hinge Height ( f t ) 7.33
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
Slopes:
Front Slope (degrees)
Back Slope (degrees) horixontrl
horinontal
SRWall (ver 1 1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono
none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description : (PW (degrees) (pcf)
133.0 Reinforced Soil sIPd N/A 31.0
Retained Soil s8nd N/A 34.0 133.0
Foundation Soil ne 0.0 34.0 133.0
Levelling Pad Soil gram1 N/A 40.0 125 0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in) Unit Length (in)
Setback (in) Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
-fault srparatrl unit pruportirs
nons
8.0
16.0
18.0
1.0
167.0
125 3
0.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 770.0 Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement Types and Number:
me Number Name
1 2 Symp8foraa FS 35
3 0 Sympaforoa SF 80
2 0 S~&fOcCsr sr 5s
Geosynthe tics Properties :
Strength and Polymer Type: Type 1 Type 2 me 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583 0
Polymer Type polyrnb polymstrr polyostor
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Type 3 Type 2 Partial Material Safety Factors: Type 1
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1.10
Construction Site Damage 1.15 1.08 1.08
Creep 1.59 1.59 1.61
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870 - 7 1316.8 1946.0
coefficient of Interaction : Type 1 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Defonaation Criterion 0.6 0.6 0.6
Coefficient of Direct Sliding: me 1 Type 2 Type 3
Peak Load Criterion 0.0 0.8 0.75
Connection Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbdft)
Friction Angle (degrees)
Maximum ( lbs / f t )
500.0 500.0 500.0
28.0 28.0 28 .O
2000.0 3000.0 3000.0
Deforma tion Strength Criterion:
Minimum (lbs/ ft ) 500.0 800.0 500.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
Friction Angle (degrees) 28.0 28.0 28.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strenqth: Type 1 me 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500 .o 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbdft) 2000.0 2000.0 2000.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.207
Reinforced Soil (Ka horizontal component) 0.199
Orientation of failure plane from horizontal (degrees) 55.63
Retained Soil (Ka) 0.207
Retained Soil (Ka horizontal component) 0.199
Orientation of failure plane from horizontal (degrees) 55.63
Results of External Stability Analyses:
FOS Sliding 7.31 1.6 OK
FOS Bearing Capacity 29.7 2.5 OK
Base Ecctntricity (e) (ft) 0.23 N/A
Base Reinforcement Ratio (L/H) 1.09 0.6 OK
Note: calculated values MEET ALL design criteria
Calculated Design Criteria
FOS Overturning 19.72 2.0 OK
Base Reinforcement Length (L) (ft) 8.0 4.4 ozc
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 713.4
Total Vertical Force (lbs/ft) 7726.9
Sliding Resistance (lbs/ft) 5211.8
Driving Moment (lbs-ft/ft) 1743.8
Resisting Moment (lbs-ft/ft) 34394.4
Bearing Capacity (psf) 30402.4
Maximum Bearing Pressure (ps€) 1023.6
Results of Internal Stability Analyses:
SJW Geosyn Elev Length Anchor FOS FOS FOS Fos Layer
Unit Type (ft) fft) Length Over- Pullout Pullout Sliding Spacing
# ffti stress (peak) fdef) (peak) (ft) > 1.0 > 1.0 > 1.5 > 1.5 < 2.67
8 1 4.67 8.0 4.06 4.1 6.4 */A 21.23 OK 4 1 2.0 8.0 5.15 1.74 7.42 %/A S.29 ox
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev dong Tern Tensile Pullout Pullout Sliding Sliding Unit Type (ft) &sign Load Capacity Capacity Force Capacity t Strength Ilbs/ft) (peak) Idef) (lbs/f t) (lbs/f t )
(lbs/f t ) flbs/f t ) (lbs/f t )
8 .I 4.67 870.7 112 0 2 1369.3 I/& 94.3 2004 f 8
4 1 2.0 870.7 801.1 f716.9 I/A 377.3 3105.6
SRWall (ver 1.1 June 1995) Page 5
LN 95050639
Results of Facing Stability Analyses:
SRW Heel Geosynthetic POS POS ms
Unit Elev Type Over- Shear Shear # (ft) turning (peak) (deformation) > 1.5 > 1.5 W/A
11 10
9
7
6
5 4 3 2 1
Note:
e
6.67 nom 6.0 am
8.33 noam
4.67 1
4.0 nonm 3.3s DOII.
2.87 nom 2.0 1 1.3s trooI 0.67 norm
0.0 c4omo
calculated values MEET
56 4 65 15.05
7.08
1.11 4.2
5.54 4.01 4.2 4.23 1.02
3.73
ALL design
>99 37.46
17.72 7.71 - -
15.23 5.78 - -
criteria
Fos
Connection
(peak) > 1.5
Fos Connection
(defonna tion)
U/A
Detailed Rqsul ts of Facing Stabilf ty Analyses (Moment and Shear) :
sm Heel -0 Dri ve Resist Shear Shear Shear Unit Elev Type I?bment Minnent Loud CdPACi ty CdpaCi ty Ir (ftl (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) , (deformation)
+out -in H/A
il
10
9 a
7 6
5 4 3
2 1
6.67
6.0 5.33 4.67 4.0
3.33 2.67
2.0 1.33
0.67 0 .o
1.3 10.5
35.4 e3.a 1a.e
m0.e
283.0 449.4
915.1 1310.1 2743.8
74.2
167.7
250. I 352.6
955.1 1586. P alee. o
281s -3
3267. e 40S8.4
6506.5
1.9 23.1 53.1
94.3
-64. D
0.0 76.6
168.1 -23s. e -129. e 0.0
826.7
D40.2
1059.6
1110.4 1167.1
883.1
716.9
953.e izeo .5 1337.3
1394.0
Detailed Results of Facing Stability Analyses (Connections) I
SRRl Heel -0 Connection Connection Connection Unit El ev Type Load Capacity Capacity t fft) (lbs/ft I (peak) fdefonna ti on)
(lbs/ft) (1 bdf t ) I m/A
e 4.67 1 212.2 736.0 #/A 4 2.0 1 501.1 973.6 11/A
. .. .< . . ..
SRWall (ver 1.1 June 1995)
27,/
Page 6
LN 95050839
7.1 degrees
7.33 ft Y A
Type 1
2.5 ft
Type 1
T -0.5 ft C
8.0 ft
Project Iden ti fi ca ti on :
Project Name: SERENATA - Wall . -
Section:
Data Sheet: 92121
O&herrt : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: UWEN ENGINEERING GROUP
Date: DECEMESER 18/ 2000
Time : 03:04:17 PM
. Data file: c:\srwalll\calcs\sernata4
SRWa31 (ver 1.1 June 1995) Page 1
Lh' 95050839
Licensed to:
(619) 471-2500
License Number: 95050839
Project Iden tif i ca ti on :
Project Name: -TA - Wall A
Section :
Data Sheet:
Owner: BRlcHM -1TIZS 5770 OBtRLIN DRIVS, BAN DUOO, CA 92121
Client :
Prepared by: OomQ ElVaIRESSIUt3 -UP
Date : ' DB- 18, 2000
Time : 03:04:17 PM
Data file: a:\8milll\oalas\srrn8tr5
Type of Structure:
Structure Criticality: Won-eri tioj
Olro.yathm+ia-Rainforoad squmntal Ratmining Wall
Design Methodoloqy: #ma )(.tho45 A
Wall Geometry:
Design ball Height ( ft 1
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height (ft)
Base Inclination (degrees)
Wall Inclination (degrees)
9.33
2.5
6.83
0.5
14
9.33
hori tontal
7.1
S1 opes :
Ffont Slope (degrees)
Back Slope (degrees) horirontll horisoatal
24(
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono
none
Friction
Cohesion Rngle Unit Weight
Soil Data : Soi 1 Description : (PSf) (degrees) (pcf)
Reinforced Soil mnd
Retained Soil rand Levelling Pad Soil gram1
Foundation Soil 8md
N/A 34.0 133.0
N/A 34.0 133.0 N/A 40.0 125.0
0.0 34.0 133.0
Seqmental Unit Name: Default -tal uait: proportie8
Segmental Unit Data:
Cap Height (in) aono
Unit Height (in) 8.0
Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) 1.0
Weight (lnf llled) (lbs) 167.0
Unit Weight (infilled1 (pcf) 125.3
Center of Gravity (in) 8.0
Segmental Unit Interface Shear Data:
Properties Peak strength Criteria Deformation Criteria
Minimum (lbdft) 770.0 Friction Angle (degrees) 27.0
Maximum (lbdft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement !&pes and Number:
Type Number Name
1 3 Sptpaforao rs 35
3 0 -0- SF 80
2 0 sympforcw SE 55
Geosynthetics Properties:
Strength and Polymer Type: Type 1 Type 2 we 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyortcrr po1p.t.r po1yr.tor
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Partial Material Safety Factors: Type 1 Type 2 Type 3
Creep 1.B9 1.59 1.61
Biological Degradation 1.00 1-00 1.00
Chemical Degradation 1.10 1.10 1.10
Construction Site Damage 1.1s 1.08 1.08
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
1946.0 LTDS ( lbs/ f t 1 870.7 1316.8
Coefficient of Interaction: me 1 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct Sliding: Type 1 TYP" 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
Connection Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 28.0 28.0 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Frict'ion Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft ) 2000.0 3000.0 3000.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0
27.0
2000.0
500.0 500.0
27.0 27.0
2000.0 2000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.207
Orientation of failure plane from horizontal (degrees) 55.63
Retained Soil (Ka) 0.207
Orientation of failure plane from horizontal (degrees) 55.63
Reinforced Soil (Ka horizontal component) 0.199
Retained Soil (Ka horizontal component) 0.199
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ft)
Base Reinforcement Ratio (L/H)
Calculated Design Criteria
6.47 1.5 011
15.64 2.0 olt
25.3 2.5 OK
9.0 5.6 OK
0.25 N/A
0.96 0.6
Note: calculated values mET ALL design criteria
Detailed Resulp of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbdft)
Total Vertical Force (lbs/ft)
Sliding Resistanae (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf) Maximum Bearing Pressure (psf)
1155.5
11075.6
3395.0
56227.6
32988.0
1303.7
7470 4 5
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Andor €WS ms FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
# (f t) stress (peak) (def) > 1.0 > 1.0 > 1.5 #/A
11 1 ' 6.67 0.0 3.04 1.1 6.22 #/A 29.26 QIC 7 1 4.0 9.0 5.43 2.31 9.64 %/A 10.31 oa
3 1 1.33 9.0 6.92 1.54 12.29 %/A 6.58 oa
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Tern Tensile Pullout
Unit Type? (ft) Design Load Capacity A Strength (lbdft) (peak) flbs/f t) (lbs/f t)
11 1 6.67 170.7 212.2 1319.9
7 I 4.0 ~70.7 377.3 3638.0
3 1 1.33 870.7 566.0 6954.4
Pullout Sliding Sliding Capacity Force Capacity
fdf) (lbs/ft) (lbs/ft) (lbs/f t )
94.3 0194.2
f/A 377.3 3888.3
#/A 849.0 ~1112.5
SRWall (ver 1.1 June 1995) Page 5
LEI 95050839
Results of Facinq Stability Analyses:
SRW Heel Geosynthetic FoS Fos Fos FDS ms Unit Elev Type 0-r- Shear Shear Connection Connection turning (peak) (defoma tion) (peak) (deforma tion) # (ft) > 1.5 > 1.5 IP/A > 1.5 . #/A
14 8.67 nono 56.68 >99 WA - 1B 8.0 poJw 15.05 37.46 U/A - -
12 7.33 nono 7.08 17.72 N/A -
11 6.61 1 4.2 7.71 W/h 3.47 I/&
10 6.0 DOSH 5.83 #/A
9 5.93 a- 5.54 Y/A - 8 4.67 amm 4.87 15.23 #/A - -
7 4.0 1 4.2 1.78 WA 2.m #/A 6 3.93 Dopy 4.99 - %/A - - I 2.67 4.02 - #/A - -
4 2.0 nolu 3.73 11.26 #/A - -
3 1.33 1 3.43 4 .I5 H/A 2.14 U/A 2 0.67 hbnr 3.33 - W/A - -
1 0.0 11- 3.18 >99 WA -
-
- - - - -
-
Note: calculated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses Mxnent and Shear):
SRW Heel GI50 Drive Resist Shear Shear Shear Unit Blev TP Mcrment Moment Load Capacity Capacity # Ift) flbs-f t/f t) (lbs-f t/f t) (lbs/f t) (lbs/ft) (Ibs/ft) (peak) I/A (defozma tion) +out -in
14 1s 12 11
10
9
8
7 6 I
4
1 2
1
8.67 8 .O
7.32 6.67
6.0 5.33
4.67
4.0
3.33 2.67 9.0
1.33
0.67 0.0
1.3 10.1
35.4
W.8
163.8 289.0
44s. I
870.8 955.1 lflO.l
1743.6
2263.9
2878.4 359l. 0
74.2 157.7
250.1 Sit, 6
951. 1 1566.9
2188 .O
2818.3 4038.4 $267.8
6506.5 1714.4
9192.1 1143B. 0
5.0
23.6
94.3
-64. b 0.0
76.6
285.1
-112.0 0.0
123.8 259.4 -159.2 0.0
Ia.1
026.7 883.5
940.2 726.9
1013.6 1110.4
t167.1
953.8 1280. 5 1537.3
1094 .o
1180.7
1507.5 1564.2
Detailed kesul ts of Facing Stability Analyses (Connections) :
SRly Heel -0 connection Connection Connection Unit Blev Typs Load Capaoi ty Capacity # (ft) (lbs/f t) ipeakl (def om tion) ilbs/f t )
U/A
(lbs/f t )
11 6.67 1 212.2 736.6 %/A 7 4.0 1 377.3 973.6 U/A 3 1-13 1 566.0 12X0.4 H/A
SRWall (ver 1.1 June 1995)
33/
Page 6
LN 95050839
7.1 degrees v
2.5 ft
I I
Type i
Type 1
1
Type1
T' -0.5 ft I J
1- 7
9.0 ft
Pro j ec I Iden ti fi ca t f on :
Project Name: SERENATA - Wall A * ;:\
Section : Data Sheet:
OJnhent : BREHM COMMUNITIES 5770 OBERLIN DRNE, 9AN DIEGO, CA
Prepared by: UWEN ENGINEERING GROUP
Date: DECEMEBER 18, 2000
Time : 03:04:17 M
Data file: c:\arwalll\calcs\sesnata5
92121
SRWdll (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
(619) 471-2500
License Number: 95050039
Prof ec t Identification :
Project Name: Sarrsrrk Wall B 4. C CNo-)
Section : Data Sheet:
Owner: B~mh Cammutities 5770 obmrlin Dtivo, 23811 Dimgo, Cm 92121
Client :
Prepared by: OWEN rnginomring @roup
Date: Doer 20, 2000
Time : 02:50:30 PM
Type of Structure:
structure Criticality: Nan-caritioal
Gravity slrgaratal Lktdning Wall
Design Methodolo= He44 ldmthod
Wa 11 Geometry:
Design hall Height (ft) 2.67
Embedment Wall Height (ft) 2.5
Exposed Design Wall Height (ft) 0.17 Minimum Levelling Pad Thickness (Et) 0.5
Number of Segmental Wall Units
Hinge Height (ft)
Base Inclination (degrees)
Wall Inclination (degrees)
4
2.67
horinoakil
7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees)
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge nono
Dead Load Surcharge nono
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (PSf) (degrees) (pcf 1
Retained Soil auad
Levelling Pad Soil grrvrl
Foundation Soil suad
N/A 34.0 133.0
N/A 40.0 125.0
0.0 34.0 133.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (inf illed) (lbs
Unit Weight (infilled) (pcf 1
Center of Gravity (in)
Dafault 8mgmmta.l unit propertima
now 8.0
16.0
18.0
1 .o
167.0
125.3
0.0
Segmental Unit Interface. Sheer Data:
Propsrti es Peak Strength Criteria Def01m8tiOn Criteria
Minimum (lbs/ft) 500.0
Friction Angle (degrees) 45.0
Maximum (lbs/ft) 2000.0
600.0
45.0
ilooo.0
Coefficients of Earth Pressure and F8ilure Plane Orientations:
Retained Soil (Ka) 0.32
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka horizontal component) 0.308
SRWa11 (ver 1.1 June 1995) Page 3
LN 95050839
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Footing Width (B') (ft)
Base Eccentricity (e) (ft)
Note: calculated values MEET ALL design criteria
Calculated Design Criteria
1.79 1.5 OIC
2.71 2.0 ost.
39.27 2.0 ox
1.83 N/A
0.33 N/A
Detailed Results of External Stability Analyses:
Total Horizontal Force (lbs/ft)
Total vertical Farce (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft 1
Resisting Moment (lbs-ft/ft )
Bearing Capacity tpsf) Maximum Bearing Pressure (psf)
Calculated Values :
146.2
445.3
261.6
130.2
952.6
14942.4
380.5
Results of Pacing Stubili ty Analyses:
SRW Heel Geosynthetic FVS Unit Elev !&pe over- x (ftl turning > 1.5
4 2.0 llooI 36.63 3 1.33 nena P.73 2 0.67 nule 4.58 1 0.0 llQpu 2.72
Note: calculatad values MEET ALL design
€DS FOS Shear Shear
(peak) (deforma tion) > 2.5 I/h
67.05 I/h
10.16 N/A
6.48 Wh
criteria
1~~2 #/A
Detailed Results of Facinq Stability Analyses @&me nt and Shear) :
SRW Heel -0 Dri ve Resist Shear ani t Elev Type Moment hbment Load 1 , (ft) (lbs-ft/ft) (lbs-ft/ft) (lbdft)
+out -in
4 4 .O noam 1.0 74.8 9.1
3 1.33 llQM 16.2 157 7 36.5 2 Q.67 aeao 14.7 250.5 02.1 1 0.0 nome 129.7 382.6 14s. 9
Shear Capacity (Ibdft)
(peak)
611.3 722.7
834.0 94s. 3
Shear Capacity (lbs/f t) (de fomtion) la/h
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
I
A -0.5 ft
Project Iden t i fi ca ti on :
Project Name: Serenata Wall B 4 c Section:
Data Sheet:
Went: Brehm Cornunities 5770 Oberlin Drive, San Diega, Ca
Prepared by: OWEN Engineering Group
Time : 02:50:30 PM
92121
Date : Decesnber 20, 2000
Data file: c:\srwalll\calcs\senatala
SRWa11 (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RIITAINXNQ IIISLLS COMPANY
1531 ORAND AVE#CIE
SLLMMARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden t if i ca t ion :
Project N-: - wdi t3 4 c (UJ -)
Section:
Data Sheet:
Owner : CCMdUMIT'adS 5770 --IN DRIVE, LUN DISQO, CA 92121
Client :
Prepared by: OllLN May QROm
Date: DE- 18, 2000
Time : 03:04:17 PM
me of Structure: ekomyathetia-Rminforcllrd Segmmntal mtdning Wall Structure Criticality: Non-eritieraJ
Deaiqn Metho@ology: NQaA mhthad A
Wall Geometry :
Design Wall Height (ft)
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height ( ft )
Base Inclination (degrees)
Wall Inclination (degrees)
4.67
2.5
2.17
0.5
7
4.67
horizontal
7.1
Slopes :
Front Slope (degrees) horirontal
Back Slope (degrees). 26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharqes:
Live Load Surcharge nonm
Dead Load Surcharge nono
Friction
Cohesion Angle Unit Weight
Soil Data; soil Descriptian : (PSf (degrees) (pcf I
133.0 Reinforced Soil .and N/A 34.0
Retained Soil 8md N/A 34.0 133.0
Levelling Pad Soil gram1 N/A 40.0 126.0
Foundation soil sand 0.0 34.0 133.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in) Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf 1
Center of Gravity (in)
aonm
8.0
16.0
19.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data:
Proper ties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
I
Geosynthetic Reinforcement Types and Number:
Tme Number Name
1 1 syEp8foLzQ, PB 35
2 0 sympaforcn sr 55 3 0 Byatpaforem B1p 80
Geosynthetics Properties:
Strength and Polymer Tme: Twe 1 Type 2 me 3
Index Tensile Strength (lbdft) 2627.0 3731.0 5583.0
Polymer Type polyastac polymstor polym8trr
SRWall (ver 1.1 June 1995) Page 3
LEJ 95050839
Type 3
1.61
1.00
1.10
1.08
1.50
Partial Material Safety Factors: Type 1 Type 2
Creep 1.59 1.59
Biological Degradation 1.00 1.00
Chemical Degradation 1.10 1.10
Construction Site Damage 1.15 1.08
Material Uncertainty 1.50 1.50
Type 3 Long Term Design Strength: Type 1 Type 2
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interaction: Type 1 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Def omat ion Criterion 0.6 0.6 0.6
Coefficient of Dire,c t S1 iding : Type1 Type 2 TVp@ 3
Peak Load Criterion 0.8 0.s 0.75
Connection Strength: Type 1 me 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0
28.0 28.0
2000.0 3000.0
500.0
28 :o
3000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Maximum (lbd f t 1 2000.0 9000.0 3000.0
Friction Angle (degrees) 28.0 28.0 28.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength : Type 1 Type 2 me 3
Peak Strength Criterion:
Mininnun (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deforma tion Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
.- ....
SRWal1 (ver 1.1 June 1995) Page 4
LN 95050839
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stabidity Analyses:
Calculated Design Criteria
FOS Sliding 2.62 1.5 ox
FOS Overturning 5.25 2.0 ox
Base Reinforcement Length (L) (ft) 5.0 2.8 OK
FOS Bearing Capacity 31.65 2.5 OK
Base Eccentricity (e) (ft) 0.07 N/A
Base Reinforcement Ratio (L/H) 1.07 0.6 OK
Note: calculated values MEET ALL design criteria
Detailed Results of External stability Analyses:
Total Horlzontal Force (lbs/ft)
Total Vertical Force (lbs/ Lt)
Sliding Resistance (lbdft)
Driving Moment (lbs-f t/ f t )
Resisting Moment (lbs- f t/ ft 1
Bearing Capacity (psf)
Maximum Bearing Pressure (psf]
Calculated Values:
912.6
3643.6
2390.2
2029.1
10643.2
23064.9
728.9
Resul ts of Internal Stabilf ty Analyses:
SRW Geosyn Elev Length Anchor FOS Fws €us Fos Layer Unit Ty~p (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
I (ft) stress (peak) (def) ; (peak) Ift) > 1.0 > 1.0 > 1.1 U/A > 1.8 C 2.67
4 1 2.0 1.0 2.11 1.95 2.29 I/A 3.78 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stabili ty Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capaci t y
# Strength (lbdft) (peak) (de€) (lbs/ft) (lbs/ft)
(lbs/f t) (lbs/ft) (lbdft)
4 1 2.0 870.7 446.8 1021. B X/A 447.4 16D2.2
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS ms FOS
Unit Elev Type Over- Shear Shear x (f t) turning (peak) (defonna tion) > 1.5 , > 1.5 IR/A
7 4.0 a- 6 3.33 non~
5 2.67 tmmo 4 2.0 1
3 1.33 now
2 0.67 non~
1 0.0 nom
96.63 BQ.68 H/A 9.73 24.22 N/A 4-16 11.46 #/A 2-72 4.98 WA
MIA 3.77 -
9.56 - WA
3.15 - #/A
Note: calculated values MEET ALL design criteria
FOS
Connect ion (peak) > 1.5
Fos
Connection
(defonna tion)
I/A
Detailed Results of Facing Stability Analyses (l?loment and Shear) :
SRW Heel GeO Drive Resist Shear Shear Shear Unit Elev Type mmen t Moment Load Capacity Capacity I (ft) (lbs-f t/f t) (lbs-ft/ft) (lbs/ftJ (lbs/ft) (lbs/ft) (deformation)
+out -in Uh
7 4.0 lIQM 2.0 74.2 9.1 626.7 */A
6 3.39 noam 16.2 157.7 36.5 883.5 #/A 5 2.67 MM 54.7 250.6 82 .l 040.2 Ufh 4 2.0 1 129.7 3cI2.6 145. D 726.9 U/A
3 1.33 alone 253.3 055. 1 -218.8 1013.6 UIA 2 0.67 , - 437.6 1586.9 -118.5 1110.4 */A
1 0.0 lloly 695.0 2188.0 0.0 1161.1 U/A
Detailed Results of Facing Stability Analyses (Connections) :
SRN ' Heel OeO Connection Connection Connection
[mi t Elev Type Load Capaci t y Capaci t y # (ft) (lbs/f t) (peak) (defonna tion)
(lbs/f t J (lbs/f t) u/m
4 2.0 1 446.8 736.8 I/A
SRWall (ver 1.1 June 1995)
+?/
Page 6
LN 95050839
Sympaforce FS 35
Project Identification :
Project Name: SEF?ENATA - Wall *@ $ c
Section:
Data Sheet: 92121
Ohbent :
Prepared by: WN ENGINEERING GROUP
Date: DECEMEBER 18, 2000
Time : 03:04:17 EM
BREHM COIMJNITIES 5770 ORERLIN DRIVE, SAN DIEOO, CA
Data file: c:\srwalll\calcs\senata2a
SRWa11 (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RETAINING WALLS CCMPANl!
1531 GRAND AVENUE
EUM -COS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden ti f i ca t ion :
Project Name: B~R~MATA - wall .p f~.
Section :
Data Sheet:
Owner: BREm C~ITICS 5770 OBZRLIN DRIVE, SAN DnGO, CA 92121 Client:
Prepared by: OPRN ItblamEBRINa aROVP
Date : DLCgdlCBXR 18, 2000
Time : 03:04:17 m
Data file: a: \mrwalll\da8\mmnata3a
TVpe of Structure:
Structure Cri tical i ty :
Design Methodology: N- W.thod A
Qmosynthrtia-Reinfomod Sogmntal Rmtain$ng Wall
Non-ori tiaal
Wall Geometry:
Design fall Height ( ft)
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height (ft)
Base Inclination (degrees)
Wall Inclination (degrees)
6.0
2.5
3.5
0.5
9
6.0
horizontal
7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees) horizontal
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
none
nom
Friction
Cohesion Angle Unit Weight
Soil Data : Soil Description: (psf) (degrees) (pcf)
Reinforced Soil 88nd N/A 34.0 133.0
Retained Soil 8-d N/A 34.0 133.0
Levelling Pad Soil gravrl N/A 40.0 125.0
Foundation Soil 8- 0.0 34.0 133.0
Segmental unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight ( inf illed) (lbs )
Unit Weight (infilled) (pcf)
Center of Gravity (in)
nom.
8.0
16.0
18.0
1.0
167.0
12s. 3
8.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
\
Geosynthetic Reinforcement !types and Number:
Type Number Name
Geosyn the t i cs Properties :
Type 3 Type 2 Strength and Polymer Tvpe: Type 1
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type pOlp8tmr polyorhr galyesht
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Part i a1 Ma t eri a1 Safety Fa ct ors : Type
Creep 1.59
Biological Degradation 1.00
Chemical Degradation 1.10
Construction Site Damage 1.15
Material Uncertainty 1.50
1 me 2 Type 3
1.59 1.61
1.00 1.00
1.10 1.10
1.08 1.00
1.50 1.50
Long Term Desiqn Strength: * The 1 me 2 Type 3
LTDS (lbs/ft) 070.7 1316.0 1046.0
Coefficient of Interaction : Type 1 Type 2 Type3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct Sliding: TYPe 1 TMpe 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
Connection Strength: TYP* 3 me 2 me 3
Peak Strength Criterion:
Minimum { lbs / f t
Friction Angle (degrees)
Maximum (lbs/ f t )
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 9000.0 3000.0
Defomatfon Strength Criterion:
Friction Angle (degrees) 28.0 28.0 28.0
Minimum (lbs/ft) 500.0 500.0 500.0
Maximum (lbs/ft) 2000.0 3000 6 0 3000.0
Geosynthetic-segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 me 3
Peak Strength Crf terion ;
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
‘471 ’
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
~- ~~ ~~~
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka horizontal component) 0.308
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ft)
Base Reinforcement Ratio (L/H)
calculated Design Criteria
2.27 1.5 015
3.85 2.0 ox
22.63 2.5 OS
5.0 3.6 OK
0.24 N/A
0.83 0.6 ac
Note: Calculated values MeET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 1314.0
Total Vertical Force (lbs/ft) 4416.5
Sliding Resistance (lbs/ft) 2978.9
Driving Moment (lbs-ft/ft 1 3505.4
Resisting Moment (lbs-ft/ft) 13480.3
Bearing Capacity (psf) 22123.7
Maximum Bearing Pressure (psf 1 977.7
Results of Internal Stabilf ty Analyses:
SRW Geosyn Elev Length Anchor FOS Fos ms FOS Layer Unit Tp (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
# (f t) stress (peak) (def) > 1.0 > 1.0 > 1.8 U/A
6 1 9.33 5.0 1.08 2.85 1.7 H/A 3.78 OK
2 1 0.67 5.0 3.15 2.12 5.87 HfA 2.37 OR
Note: calculated values MEET ALL design criteria
&tailed Results of Internal Stability Analyses:
SRW Geosyn Elev tong Term Tensile Pullout Pullout Sliding Sliding Unit Type lft) Design Load Capaci ty Capacity Force Capacity Strength (lbs/ft) (peak) (def I (Ibs/ft) (lbs/ft) (lbs/f t) Ilbs/ft) Ilbdft) #
6 1 3.13 870.7 128.2 556.9 WA 447.4 iaea .2
2 1 0.67 870.7 410.3 2408.4 WA 1104.2 2620.8
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS
# ift) turning Unit Elev Type Over-
> 1.5
9
7
6
5
4
3
2
1
Note:
e 5.33 4.67
4.0
3.33
2.87 2.0 1.33
0.67
0.0
36.63 9.73
4.18
2.72
3.77
3.15
2.72
2.73
3.18
calculated values MEET ALL design
FOS ms
Shear Shear (peak) gfomati > 1.5
90.68 #/A 21.24 W/A 11.46 N/A
4.98 #/A - Wh
WA
9-85 WA
1.74 WA >os #/A
criteria
-
:on)
FOS
Connection
(peak) > 1.5
FOS
Connection (defonna tion)
XlA
Detailed Results of Facing Stabili tv Analyses @lbment and Shear) :
SRRl Heel -0 Drive Resist Shear Shear Shear mi t Elev TW Molnen t Moment Load Capacity Capacity # (ft) Ilbs-f t/f t) Ilbs-f t/f t) Ilbs/f t ) (lbs/f t) (lbs/f tl (peak) (defonna ti on)
+out -in #/A
5.39 4.67
4.0
3.33
2.67
2.0
1.33 0.67
0.0
2.0
lloDI 16.2 nono 54.7
1 123.7
lloDI 213.3
Oanr 437.6
DODI 695.0 1 1037.4 1477.0
74.2 157.7 250.5
352.6 955.1 1566.9 2188 .Q
2818.3
4038.4
3.1 96.1
81.1
145.0 -100.3
0.0 118.5
255.3
0.0
826.7 1I/A 883.5 U/A
940.2 #/A 726.9 #/A 1613.6 U/A
1110.4 N/A
1167.1 Y/A
853.8 U/A X280.5 1/A
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel -0 Connection Connection Connection
# (ft) (lbs/f t J (peak) (defonna tionJ Unit Elev Type Load Capacity capacity
(lbs/ft) (1 bs/ f t )
U/A
6 3.33 1 328.2 736.8 WA 2 ,0.87 1 410.3 373.6 U/A
SRWall (ver 1.1 June 1995)
2.5 ft
44(
Page 6
I LN 95050839
Pro j ec t Iden ti f.i ca ti on :
Project Name: SERENATA - Wall @ 4 €G
Sect ion:
Data Sheet: 92121
Prepared by: OWEN ENGINEERING GROUP
Date: DECEMEBER 18, 2000
Time: 03:04:17 PM
Data file: c:\srwalll\calca\eenata3a
Oirment : BREHM CCWIUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RETAmING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden ti f i cd tion :
Project Name: SERENATA - WALL B
Section :
Data Sheet:
Owner: BREHM COW4UNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121
Client:
Prepared by: OWEN ENGINEERING GROUP
Date : December 18 2000
Time : 03:22:09 PM
Data file: c: \srwalll\al6sympa
Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Des i gn Me t h odol ogy : NCMA Method A
Wall Geometry:
Design Wall Height (ft)
Embedment Wall Height ( f t)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height ( f t )
Base Inclination (degrees)
Wall Inclination (degrees)
8.0
2.5
5.5
0.5
12
8.0
horizontal
7.1
Slopes :
Front Slope (degrees)
Back Slope (degrees)
horizon tal
26.6
,...
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
none
none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description : (PSf I (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A 34.0 133.0
N/A 34.0 133.0
N/A 40.0 125.0
0.0 34.0 133.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
Default segmental unit properties
none
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data :
Properties Peak Strength Criteria Deformation Criteria
Minimum, (lbs/ft) 770.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
1 3 Sympaforce FS 35
2 0 Sympaforce SF 55
3 0 SylPpaforce SF 80
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Geos yn thetics Properties :
Strength and Polymer Type: Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyester polyester polyester
Partial Material Safety Factors: Type 1 Type 2 Type 3
Creep 1.59 1.59 1.61
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1.10
Construction Site Damage 1.15 1.08 1.08
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interaction : Type 2 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct S1 iding: Type 1 Type 2 Type 3
Peak Load Criterion 0.e 0.8 0.75
Connection Strenqth: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ f t )
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
Friction Angle (degrees) 28.0 28.0 28.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deformation Strength Criterion: '
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding 2.29 1.5 OK
FOS Overturning 3.94 2.0 OK
FOS Bearing Capacity 20.48 2.5 OK
Base Reinforcement Length (L) (ft) 7.0 4.8 OK
Base Reinforcement Ratio (L/H) 0.80 0.6 OK
Note: calculated values MEET ALL design criteria
Base Eccentricity (e) (ft) 0.3 N/A
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
2514.7
8522.0
5748.7
9280.5
36562.1
27270.7
1331.3
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer
Unit Type (ft) (ftl Length Over- Pullout Pullout Sliding Spacing
Y (ftl stress (peak) Idef) (peak) (ftl > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
9 1 5.33 7.0 1.53 3.16 3.48 N/A 3.61 OK
6 1 3.33 7.0 3.08 2.27 6.55 N/A 2.78 OK
3 1 1.33 7.0 4.63 1.33 7.09 NJ/A 2.26 OK
Note: calculated values MEET ALL design cri&ria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding
Unit Type (ftl Design Load Capacity Capacity Force Cepaci ty
# Strength (lbs/ft) (peak) (defl (lbs/ft) (lbs/ft) (lbs/f t) (lbdf t) (lbs/f t)
9 1 5.33 870.7 275.8 958.5 N/A 675.5 2436.0
6 1 3.33 870.7 382.9 2507.4 N/A 1228.4 3419.5
3 1 1.33 870.7 654.2 4635.8 N/A 1945.5 4403.1
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear
# (ft) turning (peak) (deformation) > 1.5 > 1.5 N/A
12
11 10
9
8
7
6 5
4
3
2
1
7.33
6.67 6.0
5.33 4.67
4.0
3.33 2.67
2.0
1.33
0.67
0.0
none
none none
1
none none
1
nonr
none
1
none
none
Note: calculated values MEET
36.63 90. 68
9.73 24.22
4.58 11.46
2.72 4.98 3.77 -
3.58 21.18
3.15 5.25 3.28 -
3.13 16.05
2.89 4.22 2.84 -
2.71 -
ALL design criteria
FOS
Connect ion
(peak) > 1.5
-
2.67 - -
2.39 - -
1.67 -
FOS Connection (deforma tion)
N/A
\
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel GeO Drive Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity Capacity Y (ft) (lbs-ft/f t) (lbs-f t/f t) (lbs/ft) (lbs/f t) (lbs/ft) (def orma ti on)
+out -in ‘peak) N/A
12
11
10
9 8
7
6
5
4
3
2
1
7.33
6.67
6.0 5.33
4.67
4.0
3.33
2.67
2.0
1.33 0.67
0.0
none
none
none
nonr
none
1 none
none
1
none
none
2.0 16.2
54.7 129.7
253.3
437.6
695.0
1037.4
1477.0 2026.1 2696.7
3501.1
74.2 157.7
250.5
352.6 955.1
1566.9
2188.0
3398.8
4618.9
5848.3 7667.4
9495.8
9.1 36.5
82.1 145.9
-47.9
52.4
171.0 -75.2
79.8 253.0 -209.7
0.0
826.7
940.2 726.9
1053.6
1110.4 .
897.1 1223. 8
1280.5 1067.3
1394.0
1450.7
8133.5
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection Connection
Wni t El ev me Load Capa ci t y Capacity I (ft) (lbs/f t) (peak) (de forma ti on) (lbs/ft) (lbs/f t)
NIA
9 5.33 1 275.8 136.8 N/A
6 3.33 1 382.9 914.4 N/A
3 1.33 1 654.2 1092.0 N/A
SRWall (ver 1.1 June 2995) Page 7
LN 95050839
Proj ec t Iden ti f i ca ti on :
Project Name: SERENATA - WALL B
Sect ion :
Data Sheet:
Olment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
92121
Data file: c:\srwalll\al6sympa
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAMMARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification:
Project Name: SERENATA - B
Section :
Data Sheet:
Owner: BREHM CObMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121
. Client:
Prepared by: OWEN ENGINEERING GROUP
Date : Decunber .18 2000
Time : 03:22:09 PM
Data file: c:\smalll\al6sympa
Type of Structure: Goosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NCMA hfethod A
Wall Geometry:
Design Wall Height (ft)
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height ( f t 1
Base Inclination (degrees)
Wall Inclination (degrees)
9.33
2.5
6.83
0.5
14
9.33
horizontal
7.1
S1 opes :
Front Slope (degrees)
Back Slope (deqrees)
horizontal
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
none
none
Friction
Cohesion Angle Unit Weight
Soil Data: soil Description: (psf 1 (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A 34.0 133.0
N/A 34.0 133.0
N/A 40.0 125.0
133.0 0.0 34.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
Default segmental unit properties
none
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum, (lbs/ft) 770.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
1 4 Sympaforce FS 35
2 0 Sympaforce SF 55
3 0 Sympaforce SF BO
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Geosyn the t i cs Properties :
Strength and Polymer Type:, Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyester polyester polyester
Partial Material Safety Factors: Type 1 TYP 2 Type 3
Creep 1.59 1.59 1.61
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1.10
Construction Site Damage 1.15 1.08 1.08
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interact ion :
Peak Load Criterion
De f o mat i on C ri t e ri on
Type 1 Type 2 Type 3
0.7 0.7 0.7
0.6 0.6 0.6
Coefficient of Direct Sliding: Type 1 Type 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
1 Connection Strenqth: Type 1 Type 2 Type 3
Peak Strength Criterion :
Minimum (lbs / f t )
Friction Angle (degrees)
Maximum (lbs/ft)
500 .O 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbs / f t ) 500.0 500.0 500.0
Maximum (lbs/ f t ) 2000.0 3000.0 3000.0
Friction Angle (degrees) 28.0 28.0 28.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geo s yn the ti c - Segmen t a 1 Re t a in i n g Wa 1 1 Un i t
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deformation Strength Criterion: *
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
~~
Coefficients o€ Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e)(ft)
Base Reinforcement Ratio (L/H)
Cal cul a t ed Design Cri t eria
2.32 1.5 OK
4.07 2.0 OK
19.97 2.5 OK
8.5 5.6 OK
0.32 N/A
0.91 0.6 OK
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
3577.8
12300.7
8296.9
15749.9
64089.1
31251.0
1565.0
SRWall (ver 1.1 June 1995) Page 5
LN 95050833
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS Unit Type (ft) (ftJ Length Over- I (ft) stress > 1.0 > 1.0
11 1 6.67 8.5 1.99 3.16
8 1 4.67 8.5 3.54 2.27
5 1 2.67 8.5 5.1 1.59
2 1 0.67 8.5 6.65 J.5
Note: calculated values MEET ALL design criteria
FOS
Pull out
(peak) > 1.5
5.11
8.27 10.07 14.51
FOS
PUl lou t
(clef)
N/A
N/A
N/A
N/A N/A
FOS
Sliding
(peak) > 1.5
3.53
2.87 2.41 2.07
Layer -
Spacing
(ft) < 2.67
OK
OK
OK
OK
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capacity x Strength (lbs/ft) (peak) (def) (lbs/ft) (lbs/ft) (lbs/f t ) (lbs/ftJ (lbs/ft)
11 1 6.67 870.7 ,275. 8 1409.2 N/A 877.3 3094.5
4293.3 5492.2
2 1 0.67 870.7 581.2 8433.4 N/A 3225.7 6691.0
1496.0 2278.8 8 1 4.61 870.7 382.9 3168.7 N/A
5 1 2.67 870.7 547.0 5507.7 N/A
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection
??gk) W/A > 1.5 N/A x (ft) turning (deforma tion) (peak) (de fonna t ion) > 1.5
14 13
12 11 10 9
8
7 6 5
4 3 2 1
Note :
8.67 nonr 8.0 none
7.33 nono 6.61 1 6.0 none 5.33 nonr 4.67 1
4.0 nonr 3.33 nonr 2.67 1 2.0 nonr 1.33 none
0.67 1
0.0 none
calculated values MEET
36.63 90.68 9.73 24.22
4.58 11.46 2.72 4.98 3.77 -
3.58 21.18 3.15 5.25 3.28 -
3.13 16.05
2.89 4.22 2.84 -
2.71 13.54 2.55 3.69 2.48 -
ALL design criter
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel GeO Drive Resist Shear Unit Elev Type Moment Moment Load I (ft) (lbs-ft/ftl (lbs-ft/ft) (lbs/ft)
+out -in
14 8.67 13 8.0 12 7.33 11 6.67
10 6 .O 9 5.33
8 4.67 7 4.0 6 3.33
5 2.67 4 2.0
3 1.33 2 0.67
1 0.0
none none
nono 1 nons none
1 none none 1 none none
A nonr
2.0 16.2 54.7 129.7 253.3 437.6 695.0 1037.4 1477.0 2026.1 2696.7
3501.1 4451.4
5559.6
74.2 157,7 250.5 352.6
955.1 1566.9 2188.0 3398.8 4618.9 5848.3 7667.4
9495.8 11333.5 13760.9
9.1 36.5
82.1 145.9 -47.9 52.4
171.0 -75.2 79.8 253.0 -102.6
107.1 335.1
0.0
Shear
Capaci t y (lbs/f t J
(peak)
826.7 883.5 940.2
726.9 1053.6 1110.4 897.1 1223.8 1280.5 1067.3 1394.0 1450.7 1237.5 1564.2
Shear
Capacity (lbs/ft) (defoxma ti on)
N/A
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Connections) :
SRW Heel Geo Connection Connection Connection
Unit El ev TYPe Load Capaci t y Capa ci t y
# (ft) (lbs/ftl (peak) (de formation)
(lbs/ft) (lbs/ft)
#/A
11 6.61 1 275.8 736.8 N/A a 4.61 1 382.9 914.4 N/A 5 2.67 1 547.0 1092.0 N/A
2 0.67 1 581.2 * 1269.6 N/A
SRWall (ver 1.1 June 1995)
b3/ ’
Page 7
LN 95050839
7.1
9.33 ft
Sympaforce FS 35 I Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
-0.5 ft
8.5 ft
Project Identifi cati on :
Project Name: SERENATA - WALL B
Section:
Data Sheet: 92121
OQment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to :
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden t if ica ti on :
Project Name: SERENATA - WALL #C
Section:
Data Sheet:
Owner : BREHM C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121
Client:
Prepared by: OWEN ENGINEERING GROUP
Date : Decembrr 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6rympa .
Type of Structure: Georynthetic-Reinforced Segmental Retaining Wall
Structu,re Criticality: Non-critical
Design Methodology: NCMA Method A
Wa 11 Geometry :
Design Wall Height (ft) 6.67
Embedment Wall Height (ft) 2.5
Exposed Design Wall Height (ft) 4.17
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 10
Hinge Height ( ft) 6.67
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
Slopes :
Front Slope (degrees)
Back SloPe Idearees)
horizontal
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge (psf) 280
Fri ct ion
Cohesion Angle Unit Weight
Soil Data: Soil Description : (psf 1 (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A 34.0 133.0
133.0 N/A 34.0
N/A 40.0 125.0
0.0 34.0 133.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
Default segmental unit properties
none
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data:
Proper t i es Peak Strength Criteria Deformation Criteria
Minimum' (lbs/ft) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ f t) 2000.0 2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
1 3 Sympaforce FS 35
2 0 Synpaforce SF 55
3 0 Sympaforce SF 80
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Geosynthetics Properties:
Strength and Polymer Type: Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyester polyester polyester
Pa rti a 1 Ma t eri a1 Safety Factors : Type 1 Type 2 Type 3
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1-10 1.10
Construction Site Damage 1.15 1.08 1.08
Creep 1.59 1.59 1.61
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interaction:
Peak Load Criterion
Deformation Criterion
Type 1 Type 2 Type 3
0.7 0.7 0.7
0.6 0.6 0.6
Coefficient of Direct Sliding : Type 1 Type 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
Connectkon Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
.Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0
28.0
2000.0
500.0
28.0
3000.0
500.0
28.0
3000.0
Def orma ti on Strength Cri t eri on :
Minimum (lbs/ft) 500.0 500.0 500.0
Maximum ( lbs / f t ) 2000.0 3000.0 3000.0
Friction Angle (degrees) 20.0 28.0 28.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geosyn the t i c-Segmen t a1 Ret a ining Wa 11 Uni t
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ ft )
Friction Angle (degrees)
Maximum ( lbs / f t )
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deformation Strength Criterion: '
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stability Analyses:
Calculated Design Criteria
1.5 OK FOS Sliding 2.09
FOS Overturning 3.51 2.0 OK
FOS Bearing Capacity 18.58 2.5 OK
Base Reinforcement Length (L) (ft) 6.5 4.0 OK
Base Eccentricity (e) (ft) 0.3 N/A
0.6 OK Base Reinforcement Ratio (L/H) 0.97
Note: chlculated values MEET ALL design criteria
Detailed Results of External Stability Analyses:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
Calculated Values:
2658.3
8226.2
5548.6
9683.8
33957.9
25904.4
1393.9
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
Y (ft) stress (peak) (def) (peak) (ft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
8 1 4.67 6.5 1.54 1.96 2.72 N/A 3.13 OK
5 1 2.67 6.5 3.1 1.74 5.98 N/A 2.4 OK
2 1 0.67 6.5 4.65 1.6 9.82 N/A 1.96 OK
Note: calculated values MEET ALL design critkria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pull out Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capacity Y Strength (lbs/ft) (peak) (def) (lbs/ft) (lbs/ft)
(lbs/f t) (lbs/ft) (lbs/ft)
8 1 4.67 870.7 443.8 1207.2 N/A 888.5 2777.9 5 1 2.67 870.7 501.0 2998.3 N/A 1537.6 3689.7
2 1 0.67 870.7 542.8 5330.1 N/A 2350.8 4601.5
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection x (ft) turning (peak) (defonna tion) (peak) (defonna ti on) > 1.5 > 1.5 N/A > 1.5 N/A
10 6.0
9 5.33
8 4.67 7 4.0
6 3.33 5 2.67
4 2.0
3 1.33
2 0.67 1 0.0
none
nona
1
none
none
1
none none
.A none
3.5
1.7
1.1* 1.84
1.87 1.72
1.89
1.88
1.79 1.82
12.39
5.83
2.63
14.61 3.65
12.31
3.24
-
-
-
-
1.71 - -
1.9 -
Note: * value does NOT MEET design criterion (1 occurrences)
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel GeO Drive Resist Shear Shear Shear Unit El ev Type Moment Moment Load Capacity Capacity x fft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbdft) (lbs/ft)
(peak) (deforma tion) +out -in N/A
10
9
8
7
6
5
4 3
2
1
6.0
5.33 4.67 4.0
3.33
2.67
2.0 1.33
0.67
0.0
nom
none 1
nonr
nonr 1
none
none
1
none
21.2
93.0
227.5 436.8
733.1
1128.6
1635.5
2265.8
3031.8
3945.6
74.2
157.7
250.5
804.3
1367.3
1939.7
3091.4
4252.4
5422.7
7182.8
66.7
151.6 254.8
-67.5
72.1
230.0
-94.9
99.5
312.0
0.0
826.7 N/A
883.5 N/A 670.2 N/A
996.9 N/A 1053.6 N/A
840.4 N/A 1167.1 N/A
1223.8 N/A
1010.5 N/A
1337.3 N/A
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Connections) :
SRW Heel Geo Connection Connection Connection Unit Elev Type Load Capa ci t y Capa ci t y
# fft) (lbs/f t) (peak) (defonna tion)
(1 bs/f t) (lbs/ft I
N/A
8 4.67 1 443.8 677.6 NIA
5 2.67 1 501.0 855.2 N/A
2 0.67 1 542.8 1032.8 N/A
\
SRWall (ver 1.1 June 1995) Page 7
LN 95050639
7.1 degrees
Sympaforce FS 35
6.67 ft
Sympaforce FS 35
Sympaforce FS 35
-0.5 ft
I- -
6.5 ft I
Proi ect Identification :
Project Name: SERENATA - WALLSG
Section:
Data Sheet:
Orlrment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
92121
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification :
Project Name: SERENATA - WALLA c,
Section:
Data Sheet:
owner : BREHM COM4UNITIES 5770 OBERLIN DRIVE, SAN DIEW, CA 92121
Client :
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
Type of Structure: Geosynthetic-Reinforced Segmsntal Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NCMA Method A
Wa 11 Geome try :
Design Wall Height (ft)
Embedment Wall Height ( ft 1
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
8.67
2.5
6.17
0.5
Number of Segmental Wall Units
Hinge Height ( f t )
Base Inclination (degrees)
Wall Inclination (degrees)
13
8.67
horizontal
7.1
S1 opes :
Front Slope (degrees) -_-..- -7 _._. ,,. .
horizontal -- -
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge (psf)
none
280
Friction
Cohesion Angle Unit Weight
Soil Data : Soil Description: (psf) (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A 34.0 133.0
N/A 34.0 133.0
N/A 40.0 125.0
133.0 0.0 34.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
Default segmental unit properties
none
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimumi (lbs/ft) 770.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
1 4 Sympaforce FS 35
2 0 Sympaforce SF 55
3 0 Sympaforce SF 80
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Geosyn the t i cs Proper ties :
Strength and Polymer Type: Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyester polyester polyester
Partial Material Safety Factors: Type 1 Type 2 TYPe 3
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1.10
Creep 1.59 1.59 1.61
Construction Site Damage 1.15 1.08 1.08
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 TYPe 3
LTDS (lbs/ft) 870.7 1316.8 1946.0
Coefficient of Interaction : Type 1 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct Sliding: Type 1 Type 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
I
Connection strength:
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
Type 1 Type 2 Type 3
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deformation Strength Criterion :
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 28.0 28.0 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ f t )
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deformation Strength Criterion: '
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ f t ) 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stabilitv Analvses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ft)
Base Reinforcement Ratio (L/H)
Ca 1 cu 1 a t ed
2.22 1.5 OK
3.86 2.0 OK
18.51 2.5 OK
9.0 5.2 OK
1.04 0.6 OK
Design Cri t eri a
0.32 N/A
Note: chlculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 4470.8
Total Vertical Force (lbs/ft) 14710.1
Sliding Resistance (lbs/ft) 9922.1
Driving Moment (lbs-ft/ft) 21446.5
Resisting Moment (lbs-ft/ft) 82889.5
Bearing Capacity (psf) 32600.7
Maximum Bearing Pressure (psf) 1760.9
SRWall (ver 1.1 June 1995) Page 5
LN 35050839
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS
Unit Type (ft) (ftl Length Over-
if lftl stress > 1.0 > 1.0
11 1 6.67 10.0 3.49 1.96
8 1 4.67 9.0 4.04 1.74
5 1 2.67 9.0 5.6 1.31
2 1 0.67 9.0 7.15 1.28
Note: calculated values MEET ALL design criteria
FOS
Pullout
(peak) > 1.5
7.4
8.85
10.79
15.3
FOS
Pull out
fdefl
N/A
FOS Layer
Sliding Spacing
(peak) (ftl > 1.5 < 2.67
3.19 OK
2.63 OK
2.24 OK
1.96 OK
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Tern Tensile Pull out Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capacity x Strength (lbs/ft) (peak) (def) (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft)
11 1 6.67 870.7 443.8 3284.2 N/A 1303.7 4158.7
8 1 4.67 870.7 501.0 4431.3 N/A 2062.4 5429.3
5 1 2.67 870.7 665.1 7176.5 N/A 2985.2 6700.0
2 1 0.67 870.7 679.6 10400.7 N/A 4072.0 7910.6
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS FOS Connection FOS Connection Shear Shear Unit Elev Type Over- (deforma tion)
I fft) > 1.5 N/A
turning (peak) (deformation) (peak) > 1.5 > 1.5 N/A
13
12
11
10
9
8
7
6
5
4
3
2
1
Note :
8.0 none 7.33 none
6.67 1
6.0 none
5.33 none 4.67 1
4.0 none
3.33 none
2.67 1
2.0 none
1.33 none
0.67 1
0.0 none
* value does
3.5
1.7
1.1'
1.84
1.87 1.72
1.89 1.88
1.79 1.82
1.78
1.71
1.7
NOT MEET design
12.39 N/A
5.83 N/A
2.63 N/A - N/A
14.61 N/A
3.65 N/A
N/A 12.31 N/A
3.24 N/A - N/A
10.99 N/A
3.0 N/A - N/A
-
criterion (1 occurrences)
- -
1.53 - -
1.71 - -
1.55 - -
1.78
Detailed Results of Facing Stability Analyses (Moment and Shear) :
SRW Heel GeO Drive Resist Shear
Unit Elev Type Moment Moment Load x (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/f t)
+out -in
13
12
11
10
9
8
7
6
5
4
3
2
1
8.0
7.33
6.67
6.0
5.33
4.67
4.0
3.33
2.67
2 .o
1.33
0.67
0.0
none
none 1
none
none
1
none
nene
1
none
none
1
none
21.2
93.0
227.5
436.8
733.1 1128.6
1635.5
2265.8
3031.8
3945.6 5019.3
6265.1 7695.3
74.2
157.7
250.5
804.3
1367.3
1939.7
3091.4
4252.4
5422.7
7182.8
8952.1
10730.7
13099.0
66.7
151.6
254.8
-67.5
72.1
230.0
-94.9
99.5
312.0
-122.2
126.8
394.1
0.0
Shear Shear
Capacity Capacity (lbs/f t) (lbs/f t) (peak) (deforna tion)
N/A
826.7 N/A
883.5 N/A
670.2 N/A
996.9 N/A 1053.6 I/A
840.4 N/A 1167.1 N/A
1223.8 #/A
1010.5 N/A
1337.3 N/A
1394.0 N/A
1180.7 N/A
1507.5 N/A
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection Connection
Uni t Elev Type Load Capacity Capacity Y fft) (lbs/ft) (peak) (de formation) (lbs/f t) (lbs/ft)
WA
11 6.67 1 443.8 677.6 N/A
8 4.67 1 501.0 855.2 N/A 5 2.67 1 665.1 1032.8 N/A
2 0.67 1 679.6 ' 1210.4 N/A
I' I
SRWall (ver 1.1 June 1995) Page 7
LN 95050819
Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
I T -0.5 ft
L J I- 9.0 ft I
Project Identification:
Project Name: SERENATA - WALL )if&
Section :
92121 Data Sheet:
Oikment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP
Date : December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
~~ -~
Licensed to:
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Iden ti f i ca tion :
Project Name: SERENATA - WALL #L
Section :
Data Sheet:
Owner : BREHM C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121
Client :
Prepared by: OWEN ENGINEERING GROUP
Date: Docamber 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
Type of Structure:
Structure Criticality: Non-critical
Design Methodology: NCMA Method A
Goosynthetic-Reinforced Segmental Retaining Wall
Wa 11 Geometry :
Design Wall Height (ft) 9.33
Embedment Wall Height (ft) 2.5
Exposed Design Wall Height (ft) 6.83
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units
Hinge Height ( ft)
Base Inclination (degrees)
Wall Inclination (degrees)
14
9.33
horizon tal
7.1
S1 opes :
Front Slope (degrees)
D-c.1, @l an- /rl-rrrear\
horizontal
c)c c
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge (psf)
none
280
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psf) (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A 34.0 133.0
N/A 34.0 133.0
N/A 40.0 125.0
0.0 34.0 133.0
Segmental Unit Name: Default segmental unit properties
Segmental Unit Data :
Cap Height (in)
Unit Height (in)
Unit Width (in)
Unit Length (in)
Setback (in)
Weight (infilled) (lbs)
Unit Weight (infilled) (pcf)
Center of Gravity (in)
none
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Uni t Interface Shear Data :
Properties Peak Strength Criteria Deformation Criteria
Minimum’ (lbs/ft) 770.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
770.0
27.0
2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
1 5 Sympaforce FS 35
2 0 Sympaforce SF 55
3 0 Sympaforce SF 80
SRWall (ver 2.1 June 2995) Page 3
LN 95050839
Geosynthetics Properties:
Strength and Polymer Type: Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyester polyester polyester
b
Part i a1 Ma t erial Safety Factors : Type 1 Type 2 Type 3
Creep 1.59 1.59 1.61
Biological Degradation 1.00 1.00 1.00
Chemical Degradation 1.10 1.10 1-10
Construction Site Damage 1.15 1.08 1.08
Material Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
1316.8 1946.0 LTDS (lbs/ft) 870.7
Coefficient of Interaction : Type 1 Type 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Coefficient of Direct Slidinq: Type 1 Type 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
Connection Strength: Type 1 Type 2 Type 3
Peak Strength Criterion :
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbsjft)
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
Friction Angle (degrees) 28.0 28.0 28.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 TYP 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Reformation Strength Criterion:
Minimum (lbs/ft) 500 .O 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding 2.39 1.5 OK
2.0 OK
FOS Bearing Capacity 20.67 2.5 OK
Base Reinforcement Length (L) (ft) 11.0 5.6 OK
Base Reinforcement Ratio (L/H) 1.18 0.6 OK
Note: calculated values MEET ALL design criteria
FOS Overturning 4.48
Base Eccentricity (e)(ft) 0.21 N/A
Detailed Resulfs of External Stability Analyses:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
Calculated Values:
5594.1
19818.7
30160.3
135070.7
38698.8
1872.0
13367 : 9
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) lftl Length Over- Pullout Pullout Sliding Spacing
Y (ftl stress (peak) (de f) (peak) Iftl > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
12 1 7.33 11.0 3.98 1.96 8.85 N/A 3.22 OK
9 1 5.33 11.0 5.53 1.14 12.96 N/A 2.76 OK
6 1 3.33 11.0 7.08 1.6 11.75 N/A 2.41 OK
4 1 2.0 11.0 8.11 5.69 23.35 N/A 2.22 OK
2 1 0.67 11.0 9.15 1.48 24.8 N/A 2.06 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding
Unit Type (ft) Design Load Capacity Capaci ty Force Capacity x Strength (lbs/ft) (peak) (clef) (lbs/ft) (lbs/ft)
(lbs/ft) (lbs/ft) (lbs/ft)
12 1 7.33 870.7 443.8 3927. I N/A 1688.6 5435.9
4 1 2.0 870. 7 516.3 12056.5 N/A 4310.1 9589. 7
9 1 5.33 010. I 501.0 6493.1 N/A 2534.9 6993.6
6 1 3.33 070.7 542.8 9638.0 N/A 3545.3 8551.3
2 1 0.67 870.7 589.3 14612.2 N/A 5141.9 10628.2
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection x lft) turning (peak) (deformation) (peak) (defonna ti on) > 1.5 N/A > 1.5 > 1.5 N/A
14 8.67 none 3.5 12.39 N/A - -
13 8.0 none 1.1 5.83 N/A - -
12 7.33 1 1.1+ 2.63 N/A 1.53 N/A 11 6.61 none 1.84 - N/A - -
10 6.0 none 1.87 14.61 N/A - -
9 5.33 1 1.72 3.65 N/A 1.11 N/A 8 4.67 none 1.89 - N/A - -
7 4.0 none 1.88 12.31 N/A - -
5 2.67 none 1.82 - N/A - -
4 2.0 1 1.78 4.51 N/A 2.23 N/A
3 1.33 none 1.81 N/A 2 0.61 1 1.78 4.33 N/A 2.15 N/A 1 0.0 none 1.78 - N/A - -
Note: *,value does NOT MEET design criterion (1 occurrences)
6 3.33 1 1.19 3.24 N/A , 1.9 N/A
- - -
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Unit El ev Type Moment Moment Load
# (f t) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft)
+out -in
14
13
12
11
10 9
8 7
6
5 4
3
2
1
8.67
8.0
7.33
6.67
6.0
5.33
4.67
4.0
3.33
2.67 2.0
1.33
0.67
0.0
none
none
1
none
none
1
none
none
1
none 1 nons
1 none
21.2
93.0
227.5
436.8
733.1
1128.6
1635.5
2265.8
3031.8
3945.6 5019.3
6265.1
7695.3 9321.8
74.2
157.7
250.5 ’ 804.3
1367.3
1939.7
3091.4
4252.4
5422.7 7182.8
8952.1
11311.1
13679.5
16637.6
66.7
151.6
254.8
-67.5
72.1
230.0
-94.9
99.5 312.0
0.0
249.1
0.0
285.5 0.0
Shear Shea t
Capacity Capacity
(lbs/ft) (Ibs/ft)
(peak ) (de f onna ti on)
N/A
826.7 N/A
670.2 N/A
996.9 N/A 1053.6 N/A
840,4 N/A
1167.1 N/A
1223.8 N/A 1010.5 N/A
1337.3 N/A
1124.0 N/A
1450.7 N/A
1237.5 N/A 1564.2 N/A
883.5 N/A
Detailed Results of Facing Stability Analyses (Connections) :
SRW Heel Geo Connection Connection Connection Unit Elev Type Load Capa ci t y Capacity x (ft) (lbs/f t) (peak) (de forma ti on) (lbs/ft) (lbs/f t)
N/A
12 7.33 1 443. 8 677.6 N/A 9 5.33 1 501.0 855.2 N/A
6 3.33 1 542.0 1032.8 N/A 4 2.0 1 516.3 1151.2 N/A
2 0.67 1 589.3 1269.6 N/A
SRWall (ver 1.1 June 1995) Page 7
9.. -
7.1
Sympaforce FS 35
Sympaforce FS 35
I Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35 I
-0.5 ft
11.0 ft
Project Identification :
Project Name: SEFUZNATA - WALLHG
Section:
92121 Data Sheet:
O&memt: BFEHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP
Date : December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa