HomeMy WebLinkAbout2614 PIRINEOS WAY; ; CB020414; Permit5'Th1 City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
03-04-2002 Retaining Wall Permit Permit No: CB020414
Building Inspection Request Line (760) 602-2725
Jôb Address: 2614 PIRINEOS WY CBAD
Permit Type: RETAIN Status: ISSUED
JParcel No: Lot #: 0 Applied: 02/08/2002
'Valuation: $19,845.00 Construction Type: NEW Entered By: RMA
'Reference #: Plan Approved: 03/04/2002
Issued: 03/04/2002
'Project Title: PIRINEOS POINTE-BLDG 1-1260 SF Inspect Area:
KEYSTONE WALL
,AppIicant: Owner:
. DARRYLCLUBB
2174 03/04/02 0002 01 02
.7 CGP 29352
858 689-8911
Total Fees $293.52 Total Payments To Date $0.00 r ( Balance Due $293.52
Building Permit $176.69
Add 'I Building Permit Fee 7 $0 00
Plan Check .; " $114.85
Add 'I Plan Check Fee .' $0.00
Strong Motion Fee $1 98
'":" Renewal Fee - .• .. - / $0.00
AddI Renewal Fee • . $0.00
Other Building Fee ".. I - • $0.00
Additional Fees - $0.00
TOTAL PERMIT FEES ' / iJ / ( $293.52
\ -I' J••
•••\•\ ... ••. - I
21 e /
/
FINAL APPROVAL
Inspector: ' £$'1"— (,,,t)Date: (('_ Clearance:
NOTICE: Please take NOTICE that approval of your çect includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given p NOTICE similar to this. cr as to which the statute of limitations has previously otherwise expired.
PERMIT APPLICATION
CITY OF CARLSBAD BUILDI NG D
1635 Faraday Ave., Carlsbad, CA 92008
FOR OFFICE USE ONLY
PLAN CHECK NO.
EST. VAL. I?)
Plan Ck. Deposit
Validated By_________________________
Date
R..iioRMA1IpN . ..
Address (include Bldg/Suite #1 Busines-'Jame (at this address) W4y ez-,D& 461
Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units 47g- /
Assessor's Prcel # Existing Use Proposed Use 2-o0
Descripti n of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms
2 CONTACT PERSON lit different from applicant) -ziz-
Name Address -. City - State/Zip ' Telephone # Fax #
rContracthr . -.. - . .. .. ....
5'.
Name Address City State/Zip Telephone #
Name Address City. State/Zip Telephone #
.5. CONTRACT.OR-CCM.,NY,N..M . . . .
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged
exe tion. Any violatio of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($ 5001).
&7,57 7/ %i '1-r2-u7 or 6
Name Address City State/Zip Telephone #
State .,License # 0-72' 3 7 License Class .3 City Business License #
Designer Name Address City ' State/Zip Telephone
State License #
6 WÔRKEFtS COIPENSATION , .
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
/issued. My worker's compensation insurance carrier and policy number are:
'i,i2 . Policy No. Expiration Date_________________ Insurance Company ,
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS)
o . CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil finei up to one hundred
thousand dollars ($100,000), in addition to th cost f co en I n, damages as provided for in Section 3706 of the Labor code, terest and attorney's fees.
SIGNATURE 'FT7:I:4-& DATE 2---- '-c Z_-
7" OWNER UILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of.completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section ______________ Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone
number I contractors license number):
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 I type
of work):
PROPERTY OWNER SIGNATURE ___________________________ DATE
COMP,LETE THIS SECTION FOR NONRESIDENTIAL BUILDING -00
'.,g
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8 CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction endirig age cy for the performance of the work for v.,hi, i this pLrrnit is issued (Sec. 30970) Civil Code).
LENDER'S NAME YA//* t?)4 d 4ENDER'S ADDRESS 'Q
T.
i, c'1
.'. ....... ..::............................- 5'. ............S '.5
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
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 this Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not co~c
e
ed within 180 days from the da,)9 of such permit or if e building or work authorized by such permit is suspended or abandoned
at any time after the work is ir a nerio of 180 days (SeWn 106)'4 U form j)dng Code).
APPLICANT'S SIGNATURE - 4'f f/ -DATE 2--- —' 7--
W E. F le YELLOW. Applicant PINK. Finance
City of Carlsbad Bldg Inspection Request
For: 01/31/2003
Perrnit# CB020414 Inspector Assignment: RB
Title: PIRINEOS POINTE-BLDG 1-1260 SF
Description: KEYSTONE WALL
Type: RETAIN Sub Type:
Phone:
Job Address: 2614 PIRINEOS WY
Suite: Lot 0
Location: Inspector:
APPLICANT DARRYL CLUBB
Owner:
Remarks:
Total Time: Requested By: CHRISTINE
Entered By: CHRISTINE
CD Description Act Comment
69 Final Masonry ifr 4y as Lai) oi
, fr
? Associated PCRs/CVs
Inspection History
/ ,qf( l,4r a-& o--i
r
,
Date Description Act Irisp Comments
09/10/2002 63 Walls CO RB SEE NOTICE ATTACKED
09/10/2002 66 Grout CO RB
07/12/2002 11 Ftg/FoundationlPiers CA RB WRONG JOB CALLED IN
05/07/2002 61 Footing NR RC IN FOR PCR
03/21/2002 61 Footing AP RC SPECIAL INSP REPORT FILED
ROM. :TOM RICE I + FAX NO. :7609441744 Mar. 20 202 0:04p P1.
P-1
BARRY AND ASSOCIATES
GEOTECINlGAL ENGINEERING
P.O. Box 230348
Endnitas, CA 92023-0348
(760) 753-9940
March 20, 2002
Darryl C.ubb
Coast Contracting
7929 Silverton Avenues Suite 609 San Diego, California 92126
Attfl Mr. Tom Rice
Subi cot: KEYSTONE RETAINING WALl. FOOTING INSPECTION
PIRINOS OIN'rE
PIRINEOS WAY
CARLSMP, CALIFORNIA
Reference: Grading Plan Prepared by Engineering Design Oroup
Dear Mr. C1Ubb
in response to your request, we have inspected the excavation in
preparation for the Keystone retaining at the subject site. The
bottom of the footing excavation was inspect on )arch 20, 2002,
The bottora of the footing excavation was probed with a steel probe
and deLermined to be adequate for the proposed retaining wall.
The depth and width of the footing excavation are In accordance
with the approved plan and the Keystone calculation sheets for the
referenced site.
It you have aity questioAA , plea;e contact as at 760.753 9940.
Respectfully submitted,
A.R. BARRY ASSOCATES
Principa.L Enin,4r
copy. Inepectoj, City of
14 01019
E40.3/31104
t,.
Cit of 'Carlsbad
BUILDING PLANCHECK CHECKLIST
RETAINING WALL
BUILDING PLANCHECK NUMBER: CBO cjg
BUILDING ADDRESS: (1,1L C"€oS
PROJECT DESCRIPTION: Retaining Wall
ASSESSOR'S PARCEL NUMBER: /(p2-e2c
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has -been
approved. The approval is based on plans, information
and/or specifications provided in your submittal;
therefore, any changes to these items after this date,
including field modifications, must be reviewed by this
office to insure continued conformance with applicable
codes. Please review carefully all comments attached,
as failure to comply with instructions in this report can
result inension of permit to build.
BV7'4 t4d Date:
DENIAL
Please see the attached report of deficiencies
marked with 0. Make necessary corrections to
plans or specifications for compliance with
applicable codes and standards. Submit corrected
plans and/orspscifications to-this office for review. - -
By: Date:
By: Date:
By: Date:
ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON
11 Right-of-Way Permit Application NAME: TAN IYA WADE
City of Carlsbad
ADDRESS: 1635 Faraday Avenue
Carlsbad, CA 92008
PHONE: (760) 602-2773
u\W,,Pflnnrc\rJKt snpejaining WA Rk4ng Ptn.fl.+ (kk Fn II 1n. P R!AR
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562
3RDI
c P
7: U
BUILDING PLANCHECK CHECKLIST
RETAINING WALLS
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow D. Easements
Existing & Proposed Structures E. Retaining Wall
(dimensioned from street) (location and height)
Property Lines
Show on site plan:
A. Drainage Patterns
B.. Existing & Proposed Slopes
C. Existing Topography
3. Include On title sheet:
Site Address
Assessor's Parcel Number .
Legal Description
Grading Quantities Cut . Fill Import/Export
(Grading Permit and Haul Route Permit may be required)
0 0 4. Project does not comply with the following Engineering Conditions of approval
for Project No.
Conditions were complied with by: Date:
MISCELLANEOUS PERMITS
0 0 0 . 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
Wall 8ulI19 Plevthedc C*s* Fonfl DR 40C Rev. 8,26196
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CBO 2, _71'JJ Address?/'/ /--'
Planner /2 Phone (760) 602-
APN: o2//
j Type of Project & Use:--,_ Density:-1(- DU/AC
Zoning: _'D-,11 General Plan: _iEE /1' Facilities Management Zone:
CFD (in/out) #/V/9 Date of participation: Remaining net dev acres:______
Circle One
(For non-residential development: Type of land used created by
this
permit:
)
Legend: Item Complete Item Incomplete - Needs your action
Environmental Review Required: 'NO YES TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
Discretionary Action Required: YES NO TYPE
APPROVAL/RESO. NO. DATE
PROJECT NO. SDP oo -/(
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of
Approval:
E Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES NO____
CA Coastal Commission Authority? YES NO____
If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San
Diego CA 92108-4402; (619) 767-2370
Determine status (Coastal Permit Required or Exempt):
Coastal Permit Determination Form already completed? YES NO
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01
l Inclusionary Housing Fee required: YES NO
(Effective date of Inclusionary Housing Ordinance - May 21, 1993.)
Data Entry Completed? YES NO
(AJP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!)
Site Plan:
Provide a fully dimensional site plan drawn to scale. Show: North arrow, property
lines, easements, existing and proposed structures, streets, existing Street
improvements, right-of-way width, dimensional setbacks and existing topographical
lines (including all side and rear yard slopes).
Provide legal description of property and assessor's parcel number.
Zoning:
El' 1. Setbacks:
Front: . Required . Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
Top of slope: Required Shown
LITh 2. Accessory structure setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
Structure separation: Required Shown
E1 3. Lot Coverage: Required Shown
E 4. Height: Required Shown
F~ FIR 5. Parking: Spaces Required Shown
(breakdown by uses for commercial and industrial projects required)
Residential Guest Spaces Required Shown
EEI"LII Additional Comments___________________________________________________
OK TO. ISSUE AND ENT RED APPROVAL INTO COMPUTER
DATE . . .
H:'ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01
City of Carlsbad
1635 Faraday Av Carlsbad, ëA 92008
05-13-2002 Plan Check Revision Permit No: PCR02086
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Reference #:
Project Title:
Applicant:
DARRYL CLUBB
2614 PIRINEOS WY CBAD
PCR
Lot #: 0
$0.00 Construction Type: NEW
PIRINEOS POINTE-CHANGE FROM
KEYSTONE TO °A-16" RETAIN WALL SYSTEM
Owner:
Status: ISSUED
Applied: 03/21/2002
Entered By: RMA
Plan Approved: 05/13/2002
Issued: 05/13/2002
Inspect 05/13/02 0002 01 02
COP .12O00
858 689-8911
Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00
Plan Check Revision Fee . $120.00
Additional Fees $0.00
F
4
FINAL APPROVAL
Inspector: Date: Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given p NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
'II
'.1
/ PERMIT APPLICATION PLAN CHECK NO
Cl OF CARLSBAD BUILD PARTMENT
I FOR OFFICE USE 0 LV
EST. VAL.
__________ 1635 Faraday Ave., Carlsbad, CA 92008 Plan Ck. Deposit
- I Validated B',- ii k"
ousiness name tax mis aooressi
Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of
Assessor's Parcel # Existing Use Proposed Use
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001).
Name Address City State/Zip Telephone #
State License # License Class City Business License #
Designer Name Address City State/Zip Telephone
State License #
6 WORKERS COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No._____ Expiration Date__________________
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE-HUNDRED DOLLARS ($1001 OR LESS)
CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' cDmpensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE DATE
7 OWNER-BUILDER DECLARATION .
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law.
I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNO
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone
number / contractors license number):
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 I type
of work):
PROPERTY OWNER SIGNATURE DATE
OMPt'ETE THIS %ECTION FOR NON-RESiDENTiAL BU'iLDINô PERMITS ONLV
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT. HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
i'ONSTRUC11ON LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS__________________________________________________________
9 APPLICANT CERTIFICATION 'S
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
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 50" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not commenced within 180 days from the date oj4lich permit or J,the bildg or work authorized by such permit is suspended or abandoned
at any time after the work is ca.iei'4jor a pjgd-ef-+€Q days (Section A6.4.4 ~JoornjAuilqofiAde).
APPLICANT'S SIGNATURE 'z-c--i A '1d 3 --z----
WHITETle (YELLOW: Applicant PINK: Finance
(I -
EsGil Corporation
112 1'rtws#Up Wita gavernmentfQr Wui(ing safety
DATE: March 21, 2002
JURISDICTION: Carlsbad
PLAN CHECK NO.: 02.414
PROJECT ADDRESS: 2614 Pirineos Way
SET: I
D APPLICANT
JURIS.
PLAN REVIEWER,
FILE
PROJECT NAME: Revision for Keystone Rot/wall to A-16
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies Identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
Q The check list transmitted herewith is for your Information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
O The applicant's copy of the check list Is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mall Telephone Fax In Person
REMARKS: Plans handcarrled by Darryl Club
By: Bert Domingo Enclosures:
Esgil Corporation
OGA 0MB DEJ [I PC Log - trnern.dot
9320 Chesapeake Drive, SuIte 208 • San Diego, Califbrnia 92123 • (858) 560-1468 • Fax(858)560-1576
Od ii ZOOZ i-w 9LST09S8S8T:xJ diOJ 1I9S3
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 02•414
PREPARED BY; Bert Domingo DATE; March 21, 2002
BUILDING ADDRESS: 2614 Firineos Way
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION;
1J1EDING - ARA lFValuation - Reg. VAUJE ($) PORTION (Sq. _FMultipDer Mod.
Air Condftioning
Fire Sprinklers
TOTAL VALUE
Jurtsdiccn Code Cb IDY Ordinance
!do.PemOt Fee by0nance TW7 -Il
Plan 0ek Fee by ordnance IVI $120.001
Type of Review; Complete Review 0 Structural Only
DReP8Ve Fee
EE] Repeats
'Baaed on haurly rate
Comments:
D Other
[21 Hourly
•
lJHour"
E5g11 Plan Review Fee
1- 296.001
Sheet 1 of I
mcvaIue.doc
S0d 91:91 OO TZ JW 9LST09S8S81xJ dOJ 110S3
lTCo'rporatlon
In arnersNp rsPtt govtrnmentfr uf!dbig..cafty
FAX TRANSMITTAL
Date: - J! 10
- Number of Pages Being Transmitted: 3 (Including Fax Transmittal)
Time Sent:
To: CA3bAt
- From -
Phone #: Hard Copy Mailed? YES NO
Fax #: -C-4C.0) CoW . k6Sr
Remarks:
-
9320 Chesapeake Drive, Suiw 208 • Saii Diego, Califoniia 92123 • (858) 560-1468 • Fax (858) 560-1576
TO 'd t:9ZOO TZ JN 96T0988Tej dOD 1I9S
ft
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER(CB' O- — // / " DATE t~~~q /0 ______________
ADDRESS k)
RESIDENTIAL TENANT -IMPROVEMENT
RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL
(<$10,000.00)
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER
-. PLANNER DATE
ENGINEER DATE
DocsiMisforms/planning Engineering Approvals
V.
EARTH RETENTION CAL CULA TIONS
FFEBRUARY 8,2002
SHEET 1 O 6(
PREPARED BY: RETAINING WALLS COMPANY NORTH
1800 THIBIDO DRIVE SUITE 110
VISTA, CA 92083
(760) 599-2500
PROJECT CONTACT: PAUL WINTER
RWCN CLIENT: COAST CONTRACTING.
7909 SILVERTON AVENUE, SUITE 213
SAN DIEGO, CA 92126
(858)689-8911
SITE: PIRINEOS POINTE CAR SBAD
PIRINEOS WAY (APN 216-200-2400)
CARLSBAD, CA
SOIL DATA FROM: ENGINEERING DESIGNGROUP
2121 MONTIEL ROAD
SAN MARCOS, CA 92069
(760) 839-7302
LETTER DATED: NOVEMBER 20, 2001
PROJECT NUMBER: 002425-1
wl NO. C22091)6 '- Exp. Date 9/3
CIVIL
'CAL
****************************************************
aSE
NOTE: THESE STRUCTURAL CALCULATIONS ARE ONLY VALID F(1 -RETAINING
WALLS COMPANY NORTH. IT IS REQUIRED AS A CONDITION )F-T SVCTURAL CALCULATIONS, THAT A MEMBER OF THE RETAINING WALLS COMPáTH STAFF,
FIELD APPROVE THE CONSTRUCTION OF THIS PROJECT. RETAININWALLS ç1ANY
NORTH WILL NOT ACCEPT RESPONSIBILITY FOR ANY PROJECT RELA?) $HOUT
WRITTEN FINAL APPROVAL FROM RETAINING WALLS COMPANY NO
•
Em
JOBNO.
CONTENTS
A-16 RETAINING WALL SITE LOCATION
A-16 RETAINING WALL TYPICAL SECTIONS
A-16 CONCRETE BLOCK DETAIL
GENERAL NOTES AND SPECIFICATIONS
GEOGRID REINFORCEMENT TABLE
STABILITY ANALYSIS - (3:1 Sloped Backfill)
PAGE
3
4
5.
6
7
8-61
NOTES:
THESE CALCULATIONS ARE BASED UPON A SOIL WITH INTERNAL FRICTION OF 30 DEGREES MINIMUM. THE
SOILS, ENGINEER SHALL VERIFY THESE SOIL PARAMETERS DURING CONSTRUCTION
THE SOILS ENGINEER SHALL OBSERVE THE TEMPORARY BACKCUT EXCAVATION PRIOR TO
CONSTRUCTION. . S
THE SOILS ENGINEER SHALL OBSERVE ALL WALL DRAINS.
THE SOILS ENGINEER SHALL OBSERVE THE FOUNDATION EXCAVATION PRIOR TO CONSTRUCTION OF THE
WALL.
THE SOILS ENGINEER MUST NOTIFY THE DESIGN ENGINEER IN THE EVENT THAT THE SOIL CONDITIONS
ENCOUNTERED DO NOT MEET THE PARAMETERS USED HEREIN
THE GRID LENGHTS SHOW ARE MEASURED FROM THE WALL FACE THE GRID ELEVATIONS ARE
MEASURED FROM THE TOP THE LEVELING PAD.
NO LAYER OF GEOGRID SOIL REINFORCEMENT SHALL BE PLACED WITHIN THE UPPER MOST 2 FEET OF THE
WALL. . ..
HEAVY EQUIPMENT SHOULD BE KEPT 3 FEET BACK FROM THE RETAINING WALL FACE AT ALL TIMES.
4th
Ni, I I Aft
-
I
PROPOSED 3;! MAX PROPOSED RETAINING WALL PROPOSED CONCRETE .64 7353 TW FILL SLOP
73.48. TIN T
A 1NDER:sEeAATE PERMIT FLAIYIORK
55 p65.2 6 5 63.84 68.58
•70. TW 62
Bul G 6
63.5
'• A •(WA~L TW co 5,
- .- LL:E Is RZ _..
-
=
:. - . . .
79.3 ~FS XISTING I0 SR
ASEMENT DEDICATED PER
4P 6462 -- TYP
EXISTING 8 V C SEWER M4IN
81 86PA M1I
- PROPOSED 6 DIA SC?! 40 fl I PVC 2% MIll SLOPE TO
5 1p ci / / PROPOSED RETAINING WALL i BUt L D s -- BUt L. 0 6 2 Ii UNDER SEPARATE PERMIT
r_ I OOTW 76 77FS -. 76 93FS 77 IOFS 7 T V6 .508W 37FS 7720F 77 3FS 4
8 /
60
V 60.091E
60.341E 13.1
ILI
.• 77.37p$ 77.20F..---77.0SF - .. . ;•.-' r:ii 6 I I (4) PROPOSED 4 SEWER
LATERALS PER M4D 58
Ui bD 4
79.6 VS 0 PAD 6 87 D 6 PA 75,-SO - I I
'- -.— 18 IEF ( I PROPOSED 6 DIA SCM 40
2 76 20 / I PVC a 2Y MIN SLOPE To
2 4 PS 60FF OUTLET I .77 iDPAD " I BSPAD ,- II PØED 6 4 508 ,j UILJ 3 i FI D 2V MIN 81 60 75 71 Rf To &WPE TD.TJTLET I 0
6IFS 888P4& -- -— PROPOSED CONCRETE
77 6IFS - , TO
- 60 6- 75 0 ' I QTJA1?L' 8?OQ 80 93 I
- )
86 S UF
, 7ff P!P P
r PROPOSED 18' R.C.P. STORM \ I 'DRAIN PIPE 0 0.5% MINIMUM
.
F •... . ..- SLOPE TO OUTLET SEE CITY . -. '-- ': • \ / - F . I • - jAI?LSRAD DRAWING No. 395-1
RECOMMENDED
BROW DITCH
BY OTHERS
SECURE FIRST COURSE
WITH EPDXY ADHESIVE
A-16 BLOCK
~__GEOGRID (TYP)
LENGTH, TYPE AND
3/4" CRUSHED ROCK ELEVATION PER TABLE
WITHIN ALL UNITS
0
I - 0
I •. ' . , S
1 SETBACK_.I
- - - I 6 MIN WIDTH OF 3/4 CRUSH
ROCK (36" HIGH): :
. .
BURIAL PER
SOILS ENGINEER
- - - ' 4 PERFORATED PVC DRAIN IN FILTER FABRIC
SLEEVE WITH SOLID OUTLET PIPES 'AT 10
MAXIMUM SPACING. LOCATE DRAIN AS. LOW: AS
POSSIBLE TO MLOW OUTLET PIPE TO 'DAYLIGHT.
•L...._6,THICK::X 2.' WIDE 3/4" '
, '.'•
II
CRUSHED ROCK LEVELING PAD
*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-16RETAINING WALL
TYPICAL CROSS-SECT1ONT"
WITH •GEOGRID- SOIL REINFORCEMENT
NO SCALE
SOUTHERN OFFICE RETAINING WALLS CO. N. NORTHERN OFFICE
1800 THIBODO RD. #110 ' . . ' ' ' ' •• - 1240 WEST 11TH St.
VISTA, CA. 92083 ' . A-SERIES SEGMENTAL RETAINING WALL DETAIL , TRACY, 'CA. 95376
(760) 599-9595 ' S '
•
,
(209) 832-2600
p
•. : FACE VIEW :
8" 4" 1
17
0" 4"
- -1/2"
SIDE VIEW TOP VIEW
NOTES:
1. COMPRESSIVE STRENGTH OF CONCRETE f'c 3250 PSI
A_16TM :RETAINING WALL
UNIT DIMENSIONS
NO SCALE
SOUTHERN OFFICE RETAINING WALLS CO. N. NORTHERN OFFICE
1800 THIB000RD. #110 • • : • 1240 WEST 11TH St. VISTA, CA. 92083 A—SERIES SEGMENTAL RETAINING WALL DETAIL TRACY, CA. 95376
(760) 599-9595 DETAIL NO. A-16 •
•
(209) 832-2600
TECHNICAL SPECIFICATIONS FOR A—SERIES SEGMENTAL WALL SYSTEM
1.0 GENERAL
Work shell consist of furnishing and installing Segmental Retaining Walls constructed
in accordance with these specifications and in reasonably close conformity with the
lines, grades, design and dimensions shown on the plans or established by the Engineer. . .
2.0 MATERIALS .
2.1 A—Series Facing Modules
A. The facing modules shell be manufactured by a licensee of Retaining - Walls Company North. 1531 Grand Avenue, San Marcos, Co 92069.
B. Facing modules shall hove a minimum compressive strength of . 3000 psi at 28 days. . .
-2.2 Soil Reinforcement
A. Soil Reinforcement shall be of either sheet or grid type, specifically fabricated for use as a sail reinforcement.
B. Sail reinforcement shall be the type as shown on the drawings and/or design
calculations. The Contractor, or the supplier as his agent, shall furnish the
Engineer a Certificate of Compliance certifying that the soil reinforcement
complies with this section of the specifications, the drawings and the design. calculations. Material not conforming to these shall not be used without the prior written consent of the Engineer.
2.3 Reinforced Soil Backfill
All backfill materials used in the 'reinforced Soil volume shall be free from stones
or lumps exceeding 3 inches in greatest dimension, organic material, or unsuitable
material, as determined by the Engineer. ' Backfill materials used in the reinforced sail volume and backfill soils behind the reinforced soils volume shall have material
properties similar to those indicated on the drawings or in the design calculations
and shall conform to the requirements of the Sails Engineer.
3.0 CONSTRUCTION
3.1, A—Series Facing Modules ,
Excavation
1.0 Contractor shall excavate to the 'lines and grades shown on the site civil site drawings. Contractor shall be careful not to disturb embankment
materigls 'beyond lines shown.
Foundation Soil Preparation
1.0 Foundation soil shall be cut level for a width equal to or-exceeding the
length of the soil reinforcement as shown on the construction drawings. or as directed by the Soils Engineer.
2.0 Foundation soil shall be examined by the Sails Engineer to assure' that
the actual foundation soil strength meets or exceeds the asumed design
strength. Soils not meeting required' strength shall be removed and ' replaced with acceptable material as determined by the Soils Engineer.
3.0 Over excavated areas shall be filled with, compacted backfill material as
directed by the Sails Engineer. ,
Base Leveling Course
1.0 Leveling 'course shall be placed as shown on the construction drawings.
2.0 Leveling course materials shall be installed upon undisturbed sails or' recompacted fill as directed by the Soils Engineer. , ......'.....
3.0 Leveling course shall be prepared to insure complete contact of. segmental
facing units with leveling course. .
Segmental Facing Unit Installation
1.0 First course of concrete wall units shall be placed on the leveling course.
The units shall be checked for level and alignment.
2.0 Insure that units are in full contact with leveling course.
Rewsiow 7/10/95 fltE xsPc,
3.0 Units ore placed side by side for full, length of wall alignment. Alignment
may be done by means of a string line or offset from base line.
4.0 Install Segmental facing units and fill wall units with 1/2' or 3/4' crushed
rock. Place drainage material behind units as indicated on construction drawings...'
5.0 Sweep. oil excess material from top of units and install next course. Insure
e0ch course is completely filled prior to proceeding to the next course.
6.0 Lay up each course maintaining design batter of wall face as shown on
construction drawings. Repeat to ,extent of wall height.
7.0 At the, end of each course where the wall changes elevation, units shall be
turned into the, backfill. A minimum of two units shall be installed into
the grade. Only the front face of the units shall be visible from the side
of the wall. ,
.3.2 Soil Reinforcement Installation
The soil reinforcement shall be laid horizontally on compacted bock(ill and shall extend. to the face of the wall.
Slack, in-the-soil reinforcement shall be removed between ,the facing units. Soil reinforcement shall be pulled to eliminate, slack prior to placing fill soils.
Soil reinforcement shall be laid at the proper, elevation and orientation as shown
on the construction drawings or as directed by the Engineer.
Correct 'orientation (roll diiec(ion) of the soil reinforcement shall be verified by
the Contractor.
Sail reinforcement may be secured in place with staples, pins, sand bags, or
backfill, or as directed by the Engineer.
Adjacent borders of the soil reinforcement shall, be. butted 'together. No overlap
is necessary. If overlap occurs the preceedin9 roll shall overlap the following rail in the direction that the fill material is being spread.
C. There shall be no soil reinforcement joints parallel to the Wall face. The soil
reinforcement must be continuous from face of wall to back of grid.
3.3 Backfill Placement
A. Backfill shall be placed, spread, and compacted in such a manner that
minimizes,the.'movement of the wall units and the development of wrinkles
in and/or movement of the sail reinforcement. Any sail reinforcement material
or facing, units 'which become domogçd during backfill placement shall be either
removed, and replaced at the Contractor's expense or repaired as directed by
the Engineer.'
'B.' Backfill material shall be placed in layers of uniform thickness and shall be
compacted as 'specified in the project specifications or to a minimum of 90%
of maximum density as determined by ASTM 01557-91, whichever is greater.
C. Construction equipment shall not be operated directly on the soil reinforcement.
A minimum backfill thickness of 6 inches is required prior to operation of
equipment over the soil reinforcement. Turning of equipment shall be kept to
a minimum to prevent displacement of the fill and damaging the soil
reinforcement. Sheepsfaot or grid type rollers shall only be used as directed
by the Engineer. '
0: The moisture content of the backfill material prior to and during compaction
shall be uniformly distributed throughtout each layer of material. Backfill
material shall have a placement moisture content of +/— 2% of the Optimum Moisture Content. Backfill material with a placement moisture content 'outside
of these limits shall be removed and reworked until the moisture content is
uniformly acceptable throughout the entire lift.' The Optimum Moisture Content
shall be deterrnln,ed -In accordance with ASTM 01557-91.
The maximum .lilt thickness utter compaction shall not exceed 10 inches. The
Contractor sf011 decrease this lift thickness. if necessary, to obtain the specified density.
At the end of each day of operation when the chance of rain exists, the
Contractor shall slope the last level of backfill away from the wall face to
direct runoff 'of rainwater away from the wall face.' In addition, the Contractor
shall not allow surface runoff from adjacent areas to enter the wall site.
GEOGRIDRMNFORCEMENT TABLES
LEVEL BACKFILL
WALL HEIGHT GRID ELEVATION GRID LENGTH GRID TYPE
up TO 2.67' no grid required.
3.33' TO 4.00' . 1.33 4.5 . SYMPAFORCE 35/20-20
4.67' TO 6.67' 1.33 6.5 SYMPAFORCE 35/20-20
4.00 6.5 SYMPAFORCE 35/20-20
7.33' TO 8.00' 0.67 . 7.5 SYMPAFORCE 35/20-20
2.67 7.5 SYMPAFORCE 35/20-20
5.33 7:5 SYMPAFORCE 35/20-20
8.67'. TO 10.00' 0.67 9.0 SYMPAFORCE 35/20-20
2.67 . 9.0. . SYMPAFORCE 35/20-20
4.67 9.0 SYMPAFORCE 35/20-20
7.33 . 9.0 SYMPAFORCE 35/20-20
10.67' TO 12.00' . . 1.33 . 10.0 . SYMPAFORCE 55/30-20
2.67
• 10.0 SYMPAFORCE 35/20-20
4.67 . 10.0 SYMPAFORCE 35/20-20
6.67 .10.0 SYMPAFORCE 35/20-20
9.33 10.0 SYMPAFORCE 35/20-20
12.67' TO 13.33' 0.67 11.5 . . SYMPAFORCE 55/3020
2.00 11.5 SYMPAFORCE 55/30-20
4.00 11.5 SYMPAFORCE 55/30-20
6.00 11.5 SYMPAFORCE 35/20-20
8.00 • 11.5 SYMPAFORCE 35/20-20
10.67 • 11.5 SYMPAFORCE 35/20-20
FORTRAC 55/30-20 MAY BE USED IN PLACE OF SYMPAFORCE 55/30-20
FORTRAC 35/20-20 MAY BE USED IN PLACE OF SYMPAFORCE 55/20-20
SRWa11 (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet: S
Owner: -
Client:
Prepared by: RETAINING WALLS COMPANY NORTH •:'' '•-
Date: February 08 2002
Time: 10:07:29 AN
Data file: c:\srwalll\al6grav
Type of Structure: Gravity Segmental Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NMA Method
Wall Geometry:
Design Wall Height (ft) .' 2.67
Embedment Wall Height (ft) 0.5
Exposed' Design Wall Height (ft) ' 2.17
Minimum Levelling Pad Thickness (ft) 0.5 '
Number of Segmental Wall Units - 4
Hinge Height (ft) 2.67
Base Inclination (degrees) horizontal
Wall' Inclination (degrees) S ' 7.1 , S
Slopes: - S
Front Slope (degrees)
-
S - horizontal S S
Back Slope (degrees). S 18.4 ,
SRWa11 (ver 1.1 June 1995)
Uniformly Distributed Surcharges:.'
Live Load Surcharge
Dead Load Surcharge
Soil Data: Soil Description:
Retained:Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
Page 2
LN 95050839
none
none
Friction
Cohesion Angle Unit Weight
(psf) (degrees) (pcf)
N/A 30.0 120.0
N/A 4C.0 125.0
0.0 r 3C 0 120.0
Segmental Unit Name: Default segmental unit properties
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 (infilled) (lbs) 167.0
Unit Weight (infilled) (pcf). 125.3
Center of Gravity (in) 8.0
Secimental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/f t) 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 ([<a) 0.329
Retained Soil (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
SRWa11 (ver'l.l June 1995)
Results of External Stability Analyses:
Calculated
FOS Sliding 1.91
FOS Overturning 2.89
FOS Bearing Capacity 10.63
Base Footing Width (B!) .(ft) 1.83
Base Eccentricity (e) (ft)' 0.3
Note: calculated values MEET ALL design criteria
Page 3
LN 95050839
Design Criteria
1.5 OK
2.00K
2.00K
N/A
N/A
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) ' , 137.2
Total Vertical Force (lbs/ft) ' 445.3.
Sliding Resistance (lbs/ft) 261.6
Driving Moment (lbs-ft/ft) 122.1
Resisting Moment (lbs-ft/ft) 352.6
Bearing Capacity (psf) ' 3857.2
'Maximum Bearing Pressure (psf) " ' ' 363.0
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS FOS
Unit Elev Type Over- Shear Shear.
# ' (ft) turning (peak) (deformation)
>1.5 >2.5 N/At
4 2.0 none 39.05 71.48 N/A
3 1.33 none 10.37 21.12 N/A .2 0.67 none 4.88 10.83 N/A 1 0.0 none 29 6.91 N/A
Note: calculated values MEET ALL design criteria ,
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity # (ft) , (lbs-ft/ft) (lbs -ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) ' (deformation)
+out -in N/A
4 2.0 none 1.9 , 74.2 8.6 611.3 N/A
3. 1.33 none 15.2 157.7 34.2 722.7 N/A 2 ' 0.67 none 51.3 250.5 77.0 834.0 N/A 1 ' ' 0.0 none 121.6 , 352.6 136.8 945.3 N/A
Page
LW 95050839
7.1 degrees
SS ..S.v 2.67 ft
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section: 5
Data Sheet:
* Owner:
Client:
Prepared by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:07:29 AN • S
Data file: c:\srwa111\a16grav
SRWa11 (ver 1.1 •June 1995)
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069 V
(619) 471_2500 V V
V License Number: 95050839 V
& .
jg-
Pagel
LN 95050839,
Project Identification:
Project Name: PIRINEOS POINTE. CARLSBAD
Section:
Data Sheet:
Owner: V V
V
V V
Client: V V V V
V V.. Prepared by: RETAINING WALLS COMPANY NORTH V
V Date: February 08 2002 V
Time: 10:11:05 AM - V
V Data file: c:\srwalll\al6sympa -
Type of V
VStructure: V Geosynthetic-Reinforced Segmental. Retaining Wall
Structure Criticality: son-critical
V
V Des.ign Methodology: NCMA Method A V V
V
V
Wall Geometry: V
Design Wall Height (ft) 4.0
Embedment Wall Height (ft) V V 0.5 V
Exposed Design Wall Height (ft) 3.5
Minimum Levelling Pad Thickness (ft) 0.5
V Number of Segmental Wall Units 6
Hinge Height (ft) 4.0 V
Base Inclination (degrees) horizontal V
Wall Inclination (degrees) 7.1 V
Slopes: V
V Front Slope (degrees) horizontal
Back Slope (degrees) .18.4
SRWa11 (ver .1.1 June 1995)
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge
Soil Data: Soil Description:
ReiñforcedSoii sand:
Retained Soil sand
. Levelling Pad Soil gravel
. Foundation soil sand
I)
Page •2
LW 95050839
120
none
Friction
Cohesion Angle Unit Weight
(psf) (degrees) (pcf)
N/A 30.0 120.0
N/A 300 120.0
N/A 40.0. 125.0.
0.0 30.0 120.0
Segmental Unit Name: Default segmental unit properties
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 (infilled) (ibs) 167.0 • . S
Unit Weight (irifilled) (pcf) 125.3 5 . S
•
Center of Gravity (in) 8.0 -
S
Segmental Unit Interface Shear Data.-
Properties • Peak Strength Criteria Defcrrnation Critefia
Minimum (lbs/ft) 500.0
•
500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft.) 2000.0 . 2000.0
Geosynthetic Reinforcement Types and Number: S
Type Number • Name S
1 1 Sympaforce FS 35
2 0 • Sympaforce SF 55
3 0 Sympaforce SF 80
SRWai1 (ver1.1 June 1995)
Geosynthetics Properties:
Strength and Polymer Type:
Index Tensile Strength (lbs/It)
Polymer Type
Page
LN 95050839
Type 1 Type 2. Type 3
2627.0 3731.0 5583.0
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
Chemicäl.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/It) .. .. . 870.7 1316.8 1946.0
Coefficient of Interactiàn: Type 1 Type 2 Type 3
Peak Load Criterion 0.72 0.72 0.75
Deformation Criterion 0.72 0.72
-
0.75
Coefficient of Direct Sliding: Type 1 Type 2 Type 3
Peak. Load Criterion • 0.75 1 0.8. • 0.85
Connection Strength: Type 1 Type 2 Type 3
Peak Strength Criterion: .
Minimum .(lbs/ft) . 500.0 • 500.0 • 500.0
Friction Angle (degrees) 28.0 • 28.0 • 28.0
• Maximum (lbs/ft) . . . 2000.0 3000.0 3000.0
Deformation Strength Criterion:
Minimum (lbs/It) • 500.0 500.0 500.0
Friction Angle (degrees) • 28.0 28.0 28.0
Maximum (lbs/It) 2000.0 3000.0 3000.0
"SRWall (ver 1.1 June 1995) Page 4
LN 95050839
Ilk
gr
Geosynthetic-Segmental Retaining Wall Unit -.
Interface Shear Strength:'. Type 1 Type 2 Type 3
Peak Strength Criterion: S
Minimum (lbs/ft) 500.0 5000 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lb/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''(lb's/ft) . 2000.0 2000.0 2000.0
Coefficients of. Earth Pressure and Failure Plane Orientations
Reinforced Soil (1(a) . 0.329
Reinforced Soil (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Retained Soil (1(á) . "'' 0.329
Retained Soil. (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding '.1 ': 1.97 '''15 OK
FOS Overturning S 4.51 . ' 2.0 OK
FOS Bearing. Capacity 9.26 25 OK
Bate Reinforcement Length (L) (ft) 4.5 24 OK
Bse'Eccentricity (e) (ft) 0.25 N/A
Base Reinforcement Ratio (L/H) 1.13 0.6 OK
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability. Analyses: Calculated Values:
Total Horizontal Foce (lbs/ft)' 703.4
Total Vertical Force (lbs/ft) . 2402.3
Sliding* Resistance (lbs/ft) 138.7.0
Driving Moment (lbs-ft/ft) S .1371.0
Resisting Moment (lbs-ft/ft) 6186.1
Bearing Capacity (psf) 6492.2
Maximum Bearing Pressure (psf) 700.8
k
j1
SR1a11 (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
(ft) stress (peak) (def) (peak) (ft)
>1.0 >1.0 >1.5 N/A . >1.5 <2.67
3 1 1.33 4.5 2.12. 1.89 1.51 N/A 2.97 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
Strength (lbs/ft) (peak) (def) (lbs/ft) .(lbs/ft)
(lbs/ft) (lbs/ft) (lbs/ft).
3 . 1 1.33 870.7 461.8 695.9 N/A 423.2 . 1258.5
Results of Facina Stability Analyses:
SRW Heel Geosynthetic . FOS FOS FOS . FOS . FOS
Unit Elev. ..Type Over- Shear Shear Connection Connection (ft)
.. turning (peak) (deformation) (peak) (deformation)
> 1.5 > 1.5 N/A- > 1.5 N/A
.6 3.33 none 7.1 17.87 . N/A
5 2.67 none 3.19 8.45 . N/A - -
4 2.0. none 1.95 5.42 N/A - -
3 1.33 1 1.36* 3.04 N/A 1.6 N/A
2 0.67 none 2.12 - N/A - -
1. 0.0 none 2.18 - N/A
Note: * value does NOT MEET design criterion (1 occurrences)
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW . Heel. Geo Drive Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity Capacity
(ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) (deformation)
4-out -in N/A
6 -3.33 - none 10.5 74.2 34.2 611.3 N/A
5 2.67 . none 49.4 157.7 85.5 722.7 N/A
4 2.0 none 128.3 250.5 153.9 834.0 N/A
3 .. 1.33 1 258.5 352.6 239.5 .726.9 N/A
2 . 0.67 none 451.4 955.1 -119.7 1056.7 N/A
1 0.0 none 718.4 1.566.9. 0.0 1168.0 N/A
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection . Connection
Unit Elev Type Load Capacity Capacity
/1 (ft) (lbs/ft) (peak) (deformation)
(lbs/f t) (lb.sift)
N/A
3 1.33 1 461.8 736.8 N/A
SRWall (rer 1.1 June 199.).. . Page 6.
: . -.. . LN 95050839
Project IdentificatiOn: . .
Project Name: PIRINEOS POINTE CARLSBAD
•Section:
Data Sheet:
Owner:
Client:
• Prepared by: RETAINING WALLS COMPANY NORTH
. • Date: February 08 2002
Time: 10:11:05 AM
Data file: c:\srwa111\a16sympa
SRWa11 (ver 1.1 June 1995)
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1.531 GRAND AVENUE.
SAM MARCOS, CA 92069
(619) 471-2500
Page 1
LW 95050839
License Number: 95050839
Project Identification: .
Project Name:' PIRIOS POINTE CARLSD
Section:
Data Sheet:
Owner—
Client:
Prepared by: RETAINING WALLS COMPANY NORTH . ...
Date: . February 08 2002
Time: 10:11:05 AM
Data file: c:\srwalll\al6syinpa
. . '-
Type of Structure'::-. Geosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical . . .
Design Methodology: . NMA Method A . . ......
Wall Geometr
Design Wall Height (ft) .. 6.67
Embedment Wall Height' (ft) 0..5
Exposed Design Wall Height (ft) 6.17
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 10
Hinge Height (ft) ' 6.67
Base' Inclination (degrees) . -horizontal
Wall Inclination (degrees) . 7.1
Slopes:
Front 'Slope (degrees) . . horizontal
Back Slope (degrees) ' 18.4
SRWa.11 'ver 1.1 June .1995)
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge
Soil Data: Soil 'Description:
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand .
Page .2
LN 95050839
U
120
none
Friction
Cohesion Angle Unit Weight
(psf) (degrees) (pcf)
N/A 30.0. 120.0
N/A .30.0 120.0
N/A 40.0 .. 125.0.
0.0 30.0 120.0
Segmental Unit Name: Default segmental unit properties
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 (infilled) (ibs) 167.0
Unit Weight (infilled) (pcf) 125.3
Center of Grávity (in) 8.0 . . . .
Segmental Unit Interface Shear Data: -
Properties . Peak Strength Criteria Defcrmation Criteria
Mininum (lbs/ft) 500.0 .500.0
Friction Angle (degrees) 45.0 : 45.0
Maximura (lb/ft) 2000.0 2000.0
Geosvnthetic Reinforcement Tvoes and Number:
Type Number Name
1 2 Sympaforce FS 35
2 0 Sympaforce SF 55
3 0 Sympaforce SF 80
SRWa11 (ve.r 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 S 1.10 1.10 ' 1.1.0
Construction Site Damage 1.15 1.08 . 1.08
MaterialtJncertainty. 1.50 1.50
,
1.50
Long' Term Design Strength: Type 1 Type 2 Type 3
LTDS (lb's/ft) - '.. " . 870.7 . 1316.8 1946.0
Coefficient of Interaction: Type 1 Type 2 Type 3
Peak Load Criterion ' 0.72 ' 0.72 0.75
Deformation Criterion 0.72 0.72 . 0.75
Coefficient of Direct, Sliding:
,
Type 1 Type 2 Type 3
Peak Load Criterion S
, , .0.75 0.8 ' : 0.85.
Connection Strength: Type 1 . ' Type 2 ' Type 3
Peak Strength Criterion:
Minimum (lbs/ft) 5
500.0 500.0 500.0
Friction Angle (degrees) 28.0 28.0 -
28.0 '
'Maximum (ibsift) 5 2000.0' ' 3000.0, 3000.0
Deformation Strength Criterion:' S
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
SRWa11 (zer 1.1 June 1995) '.' Page 4
LN 95050839
Geosynthet,ic-Segmental Retaining Wall Unit
Interface Shear Strength: Type I Typ.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/ft)'. •'. 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane -Orientations:
Reinforced Soil (Ka) 0.329
Reinforced Soil (Ka horizontal component) 0.321-
Orientation of failure plane from horizontal (degrees: 47.8
Retained Soil :(K) - ' ' 0.329 -
Retained SOil (Ka horizontal component)' 0.321
Orientation Of failure plane from horizontal (degrees) 47.8
Results' of External Stability Analyses:
Calculated Design Criteria
FOS Sliding ' ' ' 1.96 1.5 OK
FOS Overturning '• " ' ' 4:16 2.0 OK
FOS Bearing Capacity' ' 7.92 ' 2.5-6K
Base-Reinforcement Length (L) (ft 6.5 • 40 OK
Base Eccentricity (e) (ft) - • 0.36 , N/A
Base Reinforcement Ratio (L/H) 0.97 • 0.60K
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
. • Total Horizontal Force (lbs/ft) . '1713.4
TotalVertical Force (lbs/ft) 5811.6
Sliding Resistance (lbs/ft) ' 3355.3
Driving Moment (lbs-ft/fl) 531.0.6
Resisting Moment (lbs-ft/ft) - 22093.1
Bearing Capacity (pf) 8867.2
Maximum Bearing Pressure (psf) 1120.0
SRWa11 (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
'(ft) stress (peak) (def) (peak) (ft)
>1.0 >1.0 >1.5 N/A >1.5 <2.67
7 1 4.0 . 6.5 2.04 1.89 1.75 N/A 3.01 OK
3 1 1.33 6.5 4.12 . 1.34 3.91 N/A 2.09 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
. ; -.'. . Strength (lbs/f t). (peak) . (def) " (lbs/it) (lbs/f t)
(lbs/ft) . (lbs/ft) . (lbs/ft)
7 1 . . 4.0 ' 870.7 461.8 . 806.5 N/A 560.5 1687.4
3 1 . 1.33 870.7 650.0 2539.6 N/A 1260.7 2630.2
Results of Facing Stability Analyses: •..
SRW Heel Geosynthe tic FOS FOS FOS . . , FOS ' FOS
'Unit Elev . Type . 'Over- Shear Shear Connection Connection
# (ft) . ' turning (peak) (deformation) (peak) (deformation)
> 1.5 > 1.5 N/A ' > 1.5 N/A
10 6.0 none 7.1, 17.87 N/A
9 5.33 none 3.19 8.45 N/A
8 4.67 none 1.95 . 5.42 N/A
7 4.0 . 1' ' 1.36* OI- 3.04 N/A ' ' ' 1.6 ' ' N/A
6 3.33 none..: ' 2.12 - N/A
5 • 2.67 none . 2.18 - N/A
4 2.0 none 2.04 9.35 N/A - -
3 1.33 - 1. . . • 1.85 3.28 N/A 1:5* /_ N/A
2. 0.67 none 1.94 - N/A - -
1 0.0 none • 1.91 >99 N/A -
Note: * value does 'NOT MEET design criterion (2 occurrences) 0
Detai-led Results of Facing Stability Analyses (Moment and Shear)
SRW Heel Geo Drive Resist Shear Shear Shear'
Unit Elev Type Moment Moment • Load Capacity Capacity
(ft) • (lbs -ft/ft) (lbs-ft/fL) (lbs/ft) (lbs/ft) (lbs/ft)
• . (peak) (deformation)
-.
•
+out -in N/A
10 6.0 none 10.5 74.2 34.2 611.3 N/A 90 533 none 49.4 157.7 85.5 722.7 N/A
8 ' 4.67 - none 128.3 250.5 . 153.9 834.0 N/A
7 4.0 1 • 258.5 352.6 . 239.5 • 726.9 . N/A
6 • 3.33 none 451.4 955.1 • -119.7 1056.7 N/A
5 ' 2.67 none 718.4 1566.9 0.0 1168.0 N/A
4 • 2.0 none 1071.0 ' 2188.0 136.8 1279.3 N/A
3 • 1.33 1 1520.5 2818.3 • 290.8 953.8 N/A
2 0.67 ' none 2078.3 4038.4 -188.2 1502.0 N/A
1 • 0.0 none 2755.9 5267.8 0.0 • 1613.3 N/A
SRWa11 (ver 1.1 June 199 5), Page 6
- LW 95050839.
Detai1d Results of Facing Stability Analyses (Connections):
SRW Heel • Geo Connection Connection - Connection
Unit Elev Type Load Capacity Capacity
(ft) • (lbs/ft) (peak) (deformation)
• (lbs/ft) (lbs/ft)
N/A
7 . 4.0 1 461.8 736.8 N/A
3 1.33 1 650.0 973.6 • . N/A
SRWa11 (ver lii June 1995) Page 7
LN 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
Prepared by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05 AM
Data file: c:\srwa111\a16sympa
3
.5,
SRWa1J. (ver 1.1 June 1995) . Page 1.
LN 95050839
Licensed' to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(61-9) 471-2500
License Number: 95050839 .
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section: . .
Data Sheet: . 0
Owner: '' . . .• .....
Client: S •,, -
.
.. . . 'O,
Prepared by: RETAINING WALLS COMPANY NORTH
Date: . February 08 2002
Time: 10:11:05 AN
Data file: c:\srwa111\a16syinpa . . . . . .
.. " Type of;'•Structure: ..... Geosynthetic-Reinforced Segmental Retaining Wall
Structure Critidality: Non-ôritical
Desian Methodoloav: '.' NMP Method A . . .' . .
Wall Geornetr
Design Wall Height (ft) 8.0.
S • Embedment Wall Height (ft) 0.5
Exposed Design Wall Height (ft) 7.5.
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 12
Hinge Height (ft) . 8.0
Base Inclination (degrees) horizontal'
Wall Inclination (degrees) . 7.1
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) 18.4
SRWa11 (ver 1.,1 June 1995)
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge
Soil Data: Soil Description:
Reinforced Soil sand'
RetainëdSbil sand
Levelling Pad Soil gravel
FoundationSoil sand:
Page 2.
LN 95050839
120
none
Friction
Cohesion Angle Unit Weight
(psf) (degrees) (pcf)
N/A 30.0 . 120.0
N/A 30.0 120.0
N/A 40.0 - .125.0
0.0 30.0 120.0
Segmental Unit Name.: Default segmental unit properties
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 (irifilled) (ibs) 167.0
Unit Weight (infilled) (pcf) 125.3
Center Of Gravity (in) 8.0
Segmental Unit Interface Shear Data: . . .
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500.0. .500.0
Friction-Angle (degrees) 45.0 . . 45.0
Maximum. (lbs/ft) 2000.0 ., 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
- .
SRWa11 (ver 1.1 June 1995). •• Page 3
LN 95050839
Geosynthetics Properties:
Strength and Polymer. Type: Type I 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
Biol'ogical Degradation 1.00 1.00 1.00
Chemical Degradatioti . 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. • • 0.72 0.72 • 075
Deformation Criterion • - 0.72 • 0.72- • 0.75 .. •
Coeffióient,of Direct Sliding: Type-1 Type 2
•
Type .3
Peak LOad Criterion..... . • 0.75 0.8 0.85
Connection Strength: . Type 1 Type 2 Type 3
Peak Strength Criterion: •
Minimum (lbs/ft) :. 500.0 • 500.0 500.0
Friction Angle (degrees) 28.0 28.0 28.0
Maximum (lIâ/ft) . - : 2000.0 • . 3000.0 -. 3000.0
Deformation Strength Criterion: .
Minimum (lbs/ft) 500.0 w 500.0 • 500.0
Friction Angle (degrees) 28.0 . 280 . 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
SRWa11 (ver 1.1 June 1995) Page 4
LI'J 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: 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
Deformation Strength Criterion:
Minimum (lbs/ft). . 500.0 500.0 500.0
0 Friction Angle (degrees) 27.0 27.0 27.0
Maximu (lbs/ft) 2000.0 2000.0 200.0
'Coefficients. of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.329
Reinforced Soil (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Retained Soil .°(Ká) 0.329
Retained Soil (Ka horizontal component) . ... 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding 1.95 1.5 OK
FOS Overturning .
0
4?07 2.0 OK
FOS Bearing Capacity; 0 7.58 . 2.5 OK
Base Reinforcement..Length (L) (ft) 7.5 4.81 0K
Base Eccentricity (e) (ft) 0.42 N/A
Base Reinforcement Ratio (L/H) 0.94 0.6.0K
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horiohtal Force (lbs/ft) 2381.5
Total Vertical Force (lbs/ft) 0 8058.6
Sliding Rsistance (lbs/ft) 4652.7 0
Driving Moment (lbs-ft/ft) 8736.0
Resisting Moment (lbs-ft/ft) . 35579.5
Bearing Capacity (psf) 0 10058.8
Maximum Bearing Pressure (psf) 0 1327.1
SRWa11 (ver 1.1 June 1995) ' Page 5
LN 95050839
Results of Internal Stability 'Analyses:
SRW Geosyn Elev Length Anchor FOS FOS 105 FOS Layer
Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing
(ft) stress (peak) 'def) (peak) (ft)
> 1.0, > 1.0 > 1.5 N/A > 1.5 < 2.67
9 1 5.33 7.5 2.0 1.89 1.86 N/A 3.03 OK
5 1 2.67 7.5 ' 4.08 1.57 . 4.79 N/A 2.19 OK
2 1 0.67 7.5 5.65 .1.66 8.79 N/A 1.82 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SEW
Unit
#
9
5
2
Geosyn
Type
1
1
1
Elev.
, (ft)'
, .
5.33
2.67
' 0.67
Long Term''
Design ..
'Strength'
(lbs/ft) ,
870.7
870.7
870.7
Tensile
Load'
'(lbs/ft)
,
461.8
553.8
523.9
Pullout
Capacity
(peak)
(lbs/ft)
857.5 '
2651.9
4602.4
Pullout
Capacity
(def.
(Ibsift)
N/A
N/A
N/A
Sliding
Force .
(lbs/ft)
'
636.2
1372.0
2103.4
Sliding
Capacity
(lbs/ft)
1928.9
3010.3
3821.4
Results of Facing Stability Analyses:
SEW Heel Geosynthetic 105 FOS FOS FOS .105
Unit Elev Type ' Over-., Shear Shear Connection Connection
# (ft) ' turning . (peak) (deformation) (peak) (deformation)
> 1.5 , > 1.5 N/A > 1.5 ' N/A
12 7.33 none 7.1 17.87 N/A - - -
11 6.67 ' none ' 3.19 ' 8.45 N/A - -
10 6.0 none ' 1.95 5.42 N/A -
9 5.33 . 1' ' 1.36* 3.04 N/A 1.6 N/A
8 4.67 none " 2.12 - N/A -
7 4.0 none ' ' ' 2.18 :'. , ' ' N/A
6 3.33 none , 2.04 9.35 N/A -
5 2.67 .1 "1.85 3.28 N/A 1.76 ' N/A
4 2.0 none ' 1.94 -' , N/A
3 1.33 none '1.91 16.77 N/A - -
2 0.67 1' ' 1.83 , 3.73 N/A . 2.2 N/A
1 0.0 none 1.85 - , N/A - -
Note: * value does NOT MEET design criterion (1 occurrences)
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW ' " Heel Geo . Drive Resist Shear Shear Shear
Unit Elev ' Type. Moment Moment Load Capacity. Capacity
(ft) . (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) (deformation)
4-out -in N/A
12 7.33 none 10.5 74.2 34.2 611.3 ' N/A
11 6.67 none ' 49.4 157.7 85.5 722.7 N/A
10 6.0 none , 128.3 250.5 153.9 834.0 N/A
9 5.33 1 258.5 ' 352.6 .239.5 726.9 N/A
8 . 4.67 none 451.4 955.1 ' -119.7 1056.7 N/A
7 4.0 ' none 718.4 1566.9 0.0 1168.0 N/A
6 ' 3.33 none - 1071.0 2188.0 136.8 1279.3 ' N/A
5 2.67 1 1520.5 2818.3 290.8 953.8 N/A
4 2.0 ' none' 2078.3 4038.4 -91.9 1502.0 N/A
3 1.33 . none ,. 2755.9 5267.8 96.2' 1613.3 N/A
2 0.67 1 . 3564.6 6506.5 301.5 1124.0 N/A
1 0.0 none 4515.8 8334.9 , 0.0 1836.0 N/A
SRWa11 (ver 1.1 June 1995) Page 6
LW 95050839
Detailed Results of Facing Stability Analyses' (Connections):
SRW Heel Geo Connection Connection Connection
Unit Elev Type ;Load Capacity Capacity
(ft) (lbs/f t) (peak) (deformation)
(lbs/f t) (lbs/f t)
N/A
9 5.33 1 461.8 736.8 N/A
5 2.67 1 553.8 973.6 N/A
2 0.67 1 523.9 1151.2 N/A
SRWa11 (ver. 1.1 June. 1995) . . .. Page .7
LN 95050839
Project" Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
:. Prepred by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05 AN
Data file: c:\srwa111\a16sympa
SRWa.11 (ver 1.1 June 1995) Page 1
LN 95050839
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
Prepared by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05 AM
Data file: c:\srwalll\al6sympa
1". Type of-.,St ucture.: Geosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Dpsicin Mthodo1oav: NMA Method A
Wall Geometr
Design Wall Height (ft) 10.0
Embedment Wall Height (ft) 0.5
Exposed Design Wall Height (ft) 9.5
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 15
Hinge Height (ft) 10.0
Base Inclination (degrees) . horizontal
Wall. Inclination (degrees) 7.1
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees)
.
18.4
SRWa11 (ver 1.1 June 1995)
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge
•. Soil Data: Soil Description
Reinforced Soil sand"
Retained Soil sand
Levelling Pad. Soil gravel :
Foundation Soil sand
Page 2
LN 95050839
120 ,
none
Friction
Cohesion Angle Unit Weight
('psf) (aegrees) .(pcf)
N/A .30.0 120.0
N/A 30.0• 120.0 .......
N/A •. . .40..0.... 1250, •;.
0.0 •.• '30-. 0 • • "-120.0 • •
Segmental Unit Name: Default segmental unit properties
Segmental Unit Data: .
ap Height (in) none
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) 125.3 .
Center of Gravity (in) . 8.0 .
Segmental Unit Interface Shear Data: . .• •••
.
.
Properties Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500.0 .500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 2000.0 2000.0
Geosvnthetic Reinforcement Tvoes and Number:
Type Number Name
1 4 Sympaforce FS 35
2 0 . Sympaforce SF 55
3 0 Sympaforce SF 80
SRWa11 (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:
Creep
Biological Degradation'
' Chemical Degradation
Construction Site Damage
Material Uncertainty
Type 1 Type 2 Type 3
1.59 1.59 1.61
1.00, •• 1.00 1.00
1.10• 1.10 . 1..10
1.15 1:08 .., 1.08
1.50 1.50 ', 1.50
Long Term Design Strength: Type 1 Type 2 -Type 3-
LTDS (lbs/ft) 870.7 • . 1316.8 • 1946.b
Coefficient of Inteiaction: Type 1 Type 2 • '. Type 3
Peak Load Criterion
•
0.72 - 0.72 • 0.75
' 'Deformation Criterion - • 0.72 0.72 0.75 -
Coeffiáient-of Direct Sliding: • Type 1 Type 2 ,' Type 3
Peak Load Criterion • . .0.75 0.8 0.85
Connection Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum. (lbs/ft) - 500.0 500.0 ' 500.0
Friction Angle (degrees) • 28.0 28.0 28.0
Maximum (lbs/ft) . • 2000.0 3000.0 3000.0
- Deformation 'Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 28.0 28.0 - 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
3c
SRWa11 (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type I 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 .560.0
Frictioh 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) 0.329
Reinforced Soil(Kahorizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Retained Soil .(Ka) 0.329
Retained Soil (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding' . 1.95 1.5.0K
FOS Overturning .. : 3.99 2.0 OK
FOSBearing Capaity 7.24 2.50K
Base Reinforcement Length (L) (ft) 9.0 6.0 OK
Base Eccentricity (e) (ft) 0.5 N/A
BaseReinforcemeñtRatio (L/H) 0.9 0.60K
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 3587.3
Total Vertical Force (lbs/ft) 12107.4
Sliding Resistance (lbs/ft) 6990.2.
Driving Moment (lbs-ft/ft) 16207.1
Reäisting Moment (lbs-ft/ft) 64598.3
Bearing Capacity (psf) 11848.7
Maximum Bearing Pressure (psf) 1636.0
SRWa11 (ver 1.1 June' 1995) S Page 5
LN 95050839
Results of Internal Stability'Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer
Unit Type (it) (ft) Length Over- Pullout Pullout Sliding Spacing
ft (ft) stress (peak) (def) (peak) (ft)
>1.0 >1.0 >1.5 N/A >1.5 <2.67
12 . 1 7.33 9.0 1.93 1.89 2.01 N/A 3.07 OK
8 1 4.67 9.0 4.02 1.57 5.08 N/A 2.34 OK
5 1 2.67 9.0 5.58 1.36 7.53 N/A 1.98 OK
2 - 1 0.67 9.0 7.15 1.34 11.31 N/A 1.71 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW. Geosyñ El e' •. Long Term. ' . Tensile Pullout . Pullout - Sliding ' Sliding'.
Unit Type (ft) .' Design.'. Load Capacity Capacity Force . . Capacity
ft .' . . . . Strength , (lbs/ft) (peak) (def) - (lbs/it) (lbs/it)
(lbs/it) (lbs/it) (lbs/it) '
12 1 7.33 870.7 461.8 928.5 N/A .758.3 2325.0
8 1- ' 4.67' 870.7 553.8 ' 2815.0 N/A 1547.6 . '3614.3
5 1 2.67 870.7 .. 641.5 4832.8 N/A . 2319.1 4581.2
2 1 0.67. '870.7.. 652:1 7372.7 . N/A 3244.6' 5548.1
Results of Facing Stability Analyses:
SRW Heel 'Geosynthetic 'FOS FOS FOS FOS FOS S
Unit Elev Type Over- Shear Shear Connection Connection
ft (ft) . turning (peak) (deformation) (peak) '(deformation)
'> 1.5 , > 1.5 N/A >1.5 ' N/A
- ' 15 9.33 none ' '71 17.87 N/A
.14 '8.67 ' none ' 3.19 8.45 N/A - -
13 8.0. none . 1.95 5.42' N/A . - - S
12 7.33 . 1 . . 1:36* 3.04 N/A ' 1:6.
11 6.67 none , ' 2.12 - N/A -'
10 6.0 ' none 2.18 . - -N/A
9 5.33 ' none ' 2.04 ' 9.35 ' N/A -
8 4.67 1 ' 1.85 3.28 N/A 1.76 N/A
7 4.0 none 1.94 - N/A - -
6 3.33. none • 1.91 16.77 N/A , - -
5 2.67 1 1.83 3.73 N/A 1.79 . N/A
4 , 2.0 'none 1.85 - - N/A
3 1.33 , none 1.81 . 15.98 N/A ' - -
2 ' 0.67 1 1.74 . 3.42 N/A 2.04 N/A
1 0.0 none 1.73 ' >99 N/A
Note: * value does NOT MEET design criterion (1 occurrences) S , , •
37
SRWa11 (ver 1.1 June 19.95')-.' '. Page 6
LW 95050839
Detailed Results of Facing Stability. Analyses (Moment and Shear):
SRW Heel Geo Drive. Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity Capacity
# (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) (deformation)
+out -in N/A
15 9.33 none 10.5 74:2 34.2 611.3 N/A -
14 . 8.67 .. none 49.4 157.7 85.5 722.7 . N/A
13 : . 8.0 none 128.3 250.5 153.9 834.0 N/A
12 '. 7.33- " 1 258.5 . 352.6 239.5 726.9 N/A
11 ' 6.67 ' none . 451.4 955.1 -119.7 1056.7 N/A
10 . 6:0 •. none: .' 718.4 1566.9 0.0 1168.0 N/A
9 . . 5.33. ., none, . 1071.0 2188.0 136.8 1279.3 N/A
8 4.67 1 :': 1520.5 2818.3 290.8 9538 N/A
7 . 4.0.' none: 2078.3 4038.4 -91.9 . 15020 N/A
6 " ' 3.33. none z , 2755.9 5267.8 96.2 1613.3 N/A '
5 '. .. . 2.67. . 1 " ': 3564.6 6506.5 ' 301.5 1124.0 ' N/A 'S
4 " ."':' none' '4515.8 8334.9 '-117.6' '1836.0 N/A
3. . 1.33"- . none .. ' 5621.0 10172.5 '121.9 1947.3 N/A
2 ' 0.67 ' 1 ''' 6891.6 12019.5 378.5 , 1294.2 14/A
1 0.0 ' none 8338.9 14456.2 0.0 2000.0 N/A
'0 Detailed Results of Facing Stability Analyses (Connections)........' ...
SRW ''Heel Geo Connection '-Connection Connection '
Unit ,. ' - Elev Type Load Capacity Capacity
(if): • (lbs/ft) (peak) (defamation)
(lbs/ft) (lbs/ft)
0 • .
• N/A
12 '.. 7.33 • 1 , 461.8 , 736.8 N/A • : ' 8 . 4.67 , 1 . . 553.8 973..6 . • N/A
5 ' 2.67 1 , 641.5 ' 1151.2 N/A
2 . .: 0.67 ' " 1 .. ' 652.1 -, -1328.8 N/A ' .''" •'
SRWal1 (ver 1.1 June 1995) Page 7.
LN 95050839
7.1 degrees
10.0 ft
_.L 0.15 ::ft
-I-. -0.5 ft
-j
9.0 ft
Project Identification:
S Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
-
Owner:
Client:
Prepared by: RETAINING WALLS COMPANY NORTH
Date: 5 February 08 2002
Time: 10:11:05 AM
Data file: . c:\srwa111\a16sympa
SRWa11 (ver 1.1 June 1995)
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
(619) 471-2500
Page 1
LN 95050839
C -k
License Number: 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
Prepared by: RETAINING -WALLS COMPANY NORTH . . . . . .; . ,. . . .. .
Date: February 08 2002 . . . .
Time: 10:11:05 AN . .
Data file: C: \windows\desktop\server\2-rwcn\pirone-i.\a16sympa. .. . ...;
Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall
Structure Criticality: Non-critical
Design Methodology: NMA Method A
Wall Geometr
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)
12.0
0.58
11.42
0.5
18
10.0
horizontal
7.1
Slopes:
Front Slope (degrees.) horizontal
Back Slope (degrees) 18.4
SRWa11. (ver 1. .1 June 1995)
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge (psf)
Soil Data: Soil Description:
Reinforced Soil sand
Retained Soil sand
Levelling Pad Soil gravel
Foundation Soil sand
Page 2
LN 95050839
120
114
Friction
Cohesion Angle Unit Weight
(psf) (degrees) (pcf)
N/A . . .• 30.0 120.0
N/A 30.0 120.0
N/A 40.0 125.0
0.0 30.0 120.0
Segmental Unit Name: Default segmental unit propert:ies.
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 (infilled) (lbs) .167.0
Unit Weight (.i.nfil.ld) (pcf) 125.3 . . . . . ...
Center of-Gravity (in.) 8.0 .. . . . . .
Segmental Unit Interface Shear Data:
Properties
.
Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500 0 500 0
Friction Angle (degrees) 45.0 - 45.0
- Maximum (-lbs/ft) - - -. - -2000.0 - 2000,0
Geosynthetic Reinforcement Types and Number: ..
-
Type Number Name.
.1 4 Sympaforce FS 35
-2 1 Sympaforce SF 55
3 0 - Sympaforce SF 80 . - .
SRWa11 (ver 1.1 June 1995) Page 4
LN 95050839
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 2000.0
Deformation Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum (lbs/ft) 2000.0 2000.0 . 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) . 0.329
Reinforced -Soil (Ka horizontal component) 0.321
Orientation of failure plane from horizontal (degrees) 47.8.
Retained Soil (Ka) . 0.329 -
Retained Soil (Ka horizontal component) . . .' .' 0.321 .
Orientation of: failure plane from horizontal.'-(degrees).- 47.8
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding 1.8 1.5 OK
FOS Overturning 3.42 - 2.0 OK
FOS Bearing Capacity 6.04 . 2.5 OK
Base Reinforcement Length (L) (ft) 10.0 7.2 OK,
Base Eccentricity (e) (ft) 0.71 N/A
Base Reinforcement Ratio (LtH) 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) 5479.7
Total Vertical Force (lbs/ft) 17104.0
Sliding Resistance (lbs/ft) 9875,. 0
Driving Moment (lbs-ft/ft) 30294.6
Resisting Moment (lbs-ft/ft) 103663.8
Bearing Capacity (psf) .. 12812.3
Maximum Bearing Pressure (pf) . 2121.4
SRWa11 (ver 1.1 June 1995) Page 1
LW 95050839
Licensed to: STEVE CROSBY tfjJ141rn
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAM MARCOS, CA 92069
619) 471-2500 S
.License.Number: 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client: S S
Prepared by: RETAINING WALLS COMPANY NORTH . .. ...
Date: February 08 2002 .
Time: - 10:11:05 AN
Data file: c:\windows\desktop\server\2-rwcn\pirone-l\al6pyliLPA
Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall
Structure. Criticality: Non-critical
Design Methodology: NMA Method A
Wall Geometry:
Design Wall Height (ft) 12.0 .
Embedment Wall Height (ft) 0.58
Exposed Design Wall Height (ft) 11.42
Minimum Levelling Pad Thickness (ft) 0.5 . . . ...
Number of Segmental Wall Units 18 5
Hinge Height (ft) 10.0
Base Inclination (degrees) S horizontal
Wall Inclination (degrees) 7.1
Slopes: S
Front Slope (degrees) S - S horizontal S
Back Slope (degrees) 18.4
SRWa11 (ver 1.1 June 1995) Page 2
LN 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge (psf) 120
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psf) (degrees) (pcf)
Reinforced Soil sand N/A 30.0 . 120.0
Retained Soil sand N/A 30.0 120.0
Levelling Pad Soil gravel N/A 40.0 125.0
Foundation Soil sand 0.0 30.0 120.0
Segmental Unit Name:. .' Default segentai unit properties..
Segmental Unit Data: ,..
0
..:.
'Cap Height (in) .. .. .. none
0
Unit Height (in) 8.0
Unit Width (in) . . 16.0
Unit Length (in) . 18.,0 .:,.
Setback (in) . 1.0 .• .
Weight (infi11ed) .(lbs) . 167.0 . . . .
:Unit Weight '(infilled) (pcf) .125.3 0 .
Center of Gravity (in) 8.0
Secimental Unit Interface Shear Data:
Properties Peak Strength Criteria Deformation Criteria ,. .
Minimum (lbs/ft) '. . 500.0 : 500.0 . . .
Friction Angle (degrees) 45.0 . '45.0 .. .
Maximum (lbs/ft) . 2000.0 . 2000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name .'
1 4 Syinpaforce FS 35
2 1 Sympaforce SF 55 . S
3 0 gympaforce SF 80 .
SRWa11 (ver 1.1 June 1995) Page 3
- S LW 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
Creep 1.59
Biological- Degradation . 1.00
Chemical Degradation 1.10
Construction Site Damage 1.15
Material Uncertainty 1.50
Long Term. Design Strength: Type 1
LTDS (lbs/ft) .. . 870.7
Coefficient of Interaction: Type 1
Peak Load Criterion. 0.72
Deformation Criterion - 0.72
Coefficient of Direct: Sliding:
Peak Load Criterion
Type -2 Type 3
1.59 - 1.61
1.00 . . - 1.00
1.10 - 1.10
1.08 - 1.08
1.50 1.50
Type .2 • Type 3 -
1316.8 - 1946.0 - 5
-Type 2 -Type 3 - -
.0.72 • - 0.75
0:72- - -075 - --
Type 1 - - Type 2 - Type 3 .
0.75 0.8 - - 0.85
- Connection Strength: - - . Type 1 - Type. 2 - - Type 3
Peak Strength Criterion: - - - -
Minimumi..-(lbs/ft) - - - 500.0 .500.0 - 500.0 - - -
Friction Angle (degrees) 28.0 28.0 - - 28.0.
Maximum (lbs/ft) • - • 2000.0 - 3000.0 - 3000.0
Deformation Strength Criterion: - -
Minimum (lbs/ft) 500.0 500.0 - 500.0
-• Friction Angle (degrees) 28.0. - 28.0 - 28.0
Maximum (lbs/ft) 2000.0 3000.0 3000.0
.4'
SRWa11 (ver 1.1 June 1995) Page 4 .I.
LN 95050839
Geosynthetic-Segmental RetainingWall Unit
Interface Shear Strength: Type I 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/ft) 2000.0 2000.0 2000.0
Coeffi.cients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka)
Reinforced, Soil (Ka horizontal component) .. . .' 0.321
Orientation of failure plane from horizontal (degrees) 47.8. .:-
Retained Soil (Ka) . 4.329
Retained Soil (Ka horizontal component)' 0.321 ..,
Orientation of failure plane from horizontal (degrees). 47.8 .
Results of External Stability Analyses: . .
Calculated Design Crite.-ia
FOS Sliding . .. - 1.88 . 1.5 OK
FOS Overturning . 3.67 .. 2.0. OK
FOS Bearing Capacity 6.58 2.5 OK
Base Reinforcement Length (L) (ft) 10.0 7.2 OK
Base Eccentricity (e) (ft) . 0.65 N/A
Base Reinforcement Ratio (L/H). 0.83. 0.6 OK
Noté:calculated values MEET ALL design criteria.
Detailed Results of External Stability Analyses:. Calculated Values:
Total Horizontal Force (lbs/ft) -. 4929.9
Total Vertical Force (lbs/ft) . 16063.3
Sliding Resistance (lbs/ft) . 9274.1
Driving Moment (lbs-ft/ft) . 26161.0
Resisting Moment (lbs-ft/ft) . 96050.7
Bearing Capacity (psf) . 12977-2
Maximum Bearing Pressure (psf) 1971.9
SRWa11 (ver 1.1 June 1995) Page
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
ft (ft) stress (peak) (def) (peak) (ft)
> 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67
15 1 9.33 10.0 1.37 1.89 . 1.55 N/A 3.09 OK
11 1 6.67 10.0 3.46 1.57 4.64 N/A 2.42 OK
8 1 4.67 10.0 5.02 1.36 7.11 N/A 2.07 OK
5 1 2.67 10.0 6.58 1.34 10.84 N/A . 1.81 OK
3 2 1.33 10.0 7.62 1.43 9.77 N/A 1.74 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Long Term Tensile
Unit Type (ft) Design Load
ft . Strength (lbs/f t)
(lbs/f t)
15 1 : 9.33 . 870.7 461.8
11 1 6.67 870.7 553.8
8 1 '. 4.67 870.7 . 641.5
5 1 .. 2.67 870.7 .. 652.1
3 2 1.33 1316.8 923.7
Pullout Pullout Sliding Sliding
Capacity Capacity . Force - Capacity
(peak) (def) (lbs/ft) (lbs/ft)
(lbs/ft) (lbs/ft)
716.4. N/A 845.6 2611:6
2567.3 N/A 1670.4 4039.4
4558.5. N/A 24687 .: 5110.3
7066.5 N/A . 3420.9 .. .6181.1 :
9026.4 N/A 4141.2 7204.1
Results of Facinci Stability Analyses:
SRW Heel. Geosynthetic FOS FOS FOS FOS . FOS
Unit Elev Type Over- Shear Shear . . Connection Connection
V (ft) turning . (peak) (deformation) (peak) . (deformation)
> 1.5 > 1.5 N/A > 1.5 N/A
18 11.33 none . 7.1 . 17.87 N/A
17 . 10.67 none 3.19 8.45 N/A -
16 10.0 none 1.95 5.42 N/A
15 9.33 1 1.36* 3.04 N/A 1.6 N/A
14 8.67 none 2.12 - N/A . -
13 .8.0 . none 2.18 - N/A
12 7.33 none . 2.04 9.35 N/A
11 6.67 1 1.85 3.28 N/A 1.76 N/A .
10 . 6.0 none . . 1.94 - N/A . .. - . .
9 5.33 none 1.91 16.77 N/A
8 4.67 1 1.83 3.73 N/A .. . 1.79 N/A
7 4.0 none 1.85 - N/A . - -
6 3.33.. none . 1.81 15.98 N/A
5 2.67 1 1.74 3.42 N/A 2.04 N/A
4 2.0 none . . 1.73 - . N/A -
3 1.33 . 2 . 1.67 4.65 N/A 1.5 N/A
2 0.67 none 1.68 - N/A
1 0.0 none 1.65 >99 N/A - -
Note: * value does NOT MEET design criterion (1 occurrences)
j '41
SRWa11 (ver 1.1 June 1995) Page 6
LW 95050839
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity. Capacity
(ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) (deformation)
+out -in N/A
18 11.33 none 10.5 74.2 34.2 611.3 N/A
17 10.67 none 49.4 157.7 85.5 722.7 N/A
16 10.0 none 128.3 250.5 153.9 834.0 N/A
15 9.33 1 258.5 352.6 239.5 726.9 N/A
14 8.67 none 451.4 955.1 -119.7 1056.7 N/A
13 B.O. none 718.4 1566.9 0.0 1168.0 N/A
12 7.33 none 1071.0 2188.0 136.8 1279.3 N/A
11 6.67 1 1520.5 2818.3 290.8 953.8 N/A
10 6.0 none 2078.3 4038.4 -91.9 1502.0 N/A
9 5.33 none 2755.9 5267..8 96.2 1613.3 N/A
8 4.67 1 3564.6 6506.5 301.5 1124.0 N/A
7 4.0 none 4515.8, 8334.9 -117.6 1836.0 N/A
6 3.33 none 5621.0 10172.5 121.9 1947.3 N/A
5 2.67 1 68,91.6 12019.5 378.5 1294.2 N/A
4 2.0 none 8338.9 14456.2 0.0 2000.0 .. N/A
3 1.33 2 9974.4 16688.8 290.8 . 1350.9 N/A
2 . 0.67 none 11809.4 19799.3 -325.0 ' 2000.0 N/A
'1 0.0 none 13855.4 22909.7 0.0. .2000.0 . N/A :
Detailed Results of Facing Stability Analyses (ConnectiOns): . . S. ' •',•
SRW Heel , Geo Connection Connection. Connection
Unit Elev Type Load Capacity . Capacity
(ft) (lbs/ft) (peak) (deformation)
(lbs/f t) (lbs/f t)
N/A S
15 9.33 1 ' 461.8 736.8 ' N/A
11 6.67 1 553.8 973.6 '. N/A
8 4.67 1 641.5 1151.2 N/A
5 2.67 . 1 652.1 1328.8 N/A
1.33 2 923.7 1388.0 N/A
SRWa11 (ver 1.1 June 1995) Page 7.
LW 95050839
7.1 degrees
12.0 ft
Sympa force FS 35
.Sympaforce FS 35
Sympaforce. FS 35
Syrapa force FS 35
0 58 ft - Sympa force SF 55
I ...• .
-0.5 ft
10.0 ft .
Project Identification: .
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner: . .
Client: .
0
Prepared by: RETAINING WALLS COMPANY NORTH .
0
Date: February 08 2002
Time: 10:11:05 AM
Data file: . C: \windows\desktop\server\2-rwcn\pirone-1\al6sympa
t
.'.
SRWa11' (ver. 1.1 June 1995) Page 1
LW 95050839
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY . .
1531 GRAND AVENUE
. AM MARCOS, CA 92069
(619) 471-2500
Licen.e Number: 95050839
Project Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
'Prepared by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05AM
Data file: c:\srwall1\al6sympa
.'.Type ofStructutë:. ......'Ge öynthetic-Reinfrced Se' eñál Retaining "Wall
Structure Criticality.., Non-critical . .
. ... . Design' Methodology: NCMA Method A . . •'
Wall Geometr
Design Wall Height •(ft) 13.33
Embedment Wall Height (ft) 0.64
Exposed Design Wall Height (ft)
• • 12.69
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 20
Hinge Height (ft) 10.0
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7.1
Slopes:
Front Slope (degrees)
, horizontal
Back Slope (degrees) • • 18.4
SRWa11 (ver 1.1 June 1995)'
Uniformly Distributed Surcharges:
Live Load Surcharge (psf)
Dead Load Surcharge (psf)
Soil Data:: Soil Description:
Reinforced Soil sand,.
Retained Soil sand:
Levelling Pad Soil grave].
Foundation' Soil sand
Page 2
LN 95050839
120
258 D
Friction
Cohesion AngJe Unit Weight
(psf)
,
(degrees)' (pcf),,
N/A 30.0 ' 120.0
N/A "30.0 , ' ' 120.0:',
N/A ., 40.0 1 125.0'
0.0 ' 30.0 , ' " 120;0
Segmental Unit Name: Default segmental unit properties
Segmental Unit Data:
Cap Height (in) - , none , V.
Unit Height (in) ' '8.0 V
,, 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 • V
Center of Gravity (in) 8.'0-
Segmental Unit Interface Shear Data:
Properties '
-
' Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500.0 500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 2000.0 • 2000.0
Geosynthetic Reinforcement TvDes and Number:
Type Number Name
1 3 • Sympaforce FS 35
2 3 Sympaforce SF 55
3 ' 0 Sympaforce SF 80
SRWa11 (ver 1.1 June 1995) Page 4
LW 95050839
Geosynthetic-Segmental Retaining.Wa1l Unit
Interface Shear Strength: 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
Deformation Strength Criterion:
Minimum (lbs/ft) . 500.0 500.0 . 500.0
Friction Angle (degrees) 27.0 27.0 27.0
Maximum.(ibs/ft) 2000.0 2000.0 2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) . . 0.329
Reinforced Soil (Ka horizontal component) 0.321
. Orientation of failure plane from horizontal (degrees) 47.8
Retained Soil (Ka) 0.329
Retained Soil -(Ka horizontal component) . 0.321
Orientation of failure plane from horizontal (degrees) 47.8
Results of External Stability Analyses: .
. . . . - . Calculated Design Criteria
FOS Sliding . •' ...
. 1.79 . 1,.5 OK
FOS. Overturning . . 3.42 2.0 OK
FOS Bearing Capacity :• 596, : - 2.5 OK
Base Reinforcemént.Length (L) (ft) 11.5 .. . 8.0- OK
BaseEccéntricity (e) (ft) 0.77 . N/A
Base Reinforcement Ratio (L/H) 0.86 0.6 OK
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/ft)
Driving Moment (lbs-ft/ft)
Resisting Moment •(lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
Calculated Values:
7538.1
23 d22. 7
13523.1
48206.7
164752.4
14789.4
24:32.7
SRWa11 (ver 1.1 June 1995)
Licensed to: STEVE CROSBY
RETAINING WALLS COMPANY
1531 GRAND AVENUE
SAN MARCOS, CA 92069
(619) 471-2500
License Number: 95050839
Project Identification:
Project Name: PIRINEOS.OINTE CARLSBAD
Section:
Data Sheet:
Owner:
Client:
Prepared by:. RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05 AN
Page 1
LN 95050839
(1RMl\L
5TJtr1
Data file: c:\srwalll\al6sympa ..
Ty of Structure: . . . Geosthetic-Reinforced Segmental Retaining. Wall
Structure Criticality: Non-critical
Design Methodology: NCMA Method A . .. ..
Wall Geometr
Design Wall Height (ft) 13.33
Embedment Wall Height (ft) . 0.64
Exposed -Design Wail Height (ft) 12.69 .
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 20
Hinge Height (ft) . 10.0
Base Inclination (degrees) horizontal
Wall Inclination (degrees) 7,.l
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) - 18.4
1'
SRWa11 (ver 1.1 June 1995) : Page 2
LW 95050839
Uniformly Distributed Surcharges:
Live Load Surcharge (psf) 120
Dead Load Surcharge none
Friction
•. Cohesion Angle Unit Weight Soil Data: Soil Description: (psf) (degrees) (pcf).
Reinfórced,Soil sand N/A 30.0 120.0 Retained -Soil sand N/A 30.0 120.0 Levelling Pad 'Soil gravel N/A 40.0
Foundation Soil sand. 0.0 •. 30.0 ... 120.0
Segmental Unit Name: Default segmental unit properties
Segmental Unit Data:. . ••
Cap Height .(.in) none
Unit 'Height (in) : : 8.0 S.. Unit Width (in) 16.0
Unit Length (in) 18.0
Setback (in) • 1.0 .' S • Weight (infilled) (Ths) 167.0
Unit Weight (infi.11ed) (.pcf) 125.3 • • S
Center of Gravity' (in) 8.0 .• S
Segmental Unit Interface Shear Data
Propertieà Peak Strength Criteria Deformation Criteria
Minimum (lbs/ft) 500.0 0500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 2000.0 2000.0
Geosvnthetic Reinforcement Tvoes and Number:
Type. Number Name
1 3 Sympaforce FS 35
2 '3 Sympa-force SF 55
3 ,0 Sympaforce SF 80
613
SRWa11 (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 373i.0 5583.0 Polymer Type polyester polyester polyester
Partial Material Safety Factors: Type 1 Type 2, Tye 3
Creep 159 159 161
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 0.72 0.72 0.75
. . Deformation Criterion . 0.72 . 0.. 72 . 0.75.
Coefficient of Direct Sliding Type 1 Type 2 Type 3
Peak Load Criterion. •.. . 0.75 0.8 . 0.85" '
Connection Strength: . Type 1 Type 2 Type 3
Peak Strength Criterion:
Minimum (lbs/ft) 500.0 500.0 . 500.0
Friction Angle (degrees) 28.0 28.0 28.0
Maximurn'(lbs/ft) . 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
or
SRWa11' (ver 1.1 June 1995)
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1
Peak Strength Criterion:
Minimum (lbs/ft) 500.0
Friction Angle (degrees) 27.0
Maximum (lbs/ft) 2000.0
Deformation Strength Criterion:
575
Page 4
LN 95050839
Type 2 Type' 3
500.0 500.0
27.0 27.0
2000.0 2000.0
Minimum :(1b5/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) 0.329
Reinforced Soil (Ka horizontal component)
' :. 0.321
Orientation of failure plane from horizontal (degrees), 47.8,
Retained Soil (Ka) ' , '0.329 Retained Soil (Kahorizorital component') . ' 0.321
Orientation of failure plane from horizontal (degrees)'.' 47.8.
'
Design Criteria
1.5 OK
2.00K
2.5 OK
8.0 OK
N/A
0.60K
Result's of External Stability Analyses:'
Calculated
FOSSiiding. ' ' ' 1.94
FOS Overturning . ' 3.9
FOS Bearing 'Capacity '.' 7.05
Base Reinforcement Length (L), (ft) 11.5.
Base. Eccentricity. ,(e) (ft)' 0. 64.
Base Reinforcemerit'Ra'tio (L/H) 0.86
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Value.:
Total Horizontal Force lbs/ft) 6140.4
Total Vertical Force (lbs/ft) 20663.5
Sliding Resistance (lbs/ft) 11930.1
Driving Moment (lbs-ft/ft) 36402.5
Resisting Moment. (lbs-ft/ft) 141950.0
Bearing Capacity (psf) 15144.7
Maximum Bearing Pressure (psf) 2148.3
Page 5
LIV 95050839
FOS FOS
Pullout Pullout
(peak) (def)
> 1.5' ' N/A
2.24 N/A
5.55 N/A
8.11 N/A
9.88 N/A
14.12 N/A
19.16 ' N/A
FOS ' Layer
Sliding Spacing
(peak) (it)
>'.1.5 < 2.67
3.12 OK
2.53 OK
2.2 OK
2.05 OK
1.81 OK
1.67 OK"
Pullout, ,Sliding
Capacity Force
(def) (lbs/it)
(lbs/it)
N/A , - 985.1
N/A ' 1863.4
N/A 2701.7 ,
N/A , 3694.0
N/A 4840.2
N/A 5689.9
Pullout
Capacity
(peak)
(lbs/it)
1032.7
3072:5
5205.3
7854.9
11021.4
13435.5
Sliding
Capacity
(lbs/it)
3075.4
4711.0
5937.7
7555.8
8739.5
9490.8
SRWa11 (ver 1..1 June 1995)
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS
Unit Type (it) (ft. Length Over-
(ft) stress
>'10 > 1.0
17 1 10.67 11.5 '- 1.83 1.89
13 1 8.0 11.5 3.91 1.57
10 1 6.0 11.5 5.48 1.36 7. 2 4.0 11.5 7.04 1.66
4 . 2 •. 2.0 11.5 8.6 1.69 2 2 0.67', 11.5 9.65 1.88
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Géosyn Elev: . Long Term Tensile
Unit Type . (ft) Design . Load
Strength . (lbs/f t)
(lbs/it)
17 1 10.67 870.7. . '461.8
13 1.. 8.0,..' 870.7 .: 553.8
10 1.' 6.0: 870.7 . 641.5
7. 2.,. 4.0': 1316.8 .. 795.4
.4 . '2. 2.0.. 1316.8.- . 780.4
2, 2. 0.67: '. 1316.8 . 701.3
Results of Facing Stability Analyses: . • •
SRW Heel Geosynthetic.' FOS FOS FOS FOS - FOS Unit Elev T'pe. . , Over- Shear Shear Connection Connection (it) . , • , , '. turning (peak) '(deformation) (peak) . .(deformation)
-: > 1.5 > 1.5 N/A > 1.5 'N/A
'20 12.67 none' 7.1 17.87 N/A 19 12:0 none . 3.19 8.45 N/A 18 11.33 none • . 1.95 5.42 N/A 17 10.67 • 1 ' . 1.36* 3.04 N/A 1.6 N/A 16 10.0 none 2.12 - N/A' - - 15 9.33 none 2.18 - N/A - - 14 8.67 none . 2.04 9.35 N/A - 13 8.0 1 ' 1.85 3.28 N/A 1.76 • N/A 12 7.33 none 1.94 - N/A - - - 11 6.67 none 1.91 16.77 N/A - - 10 6.0 1 • 1.83 3.73 N/A • 1.79 N/A 9 5.33 none 1.85 - N/A : • -
• 8 4.67 none 1.81 15.98 N/A - - 7 4.0' 2 • 1.74 , 3.42 N/A , 1.67 N/A 6 3.33 none . 1.77 -• N/A - - 5 2.67 none . 1.73 13.56 N/A . ' - - 4 2.0 2 • 1.68 2.97 N/A 1.78 ' N/A 3 1.33 none ' 1.68 >99 N/A 2 0.67 2 1.65 3.95 N/A 1.98 N/A 1 0.0 none 1.66 - N/A - -
Note: * value does NOT MEET design criterion (1 occurrences)
SRWa11 (ver 1.1 June 1995) Page 6
LN 95050839
. Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity (ft) (lbs-ft/ft) (lbs -ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
(peak) (deformation) #out -in N/A
20 12.67 none 10.5 74.2 34.2 611.3 N/A 19 ' 12.0 none 49.4 157.7 85.5. 722.7. N/A .18 . 11.33 none 128.3 250.5 ' 153.9 834.0 N/A 17 10 67 1 '258..S. 352.6 239.5 726.9 N/A S 16 10..O none 451.4 955.1 -119.7 1056.7 - N/A 15 9.33 none 718.4 1566.9 0.0 1168.0 N/A 14... 8.67 none 1071.0 2188.0 .136.8 .1279.3 N/A 13 8.0 1 1520.5 2818.3 290:8 953.8 N/A 12 7.33 ....none. 2078.3 4038.4 . .. 91.9 ''1502.0' N/A . 11 6.67 none 2755.9 .. 5267.8 . 96.2 . 1613.3 N/A ,. ....................... .1 ... . 364.6 65065 ' 015 •. 11240 N/A 9 . . 5.33 none , 4515.8 8334.9 : -117.6 1836.0 N/A 8, . 4.67 none 5621.0 10172.5 .121.9 1947.3 N/A . 7 4.0. 2 .... 6891.6 12019.5 378.5 1294.2 N/A 6 3.33 none • 8338.9 . 14753.6 ' -143.3 2000.0 N/A 5 2.67 none 9974.4 17283.6 . 147.5 2000.0 N/A 4 2.0 2 11809.4 19813.6 455.4 1350.9 N/A 3 1.33 none 13855.4 23221.5 0.0 • 2000.0 N/A 2 . 0.67 2 •., 16123.8 26629.3 . 342.1 1350.9 N/A 1 0.0 .. none 18625.9 30915.0 : 0.0 2000.0 N/A
Detailed Results of Facing Stability Analyses (Connections):
• .
SRW Heel . Geo Connection Connection ' Connection Unit •. Elev Type Load Capacity Capacity
. (ft) . (lbs/ft) (peak) (deforma tion)
(lbs/ft) (lbs/ft)
N/A • • 0
17 ...... 10.67 1 . 461.8 736.8 • N/A •. 0
13 8.0 1 553.8 973.6 'N/A .
. 10 • 6.0 . 1 641.5 1151.2 N/A . 7 4.0 2 795.4 . 1328.8 N/A . . 4 , .. 2.0 2 780.4 1388.0 N/A 2 0.67 2 701.3 1388.0 N/A .
SRWa11 (ver 1.1 June 1995) Page 7
LN 95050839
7.1 degrees
13.33 ft
SympaforceFS 35
Syinpa force FS 35.
.. : •. SyrnpaforceFS 3
I . I--------
- Sympa force SF 55
Sympaforce SF 55
0.64 ft. . .
SythpS force SF 55
0 1 .
-05 ft
H .
11.5 ft . . .
Project 'Identification:
Project Name: PIRINEOS POINTE CARLSBAD
Section: • ...
Data Sheet: •
Owner: .
Client:
Prepared by: RETAINING WALLS COMPANY NORTH
Date: February 08 2002
Time: 10:11:05 AM
Data file: c:\srwa111\a16sympa
0
4
SURCHARGE PERCENTAGE CALCULATION
Angle of Internal Friction 30 deg
a 60 deg
. . .'.. . s
Wall Slope Distance Geogrid . Dead For External Stability Fo.tematStability Height . Height to Surch. Length . •. Load (L+ X) <J L+.5X <J <(L+ X) J <(L+.5X) L < J .3L < J < L J <(L+.5X) H h J L X 0.3 L L+ 0.5X L+ X . Surcharge q . q ... .. q q' q q ft ft ft ft . ft ft ft. . . ft psf psf . psf psf psf psf . psf 2.67 1.60 6.60 0.00 2.47 0.00 : 1.23 2.47 120 0 na •. na 0 0 na 4.00 1.60 6.60 4.50 . 3.23 1.35. 6.12 7.73 120 na 42 . na 0 0 na 6.67 1.60 6.60 6.50 4.77 1.95 .8.89 11.27 120 na . na . 120, 0 0 na. 8.00 1.60 6.60 7.50 5.54 2.25 10.27 13.04 120 na • na . • 120 . na 14 • na 10.00 1.60 6.60 9.00 6.70 2.70 .12.35 . 15.70 120 na na . 120 na . 32 na 12.00 1.60 . 6.60 10.00 7.85 3.00 .13.93 17.85 120 na na 120 na 41 na 13.33 1.60 6.60 11.50 8.62 3.45 15.81 . 20.12 120 'na . na 120 na 51 na
Wall Slope Distance Geogrid . .. Dead • . . For External Stability . For-ExteTTIl Stability Height Height to Surch. Length . Load (L+ X) <J L+.5X J < (L+ X) J <(L+.5X) L < J .3L < J <L J <(L+.5X) H h J L X . 0.3 L L+ 0.5X L+ X Surcharge q . q q q q q ft ft ft ft ft ft . ft ft psf pf psf psf psf psf psf 2.67 1.60 16.40 0.00 2.47 . 0.00 1.23 2.47 600 0 • na na , 0 0 na 4.00 1.60 16.40 4.50 ..3.23 " 1.35 6.12 7.73 .. 600 0 na . • na 0 0 na 6.67 1.60 16.40 6.50 4.77 1.95 8.89 11.27 600 0 na • na 0 0 na 8.00 .1.60 16.40 7.50 5.54 2.25 10:27 13.04 600 0 na na 0 0 na 10.00 1.60 16:40 9.00 6.70 2.70 12.35 15.70 600.. . 0... na • na 0 . 0 na 12.00 1.60. 16.40 10.00 7.85 3.00 .13.93: .. 17.85 600 na . 1.11 na . 10 . 0 na 13.33 1.60 16.40 11.50 8.62 3.45 15'.81 20.12 600. na . 259' n• . . 0 0 na
SECOND EDITION
NATIONAL fl CONCRETE MASONRY
C ASSOCIATION
2302 Horse Pen Road
Herndon, Virginia 20171-3499
(703) 713-1900
Segmental, Retaining Walls
TO DETERMINE APPROXIMATE SURCHARGE
OF UPPER WALL 2 ON LOWER WALL 1'
IMPLEMENT BY ITERATIVE PROCESS
1. ESTIMATE BASE LENGTH L11 AND CALCULATE EXTERNAL FAILURE. ANGLE,
2..CALCULATE AND
dl
BASED UPON L1
3. CALCULATE ACTUAL L1 BASED UPON EXTERNAL
STABILITY ANALYSIS USING q , AND
. FROM STEP 2 •..•• . - dl
4. IF. CALCULATED L (STEP 3). < ESTIMATED Li (STEP 1)... OK. iF NOT REPEAT STEPS 1-4
5 CHECK GLOBAL/OVERALL STABILITY OF
FINAL GEOMETRIC CONFIGURATION
J = HORIZONTAL DISTANCE FROM
WALL FACE TO WALL FACE
L:= BASE LENGTH OF
GEOSYNTHETIC REINFORCEMENT
FOR SOIL REINFORCED SRWs
AND BASE WICTH OF
.1. CONVENTIONAL . SRWs
11iq2
'I... I:.,.
(.s
\ '.:•• a.(1)= SEE EQ. 3-14
. 0ç..
X, (1-11 + d/S)/TAN cX(1)
S = 500 FOR FLAT (LEVEL)
BACKFILL BETWEEN WALLS FOR INTERNAL STABILITY WALL 1
WHEN . J,> L . NO INFLUENCE, qd=. 0 q Q. .3L1 < J. < LI USE PERCENTAGE OF SURCHARGE
q j) ( '2) H') . — (L - J) (q ) di •..'L1 .2 .• q 1
L 12.
J < .3 L USE FULL SURCHARGE. . . .
q , Z(2) H q 1 = q .
FOR EXTERNAL STABILITY WALL 1:
. . . .. WHEN . J > (L1+ X1 ) NO INFLUENCE, id 0 •q1 = 0 (L1 + .5X1 )< J <.' (L1+ x0 • • USE PERCENTAGE OF SURCHARGE
. (Lii- X 1 — J)((2).r2 ) q= (L1 + X1 — J)(q dl )
J < (1-1+.5X) - USE FULL 'SURCHARGE
q dl Z2). H q1 =
q
22
NOTE: .311 AND .5X1 ARE ARBITRARY BUT EMPIRICALLY BASED GEOMETRIC
LIMITS TO ENSURE A CONSERVATIVE SURCHARGE APPROXIMATION
FIGURE 2-11:
•
SURCHARGE APPROXIMATION FOR TIERED WALLS
•
AJP r1 cM \N* .
I — , . . r # i •)- i
NOTE: H1 MUST H1
I
I
I April 26, 2002
BARRY AND ASSOCIATES
GEO TECHNICAL ENGINEERING
P.O. Box 230348
Encinitas, CA 92023-0348
(760) 753-9940
I Darryl Clubb.
Coast Contracting
7929 Silverton Avenue, Suite 609
San Diego, California 92126
I Subject: GRADING REPORT, RETAINING WALL BACKFILL
Proposed Multi-Unit Development
North Side of Pirineos Way
I Carlsbad, California 92009
APN 216-200-2400
I
References: 1. Keystone Retaining Wall Footing Inspection
Pirineos Pointe
Pirineos Way
Carlsbad, California
I 2. Grading Plan Prepared by Engineering Design Group
Dear Mr. Clubb
In response to your request, we have observed the grading operation
I
and performed field density tests during the backfilling for the
subject retaining wall. The results of our density testing and
laboratory testing are presented in this.report.
I Based on the results of our testing, it is our opinion that the
fill was placed in an adequate manner and compacted to a minimum of
90 percent of the laboratory maximum dry density.
If you have any questions, please contact us at 760.753.9940.
I Respectfully submitted,
A.R. B SSQCI
A.:, Barry, G oi 19
Principal Engineer EXP.
cHsIG
CALIF
131106
GRADING REPORT, RETAINING WALL BACKFILL
Proposed Multi-Unit Development
North Side of Pirineos Way
Carlsbad, California 92009
APN 216-200-2400
Prepared For
Darryl Clubb
Coast Contracting
7929 Silverton Avenue, Suite 609
San Diego, California 92126
April 22, 2002
W.O. G-1706
Prepared by:
BARRY AND ASSOCIATES
P.O. Box 230348
Encinitas, California 92023-0348
April 26, 2002
W.O.# G-1706
Page 1 I S
I
INTRODUCTION
This report presents the results of our observations and field
density testing for the A-16 Retaining Wall, by Retaining Wall
Company North. Basically the project consisted of excavation to the
I bottom of the slope, preparation for the base of the wall and
I
installing the drainage system (see reference #1, letter dated
March 20, 2002)
A Proctor test was performed with a mixture of the on-site soils.
I
Density tests were conducted every 2 vertical feet of compacted
fill. Fill soil was placed in lifts of approximately 6.0 to 8.0
I inches thick. The soil was moistened as required to achieve optimum
moisture content, and compacted with a vibratory roller.
I
The fill was placed to a minimum of 90 percent of the maximum
I dry density, as indicated by our test results. The results of our
density testing are presented on Table 1.
LABORATORY TEST DATA
The laboratory standard for determining the maximum dry density was
I performed in accordance with ASTM D 1557-92. Field density tests
I
were performed in accordance with ASTM D 1556. The results of the
laboratory maximum dry density, for the soil used as compacted fill
on the site, is summarized below:
April 26, 2002
W.O.# G-1706
Page 2
Maximum Dry Density Optimum
Description (p.c.f.) Moisture (%)
Brown sandy clay 127 .5 10.5
LIMITATIONS
This firm assumes no responsibility for any alterations made
without our knowledge and written approval to the slope or pad
grade on the property, subsequent to the issuance of this report.
If you have any questions, please do not hesitate to contact us at
(7 60) 753-9940.
Respectfully submitted
A. RBRY- ASSO
A.R. Bafry.-'
Principal Eng
W.O. # G-1706
Pirineos Way
Carlsbad, California
APPENDIX "A"
LABORATORY TEST RESULTS
TABLE I
Field Dry Density and Moisture Content
Above Moisture Dry Relative
Test Test Wall Base Content Density
No. Location Elev. % .JpcfJ Compaction
1. See Plan 2' 10.3 114.8 90
2. See Plan 2' 11.1 117.0 92
3. See Plan 4' 10.8 114.9 90
4. See Plan 4' 10.4 115.2 90
5. See Plan 6' 10.5 115.8 ' 91
6. See Plan 6' 10.5 116.1 91
7. See Plan 8' 9.1 117.5 92
8. See Plan 8' 10.5 '116.1 91
9. See Plan 10' 9.6 ' 117.0 ' ' 92
10. See Plan 10' 11.2 115.1 90
11. See Plan 12' 12.3 116.0 91
12. See Plan 12' 12.1 116.3 91
MINIMUM 2% SLOPES
TO DRAIN INLETS
SOIL 90% RELATIVE BACKFILL COMPACTlON CWACTED TO
I I If34 d i 1 0 0'-r I 4
BUILDING LINE --------------------r--------A I
... DRAIN PIPE [SMOOTH WALL I PERCENT^
SLOPE TO SUl TABLE OUTLET AND
DIAMETER PER PLANS.
TYPICAL AREA DRAIN DETAIL NO SCALE
L~~~~~~~~ PAVING 1P.C.C.I
3000 PSI CONCRETE WITH NO
SPEC1 AL INSPECTI ON
No. 5 BAR CONTINUOUS
WiTH 30 BAR DIAMETER LAP
MINIM
121 TYP I CAL SWAL E DETA I L NO SCALE
STREET RIGHT OF WAY = 56'-0' -----I
SIDEWALK
TYPICAL STREET SEC1 ;ON
PlRlNEOS WAY
NO SCALE
-EXISTING CURB
-2&% 78.26FS
VERTICAL CURVE AT GRADE BREAK
DRIVEWAY SECT ION
NO SCALE
TlNG 24" R.C.P. STORM
N PIPE PER C!TY OF
SBAD DRAWIIIG NO. 169- 1
NOTE: RETAINING WALL DESIGN TO BE
PROVIDED BY OTHERS UNDER
SEPARATE PEW1 T
EXiSTlNG WATER LATERAL TO
BE ABANDONED
~WG 395-6
STA 2t58.15 C/L OF
24' D/W PER G- 14
AND GS-12
EX1 ST t NG SMR LATERAL
TO BE ABANDONED
NOTE: RETAINING WALL FOOTINGS TO
W INTA I N THE PROPER D l STANCE TO
DA'V'L 1 GUT AS RECOMENDED IN THE
PROJECT SO ILS REPORT. I EXISTING FIRE/
HYDRANT PROPOSED STOW DRAIN CLEANOUT----I
PER DW 395-6
GRADINC PLAN
SCALE: 1" - 20'
"AS BUILT"
NOTE: IN THE EVENT OF A STORM PRIOR
TO STORM DRAIN INSTALLATION,
CONTRACTOR TO PROVIDE PW TO
REMOVE ANY WATER COLLECTED
ON-SI TE.
RCE EXP. DATE
REVIEWED BY: SCALE I" = 20 FT PROJECT NOTES:
1. PROPOSED RETA IN1 NG WALLS STRUCTURAL DES 1 GN TO
BE PER THE RECOhMENDATIONS OF THE PROJECT SOILS
ENGINEER AS OUTttNED IN THE SOILS REPORT.
2. GUTTERS TO BE ADDED TO RESIDENCE AND Tl GHTL !NED
1 NTO PROPOSED DRAINAGE SYSTEM.
3. REPRESENTATIVE OF EDG TO OBSERVE DRAINAGE
SYSTEM PRIOR TO BACKFILL 1 NG.
4. ALL FILL AND WALL BACKFILL TO BE COMPACTED TO
90% RELATIVE COMPACTION.
5. DRAINAGE TO SLOPE AT 2% MlMlMUM AWAY FROM
RESIDENCE FOR A MINIMUM OF 5 ' .
6. DO NOT CONNECT FRENCH DRAIN SYSTEM TO AREA
DRAIN SYSTEM
DENSI'. - - I INSPECTDR DATE I -
WATER OUAt t T Y NOTE;
THE OWNER SHALL BE RESPONSIBLE TO PERFORM
REGULAR MAINTENANCE ON STORM WATER QUALITY
DEVI CES TO ENSURE THE I R EFFECT1 VENESS,
ALL INLETS LOCATED WlTHiN PAVED AREAS SHALL BE
F I TTED Wl TH A FOSS I L F I L TER OR EQUAL.
11 CITY OF CARLSBAD Im 1 " I I ENGINEERING DEPARTMENT IW
~GRADWG PLANS FOR:
I PIRINEOS POINTE PIIUNEOS WAY
CARLSBAD, CA
PLANS PREPARED BY: - - 1
ENGINEERING DESlGN GROUP ctr/ DATE
I A 1 I I I 2/21 MONTIEL ROAD I LU I
DAK I INITIAL DATE ] INITIAL DATE i 1 Dm BY: -1 I PROJECT NO. I c-Z I SAN MARCOS, CA REVISION DESCRIPTION . CHKD BY: -
OM APPROVAL CIlY APPROVAL RVWD BY: - SOP 00-16
Mati Q202 05:49p
BARRY AND ASSOCIATES
GEOTECHNICA L ENGINEERING
P.O. Box 230348
Encinitas, CA 92023-0348
(760) 753-9940
March 20, 2002
Darryl C1.ubb
Coast Contracting
7929 Silverton 'Avenue, Suite 609
San Diego,' California 92126
Att: Mr. Torn Rice
Subject: KEYSTONE RETAINING WALL FOOTING INSPECTION
PIRINEOS POINT!
PIRINEOS WAY
CARLSBAD', CALPORNI
Reference: Grading Plen Prepared by Engineering DesigrtGroup"
Dear Mr. Clubb
In response to your request, we have inspected the excavation in
preparation for the Keystone retaining at the subject site. The
bottom of the footing excavation was in3pected on March 20, 2002.
The bottom of the footing excavation was probed with a steel probe
and determined to be adequate for the proposed retaining wall.
The depth and width of the footing excavation are in accordance
with the approved plan and the Keystone calcilation sheets for the
referenced site.
If you have any questions, please contact us at 760.153.9940.
Respectfully submitted,
A.R. BARRY,4M ASSOCIATES
ry,
Principal Engine r
Copy, Inspecto*, city of
Mas 02 02 05:49p
I
BARRY AND ASSOCIATES
GEO TECHNICAL ENGINEERING
P.O. Box 230348
Encinitas, CA 92023-0348
(760) 753-9940
March 20, 2002
Darryl Clubb
Coast Contracting
7929 •Sjlverton Avenue, suite 609
San Diego, California 92126
Att: Mr. Tom Rice
Subject: KEYSTONE RETAINING WALL FOOTING INSPECTION
PIRINEOS POINT!
PIRINEOS WAY
CARLSBAD, CALIFORNIA
Reference: Grading Plan Prepared by Engineering Design Group
Dear Mr. Clubb
In response to your request, we have inspected the excavation in
preparation for the Keystone retaining at the subject site. The
bottom of the footing excavation was inspected on March 20, 2002.
The bottom of the footing excavation was probed with a steel probe
and determined to be adequate for the proposed retaining wall.
The depth and width of the tooting excavation are in accordance
with the approved plan and the Keystone calculation sheets for the
referenced site.
If you have any questions, please contact us at 760.753.9940.
Respectfully submitted, R. A.R. BARRY ASSOCIATES
ry, . R% E. 3I3I/O
Principal Engine r AP
I - '0FCA'
Copy, Inspecto, city of Carl
BARRY AND ASSOCIATES
GEOTECHNICAL ENGINEERING
P.O. Box 230348
Encinitas, CA 92023-0348
(760) 753-9940
May 30, 2002
Darryl Clubb
Coast Contracting
7929 Silverton Avenue, Suite 609
San Diego, California 92126
Subject: Observations of A-16 Retaining Wall Construction
PIRINEOS POINTE
PIRINEOS WAY
CARLSBAD, CALIFORNIA
Reference: Grading Plan Prepared by Engineering Design Group
Dear Mr. Clubb,
A soil sample was collected for a direct shear test.
The results of the test show that the residual shear (Remolded)
to 90% of the maximum density was 31.3 degrees.
The length of the geogrid placed behind the wall is a minimum of
10' measured from the inside face of the wall.
The vertical spacing of the geogrid behind the wall is in
conformance with the wall calculations.
The temporary backcut excavation facilitated the 10' length of
geogrid
The foundation excavation prior to the wall construction was
probed and found satisfactory.
Wall drainage system was observed prior to wall construction and
determined adequate.
Soil density tests were performed every 2 vertical feet and
found to be a minimum of 90% of the maximum density.
Heavy equipment (vibratory roller kept a minimum of 3' from the
wall.
May 30, 2002
W.O.#G-1706
Page 2
If you have any questions, please contact us at 760.753.9940.
Respectfully subm
ABAR AP
20B~arfl,
Principal Engiij
rK.
300119
Exp. 3/31106 J
h
Copy, Inspector, sbad
P
.1
2-C) 6114Y
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PCR02086 2614 PIRINEOS WY CBAD
PIRINEOS POINTE-CHASNGE FROM
KEYSTONE TO A-16 RETAIN WALL SYSTEM
PCR
Lot#: DARRYL CLUBB