HomeMy WebLinkAbout1658 CALLIANDRA RD; ; CB010296; PermitCity of Carlsbad v /
1635 Faraday Av Carlsbad, CA 92008
Building Inspection Request Line (760) 602-2725
05/18/2001 Retaining Wall Permit Permit No:CBOI 0296
Job Address: Permit Type: RETAIN Status: ISSUED Parcel No: 2 1 59001 800 Lot #: 69 Applied: 01/24/2001
Valuation: $4,500.00 Construction Type: NEW Entered By: JM Reference #: Plan Approved: 05/18/2001
Issued: 0511 812001 Project Title: S E RENATA Inspect Area:
1658 CALLIANDRA RD CBAD
RETAIN WALL 300 SF W/CALCS
Applicant: BREHM HOMES WELOPMENT ASSOCIATES L P
5770 OBERLIN DR SAN DIEGO CA 92121
858-453-3040
Total Fees: $101.96 TOW Payments To Date:
Building Permit
Add'l Building Perm8 Plan Check
Add'l Plan Check Fee Strong Motion Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Additional Fees
TOTAL PERMIT FEES
r- FINAL APPROVAL
Inspector: Date: q4 f-H/ Clearance: I
~~
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively
refened to as 'feedexachns.' You have 90 days from the date this permit was issued to protest imposition of these feeslexadions. If you protest them, you must follow the protest procedures set forth in Government We section 66020(a), and file the protest and any other required information with the Ci Manager for
pmcesing in accordam with Carlsbad Municipal Code Sedion 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their impasition.
You are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other sirnilar application processing or service fees in condon with this Project NOR DOES IT APPLY to any
feeslaxactions of which you have previously been given a NOTICE sirnilar to this, or as to which the statute of limhtim has previously otherwise expired.
FOR OFFICE USE ON Y
PERMIT APPLICATION PLAN CHECK NO. &6,!-5?f6
EST. VAL.
Plan Ck. Deposi
Validated By
Date
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
An? -W/A@$ Legal Descrlption Lot No. Subdlvision NamalNumber Unit No. Phase No. Total # of units
Assessor's Parcel I Existing Use Proposed Use
Zlb- 900- /BOO
SQ. FT. #of Stories # of Bedrooms I of Bathrooms
Name Address
C* LIE b . GmM /Boo T~Q It> //A WS?H ea 2Z 093 hbo) s99 c 9r9r Name Address City StateEip T'elephdne t
0
(Sec. 7031 -5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codal or that he is exempt therefrom, and the basis for the alleged
exemption. Any vlolation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I55001).
State License x License class A city Business License # /Z OZO? S-
Desianer Name Address City State/Zip Telethone CMUt - MAL& /Brn Til- i2/) V/JW f4 92083 r76013'-7?-b777 - -
State License I C 2 Z-Oqb
0 of the work for which this permit is issued.
$L issued. My worker's compensetion insurance carrier and policy number are:
Insurance Company 6 0- t%6/ b Policy No. uhlc & (p //f/ps Expiration Date
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$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: Falluro to secure workers' compnnatkn coverage b unkwfu(, and thal subject an employer to criminal penalties and clvll finen up to one hundred
I have and.will malntain 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 requirad by Section 3700 of the Labor Coda, for the performance of the work for which this permit is +
I hereby affirm that I am exempt from the Contractor's Licanse 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 improvem,ents 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(s) licensed pursuant to the Contractor's License Law).
0
1.
2.
3.
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
1 (have / hava not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (indude name / address / phone number / contractors license number):
Business and Professions Code for this raason:
4.
number / contractors license number):
5.
of work):
PROPERTY OWNER SIGNATURE DATE
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (includa name / 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
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 26505, 25533 or 25534 of the Presley-Tanner Hazerdoua Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain e permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feat of the outer boundary of a school site?
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
0 YES 0 NO
I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
I certify that I have read the application and state that the above information is correct end that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit). 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 5'0' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the building Official under the provisions of thls Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is
APPLICANT'S SIGNATURE DATE
(Section 106.4.4 Uniform Building Code).
WHITE: File YELLOW: Applicant PINK: Finance
/
City of Carlsbad Bldg
For: 09/06/2001
Permit## CB010296
Title: SERENATA
Description: RETAIN WALL 300 SF WlCALCS
Type: RETAIN Sub Type:
Job Address: 1658 CALLIANDRA RD
Suite: Lot 69
Location:
APPLICANT BREHM HOMES
Owner: AVIARA SERENATA LLC
Remarks:
Total Time:
Inspection Request
Inspector Assignment: RB
Phone: 7609308980
InsDector:
Requested By: JOSE
Entered By: CHRISTINE
CD Description Act Comments
Associated PCRe
InsDection Historv
Date Description Act lnsp Comments
08/29/2001 63 Walls CO RB NEED CONTINOUS & FINAL APPROVAL BY GEOT.
08/29/2001 69 Final Masonry CO RB
- EsGil Comoration ~~ ~~ -
Zn Tartmrship with Government for BuiGfing Safety
DATE: 2/1/01
JURIS DI CTlO N : Carlsbad
PLAN CHECK NO.: 01-296 SET I
PROJECT ADDRESS: 1658 Calliandra Road
0 APPLICANT
Q PLANREVIEWER
0 FILE
qEiQ
PROJECT NAME: Retaining Wall
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.
0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
0 The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
c] 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.
0 Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: 1 Fax #:
Mail Telephone Fax In Person 0 REMARKS:
By: DavidYao Enclosures:
Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 1 I29 tmsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 4 Fax (858) 560-1576
Carlsbad 01-296
2/1/01
VALUATION AND PLAN CHECK FEE
JURIS DI CTl ON : Carlsbad PLAN CHECK NO.: 01-296
PREPARED BY: David Yao
BUILDING ADDRESS: 1658 Calliandra Road
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
DATE: 2/1/01
Air Conditioning
Fire Sprinklers
TOTAL VALUE 4,425
Bldg. Permit Fee by Ordinance V
Type of Review: El-
Plan Check Fee by Ordinance
0 Other
0 Hourly
w
-1 Hour@)
I $69.83 I
I $45.39 I
0 Structural Only
I I Esgil Plan Review Fee I $36.31 I
Comments:
Sheet1 of 1
macvalue.doc
- City of Carlsbad
BUILDING PLANCHECK CHECKLIST
RETAIWING WALL
4 BUILDING PLANCHECK NUMBER: CB fi VI 1 29 6
BUILDING ADDRESS: /&',A - &//,d& CI - (U! L
PROJECT DESCRIPTION: 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 andor specifications provided in your submittal: therefore, any changes to these items after this date,
including field modifications, must be reviewed by this
office to insure continued conformance with applicable
codes. Please review carefully all comments attached,
as failure to comply with instructions in this report can
result in suspension of permit to build.
W
ATTACHMENTS
Right-of-way Permit Application
DENIAL
plans and/or specifications to this office for review.
h
By: Date:
ENGINEERING DEPT. CONTACT PERSON
NAME: JOANNE JUCHNlEWlCZ
City of Carlsbad
ADDRESS: 1635 Faraday Avenue
Carlsbad, CA 92008
PHONE: (760) 602-2775
id, CA 92T8-7314 (760) 602-2720 FAX (760) 602-8562
tllkr Q." @
BUILDING PLANCHECK CHECKLIST
RETAINING WALLS
1STJ 2NW 3RDJ
P P P 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)
cl 0 D 2. Show on site plan:
A. Drainage Patterns
B. Existing & Proposed Slopes
C. Existing Topography CUML "g7s""\ ; =(so, 4
nd-vcae Q"- AT ChhM
0 0 0 3. Include on title sheet: '*Sve MO*L" A.+xw
A. Site Address 1ya -*-. B. Assessor's Parcel Number C. Legal Description D. Grading Quantities Cut Fill ImpoNExport (Grading Permit and Haul Route Permit may be required)
c3 D D 4. Project does not comply with the following Engineering Conditions of approval for Project No.
Conditions were complied with by: Date:
MISCELLANEOUS PERMITS
Q 0 P 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way
and/or private work adjacent to the public Right-of-way.
A separate Right-of-way issued by the Engineering Department is required for the following:
Please obtain an application for Right-of-way permit from the Engineering Department.
Page 1
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB o/ / 7?9L Address /m G&&& a
Phone (760) 602- % 23
/ *
Type of Project & Use: & - &dc Net Project Density: - DU/AC
CFD (inlout)
Zoning: w/ General Plan: Facilities Management Zone: 17
Circle One
(For non-residential development: Type of land used created by this
baend: Item Complete 0 Item Incomplete - Needs your action
Environmental Review Required: YES NO - TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval: J
Discretionary Action Required: YES NO - TYP
PROJECTNO. k% m-rC, m-16 APPROVAURESO. NO. DATE
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:
Coastal Zone AssessmentlCompliance
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 92108-1 725; (61 9) 521 -8036
Determine status (Coastal Permit Required or Exempt):
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Coastal Permit Determination Form already completed? YES NO___
Follow-Up Actions:
1) Stamp Building Plans as “Exempt” or “Coastal Permit Required” (at minimum Floor
Plans).
2) Complete Coastal Permit Determination Log as needed.
H:\ADMIMCOUNTER\BldgPlnchkRevChklst
lnclusionary Housing Fee required: YES NO -
(Effective date of lndusionary Housing Ordinance - May 21.1993.)
Data Entry Completed? YES NO -
(WIDS, Advity Maintenance, enter CB#, todbar. Screens. Housing Fees. Construct Houstng YIN. Enter Fee, UPDATE!)
,-> \
Slte Plan:
1. Provide a fully dimensional site pian 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.
Zoning:
1. Setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: 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:\ADMIN\COUNTER\BldgPlnchkRevChklst
utL-13-m 15:3c! c c
f
Rlcnow: ?lease call if you have any queslions. I -
VGeotechnics
-In c o rp o xa t e d
9245Actiw Rouf, mJte 103
Sm Diogo, CA 92126-4442
phone: (619) 5361000 FAX: (619) 536831 1
LETTER OF TRANSMITTAL
TO: Rdainlng Walls Co. North DAlZ: December 13,2000 % ArTENTlON: Eduardo Ruvrlc&a
REGARDING: 0-1300
OEOTECHNkS PROJ. NO. 029090542
I
- Expmmo Mail
CIht Pick-Up -
Nwnbar of Pages Faxod : 4 includina W;rnsmittal letter
copkr D;rtr
12/12/00
~ ~-
Mption
Supphnental Retaining Wall Recommendathr Avh Phase 111, PA 21 A & D 111
Carlsbad. Califamia s
Copy To: Wehm Design Center, Ms. KrisHn Coutson
f
hmal Friction Angle, 0
cahtsionm
Total Unit Weight @cf)
Geotechnics - Incorporated -
34O 34'
0, 0
133 133
DCE=~I 12,2000
Bnhm-Aviara 111 I)cvelopmcnt Associauoa, L.P.
do Mj. Kristin Couhn
Bnhm Design center
5770 obulin Drive
San Dicgo. California 92 12 1
Project No. 0230-005-02 Dacumcnt No. 0-1300
SUBJECT: SUPPLEMENTAL RETAINING WAU.RECOMMENDATXONS ~w;mr Phase m, PA 21 A&D m
Cutsbad, Cdifemia
Refcrancc: OcOraGhaics Incorpclmcd (2000). Retaining Wall Rcmmmdorions. Auiara Yku
In. PA 21 A&DII% CarIsbu4 Calijbrnitz Project No. 0230-005-02, Document No.
09765,July26.
As requested, this letter provides soil parameters for wdl design quested by Remining
Wah Company Nd The parameters provided htrcin an bsrtd on 01lt grevio\rr analysis of thE
sire coaditions preemted in the referenced lctlcr. We uodcmtand thc walls mu proposed at the top
of the existing 2:f Qorizontd:vmical) fill slopes at the rear of Lou 85,86, and 88. Our analysis
isbascdonamaxim~mwaIlheightofapproximately6~t. Thefbflowingpcaamctersnzaybcused
fbr tfrt design of d~ proposed Cri block walk
An inremal tiiciion angle of 3%" may bc assumed for tha reinforced zone if imponcd crushed
aggregate bsuc mated is used. An allowable bearing capacity of 1,500 psf may bc used fw design,
baed on a minimum depth of embedment d2.5 feet into he, compacted fill measured vertically
fiom the outside bottom edge of the foundation member to the slopc fbce. Footing excavations
should be obsuved by a repnScMaXivc of our !kn to tvaluak whether the Wng materials are as
assumttd in our mdysis. The inclhcion of temporary W-cuts should not exceed 1:1
(horizontaI:vcrtical). We have assumed that the soil grade in hnr of rhr wall Will be maiaurbed
to design grade. Surc&argc loads and hydmsralic prcssurcs were not included h out dysis. If
tbese arc applicable, we should be contacted fcw revirions to the recummcndatioos provided bin.
Backfill material~bccompamdtoatlrasty0perctntofthelaborato~miwimtlmdryduraity
in accordance with ASTM D 1557. If import sails arc uscd fbr wall backfdl, they should be 1eWl
by Geotechnics Incoxporatcd to compare the shear strength and unit wei& VlJUM to achral design
vduu. We reconrmend the soils used as backfiff be predominantly 6nc drainipg, gandar, fm of
orpnic and clay materials, end have a very low cxpaasion potential (Expawion hdex of 20 or less).
Adequatc drsinage should be prwided to relieve hydrostdc pressure$.
The recommdations pmcntdhcrein are considmd peralfy consistent wirh mclhuds rypically
used in southem California, and haw been dewloped using the @ ofwe and skill ordinarily
cxcrcised, unda sbddar kmstanccs, by reputable gemtechnical consuhantS pmtkhg this or
similar localities No other warzanty, acprc5sed or implied, is de as to the concluJans and
pfssional opinions included in this ictrer.
We appreciate this oppormnity fo be ufcontinued servicc. Please fA bee tu call with any qucstions
or comments.
GRQTECHNICS INCORPORATED
David Padilla. P.E. 55974 W. L& Vandtrfrurs, C.E.G 1125
Project Enghcm Principul
Reviewed by:
Anlhony F. Belht, PE 40333 Principal
AFBIWLVIDP
Distribution: (1) Addressee (FAX OmY 858-453-5442}
(I) Wng Walls Company Noh, Attn: EduardoRumzaba
(FAX ONLY: 8584553056)
1
TOTR P.04
EARTH RETENTION CALCULATIONS
December 28,2000
SHEET 1 OF 84
PREPARED BY: OWEN ENGINEERING GROUP
1800 THlBODO STWET SUITE 320
VISTA CA 92083
760-599-6767
PREPARED FOR: RETAINING WALLS COMPANY NORTH
1800 THlBIDO DRIVE SUITE 1 10
VISTA, CA 92083
(760) 599-2500
PROJECT CONTACT:
PREPARED FOR
SITE:
SOLZ, DATA FROM:
REPORT DATED:
PROJECT NUMBER
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 92701 I ''>
LETTER DATED 12/12/2000
0230-005-02
.........................................................
VOTE: THESE STRUCTURAL CALCULATIONS ARE ONLY VALID FOR USE BY RETAI"G
WLLS COMPANY NORTH. IT IS REQUIRED AS A CONDITION OF THESE STRUCTURAL,
XLCULATIONS, THAT A MEh4BER 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
VRITTEN FINAL APPROVAL FROM RETAINING WALLS COMPANY NORTH.
JOB NO. 99-09-02
CONTENTS
PAGE
A-16 RETAINING WALL SITE PLAN
A-16 RETAINING WALL TYPICAL SECTION
3
4-6
A-16 CONCRETE BLOCK DETAIL 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:l 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
VEWY THESE SOIL PARAMETERS DUR-TNG 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 FOUNDATION EXCAVATION 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
I A46 Wall Carlsbad Tract 92-3 1
I
... :. . .,.*...'
RETAINING WALLS CO . N.
A-16 BLOCK
3/4"CRUSHED ROC WITHIN ALL UNITS
I--=-
4" PERFORATED PVC DRAIN IN FILTER FABRIC SLEEVE WITH SOLID OUTLET PIPES AT 100' MAXIMUM SPACING. LOCATE DRAIN AS LOW AS POSSIBLE TO AALOW OUTLET PIPE TO DAYLIGHT.
6?HICK X 24" WIDE 3/4" CRUSHED ROCK LEVELING PAD
NORTHERN OFFICE
800 E. GRANT LINE RD.
*NOTE: IF CAPSTONES ARE NO USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL. BE FILLED WITH HAND TAMPED SOIL.
A- 1 6" RETAINING WALL
TYPICAL CROSS-SECTION
WITH GEOGRID SOIL REINFORCEMENT
NO SCALE
SOUTHERN OFFICE
1531 GRAND AVENUE LN MARCOS, CA. 92069 (760) 47 1-2500 TRACY, CA. 95370 (209) 832-2800 I A-SERIES SEGMENTAL RETAINING WALL DETAIL
RECOMMENDED BROW DITCH BY OTHERS 7
SOUTHERN OFFICE
1531 GRAND AVENUE
SECURE FIRST COURSE WITH EPOXY ADHESIVE
A-I6 BLOCK
------
SLEEVE WITH SOLID OUTLET PIPES MAXIMUM SPACING. LOCATE DRAIN POSSIBLE TO AALOW OUTLET PIPE
RETAINING WALLS c 0, N , NORTHERN OFFICE ’ 800 E. GRANT LINE RD.
6”’MIN. WIDTH OF 3/4”CRUSH
ROCK (36” HIGH)
4” PERFORATED PVC DRAIN IN FILTER
*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- I 6TM RETAINING WALL
TYPICAL CROSS-SECTION
WITH GEOGRID SOIL REINFORCEMENT
NO SCALE
AT AS TO
FABRIC
100‘ LOW AS DAYLIGHT.
TRACY, CA. 95376
(209) 832-2600 I W WCOS, CAS 92069
(619) 471-2500 A-SERIES SEGMENTAL RETAINING WALL DETAIL I
7
\
t 18"
SIDE VIEW
FACE VIEW
TOP VIEW
NOTES:
-1. -COMPRESSIVE STRENGTH OF CONCRETE
f'c = 3250 PSI
"A-1 6""' RETAINING WALL
UNIT DIMENSIONS
NO SCALE
SOUTHERN OFFICE
1531 GRAND AVENUE S.4N MARCOS, CA. 92069
(619) 471-2500
RETAINING WALLS CO, N.
A-SERIES SEGMENTAL RETAINING WALL DETAIL
DETAIL NO. A-16
NORTHERN OFFICE
800 E. GRANT LINE RD. TRACY, CA. 95376 (209) 832-2600
x
GEOGRID REINFORCEMENT TABLES
LEVEL BACKFILL WALL A
(NO SURCHARGE)
WALL HEIGHT GRID ELEVATION GRID LENGTH GRID TYPE
up to 2.67’ no grid required
3.33’ to 4.67’ 2.00 5.0’ SYMPAFORCE 3 5/20-20
5.33 TO 7.33 2.00
4.67
8.00’ TO 9.33’ 1.33
4.00
6.67
8.0 SYMPAFORCE 35/20-20
8.0 SYMPAFORCE 3 920-20
9.0 SYMPAFORCE 35/20-20
9.0 SYMPAFORCE 35/20-20
9.0 SYMPAFORCE 35/20-20
2:l SLOPED BACKFILL WALL B
(NO SURCHARGE)
WALL HEIGHT GRID ELEVATION GRID LENGTJ3 GRID TYPE
up to 2.67’ no grid required
3.33’ to 4.67’ 2.00 5 .O’ SYMPAFORCE 3 920-20
5.33’ TO 6.00’ ~
6.67 TO 8.00
0.67 5.0 SYMPAFORCE 3 5/20-20
3.33 5.0 SYMPAFORCE 3 5/20-20
1.33
3.33
5.33
8.67’ TO 9.33’ 0.67
2.67
4.67
6.67
7.0 SYMPAFORCE 35/20-20
7.0 SYMPAFORCE 3 920-20
7.0 SYMPAFORCE 3 5/20-20
8.5 SYMPAFORCE 3 5/20-20
8.5 SYMPAFORCE 3 5/20-20
8.5 SYMPAFORCE 3 5/20-20
8.5 SYMPAFORCE 3 5/20-20
lo/
2:l 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’
NOTES:
GRID ELEVATION
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
GRLD LENGTH
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
GRID TYPE
SYMPAFORCE 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
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 Y20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 920-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
SYMPAFORCE 3 5/20-20
FORTRAC MAY BE USED IN PLACE OF SYMPAFORCE GEOGRID:
SYJ”AF0RCE 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 REINFORCEMENT SHALL BE PLACED A
MINIMUM DEPTH OF 2 FEET BELOW FININSHED GRADE.
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
(619) 471-2500
License Number: 95050839
Project Iden ti f ice ti on :
Project NW: -TA - Wrll A .
Sect ion :
Data Sheet:
Owner: BRXflM CCW+SJNZTIES 5770 -IN DRIVE, BAN DIE&, CA 92121
Client :
Prepared by: MIIte WCCALL
Date : DIG- le, 2000 2000
Time : 02:50:30 Ptd
Data file: a: \8~~8lll\al6graV
Type of Structure: Structure Criticality: Non-aritiaal
Design Met hodol oqy :
Qrrvity Pogmmntal Rotrining Wall
Nam Mathod
Wall Geometry:
Design hall Height (ft) 2.67
Embedment Wall Height (ft) 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
horimontal
7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees)
hori r ontal
horllontal
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 Da ta : Soil Description: (psf) (degrees) (pcf)
133.0 Retained Soil 8md N/A 34.0
Foundation Soil 8-d 0 .o 34.0 133.0
Levelling Pad Soil grrvrl N/A 40.0 125.0
Segmental Unit Name: Ddault smgmmtal unit propmrtia8
Segmental Unit Data:
Cap Height (in) nono
Unit Height (in) 8.0
Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) 1.0
Weight (infilled) (lbs) 167.0
Unit Weight (infilled) (pcf 1 125.3
Center of Gravity (in) 8.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deforma tion Criteria
Minimum (lbs/ft) 500.0 500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 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:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Footing Width (B') (ft)
Base Eccentricity (e) (ft)
Calculated Design Criteria
2.77 1.5 OK
4.19 2.0 OK
53.05 2.0 OK
1.83 N/A
0.17 N/A
Note: calculated values =ET 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-f t/f t )
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf 1 Maximum Bearing Pressure (psf)
Calculated Values:
94.6
445.3
261.6
84.2
352.6
15823.3
298.3
Rcsul ts of Facing Stability Analyses:
SiW Heel Geosynthetic Po9 FVS FOS
> 1.5 > 2.5 U/A
Unit Elev Type Over- Shear Shear # (ft) turni ng (peak) (deforma tion)
1 1.0 OQU 66-65 ms wn 3 1.33 llQnr 15.011 30.64 #/A 2 0.67 none 7.08 15.72 MIA 1 0.0 Jswm 4.2 10.04 U/A
Note: caloulated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses (?&me nt and Shear)
SRW Heel GeO Drive Resf st Shear Shear Shear Unit Elev Tm Moan t Mmen t Load Capacity Capacity # , (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (Ibs/ft) (defonna tion)
tout -in U/A
4 2 -0 flmm 1.9 74.2 8.) 611.3 Y/A 3 1.33 - 10.5 117.7 23.6 723.7 2 0.67 POII. 35.4 450. ?I 151.1 834.0 #/A 1 0.0 D#LI 83.8 112.6 a4.9 941.3 W/A
SRWalJ (ver 1.1 June 2995) Page 4
I
Proj ec t Identifi cati on :
Project Name: SERENATA - Wall A T'
Section:
Data Sheet: 92121
aiinhent: BREHM CCIMMUNITXES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: MIKE MCCAU Date: DECEMBER 18, 2000 2000
Time : 02:50:30 PM
Data file: c:\~rwalll\al6grav
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RZUININQ WS CCMPANX
1531 CBUM] AVENUE
SAM mS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification :
Project Name: smmrakm - wall A
Section:
Data Sheet:
Owner:
Client :
BRlcIDd CwfiIES 5770 -IN DRrVt, BAN DIE=, Cn 92121
Prepared by: owm maILOBtRINQ alCIOOP
Date : DE- le, 2000
Time : 03:04:17 EM
Data file: a:\amalll\oilca\urnrtrl
Type of Structure: Structure Criticality: Non-witioal
Design Methodology: MUdA W.thod A
~omynthotia-Rminforord Ikgmmtal IUtrlning Uall
Wa 1 1 Geome try :
Design tall Height (ft) 4.67
Embedment Wall Height (ft) 2.5 Exposed Design Wall Height (et) 2.17
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 7
Hinge Height (ft) 4.67
Base Inclination (degrees) hoxisoatal
Wall Inclination (degrees) 7.1
Slopes :
Front Slope (degrees) horisontal
Back Slope (degrees) horizontal
...
SRWal3 (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nonm
nonm
Friction Cohesion Angle Unit Weight
soil Data: Soil Description: (psf) (degrees) (pcf)
t
Reinforced Soil .and
Retained So11 8-
Levelling Pad Soil gravml
Foundation Soil sand
N/A 34.0 133.0
N/A 34.0 133 0
N/A 40.0 125.0
0.0 34.0 139.0
Segmental Unit Nme:
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 rmga~.ntal unit propartfr8
aoam
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) 770.0 770.0
Friction Angle (degrees) 27.0 27.0 Maximum ( lb8 / f t ) 2000 0 2000.0
Geosynthetdc Reinforcement Types end Number:
Type Number Name
1 1 sympaforuo rs 35
2 0 S~OXOO w 55
3 0 symprfarcla SP 80
Geosyn the ti cs Properties :
Strenqth and Polymer Type: Typ@ 1 Type 2 Type 3
Index Tensile strength (lbdft) 2627.0 3731.0 5583.0
Polymer Type polyaakr golyorter pol-rkr
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
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: me 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
Connection Strength: we 1 Tme 2 Type 3
Peak Strength Criterion: Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbdft)
500.0 500 0 500.0
2000.0 3000 .O 3000.0
28.0 28.0 20.0
Deformation Strength Criterion:
Minimum (lbdft) 500.0 500.0 500.0
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 Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbdft)
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 BOO. 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) b5.63
Reinforced Soil (Ka horizontal component) 0.199
Retained Soil (Ka horizontal component) 0.199
Results of External Stability Analyses:
1.s OK FOS Sliding 7.13
FOS Bearing Capacity 35.15 2.5 OX
Base Reinforcement Length (L) (ft) 5.0 2.8 OK
Base Eccentricity (e) (ft) 0.13 N/A
Base Reinforcement Ratio (L/H) 1.07 0.6 OK
Note: calculated values MEET ALL design criteria
Calculated Design Criteria
FOS Overturning 18.81 2.0 03t
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 Moncent (lbs-ft/ft)
Bearing capacity (psf) Maximum Bearing Pressure (psf)
Calculated Values:
288.9
3055.1
2060.7
449.4
8499.3
22705.5
645.9
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS MS Layer
Unit Ty~e fftJ fft) ' Length Over- Pullout Pullout Sliding Spacing x (ft) stress (peak) (&fJ > 1.0 > 1.0 > 1.5 r/A
4 1 2.0 5.0 2.55 3.01 2.06 NB 15.15 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 Capacity Force Capacity x Strength (lbs/ft) (peak) (def) (lbs/f t) (lbs/f t)
(lbd f t I (lbs/ft) (lbs/ft)
4 1 2.0 870.7 288.0 853.7 n/n 94.3 1428.6
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS
Unit Elev Type Over- Shear Shear x fftl turning (peak) (deforma tionl > 1.5 > 1.5 n/A
1 4.0 noam
6 3.33 norm
5 2.67 IIOSU
1 2.0 1
3 1.33 oonr 2 0.67 wp. 1 0.0 nonm
64.61 >99 N/A 19.05 37.46 N/A 7.08 17.12 H/A 4.2 7.71 */a 5.83 - n/n
6.54 - MIA 4.87 #/A -
Note: calculated values MEET ALL design criteria
M)S
Connection
(peak) > 1.5
FOS
Connection (def om ti on)
Y/A
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Xeel EeO Rri ve Resist Shear Shear Shear
# fit) (lba-f t/f t ) flbs -f t/f t ) flbs/f t J (lbdf tJ flbdf t J Oni t Elev Type - Moment Moment Load Capacity Capaui ty
(deforma tion) +out -in
7 4.0 owu 1.3 14.2 5.0 826.7 WA
(I 3.30 nonm 10.8 157.7 23.6 883.8 */A
5 2.67 numa 35.4 250 .a 53.1 940.2 wlr
4 2.0 1 83.0 352.6 94.3 746.0 HI*
9 l,S3 noam 163.6 SS5.1 -141.5 1053.6 lR/A
2 0.67 aono om. 0 lS66.9 -76.6 U10.4 #/A 1167.1 1/A 1 0.0 nonm 449.4 2108.0 0.0
Detailed Results of Facing Stability Analyses (Connections) :
SRW Xeel Os0 Connection Connection Connection
Vni t Elev Type # fit)
Load Capacity Capacity
(lbs/f t ) (peak) (deforma tion) flbs/f t) (IbdftJ N/A
4 2.9 1 am. P 736.8 W/A
SRWall (ves 1.1 June 1995)
A -0.5 it
Page 6
4 =,
5.0 ft
LN 95050839
' ft -
7.1 degrees Y
2.5 ft
1
Project Iden ti fi ca ti on :
Project Name: SERENATA - Wall A :
Section:
Data Sheet: 92121
Ohbent : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP Date : DECEMEBER 18, 2000
Time : 03:04:17 PM
Data file: c:\srwalll\calcs\sernats2
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
(619) 471-2SOO
License Number: 95050839
Pro iect Iden ti f i cat ion :
Project Name: glcRlcHATA - Wrll A . '
Section :
Data Sheet:
Owner: BRlbflM -ZTfllS 5770 -IN DRIVX, BAN DIEQO, CA 92121
client:
Prepared by: IUQO~G
Time : 03:04:17 Ow
Date : DzctwBsR 18, 2000
Data file: a:\8rw.lll\aiL~\sonukl
Type of Structure:
structure Criticality: Mona-oritiaal
Design Methodology: MC3Q W.thod A
OlosynWtia-Minforard Sogmmtal Rokining Wall
Wall Geometry:
Design Wall Height (ft) 7.33
Embedment Wall Height (ft) 2.5
Exposed Design Wall Height (ft) 4.83
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units
Hinge Height (ft) 7.33
11
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees) horizontal
horizontal
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono
nono
Friction
Cohesion Angle Unit Weight
Soil Data : soil Description: (Pf 1 (degrees) (pcf)
Reinforced Soil sand
Retained Soil 8uad Levelling Pad Soil gzavel
Foundation Soil .urd
N/A 34.0 133.0
N/A 34.0 133.0
0.0 34.0 133.0
N/A 40.0 125 0
Segmental Unit Name:
Segmental unit Data:
Cap Height (in) noao
Unit Hefght (in) 8.0
Unit Width (in] 16.0
Unit Length (in) 18.0
Setback (in) 1.0
Weight (infilled) (lbs) 167.0
Unit Weight (infilled) (pcf) 125.3
-fault srgswatal unit prgnrtias
Center of Gravity (in) 8.0
Ssgmental 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
Geosynthstic Reinforcement Types and Number:
Type Number Name
1 2 -0- rs 35
2 0 symprrforeo sr 55
3 0 syqrforar SI eo
Geosynthetics Properties:
Strength and Polymer e rype 1 Type 2 me 3
Index Tensile Strength (lbdft) 2627.0 3731.0 5583.0
Polymer Type pOlp8kr polyrmbr polyostor
SRWall (ver 1,l June 1995) Page 3
LN 95050839
we 3 Type 2
1.59 1.61
1.00 1.00
1.10 1.10
1.0s 1.08
1.50 1.50
Partial Material Safety Factors: Type 1
Creep 1.59
Biological Degradation 1.00
Chemical Degradation 1.10
Construction Site Damage 1.15
Material Uncertainty 1.50
Long Term Desiqn Strength: rype 1 Type 2 me 3
LTDS (lbs/ft) 870.9 1316.8 1946.0
Coef fi cl en t 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: Tme 1 Type 2 Type 3
Peak Load Criterion 0.8 0.8 0.75
me 3 Connection Strength : me 1 Trpe 2
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500.0
28.0
2000.0
500.0 500.0
26.0 28.0
3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbdft) 500.0 soo.0 BOO. 0
Friction Angle (degrees) 28.0 2B.O 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strenqth: Type 1 Type 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
Def oma ti on Strength Criterion :
Minimum (lbs/ft) 500.0 500 .o so0 . 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 Orientatioas:
Reinforced Soil (Ka) 0.207
Reinforced Soil (Ka horizontal component) 0,109
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:
Calculated Design Criteria
FOS Sliding 7.31 1.5 OIC
Base Reinforcement Length (L) (ft) 8.0 4.4 OK
2.0 OK FOS Overturning 19.72
FOS Bearing Capacity 29.7 2.5 OK
Base Eccentricity (e) (ft) 0.23 N/A
Base Reinforcement Ratio (L/H) 1.09 0.6 OZC
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses:
Total Horizontal Force (lbs/ft)
Total. Vertical Force (lbs/ft)
Sliding Resistance (lbs/ftl
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
Calculated Values:
713.4
7726.9
5211.8
1743.0
34394 4
30402.4
1023.6
Results of Internal stability Analyses:
SRW Geosyn Elev Length Anchor FDS Fos ms FDS Layer Unit Type fft) fftl Length Over- Pullout Pullout Sliding Spacing
# (f tl stress (peak) Idef) ??;) Fk! 67 > 1.0 . > 1.0 > 1.1 UIA
8 1 4.67 8.0 4.06 4.1 6.4 nin 21.13 QII
Note: calculated values MEET ALL design criteria
4 1 2.0 8.0 1.15 1.74 7.42 MIA 9.29 ox
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (€t) Design Load Capacity Capacity Force Capacity # Strength (lbs/ft) (peak) (clef) (lbs/ft) llbs/ft) (lbs/ft) flbs/ft) (lbs/ft)
8 1 4.67 870.7 212. e 1380.3 %/A 94.3 2002. e 4 1 2.0 870.7 101.1 1716.9 WA 377.3 3605.6
SRWall (vex 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stabilf tv Analyses:
SRW Heel Geosynthetic FOS FOS ms Unit Elev Type Over- Shear Shear .# (ftl turning (peak) (deforma tion) > 1.5 > 1.S U/A
11 6.67 10 6.0
0 8.33
7 4.0 6 3.33
5 2.67 4 2.0
3 1.33 2 0.67
1 0.0
e 4.67
Note: calculated values MEET
54 d 68 18.05
4.2 5.03 5*s4 4.87
4.2
1.02
3.71
7.08
4.~3
ALL design
ms Connection
(peak) > 1.1
MS Connection (deforma tion)
#/A
Detdi led Rqsul ts of Facing Stability Analvses (Minnent and Shear) :
SRW Heel GeO Drive Resist Shear Uni t Elev Type Men t J%nnent Load # (re) (lbs-f t/f t ) (lbs-f t/f t ) (1 bdf t)
+out -in
11 10
9
7
6
5 4 3 2 1
e
6.67
6.0
5.93 4.67 4.0 3.33
2.67
0.0 1.33 0.67 0 .O
1.3 1o.s 35.4
83.0 163.1~ 283.0
449.4
670.0 PIS. 1 1316.1
1743. e
74.2 157.7 250.5
352 - 6 955.1
1566. D
2168.0 2816 -3 4036.4 5267.0
6506.6
8.0
23.6 113.1 94.9 -64.9 0.0
76.6 161.1 -235.8 -123.8
0.0
Shear Capaci ty (lbs/f t )
(peak) .
026.7 883.5 P40.2
1053.8 1110.4
1167.1 953.8 1200. I 1337.3
1394.0
7a8.9
Shear Capacity (lbs/f t)
(deforma tion)
H/A
Detailed Results of Facing Stability Analyses (Connections) I
SRW Heel Geo Conneo ti on Connection Conneo ti on mi t Elev Type # (ft) Load Capacity Capacity (lbs/f t) (peak) (deforma tion) Ilbs/ftJ (lbdf t) 1 U/A
e 4.67 1 212.2 736.0 WA 4 2.0 1 m1.1 D73.6 */A
.....
SRWal1 (ver 1.1 June 1995) Page 6
LN 95050839
7.1 degrees
1 ft -
Type 1
2.5 ft
Type 1
I
--
-A- -0.5 ft
8.0 ft
Project Identification:
Project Name: SERENATA - Wall . .
Section:
Data Sheet: 92121
OWent : BREEfM COWUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: WEN ENGINEERING GROUP
Time : 03:04:17 PM
Date: DECEMEBER 18, 2000
Data file: c:\srwalll\calcs\sernata4
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RtTAININo WAUa CCMmNY
1531 ORMlD AVENUE
SAM MWtCOS, CA 92069
(619) 171-2500
License Number: 95050839
Project Icien t i f i ca ti on :
Project Name: S~ENATA - will A
Section:
Data Sheet:
Owner: BRIElM dmITIES 5770 OBlERLIN DRIVS, BAN DUOO, CA 92121
Client :
Prepared by: OWEN ID#amlm€t~NG @Roup
Date : DE- 18, 2000
Time : 03:04:17 Rd
Data file.' a:\8rwalli\crrrla8\sm&mataS
-e of Structure:
Structure Criticality: Non-oritid
Desiqn Methodology: NQa )i.th& A
Wapthatia-Roiaforaod Sogmntal Rataiming Wall
Wa 11 Geometry:
Design hall Height ( ft 1 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 14
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
Hinge Height ( ft ) 9.33
S1 opes :
Front Slope (degrees)
Back Slope (degrees) horizontal
horizontal
SRWa11 (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nono
nom
Friction Cohesion Rngle Unit Weight
Soil Data: Soil Description : (psf 1 (degrees) (pcf)
Reinforced Soil 8-d N/A 34.0 133.0
133.0 Retained Soil rand N/A 34.0
Foundation Soil 8md 0.0 34.0 133.0
Levelling Pad Soil gtavol N/A 40.0 125.0
Segmental Unit Name: OIfault sqnmnkl unit prap.rtim8
Segmental Unit Data:
Cap Height (in) none
Unit Height (in) 8.0
Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) 1.0
Weight (infilled1 (lbs) 167.0
Unit Weight (infilled) (pc€) 125.3
Center of Gravity (in) 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 (Ibs/ft) 2000.0 2000.0
Geosynthetic Reinforcement !I’ypes and Number:
we Number Name
1 3 syllp.ror# r8 35
2 0 synlp8folQ. IIF 55
3 0 ryloprCorar SF 80
Geosyn the t i cs Properties :
Strength and Polymer Type: Type 1 Type 2 me 3
Index Tensile Strength (lbdft) 2697.0 3731.0 5583.0
Polymer Type pOln8tor polymkr polyeskt
I
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
-~~ ~~ ~
Partial Material Safety Factors: Type 1 Type 2 Type 3
Creep
Biological Degradation
Chemical Degradation
Construction Site Damage
Material Uncertainty
1.159 1.59 1.61
1.00 1.00 1 .oo
1.10 1.10 1.10
1.15 1.08 1.08
1.50 1.50 1.50
Long Term Design Strength: Type 2 Type 2 Type 3
LTDS (lbs/ft) 870.7 1315. a 1946.0
Coefficient of Interaction : me 1 we 2 Type 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
Type 3 Coefficient of Direct Sliding: Type 1 Type 2
Peak Load Criterion 0.8 0.8 0.75
Connection Strength : Twe 1 TVp= 2 Type 3
Peak Strength Criterion:
Minimum ( lbs / f t ) 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 / f t ) 500.0 500.0 500.0
Friction Angle (degrees) 26.0 28.0 28.0
Maximum (lbs/€t) 2000.0 3000.0 3000 + 0
\
Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2
Peak Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees) Maximum (lbs/ft)
boo. 0 500.0 500.0
27.0 27.0 27.0
2000.0 2000.0 2000.0
Deforma tion Strength Criterion :
Friction Angle (degrees) 27.0 27.0 27.0
Minimum (lbs/ f t ) 500.0 500.0 500.0
Maximum (lbs/ft) 1000.0 2000.0 2000.0
SRWall (ver 1.1 June 1995)
3J/
Page 4
LN 95050839
~ ~~
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.201
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) 0.109
Orientation of failure plane fxom horizontal (degrees) 55.63
Results of External Stability Analyses:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ftl
Base Reinforcement Ratio (L/H)
Note: Calculated values MEET ALL design criteria
Calculated Design criteria
6.47 1.5 OIE
15 61 2.0 ox
25.3 2.5 OX
9.0 5.6 OK
0.25 N/A
0.96 0.6 OX
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)
Ca 1 cul a ted Values :
1155.5
11075 6
7470 4 5
3595.0
56227.6
32988.0
1303.7
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS Fos Layer
Unit Type (ft) fft) Length Over- Pullout Pullout Sliding Spacing
# If t) stress (peak) (def I (peak) fftl > 1.15 < 2.67 7 1.0 > 1.0 > 1.5 UjA
11 1 ' 6.67 9.0 3.91 1.1 6.22 WA 23.26 OX
7 1 4.0 9.0 5.43 2.31 9.64 =/A 10.31 ox
3 1 1.33 9.0 6.92 1.14 12.29 U/A 6.59 OK
Note: calculated values MEET ALL design criteria
Detailed Resul ts of Internal Stability Analyses:
SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sliding Sliding Capacity Unit Type tftl Design Load Capacity Capacity Force # Strength (lbs/ft) (peak) (def 1 (Lbs/ft) flbdft)
(lbs/f t) (lbs/f tl (lbs/f t)
11 1 6.67 870.7 222.2 1319.9 WA 94.3 2294.2
7 1 4.0 870.7 377.3 3630.0 #/A 377.3 3888 -3 3 1 1.33 870.7 566.0 6954.4 */A 849.0 5582. I
SRWall (ver 2.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS
Unit Elev Type Over- # (ft) turning > 1.1
14
13 12 11
10 9
7 6 5
4 3 2 1
e
8.67 8.0 7.93
6.67
6.0 1.93 4.67 4.0 3.33 2.67
2.0 1.33 0.67
0.0
56.65 15.05
4.2
5.81 5.64
4.87 4.2 4.09 4.02 3.73 3.43
3.33 3.18
7.08
ms
Shear
(peak) > 1.5
-9 37.46
17.72 7.71 - -
15.2s 1.78 - -
11.26 4.55
>99
-
Note: calculated values MEET ALL design criteria
Fos
Shear (deforma tion)
H/A
Fos
Connection
(peak) > 1.5 ,
Fos Connection
(deforma tion)
WA
Detailed Results of Facinq Stabilitv Analyses (Mom0 nt and Shear) :
SRW Heel GeO Drive Resf s t Shear Unit Elev Type mnt Moment Load x (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft)
+out -fn
14 13 12 11 10
9
0
7 6 5
4 3 2
1
8.67 8 .o 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67
0.0
1.9 10.5 35.4 09.8
169.0
283.0
449.4 670.8 -5.1 1310.1 1743.8
2263.0 2878.4
l5Bll. 0
74.2 157.7
250.5 382.6 955.1 1566.9
2110.0 2816.3 4098.4
6506.5 77s4.4 9592.1 ll4SS. 0
6267. e
5.9
23.6 BS.1 94.1
-64. b 0.0
76.6 165.1 -112.0 0.0
123.8 219.4 -159.2
0.0
Shear Capacity llbs/f t)
(peak)
826.7
183.1 940.2 726.9 1053.6 1110.4 1167.1
913.8 l2aO.6 1397.3 i394.0 1180.7 1807.12 1564.2
Shear Capacity
(lbs/f t ) (defonaa tion)
W/h
Detailed kesults of Facing Stabili ty Analysgs (Connections) :
SRW Heel -0 Connection Connection Connection
x (ft) (lbs/f t) (peak) (defonna tion) Unf t Elev Type Load Capaci t y capacity
(Lbs/f t ) 11/11
(lbs/f t )
11 6.67 1 212.2 796.8 #/A 7 4.0 1 377.3 973.6 W/A 3 1.33 1 566.0 1210.4 #/A
SRWall (ver 1.1 June 1995)
33/
Page 6
LN 95050839
9.. -
7. I
1 ft -
degrees v
Type
Type 1
2.5 ft
I
Type 1
I I
T -
-0.5 ft I
9.0 ft
Pxo j ect Identif i cation :
Project Name: SERENATA - Wall A ' Section:
92121 Data Sheet:
Ohhent : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING OROUP
Date: DECEMEBER 18, 2000
Time: 03:04:17 FM
Data file: c:\arwalll\calcs\sernata5
SRWall (ver 1.1 June 1995)
Licensed to:
(619) 471-2500
License Number: 95050839
Page 1
LN 95050839
Project Identification:
Project Name: amrrartr W~X B 4. c (NO-)
Section:
Data Sheet:
Owner : Brrhra COmQunith8 5770 akElin Dtivm, S8n Dirgo, Ca 92121
Client :
Prepared by: OIlM mgfmoring Broua,
Date : Dodr 20, 2000
Time : 02:50:30 Ea4
Data file: a:\rmalll\dan\~natala
Type of Structure:
Structure Criticality: Hon-oritid
Design Methodology: MQBL mthod
Gravity -tal Ratrin;Lng #all
Wall Geometry:
Design hall Height (it) 2.67
Embedment Wall Height ( ft) 2.5
Exposed Design Wall Height (et) 0.17
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 4’
Hinge Height ( ft 2.67
Base Inclination (degrees) heri noatrl
Wall Inclination (degrees) 7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees) horiaental
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nom
nom
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psf) (degrees) (pcf 1
Retained Soil m8nd N/A 34.0 133.0
Levelling Pad Soil gram1 N/A 40.0 125.0
Foundation Soil 8-d 0.0 34.0 139.0
Segmental Unit Name:
Segmental Unit Data :
D8frult amntil unit praprrtira
Cap Height (in) nom Unit Height (in) 8.0
Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) rl.0
Weight (infilled) (lbs ) 167.0
Unit Weight (infilled) (pcf) 125.3
Center of Gravity (in) b1.0
Segmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Friction Angle (degrees) 45.0 45.0
. Minimum (lbs/ft) 500.0 BOO.0
Maximum (lbs/ft) 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Retained Soil (Ka) 0.32
Retained Soil (Ka horizontal component) 0.308
Orientation of failure plane from horizontal (degrees) 47.98
SRWall (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 OK
2.71 2.0 itllc
39.27 2.0 ox
1.83 N/A
0.33 NfA
Detailed Results of ExternaJ Stability Analyses: Calculated Values:
146.2 Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft) 445.3
Sliding Resistance (lbs/ft) 261.6
130.2 Driving Moment (lbs-ft/ft)
ReSi8ting Moment (lbs-ft/ft) 352.6 Bearing Capacity (psf ) 14942.4
Maximum Bearing Pressure (psf) 380.5
Results of Facing Stabilf ty Analyses:
SRDp Heel Geosynthetic ?'OS ms ms Uait Elev Type owr- Shear Shear # (ft) turning (peak) (defonna tion) > a.5 > 2.5 N/A
4 2.0 nono 36.61 67.08 1/A
3 1.33 nema 9.73 1B.82 */A 2 0.87 naw 4.08 10.16 #/A 1 0.0 nwm 2.72 6.4B N/h
Note: calculated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses (mnt and Shear) :
SRW Keel -0 Drive Resist Shear Unit Elev Type Went hkment Load # , fft) (lbs -f t /ft J f lbs -f t /f t ) (lbs/f t J
+out -in
4 0 .O #xoao a.o 74.3 @.I 3 i.3a POIY 16.2 157.7 36.3 2 0.67 rmln 64.7 280 .I 82.1
1 0.0 POII. 12B.7 382.6 146.9
Shear Capacity (lbs/ftl
(peak)
615.9 722.7 834.0 04s. 3
Shear Capacity (lbs/ftJ (de fonua tion) Wh
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
A -0.5 ft
Pro j ec t Iden ti fi ca ti on :
Project Name: Serenata Wall. B 4 c
Section:
Data Sheet:
OJnhent : Brehm Communities 5770 Oberlin Drive, 8an Diego, Ca
92121
Prepared by: OWEN Engineering Group
Date: December 20, 2000
Time : 02:50:30 PM
Data file: c:\srwalll\calcs\senatala
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
(619) 471-2500
License Number: 95050839
Project Iden ti f i ca ti on :
Project Name: -TIL - Wall 4; c (m -)
Section:
Data Sheet:
Owner : BRWW CVITIIGS 5770 OBLRLIN DRIVE, BAN DIEGO, CA 92121
client:
Prepared by: OWEN SNGINURaJa @ROUP
Date : DgCEk5BXR 18, 2000
Time : 03:04:17 PW
Type of Structure:
structure Criticality: Non-criticriL
Design Methodology: l?aA %athod I
Olo8ynthmtio-ElrinfoMlld Sopnatal mtaining Wall
Wall Geometry :
Design tall Height ( f t 4.67
Embedment Wall Height (ft) 2.5
Exposed Design Wall Height (ft) 2.17
Minimum Levelling Fad Thickness (ft) 0.5
Number of Segmental Wall Units
Hinge Height (ft)
Base Inclination (degrees)
Wall Inclination (degrees)
7
4.67
horizontal
7.1
S1 opes :
Front Slope (degrees)
Back Slope (degrees)
horicontal
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
nonm
nonm
Fri ct ion
Cohesion Angle Unit Weight
Soil Data ; Soil Description : fpsf) (degrees) fpcfl
Reinforced Soil 88nd
Retained Soil nand
Levelling Pad Soil gram1
Foundatioh Soil .and
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 ( inf illed) ( Ibs )
Unit Weight (infilled) (pcf)
Center of Gravity (in)
nonr
8.0
16.0
18.0
1.0
167.0
125.3
8.0
Segmental Unit Interface Sheer Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbdft) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
Geosyn thetic Reinforcement !C’ype s and Number:
Type Number Name
Geosynthe tics Properties :
Strength and Polymer Type: Type 1 Type 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type po1yr.t.r polyr.tmr palya.kr
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Partial Ma teria 1 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 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 S1 iding : Type 1 Type 2 Tvpe 3
Peak Load Criterion 0.8 0.8 0.75
Connection Strength: Type 1 -2 Type 3
Peak Strength Criterion:
Minimum (lbdft)
Friction Angle (degrees)
Maximum (lbdft)
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Def orma t ion Strength Cri t eri on : Minimum (lbs/ft) 500.0 600.0 500.0
Friction Angle (degrees) 28.0 28.0 28.0
Maximum ( lbs/ f t ) 2000.0 3000.0 3000.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 me 2 -3
Peak Strength Criterion:
Minimum (lba/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
500 4 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 (lbdft) 2000.0 2000.0 2000.0
SRWa11 (ver 1.1 June 1995) Page 4
LN 95050839
Coefficients of Earth Pressure and Failure Pl8ne Orientations:
Reinforced Soil (Ka 1 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:
FOS Sliding 2.62 1.5 OK
FOS Overturning 5.2s 2.0 OK
FOS Bearing Capacity 31.65 2.5 OIC
Base Reinforcement Length (L) (ft) 5.0 2.8 ox
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
Calculated Design Criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total. Horizontal Force (lbs/ft)
Total Vertical Force (lbs/Lt)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
912.6
3643.6
2390 2
2029.1
10643.2
23064,P
728.9
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor R3S FOS FUS ms Layer Unit Tm (ft) (f t) Length Over- Pullout Pullout Sliding Spacing
# (f t) stress (peak) (def) (peak) lft) > 1.0 > 1.0 > 1.1 11/A > 1.8 < 2.67
4 1 2.0 8.0 2.11 1.B5 2.29 Ufh 3.78 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 lft) Desipn Load Capacity Capacity Force Capacity t Strength (lbs/ft) (peak) (def) (lbs/ft) Clbs/ft) (lbs/f t) (lbdft) (lbs/ft)
4 1 2.0 870.7 446.8 1021 * 9 WA 447.4 lS92.2
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS
Unit Elev Type Over- Shear Shear
# (ft) turning (peak) (deformation) > 1.5 > 1.S #/A
7 4.0 nolu 36.61 BO.68 #/A
5 2.67 eons 4.1~ 11.46 W/A
4 2.0 1 2.7P 4.08 U/A - U/A - #/A 3 1.33 polu 3.77
2 0.67 none 9.58 1 0.Q awao 3.15 - M/A
Note: calculated values MEET ALL design criteria
6 3.33 1101). 9.73 24.22
FOS Connection
(peak) > 1.5
ms Connection
(deforma tion)
UlA
Detailed Results of Facinq Stability Analyses (Mbment and Shear):
SRW Heel GeO Drive Resist Shear Unit Elev Type Momn t Moment Load I (ft) (lbs-ft/ft) (lbs-ft/ft) (lbdft)
+out -in
7 4.0 norm 4.0 74.2 0.1
6 3.33 IIolu 16.2 157.7 36.5
4 2.0 1 129.7 352.6 145.0
3 1.83 nom 253.3 915.1 -218.8
1 0 -0 M*LI 696.0 2188 .o 0.0
5 2.67 rhono 54.7 250 .I e2 .I
2 0.67 , llooI 437.6 lS66.9 -118 .5
Shear Shear Capacity Capacity (lbs/ft) (lbdft)
(def orma t ion)
826.7 WA
883.5 #/A 940.2 Y/A 726.9 W/A 1053.6 Y/A 1110.4 1/A
1167.1 Y/A
%tailed Results of Facing Stability Analyses (Connections) :
SRW ' Heel OeO Connection Connection Connection Vni t Elev TP Load Capacity Capacf ty x (f t) (lbs/f t) (peak) (def oma tion)
(lbs/f t) (lbs/f t)
#/A
4 2.0 1 446.0 736.0 N/A
SRWal1 (ver 1.1 June 1995)
(ts/
Page 6
LN 95050839
I
7.1 degrees
Sympaforce FS 35
4.67 ft
Project Iden t i fi cation :
Section:
Data Sheet:
OWent : BREHM COBMJNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERSNG CROUP
Date: DECEMEBER 18, 2000
Time : 03:04:17 EM
Project Name: SERENATA - Wall .*@ 4 C
92121
Data file: c : \s mal 11 \ cal cs \ senatea
SRWall (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to:
RETAROING WALLS CcIbdPANy
1591 AVGNUC
W MIRCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification :
Project Name: ~ERSNATA - Wall .B fG
Section:
Data Sheet:
Prepared by: OWSN EZ~~INE~RINO @.ROW
Date : D1-m 18, 2000
Time : 03:04:17 PM
Data file: a: \8rwilll\Wa8\auut&a
Type of Structure: Structure Criticality: Non-oritioal
Design Methodology: XQ#h Mthod A
Qaosynthetia-Rminforumd 8-W Rmtrin$ng Wall
Wall Geometry:
Design hall 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) horizontal
Back Slope (degrees) 26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
Soi 1 Da ta : Soil Description : (p5f) (degrees) (pcf)
Reinforced Soil .and
Retained Soil #urd
Levelling Pad Soil gram1
Foundation Soil .and
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)
noam
X6.0
18.0
1.0
167.0
125.3
8.0
e.0
Segmental Unit Interface Sheer Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbd ft 1 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
Geosyn theti cs Properti 8s :
Strength and Polymer Type: Type 1 rYPe 2 Type 3
Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0
Polymer Type polyrslmr polywkr pelyostm?
SRWa11 (ver 1.1 June 1995) Page 3
LN 95050839
Part i a 1 Ma t eri a 1 Safety Factors : Type 1 Type 2 Type 3
Creep 1.59 1.59 1.61
Biological Degradation 1.00 1.00 1.00
Chemic a1 Degradation 1.10 1.10 1.10
Construction Site Damage 1.15 1.08 1.08
Material Uncertainty 1.so 1.50 1.50
Long Term Design Strength: ’ Tjpe 1 Type 2 Type 3
LTDS (lbdft) 870.7 1316.8 1946.0
Coefficient of Interaction: Type 1 Type 2 we 3
Peak Load Criterion 0.7 0.7 0.7
Deformation Criterion 0.6 0.6 0.6
-3 Type 2 coefficient of Direct sliding:
Peak Load Criterion 0.8 0.8 0.75
Type 1
Connection Strength : me 1 Type 2 we 3
Peak Strength Criterion: Minimum (lbs/ft)
Friction Angle (degrees)
Maximum ( lbs/ f t 1
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
Deformation Strength criterion:
Minimum (lbs/ ft 1 500 .O 500.0
Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0
500.0
Gaosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: 1
Peak Strength Criterion: Minimum (lbs/ft)
Friction Angle (degrees) Maximum (lbs/ft)
500.0
27.0
2000.0
DefQrmatiOn Strength Criterion:
Minimum ( lbs / f t ) 500.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
Type 2 me 3
!300.0 500.0
27.0 27.0
2000.0 2000.0
500.0 500.0
27.0 27.0
2000.0 2000.0
SRWall (ver 1.1 June 2995) Page 4
W 95050839
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.32
Reinforced Soil (Ka horizontal component) 0.908
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 2.27 1.6 OK
FOS Overturning 3.85 2.0 OK
FOS Bearing Capacity 22.63 2.5 OR
Base Reinforcement Length (L) (ft) 5.0 3.6 OK
Base Eccentricity (e) (ft) 0.24 N/A
Base Reinforcement Ratio (L/H) 0.83 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 (lbdft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
1314.0
4416.5
2978.9
3505.4
13480.3
22123 9 7
977.7
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FWS ms MS MS Layer Unit Tw fft) (ft) Length Over- Pullout Pullout Sliding Spacing.
# fft) stress (peak) fdefl > 1.0 > 1.0 > 1.1 #/A
6 1 3.33 8.0 1.08 2.68 1.7 #/A 3.78 OK
2 1 0.67 8.0 3.11 2.t2 5.~7 U/A 2.37 (Rc
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 fft) Design Load Capacity Capacity Force Capacity Strength (Ibs/ftl (peak) (def) flbs/ft) (lbs/ft)
(lbs/f t) (lbs/ft) (lbs/ft)
#
6 1 3.53 070.7 528.2 856.0 I/A 447.4 i6sa. 2
2 1 0.67 870.7 110.3 2408.4 U/A 1104 2 2620.8
SRWall (ver 1.1 June 1995) Page 5
LN 95050839
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS
Unit Elev Type Over- Y (f t) turning > 1.5
5.33 4.67
4.0
3.33 2.67 2.0
1.33 0.67
0.0
36.63
n.73 4.58 2.72 3.77 3.66 3.15 2.72
2.73
FOS Shear
(peak) > 1.5
90.68 24.24 11.46 4.98 - -
9.85
3.74
291
Note: calculated values MEET ALL design criteria
FOS Shear (defonna tion)
U/A
FOS Connection (peak) > 1.5
MIS Connection (de f om ti on)
U/A
Detailed Results of Facing Stabflfty Analyses @&me nt and Shear) :
SRW Heel -0 Drive Resist Shear Unit Elev Type Moment Moment Load # (f t) (lbs-f t/f t I (lbs-f t /f t (lbs/f t)
+out -in
1.33 4.67
4.0
3.33 2.67
2.0 1.33 0.67
0.0
2.0 16.2
54.7 129.7 253.3 437.6
695.0
1037.4 1477.0
74.2
157.7
250. 5 352.6 055.1 1566.9 2188.0
281.B .3
4038.4
8.1 96.8
02.1 146.9 -100.3
0.0 118.5 265.3
0.0
Shear Capacity
(lbs/f t)
(peak)
826.7 883.5
040.2
726.9 1059.6
1110.4 1167.1
953.8 1280. 5
Shear Capacity
(lbdf t (def om t ion)
#/A
Detailed Results of Facing Stability Analyses (Connections):
SRW ifel GeO Connection Connection Connection Unit Elev Type Load Capaci t y Capacity # (f t) f lbs/f t) (peak) (de forma tion)
(lbdit) (lbs/f t)
#/A
6 3.33 1 328.2 736.8 WA a 10.67 1 410.3 D7S.6 W/A
44f
SRWall (ver 1.1 June 1995) Page 6
I LN 95050839
t- 5.0 ft
Project Identifdcation;
Project Name: SERENATA - Wall @ 4 &
Section:
Data Sheet:
Okbent : BREW COWIUNITIES 5770 OBERLIN DRIVE, SAN DIEO, CA
Prepared by: OWEN ENGINEERING GROUP
Date: DECEMEBER 18, 2000
Time: 03:04:13 PM
92121
Data file: c:\srwalll\calcs\senata3a
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 - WALL B
Section :
Data Sheet:
Owner : BREHM CObMJNITIES 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 Segmemtal Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NCMh Method A
1.
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)
8.0
2.5
5.5
0.5
12
8.0
horizon tal
7.1
Slopes :
Front Slope (degrees)
Back Slope (degrees)
horizontal
26.6
SRWall (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Di s t ribu t ed Surcharges :
Live Load Surcharge none
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
soil Data: Soi 1 Description : (psfl (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
Seqmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum) (lbsjft) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
Geosynthetic Reinforcement TVpes and Number:
Type Number Name
1 3 Sympaforce FS 35
2 0 Sympaforce 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
Part i a 1 Ma t eri a 1 Safety Fa ct ors : 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 : 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
Connection 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
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/ 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 75050839
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
Deforma tion Strength Criterion : ’
Minimum, ( lb s / f t ) 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 Eccentricity (e) (ft) 0.3 N/A
Base Reinforcement Ratio (L/H) 0.88 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)
2514.7
8522. B
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 Unit Type (ft) (ftJ Length Over-
Y (ft) stress > 1.0 > 1.0
9 1 5.33 7.0 1.53 3.16
6 1 3.33 7.0 3.08 2.27
3 1 1.33 7.0 4.63 1.33
Note: calculated values MEET ALL design criberia
FOS FOS FOS Layer Pull out Pullout S1 iding Spacing
(peak) (def) (peak) (ft) > 1.5 N/A > 1.5 < 2.67
3.48 N/A 3.61 OK
6.55 N/A 2.78 OK
7.09 N/A 2.26 OK
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding
Unit Type lft) Design Load Capacity Capacity Force Capa ci t y # Strength (lbs/ftl (peak) (defl (lbs/f t) (lbs/f t) (lbs/f t) (lbs/f t) (lbs/f t)
9 1 5.33 870.7 275.8 958.5 WA 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 M)S FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection
Y (It) turning (peak) (deformation) (peak) (deformation) > 1.5 > 1.5 N/A > 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
none
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
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/ft)
+out -in
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 nons
1
none
none
1
none
none 1
none none
2.0
16.2
54.7
129.7
253.3
437.6
695.0
1031.4
1477 .O
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
Shear Shear Capacity Capacity
(lbdft) (lbs/ft) (peak) (deforma ti on)
N/A
826.7 N/A
883.5 WA
940.2 */A
726.9 N/A 1053.6 N/A
1110.4 N/A
897.1 N/A 1223. 8 N/A
1280.5 N/A
1067.3 N/A
1394,O N/A
1450.7 N/A
SRWall (ver 1.1 June 1995) Page 6
LN 95050839
Detailed Results of Facing Stability Analyses (Connections) :
SFW Heel GeO Connection Connection Connection Vni t Elev Type Load Capacity Capacity
# (ft) (lbs/f t I (peak) (de forma tion)
(lbs/ft) (lbs/f t ) N/A
9 5.33 1 275.8 736.8 N/A
6 3.33 1 382.9 914.4 N/A
3 1.33 1 654.2 1092.0 WA
SRWall (ver 1.1 June 1995)
$7
Page 7
LN 95050839
8. - ft -
; Sympaforce FS 35
-0.5 ft -
7.0 ft
Project Identification :
Project Name: SERENATA - WALL B
Section:
Data Sheet: 92121
O*ment : BREXM 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 Identification :
Project Name: SERENATA - WALL B
Section :
Data Sheet:
Owner : BREHM COMIUNITIES 5770 OBERLIN,DRIVE, SAN DIEGO, CA 92121
Client:
Prepared by: OWEN ENGINEERING GROUP
Date: Decembor 18 2000
Time : 03:22:09 PM
Data file: c: \srwalll\al6sympa
Type of Structure:
Structure Criticality:
Desiqn Methodology:
Geosynthetic-Reinforced Segmental Retaining Wall
Non-critical
NCMA Method A
Wall 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 ( f t)
Base Inclination (degrees)
Wall Inclination (degrees)
14
9.33
horizontal
7.1
Slopes :
Front Slope (degrees)
Rack 31 one (denr~enl
horizontal
3c c
SRWall (ver 1 1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
none
none
Fri cti on
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:
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
Seqmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum, (lbs/ft) 770.0
Friction Angle (degrees) 27.0
Maximum (lbs / f t ) 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
~~~~ ~ ~
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
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:
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
\ Connection Strength:
Peak Strength Criterion :
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
Deforma tion 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
500.0 500.0 500.0
28.0 28.0 28.0
2000.0 3000.0 3000.0
SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: TYP= 1 Type 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) 500.0 500.0 500.0
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 Stability Analyses:
Calculated Design Criteria
FOS Sliding 2.32 1.5 OK
FOS Overturning 4.07 2.0 OK
FOS Bearing Capacity 19.97 2.5 OK
Base Reinforcement Length (L) (ft) 8.5 5.6 OK
Base Eccentricity (e) (ft) 0.32 N/A
0.91 0.6 OK Base Reinforcement Ratio (L/H)
Note: cglculated 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)
Cal cul a t ed
3577.8
12300.7
8296.9
15749.9
64089.1
31251.0
1565.0
Values :
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
I fft) stress (peak) fdefl (peak) fft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
11 1 6.67 8.5 1.99 3.16 5.11 N/A 3.53 OK
8 1 4.67 8.5 3.54 2.27 8.27 N/A 2.87 OK
5 1 2.67 8.5 5.1 1.59 10.07 N/A 2.41 OK
2 1 0.67 8.5 6.65 ,l .5 14.51 N/A 2.07 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding
Capacity Unit Type (ftl Design Load Capacity Capacity Force
Strength (lbs/ft) (peak) (def I (lbs/ft) .(lbs/ft) x (lbs/ft) (lbs/ft) (lbs/ft)
11 1 6.67 870.7 ,275. 8 1409.2 N/A 877.3 3094.5
4293.3 5 1 2.67 870.7 547.0 5507.7 N/A 2278. 8 5492.2
2 1 0.67 870.7 581.2 8433.4 N/A 3225.7 6691.0
1496.0 8 1 4.67 870.7 382.9 3168.7 N/A
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear x (ftl turning (peak) (defonna tion) (peak) (de f oma t 1 on) Connection Connection
> 1.5 > 1.5 N/A > 1.5 N/A
14
13 12
11
10
9
8
7
6
5
4 3
2
1
Note:
8.67 none 36.63 90.68
8.0 none 9.73 24.22
7.33 none 4.58 11.46
6.67 1 2.72 4.98
6.0 none 3.77 -
5.33 none 3.58 21.18
4.67 1 3.15 5.25
4.0 none 3.28 -
3.33 none 3.13 16.05 '
2.67 1 2.89 4.22
2.0 none 2.84 -
1.33 none 2.71 13.54
0.67 1 2.55 3.69
0.0 none 2.48 -
calculated values MEET ALL design criteria
-
2.67 - -
2.39 - -
2.0 - -
2.18 -
Detailed Results of Facing Stability Analyses (Moment and Shear) :
SRW Heel FeO Drive Resist Shear Shear Shear
Unit Elev Moment Moment Load Capacity Capacity
I (ftl (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) (peak) (defonna tion)
+out -in N/A
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 none
1
none
none
A
none
none
1
none
none 1
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 4451.4
5559.6
74.2
157.7
250.5
352.6
955.1
1566.9
2168.0
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
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
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 Capacity Capa ci t y Y (ft) (1 bs/f t I (peak) (de formation) (lbs/f t) (lbs/f t I
N/A
11 6.67 1 215.8 736.8 N/A a 4.67 1 382. 9 914.4 N/A
5 2.61 1 547.0 1092.0 N/A
2 0.61 1 581.2 ' 1269.6 N/A
SRWal1 lver 1.1 June 1995)
8.5 ft
Page 7
LN 95050839
I I, Sympaforce FS 35
Proj ect Iden ti fi cation :
Project Name: SERENATA - WALL B
Section:
Data Sheet:
Oament : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 EW
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 - WALL#&
Section:
Data Sheet:
Owner: BREHM CCt&4UNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121
Client:
Prepared by: OWEN ENGINEERING GROUP
Date : Docembar 18 2000
Time : 03:22:09 PM
Data file: c: \srwalll\al6sympa
Type of Structure: Gmosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NCMA Method A
Wall 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 ( f t) 6.67
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
Slopes :
Front Slope (degrees)
l2a-L- ‘21 nno frinnrnn=\
horizontal
9L L
I
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
133.0 N/A 34.0
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 / f t ) 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 Sympaforce SF 80
SRWall (ver 1.1 June 1995) Page 3
LN 95050839
Geos yn the ti 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 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
Type 3 Long Term Desiqn 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
Deformation Criterion 0.6 0.6 0.6
Coef f i ci en t of Direct Sliding :
Peak Load Criterion 0.8 0.8 0.75
Type 1 Type 2 Type 3
connectlion Strength : Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum ( lb s / 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
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
Ge o syn the t i c -Segm en t a 1 Ret ai nin g Wa 11 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 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:
FOS Sliding
FOS Overturning
FOS Bearing Capacity
Base Reinforcement Length (L) (ft)
Base Eccentricity (e) (ft)
Base Reinforcement Ratio (L/H)
Note: cAlculated values MEET ALL design criteria
Gal cul a ted Design Cri t eria
2.09 1.5 OK
2.0 OK 3.51
18.58 2.5 OK
6.5 4.0 OK
0.3 N/A
0.97 0.6 OK
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
5540-6
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 La ye r Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
I (ft) stress (peak) tdef) (peak) lft) > 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 Pull out S1 iding S1 i ding
Unit Type (ft) Design Load Capacity Capacity Force Capacity # Strength (lbs/ft) (peak) (defl (lbs/ft) (lbs/ft) (lbs/f t), (lbs/f t) (lbs/f t)
8 1 4.67 870.7 443.8 1207.2 N/A Baa. s 2777.9
5 1 2.67 870.7 501 .O 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
# (ftl turning (peak) (deforma tion) (peak) (de formation) > 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
nonr none
1 none nonr
1 none none
A nonr
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
-
-
-
Note: * value does NOT MEET design criterion (I occurrences)
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel GeO Dri ve Resist Shear Shear Shear Unit El ev Type Moment Moment Load Capacity Capacity x (It) (lbs-f t /f t) (lbs-f t/f t) (lbs/f t) (lbs/f t ) (lbs/f t)
(peak) (deformation)
+out -in 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 .o
nom nonr
1 nons none
1
none none
A
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
883.5
670.2
996.9 1053.6
840.4
1167.1
1223.8
1010.5 1337.3
SRWall (ver 1.1 June 1995) Page 6
LN 95050039
~~~~ ~ ~ ~
Detailed Results of Facing Stability Analyses (Connections) :
SRW Heel Geo Connection Connection Connection Unit El ev TYPe Load Capa ci t y Capaci t y
# lft) (lbs/f t) (peak) (de f orma ti on)
(lbs/ft) (lbs/ft)
N/A
8 4.67 1 443.8 677.6 N/A 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 95050839
Sympaforce FS 35
2.5 ft
Sympaforce FS 35
Sympaforce FS 35
-
T 1
-0.5 ft
6.5 ft
Project Identifi ca ti on :
Project Name: SERENATA - WALLSG
Section:
Data Sheet: 92121
Oiirment :
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
BREXM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
Data file: c:\srwalll\al6sympa
SRWall (ver 1.1 June 1995) Page 1
LA! 95050839
Licensed to:
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAMMARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification :
Project Name: SERENATA - WALL^
Section:
Data Sheet:
Owner : BREHM C-ITIES 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: Oeosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NCMA Method 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)
8.67
2.5
6.17
0.5
13
8.67
horizontal
7.1
Slopes:
Front Slope (degrees) 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 : Soi 1 Description : (psf) (degrees) (pcf)
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
N/A
N/A
0.0
N/A
34.0 133.0
34.0 133.0
40.0 125.0
34.0 133.0
Segmental Unit Name: Default segmental unit properties
Segmental Unit Data:
Cap Height (in) none
Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) 1.0
Weight (infilled) (lbs) 167.0
Unit Weight (infilled) (pcf) 125.3
Unit Height (in) 8.0
Center of Gravity (in) 8.0
Seqmental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimumi (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
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
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
Mat'erial Uncertainty 1.50 1.50 1.50
Long Term Design Strength: Type 1 Type 2 Type 3
LTDS (lbs/ft) 870.7 1316. e 1946.0
Coefficient of Interact ion : 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.e 0.8 0.75
Connection 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
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/ f t ) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
2000.0 Maximum (lbs/ft) 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
2000.0 2000.0 Maximum (lbs / f t ) 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:
Ca 1 cul a ted Design Cri teri a
FOS Sliding 2.22 1.5 OK
FOS Overturning 3.86 2.0 OK
FOS Bearing Capacity 18.51 2.5 OK
Base Reinforcement Length (L) (ft) 9.0 5.2 OK
Base Eccentricity (e) (ft) 0.32 N/A
Base Reinforcement Ratio (L/H) 1.04 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)
Re si s t i ng Moment ( 1 b s - f t / f t )
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
4470.8
14710.1
9922.1
21446.5
82889.5
32600.7
1760.9
SRWall (ver 1.1 June 1995) Page 5
LN 35050839
~~ ~~~
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
# (ft) stress (peak) (defl (peak) fftl > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
11 1 6.67 10.0 3.49 1.96 7.4 N/A 3.19 OK
8 1 4.67 9.0 4.04 1.74 8.85 N/A 2.63 OK
5 1 2.67 9.0 5.6 1.31 10.79 N/A 2.24 OK
Note: calculated values MEET ALL design criteria
2 1 0.67 9.0 7.15 3.28 15.3 N/A 1.96 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
# Strength (lbs/ft) (peak) (clef) (lbs/ft) (lbs/ft) (lbs/f t ) (lbs/f t) (lbs/f t)
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
7970.6 2 1 0.67 870. I 619.6 10400.7 N/A 4072.0
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) (deformation) (peak) (deformation) > 1.5 > 1.5 N/A > 1.5 N/A
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
2.0 1.33
0.67
0.0 '
none none
A none none 1 none none
1 none nom
1 none
Note: * 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
5.83
2.63
14.61
3.65
12.31
3.24
10.99
3.0
..
-
-
-
criterion (
Detailed Results of Facing Stability Analyses (Moment and Shear) :
SRW Heel -0 Drive Resist Shear Shear Shear Unit Elev Type Moment Mornen t Load Capacity Capacity
# (ft) (lbs-ft/f t) (lbs-ft/f t) (lbs/f t) (lbs/f t) (lbs/f t) (peak) (de forma ti on) +out -in NfA
13 12
11 10
9
8
7
6 5
4
3
2
1
8.0 7.33
6.61 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
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
826.7 883.5
670.2 996.9
1053.6
840.4
1167.1
1223.8
1010.5
1337.3
1394.0
1180.7
1507.5
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 Capacity Capacity
# (ft) (lbs/ft) (peak) (de forma tion)
(lbs/ft) (Ibs/f t)
N/A
11 6.67 1 443. B 617.6 N/A
8 4.61 1 501.0 055.2 N/A
5 2.67 1 665.1 1032. B N/A
2 0.67 1 679.6 * 1210.4 WA
SRWall (ver 1.1 June 1995) Page 7
LN 95050839
Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35' 1 - -
T I I
-0.5 ft
I- -
9.0 ft I
Proj ec t Iden ti fi ca ti on :
Project Name: SERENATA - WALL$&
Section :
Data Sheet: 92121
Prepared by: OWEN ENGINEERING GROUP
Date: December 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
Oibmerrt : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA
SRWall (ver 1,l June 1995) Page 1
LN 95050839
~~ ~
Licensed to:
RETAINING WALLS COMPANX
1531 GRAND AVENUE
SAMMARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Ident if i ca ti on :
Project Name: SERENATA - WALL#L
Section:
Data Sheet:
owner: BREW C-ITIES 5770 OBERLIN DRIVE, SAN DIEW, CA 92121
Client:
Prepared by: OWEN ENGINEERING GROUP
Date : Dmcamber 18 2000
Time : 03:22:09 PM
Data file: c:\srwalll\al6sympa
Type of Structure: Geosynthetic-Reinforced Segmental btaining Wall
Structure Criticality: Non-critical
Des i qn Methodology : NCMh Method A
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
horiz ontal
7.1
S1 opes :
Front Slope (degrees)
Back Slooe ldeareesl
horizontal
76 6
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: tpsf 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
Seamental 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
0.0
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) 770.0 770.0
Friction Angle (degrees) 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0
Geos yn the t i c Reinforcement Types and Number :
Type Number Name
1 5 Sympaforce FS 35
2 0 Sympaforce 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
b
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 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
Connection Strength:
Peak Strength Criterion :
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
Type 1 Type 2 Type 3
500.0
28.0
2000.0
500.0
28.0
3000.0
500.0
28.0
3000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 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
Geosynthetic-Seqmental 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 / 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 Stability Analyses:
Calculated Design Criteria
FOS Sliding 2.39 1.5 OK
FOS Overturning 4.48 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
Base Eccentricity (e) (ft) 0.21 N/A
Detailed Resulfs of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment ( lbs - f t / f t )
Resisting Moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
5594.1
19818.7
13367.9
30160.3
135070.7
38698.8
1872.0
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 x (f t) stress (peak) (def) (peak) (ft) > 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 ox
9 1 5.33 11.0 5.53 1.74 12.96 N/A 2.76 ox
4 1 2.0 11.0 8.11 L.69 23.35 N/A 2.22 ox 6 1 3.33 11.0 7.08 1.6 17.75 N/A 2.41 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
Capacity Capacity Force Capacity Unit Type (ft) Design Load
# Strength (lbs/ft) (peak) (def) (lbs/ft) (lbs/ft) (lbs/f t) (lbs/ft) (lbs/ft)
12 1 7.33 870.7 443.8 3927.7 N/A 1688.6 5435.9
4 1 2.0 870.7 516.3 12056.5 N/A 4310.1 9589.7
9 1 5.33 870.7 501.0 6493.1 WA 2534.9 6993.6
6 1 3.33 870,7 542.8 9638.0 N/A 3545.3 8551.3
2 1 0.67 870.7 589.3 14612.2 N/A 5147.9 10628.2
Results of Facing Stability Analyses:
SRW Heel Unit Elev x lft)
14 8.67
13 8.0
12 7.33 11 6.67
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
Geosyn the t i c
Type
none none
1 none
none
none none
1 none
none
1
none
FOS
Over- turning > 1.5
3.5 1.7
1.1+ 1.84
1.87
1.72
1.89 1.88
1.79 1.82
1.78
1.81
1.78
1.78
FOS Shear
(peak) > 1.5
12.39
5.83
2.63
14.61
3.65
12.31
3.24
4.51
4.33
-
-
-
FOS
Shear (deformation)
N/A
FOS
Connection
(peak I > 1.5
-
1.53 - -
1.71 - -
1.9
2.23
2.15
-
-
-
FOS
Connection (deforma tion)
N/A
Note: * value does NOT MEET design criterion (1 occurrencesl
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
Uni t Elev Type Moment Load Moment # (f tl (lbs-f t/f t) Ilbs-f t/f t) (lbs/f t)
+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
none
1
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 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 Capacity
(lbdf t) (peak)
826.7
883.5
670.2
996.9
1053.6
840.4 1167.1
1223.8
1010.5
1337.3
1124.0 1450.7
1237.5 1564.2
Shear Capa ci t y (lbdft) (de f o ma ti on )
N/A
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection Connection Unit Elev TYPe Load Capacity Capacity x (ft) (lbs/f t) (peak) (deforma tion) (lbs/ft) (Ibs/f t)
NfA
12 7.33 1 443.8 677.6 WA
9 5.33 1 501.0 855.2 N/A 6 3.33 1 542.8 1032.8 N/A 4 2.0 1 516.3 1151.2 N/A
2 0.67 1 589.3 1269.6 N/A
I
SRWall (ver 1.1 June 1995) Page 7
Il Sympaforce FS 35
I
I
Synpaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
Sympaforce FS 35
Project Identification:
Project Name: SERENATA - WALL$&
Sect ion:
92121 Data Sheet:
Oirmelrt : BREW 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