HomeMy WebLinkAbout2020 CASSIA RD; ; CB072242; Permit09-13-2007
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Retaining Wall Permit Permit No CB072242
Building Inspection Request Line (760) 602-2725
Job Address
Permit Type
Parcel No
Valuation
Reference #
Project Title
2020 CASSIA RD CBAD
RETAIN
2150210200 Lot#
$94,14000 Construction Type
0
NEW
CASSIA OFFICES-5230 SF GEOGRID
KEYSTONE WALL
Status
Applied
Entered By
Plan Approved
Issued
Plan Check#
Inspect Area
ISSUED
08/29/2007
RMA
09/13/2007
09/13/2007
Applicant
O'DAY CONSULTANTS
760931-7700
Owner
FRANZ FAMILY REVOCABLE TRUST 06-26-96
PO BOX 2711
RANCHO SANTA FE CA 92067
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Plan Check Fee
Strong Motion Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Additional Fees
$527 31
$000
$342 75
$000
$941
$000
$000
$000
$000
TOTAL PERMIT FEES $879 47
Total Fees $879 47 Total Payments To Date $879 47 Balance Due $000
BUILDING PLANS
_jL IN STORAGE
ATTACHED
K8"
SEC HOM 108 4 A Ao f ix '•*•"'•'
DA-5EJ
Inspector
FINAL APPROVAL
Date Clearance
NOTICE Please lake 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 arc 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
lees'uxactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired
0
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635FaradayAve,Carlsbad CA 92008
FOR OFFICE USE ON]_Y
PLAN CHECK NO
L^T
^/j [) ^/ fT^ol
Plan Ck Depos
Validated By
Date
ii^^^'5!^lH^^ii;'^-^-i^j.fc * «•.&*:<£ rs.^'-^..-^
Address (include Bids/Suite #)Business Name (at this address)
Legal Description
.2/5--
Lot No Subdivision Name/Number
Assessor's Parcel 0 Exlstlnq,.Use
Unit No '
\
AS
Phase No Total * of units
Proposed Use
Description of Wo rt(n of Bedrooms K of Bathrooms
_
Namemm Address City State/Zip Fax*
Name Address State/Zip Telephone #
Name Address City State/Zip Telephone #
(Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its Issuance,
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
applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500])
C.T,
Name
State License #
Address
License Class ff. C.-
City State/Zip
City Business License #.
Telephone #
Designer Name
State License #
Address City State/Zip Telephone #
K^fW^^ stZX."^ •"- X-.^ -'• ^..-». . . ..... ^&£t^'A^tii,yZ.&&*4?.**t-* Lil.^l:^l.«. i ?1^ fevi?" K&&«>1 It. Avtf. **&&*••-*.. ^ Jvlf >'&4. 'JJ !f-lv"^:J^O/~ '--. ,1T^J -<*, .A!., i^k/^ :.t i -.. -,-'.,. e; U
Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations
Q 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
ff I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit Is Issued My
worker's compensation Insurance carrier and policy number are
Insurance Company ()L0 /ZGPC&./C. ff&V&Z/fc //^Tpoiicv No A/C.U3f#yO'?®3 Expiration Date 3/1/2.O&!? _
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) '
D 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 »ecur« workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand
, l x^ollnredl 00,000), In addition to the cost of compensation, damages are provided for In Section 3706 of the Labor Code, Interest and attorney's fees
SIGNATURE DATE _
I hereby affirm that I am exempt from the Contractor's License Law for the following reason
Q I as owner of the property or my employees with wages as their sole compensation, will d 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)
D I am exempt under Section _ Business and Professions Code for this reason
1 I personally plan to provide the major labor and materials for construction of the proposed property improvement DYES D NO
2 I (have/have not) signed an application for a building permit for the proposed work
3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number)
4 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 /
/ontractors license number) _ _^ _
5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work)
PROPERTY OWNER SIGNATURE DATE
WHITE F((gXYELLOW Applicant PINK Finance
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave, Carlsbad CA 92008
i
Page 2 of 2
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under
Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES 8 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES pi NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES ft NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT
I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit is Issued (Sec 3097(1) Civil Code)
LENDER'S NAME ^ffCOUGTZ <*? g/HUK LENDER'S ADDRESS &?f V'A V<£>*<4 &2U-Z .
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 City 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, JUDGEMENTS, 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 of 5'OT 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 of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after
the work Is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code)
I
APPLICANT'S SIGNATURE . DATE.C///7
WHITE File YELLOW Applicant PINK Finance
City of Carlsbad
August 27, 2008
PACIFIC BUILDING GROUP
9752 ASPEN CREEK CT #150
SAN DIEGO CA 92126
RE: BUILDING PERMIT EXPIRATION
PERMIT TYPE: RETAIN
Building Department
Permit Number CB072242
Issue Date 09/13/2007
ADDRESS: 2020 CASSIA RD
PLEASE CALL FOR AN INSPECTION IF WORK IS
COMPLETE
Our records indicate that your building permit will expire by limitation of time on 09/11/2008
The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "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 of such permit, or if the building or work authorized by such permit is stopped at any time after the work
is commenced for a period of 180 days or if the building or work authorized by such permit exceeds three
calendar years from the issuance date of permit Work shall be presumed to have commenced if the permittee has
obtained a required inspection approval of work authorized by the permit by the Building Official within 180
days of the date of permit issuance Work shall be presumed to be stopped if the permittee has not obtained a
required inspection approval of work by the Building Official within each 180 day period upon the initial
commencement of work authorized by such permit
Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be
one-half the amount required for a new permit for such work, and provided that no changes have been made or
will be made in the original plans and specifications for such work, and provided further that such suspension or
abandonment has not exceeded one year In order to renew action on a permit after expiration, the permittee shall
pay a new permit fee
Any person holding an unexpired permit may apply for an extension of the time within which work may
commence under that permit when the permittee is unable to commence work within the time period required by
this section for good and satisfactory reasons The Building Official may extend the time for action by the
permittee for a period not exceeding 180 days on written request by the permittee showing that circumstances
beyond the control of the permittee have prevented action from being taken No permit shall be extended more
than once
Please check below indicating your intentions and return this letter to us
Project abandoned A new permit will be obtained prior to commencing work
No fee extension requested for 180 days (attach a letter of explanation)
Renewal permit requested
If the project has been completed and only a final inspection is needed, please call the inspection request line at
(760) 602-2725
If you have any questions, please contact the Building Inspection Department at (760) 602-2700
Christine Wauschek
Office Specialist
1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4660 • FAX (760) 602-8561
City of Carlsbad
February 28, 2008
PACIFIC BUILDING GROUP
9752 ASPEN CREEK CT #150
SAN DIEGO CA 92126
RE- BUILDING PERMIT EXPIRATION
PERMIT TYPE- RETAIN
Building Department
Permit Number CB072242
Issue Date 09/13/2007
ADDRESS: 2020 CASSIA RD
PLEASE CALL FOR AN INSPECTION IF WORK IS
COMPLETE
Our records indicate that your building permit will expire by limitation of time on 03/11/2008
The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "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 of such permit (unless issued prior to 7/1/99 which is one year from date of permit), or if the building or
work authorized by such permit is stopped at any time after the work is commenced for a period of 180 days or if
the building or work authorized by such permit exceeds three calendar years from the issuance date of permit
Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work
authorized by the permit by the Building Official within 180 days of the date of permit issuance Work shall be
presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building
Official within each 180 day period upon the initial commencement of work authorized by such permit
Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be
one-half the amount required for a new permit for such work, and provided that no changes have been made or
will be made in the original plans and specifications for such work, and provided further that such suspension or
abandonment has not exceeded one year In order to renew action on a permit after expiration, the permittee shall
pay a new permit fee
Any person holding an unexpired permit may apply for an extension of the time within which work may
commence under that permit when the permittee is unable to commence work within the time period required by
this section for good and satisfactory reasons The Building Official may extend the time for action by the
permittee for a period not exceeding 180 days on written request by the permittee showing that circumstances
beyond the control of the permittee have prevented action from being taken No permit shall be extended more
than once
Please check below indicating your intentions and return this letter to us
Project abandoned A new permit will be obtained prior to commencing work
No fee extension requested for 180 days (attach a letter of explanation)
Renewal permit requested
If the project has been completed and only a final inspection is needed, please call the inspection request line at
(760) 602-2725
If you have any questions, please contact the Building Inspection Department at (760) 602-2700
Christine Wauschek
Office Specialist
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560
City of Carlsbad
February 28, 2008
Building Department
Permit Number CB072242
Issue Date 09/13/2007
TIM CARROLL
2710LOKERAVE WEST
CARLSBADCA 92010
RE: BUILDING PERMIT EXPIRATION
PERMIT TYPE: RETAIN
ADDRESS: 2020 CASSIA RD
PLEASE CALL FOR AN INSPECTION IF WORK IS
COMPLETE
Our records indicate that your building permit will expire by limitation of time on 03/11/2008
The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "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 of such permit (unless issued prior to 7/1/99 which is one year from date of permit), or if the building or
work authorized by such permit is stopped at any time after the work is commenced for a period of 180 days or if
the building or work authorized by such permit exceeds three calendar years from the issuance date of permit
Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work
authorized by the permit by the Building Official within 180 days of the date of permit issuance Work shall be
presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building
Official within each 180 day period upon the initial commencement of work authorized by such permit
Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be
one-half the amount required for a new permit for such work, and provided that no changes have been made or
will be made in the original plans and specifications for such work, and provided further that such suspension or
abandonment has not exceeded one year In order to renew action on a permit after expiration, the permittee shall
pay a new permit fee
Any person holding an unexpired permit may apply for an extension of the time within which work may
commence under that permit when the permittee is unable to commence work within the time period required by
this section for good and satisfactory reasons The Building Official may extend the time for action by the
permittee for a period not exceeding 180 days on written request by-the permittee showing that circumstances
beyond the control of the permittee have prevented action from being taken No permit shall be extended more
than once
Please check below indicating your intentions and return this letter to us
Project abandoned A new permit will be obtained prior to commencing work
No fee extension requested for 180 days (attach a letter of explanation)
Renewal permit requested
If the project has been completed and only a final inspection is needed, please call the inspection request line at
(760) 602-2725
If you have any questions, please contact the Building Inspection Department at (760) 602-2700
Christine Wauschek
Office Specialist
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560
00)T_(fl(7 _i£So"°£-^o> <ro oO 3o c00 CDCO oo0)M .?>'
CLASS
EsGil Corporation
In (Partnership -with government for <BuiCding Safety
DATE 9/10/07
JURISDICTION City of Carlsbad a PLAN REVIEWER
a FILE
PLAN CHECK NO 072242 SET I
PROJECT ADDRESS 2O20 Cassia Road
PROJECT NAME Keystone Retaining Wall #1
XI The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck
The check list transmitted herewith is for your information The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person
The applicant's copy of the check list has been sent to
XI Esgil Corporation staff did not advise the applicant that the plan check has been completed
I Esgil Corporation staff did advise the applicant that the plan check has been completed
Person contacted Telephone #
Date contacted (by ) Fax #
Mail Telephone Fax In Person
XI REMARKS City to approve the special inspection program
By David Yao Enclosures
Esgil Corporation
D GA D MB D EJ D PC 9/4
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576
City of Carlsbad O72242
9/10/O7
VALUATION AND PLAN CHECK FEE
JURISDICTION City of Carlsbad PLAN CHECK NO O72242
PREPARED BY David Yao DATE 9/10/07
BUILDING ADDRESS 202O Cassia Road
BUILDING OCCUPANCY TYPE OF CONSTRUCTION
BUILDING
PORTION
retaining wall
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
AREA
(Sq Ft)
5230
cb
Valuation
Multiplier
1774
By Ordinance
Reg
Mod
VALUE ($)
92,780
92,780
Bldg Permit Fee by Ordinance j
Plan Check Fee by Ordinance i'
Type of Review
I I Repetitive Fee
Repeats
Complete Review
D Other
i—I Hourly
Structural Only
Hour*
Esgil Plan Review Fee
Comments
$566 85
$368 45
$31744
Sheet 1 of 1
macvalue doc
:#^"
City of Carlsbad 06274O
10/6/06
City of Carlsbad
BuiIding Department
BUILDING DEPARTMENT
NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION
Do Not Remove From Plans
Plan Check No. 062740
Job Address or Legal Description 2O1O Cassia
Address 2-7 lo LQkEfr Av£. tS&Sr f Suc^ Joe>
CAM I AJO, U-C.
You are hereby notified that in addition to the inspection of construction provided by the Building
Department, an approved Registered Special Inspector is required to provide continuous inspection during
the performance of the phases of construction indicated on the reverse side of this sheet
The Registered Special Inspector shall be approved by the City of Carlsbad Building
Department prior to the issuance of the building permit Special Inspectors having a
current certification from the City of San Diego, Los Angeles, or ICBO are approved as
Special Inspectors for the type of construction for which they are certified
The inspections by a Special Inspector do not change the requirements for inspections by
personnel of the City of Carlsbad building department The inspections by a Special
Inspector are m addition to the inspections normally required by the County Building
Code
The Special Inspector is not authorized to inspect and approve any work other than that for which he/she
is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials,
structural changes, or any requests for plan changes The Special Inspector is required to submit written
reports to the City of Carlsbad building department of all work that he/she inspected and approved The
final inspection approval will not be given until all Special Inspection reports have been received and
approved by the City of Carlsbad building department.
Please submit the names of the inspectors who will perform the special inspections on each of the items
indicated on the reverse side of this sheet.
(over)
LOO/ 900'd ZSJfi* SZ LI OOCZ
City of Carlsbad O6274O
10/6/06
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION: ^ Op>£> CA ^») fl
PLAN CHECK NUMBER: O WNER'S NAME:/ A/O,
I, as the owner, or agent of the owner (contractors may not employ the special inspector) certify that I,
or the architect/engineer of record, will be responsible for employing the special inspectors) as required
by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed
above. UBC Section 106 3 5.
Signed
I, as the engmeeffarchitect of recolrd, certify that I have prepared the following special
inspection program as required by UBC Section 106 3 5 for the construction project located at
the site listed above.
Signed
1. List of work requiring special inspection:
Q Soils Compliance Prior to Foundation Inspection D Field Welding
D Structural Concrete Over 2500 PSI G High Strength Bolting
dl Prestressed Concrete CD Expansion/Epoxy Anchors
f~l Structural Masonry Q Sprayed-On Fireproofing
CU Designer Specified M, Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above:
A.
3. Duties of the special inspectors for the work listed above:
A.
seC-7 /d AJ
Special inspectors shall check m with the City and present their credentials for approval pnpr to beginning work on the job site
LOO/ LOO d Z9 52 LI 0002 52 335
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB DATE 7
ADDRESS
RESIDENTIAL TENANT IMPROVEMENT
RESIDENTIAL ADDITION MINOR
« $10,000.00)
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER UJAU Ctt f-Q b &~ c*»< r » o b&Ai.
PLANNER DATE
ENGI DATE
Docs/Mlsforms/Planning Engineering Approvals
e
engineering me
Keystone Retaining Wall
Structural Calculations
for
All Cats Hospital
(Cassia Professional Offices)
City of Carlsbad, California
May 2, 2007
WO #272-020
Prepared by
Matthew M Merntt, P E
Red One Engineering, Inc
1295 Distribution Way
Vista, Ca 92081
Prepared for
Geognd Retaining Wall Systems, !nc
1295 Distribution Way
Vista, Ca 92081
*
\)
redone
engineering me
May 2, 2007 W O #272-020
Geognd Retaining Walls Inc
1295 Distribution Way
Vista, CA 92081
Attention Mr Forrest Armentrout
Subject Keystone Retaining Wall Structural Calculations
All Cats Hospital (Cassia Professional Offices)
City of Carlsbad, California
Please find enclosed the structural wall calculations for the All Cats Hospital
(Cassia Professional Offices) Keystone retaining walls The walls were designed
using the KeyDraw design software, version 102 based on Rankme (modified)
methodology, developed by Keystone Retaining Wall Systems, Inc
The Keystone retaining wall has been designed for internal and external wall
stability only The Geotechnical Engineer of Record shall confirm site global
stability The General contractor/developer shall coordinate the installation of all
subterranean construction within the reinforced zone Red One Engineering, Inc
shall be consulted prior to any excavation within the reinforced zone All efforts
shall be made too coordinate the installation of subterranean features during wall
construction to limit future disturbance of the geognd reinforcement
Keystone Retaining Wall Systems are active systems and may exhibit slight
movement or creep over time as the geognd reinforcement elongate to develop
full tensile resistance The owner should be aware that structures and pavement
placed within the reinforced or retained zones of the wall may undergo
movement that can lead to surface cracking It is recommended that the
compacted soil in the reinforced and retained zones be allowed to consolidate for
a time up to 45 days to allow for the elongation of the geognd reinforcement
This will allow for any slight movement or creep to occur before placement of
structures or pavement on top of the fill and further mitigate the possibility of
surface cracking It is also recommended a maintenance program be
implemented by the property owner to monitor and repair any cracking in the
finished surface above the Keystone retaining wall to prevent water infiltration
and hydrostatic pressures
Soil design parameters are based on the Geotechnical Investigation by Geocon,
Inc dated December 16, 2004 Request for Soils Parameters by Southern
California Soil & Testing, Inc dated September 22, 2006 has been included with
this submittal The current Geotechnical Engineer of Record, Southern California
1295 distribution way, vista, California 92081
phone 760 410 1665 facsimile 760 509 0078
matt@red1 engineering com
Soil & Testing, Inc , shall be observing the wall installation to satisfy the special
inspection requirements as noted on the Title Sheet and Notes of the Keystone
Retaining Wall Plans
Please contact the undersigned with any questions regarding the Keystone
Retaining Wall Structural Calculations or the Keystone Retaining Wall Plans
Sincerely,
Red One Engineering, Inc
lattheWM Merritt
RCE #68429
1295 distribution way, vista, California 92081
phone 760 410 1665 facsimile 760 509 0078
matt@red1 engineering com
ABBREVIATIONS:
f = soil internal friction angle
c = soil cohesion value
g = soil unit weight in pounds per cubic foot
TU|t = ultimate tensile strength
RFcr = creep reduction factor
RFd = durability reduction factor
RFld = installation damage reduction factor
LTDS = long term design strength
FS = factor of safety
Ta! = allowable tension
TC| = peak connection tension
Tsc = serviceability connection tension
C, = pullout soil interaction coefficient
Cds = direct shear soil interaction coefficient
NOTE:
Please reference calculation case number located in
bold print on the middle right hand side of the
KeyCAD output page with corresponding case
number located on the Keystone retaining wall
profiles.
MM AU- #1
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method' Rankme-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation So/I
Reinforced Fill Type
Unit Fill
f c a pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = OOOg
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geognds
Tult RFcr RFd RFid LTDS FS Taf
3XTc 3150 160 110 105 1705 150 1136
QL
080
Cds
080
Analysis'
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compact!
Crushed Stone
472ft
26 60 cleg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 8
Wall Batter OOOdeg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results. Sliding
Factors of Safety 1 69/1 29
Calculated Bearing Pressure 962/1482 psf
Eccentricity at base 0 34 ft/0 84 ft
Reinforcing (ft & Ibs/ft)
Calc
Length Tension
40 159/220
40 227/343
40 241/372
Overturning
3 10/2 13
Bearing
11 49/588
Shear
779/768
Bending
329/1 40
Height
333
1 33
067
Remf Type
3X7c
3XTc
3XTc
Allow Ten
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
576/767 ok
772/1029 ok
837/1 116 ok
Serv Conn
Tsc
N/A
N/A
N/A
Pullout
FS
2 21/1 28 ok
5 17/2 74 ok
6 46/3 34 ok
Reinforcing Quantities (no waste included)
3XTc 1 33 sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankine-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c & pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 1 50/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters' Mirafi XTc Geognds
Tult RFcr RFd RFid LTDS FS Tal Ci
3XTc 3150 160 110 105 1705 150 1136 080
Cds
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
589ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case. Case 9
Wall Batter 0 00 deg
embedment 1 00 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 59/1 48 ' 2 76/2 57
Calculated Bearing Pressure 1270/1538 psf
Eccentricity at base 0 61 ft/0 92 ft
Reinforcing (ft & Ibs/ft)
Calc
Length Tension
50 141/227
50 366/510
50 490/698
Bearing
9 53/6 92
Shear
484/480
Bending
303/230
Height
467
267
067
Remf Type
3XTc
3XTc
3XTc
Allow Ten
lal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
560/746 ok
756/1008 ok
952/1269 ok
Serv Conn
Tsc
N/A
N/A
N/A
Pullout
Ei
3 37/1 67 ok
3 79/2 18 ok
5 65/3 18 ok
Reinforcing Quantities (no waste included)
3XTc 167sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case. WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date OS/37/;
Design
Design Parameters
Soil Parameters.
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration - 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tuft RFcr RFd RFid LTDS FS Tal Ci Cds
3XTc 3150 160 110 105 1705 150 1136 080 080
Analysis
Unit Type Compacll
-Leveling Pad Crushed Stone
WallHt 706ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 10
Wall Batter 0 00 deg
embedment 1 00 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 54/1 45 2 54/2 42
Calculated Bearing Pressure 1599/1977 psf
Eccentricity at base 0 91 ft/1 30 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
766/263
309/43?
483/653
497/700
Reinforcing Quantities (no waste included)
3XTc 267sy/n
Bearing
8 14/5 68
Shear
4 9114 86
Bending
209/1 29
Remf Type
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
609/872 ok
740/987 ok
936/1248 ok
1067/1423 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
Pullout
FS
5 40/2 72 ok
5 23/3 00 ok
6 40/3 79 ok
8 72/4 95 ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method* Rankme-w/Batter (modified soil interface)
Date. 08/3,
Desi
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 015g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
3XTc 3150 160 110 105 1705 150 1136 080 080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 8 23 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 11
Wall Batter OOOdeg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 52/1 44 2 42/2 33
Calculated Bearing Pressure 1929/2425 psf
Eccentricity at base 1 20 ft/1 66 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
146/240
295/411
586/735
515/710
448/664
Reinforcing Quantities (no waste included)
3XTc 389sy/ft
Bearing
7 25/4 88
Shear
360/357
Bending
2 51 /1 57
Reinf Type
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
1136/1939 ok
11 36/1 939 ok
11 36/1939 ok
Pk Conn
593/791 ok
724/966 ok
920/1 227 ok
11 17/1 489 ok
11 82/1 576 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
Pullout
FS
7 42/3 61 ok
6 32/3 62 ok
5 85/3 73 ok
>10/6 15 ok
>10/7 52 ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankme-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = OOOg
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
3XTc
Tult
3150
RFcr
1 60
RFd
1 10
RFid
1 05
LTDS
1705
FS
1 50
Tal
1136
Ci
080
Cds
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
WallHt 1005ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case: Case 12
Wall Batter 0 00 deg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 51/1 62 2 62/2 73
Calculated Bearing Pressure 2275/2679 psf
Eccentricity at base 1 59 ft/2 07 ft
Reinforcing (ft & Ibs/ft)
Calc.
Tension
Bearing
7 90/5 89
Shear
294/292
Bending
286/1 98
Layer
6
5
4
3
2
1
Height
867
733
533
333
733
067
Length
95
95
95
95
95
95
125/247
286/433
572/736
799/982
650/879
547/797
Reinforcing Quantities (no waste included)
3XTc 633sy/ft
Reinf Type
3X7c
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
576/768 ok
707/942 ok
903/1204 ok
1099/1466 ok
1260/1680 ok
1266/1 687 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
Ei
>10/6 69 ok
>10/5 73 ok
8 83/5 49 ok
9 35/6 09 ok
>10/9 43 ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method: Rankme-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 015g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
Reinforcing Parameters Mirafi XTc Geogrids
1 50/1 13
1 50/1 13
3XTc
Analysis
Tult RFcr RFd RFid LTDS FS
3150 1 60 1 10 1 05 1705 1 50
Unit Type
Leveling Pad
WallHt
BackSlope
Surcharge
Compacll
Crushed Stone
921ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Tal Ci Cds
1136 080 080
Case Case 16
Wall Batter OOOdeg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 52/1 55 2 58/2 60
Calculated Bearing Pressure 2092/2516 psf
Eccentricity at base 1 41 ft/1 88 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
144/264
374/524
625/806
688/908
656/909
Reinforcing Quantities (no waste included)
3XTc 4 72 sy/ft
Bearing
7 90/5 69
Shear
345/342
Bending
287/248
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tcj
559/745 ok
755/1007 ok
951/1268 ok
1147/1 530 ok
1259/1679 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>10/4 61 ok
7 90/4 51 ok
7 77/4 82 ok
>10/637ok
>10/7 99 ok
STONE
RETAINING WAIL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case- WALL #1
Design Method Ranktne-w/Batter (modified soil interface)
Date 08/31/908 /
/
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill-
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters MirafiXTc Geogrids
Tult RFcr RJFd RFid LTDS FS Ta[ Q
3XTc 3150 160 110 105 1705 150 1136 080
Cds
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Hi 841ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 18
Wall Batter OOOdeg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results:Sliding Overturning
Factors of Safety 1 55/1 50 2 54/2 50
Calculated Bearing Pressure 1920/2344 psf
Eccentricity at base 1 23 ft/1 67 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
Bearing
7 83/5 53
Shear
329/327
Bending
202/1 30
Layer
4
3
2
1
Height
667
467
267
067
Length
75
75
75
75
227/357
444/623
677/888
736/1007
Reinforcing Quantities (no waste included)
3XTc 333sy/ft
Remf Type
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
61 1/81 5 ok
807/1076 ok
1003/1 338 ok
11 99/1 599 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
Pullout
FJ»
6 46/3 20 ok
6 35/3 62 ok
6 92/4 22 ok
9 54/5 58 ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project- ALL CATS HOSPITAL
Project No. 272-020
Case WALL#1
Design Method Rankine-w/Batter (modified soil interface)
Date. 08/i
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration ~ OOOg
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
Reinforcing Parameters' Mirafi XTc Geogrids
Tult RFcr RFd
7XTc 5700 1 60 1 10
3XTc 3150 1 60 1 10
1 50/1 13
1 50/1 13
RFid
1 05
1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 1092ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case. Case 21
Wall Batter 0 00 deg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 52/1 63 2 71/2 74
Calculated Bearing Pressure 2417/2845 psf
Eccentricity at base 1 66 ft/2 20 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
799/342
419/578
670/855
900/1117
715/979
591/872
Reinforcing Quantities (no waste included)
7XTc 2 33 sy/ft
3XTc 4 67 sy/ft
Bearing
8 28/6 15
Shear
272/270
Bending
2 41 /1 59
Layer
6
5
4
3
2
1
Height
933
733
533
333
733
067
Remf Type
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
595/794 ok
791/1 055 ok
988/1 317 ok
11 84/1 578 ok
1320/1 760 ok
1362/1816 ok
Sen/ Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>1 0/6 79 ok
>10/6 65 ok
>10/6 71 ok
>10/716ok
>10/>10ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project- ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankme-w/Batter (modified soil interface)
Date
Design Parameters
Soil Parameters'
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill-
f c q pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geognds
Tult RFcr RFd RFid LTDS FS
7XTc 5700 1 60 1 10 1 05 3084 1 50
3XTc 3150 160 110 105 1705 150
IM
2056
1136
£l
080
080
Cds
080
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
13 58 ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case: Case 23
Wall Batter 0 00 deg
embedment 100ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results.Sliding Overturning
Factors of Safety 1 53/1 61 2 77/2 54
Calculated Bearing Pressure 2933/3571 psf
Eccentricity at base 1 78 ft/2 54 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
207/369
421/672
677/899
972/7773
7720/7475
7083/7428
959/7337
Reinforcing Quantities (no waste included)
7XTc 4 00 sy/ft
3XTc 5 33 sy/ft
Bearing
7 80/5 43
Shear
237/235
Bending
238/1 64
Layer
7
6
5
4
3
2
1
Height
7200
7000
800
600
400
200
067
Reinf Type
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Is!
595/794 ok
791/1 055 ok
988/1 31 7 ok
11 84/1 578 ok
1320/1 760 ok
1447/1929 ok
1531/2041 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>70/6 84 ok
>10/6 74 ok
>10/6 78 ok
>10/7 20 ok
>10/7 89 ok
>10/1000ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankme-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Date: 08/31/2006
Designer MMM
--£A»
10
9
8
7
6
0
4
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters. MirafiXTc Geogrids
Tult RFcr RFd RFjd
7XTc 5700 1 60 1 10 105
3XTc 3150 160 1 10 1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 20 25 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 25
Watt Batter OOOdeg
embedment 1 00 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 50/1 51 2 61/2 08
Calculated Bearing Pressure 4461/5998 psf
Eccentricity at base 2 45 ft/3 75 ft
Reinforcing (ft & Ibs/ft)
Bearing
6 00/3 46
Shear
208/207
Bending
235/1 71
Layer Height
12 1867
11 1667
10 14 67
9 1267
8 1067
7 867
6 667
5 533
4 400
3 267
2 1 33
1 067
Length
150
150
150
150
150
150
150
150
150
150
150
150
Reinforcing Quantities (no
7XTc 1333sy/ft
3XTc 667sy/ft
Calc
Tension Reinf Type
204/336
425 / 578
686/868
927/1147
1142/1394
1344/1633
1262/1595
1106/1480
1185/1584
1263/1687
997/1462
1043/1524
waste included)
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
TXTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Is!
595/794 ok
791/1055 ok
988/1 31 7 ok
11 84/1 578 ok
1320/1 760 ok
1447/1929 ok
1573/2097 ok
1657/2209 ok
1741/2322 ok
1826/2434 ok
1910/2546 ok
1952/2603 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
Ei
>10/6 38 ok
>10/647ok
>10/6 63 ok
>10/7 12 ok
> 10/7 86 ok
>10/8 64 ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Ranktne-w/Batter (modified soil interface)
Date- 08/31/2006
Designer;
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/1 50 bending 150
Reinforcing Parameters MirafiXTc Geognds
Tult RFcr RFd
7XTc 5700 1 60 1 10
3XTc 3150 1 60 1 10
1 50/1 13
1 50/1 13
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Co
Cn
22
26
LL
RFid
1 05
1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Compacll
Crushed Stone
22 92 ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 26
Wall Batter 0 00 deg
embedment 1 00 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results-Sliding Overturning
Factors of Safety 1 52/1 52 2 65/2 06
Calculated Bearing Pressure 4993/6749 psf
Eccentricity at base 2 68 ft/4 13 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
205/334
426/574
688/865
931/1144
1147/1391
1351 / 763?
1269/1592
1112/1475
1192/1579
1270/1682
Bearing
5 85/3 33
Shear
207/206
Bending
234/1 73
Layer Height
2733
7933
7733
7533
7333
7733
933
800
667
14
13
12
11
10
9
8
7
6
K
4 400 165 1351/1793
3 267 165 1428/1895
2 133 165 1121/1629
1 067 165 1163/1684
Reinf Type
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
595/794 ok
791/1055 ok
988/1 317 ok
11 84/1 578 ok
1320/1 760 ok
1447/1929 ok
1573/2097 ok
1657/2209 ok
1741/2322 ok
1826/2434 ok
1910/2546 ok
1994/2659 ok
2031/2708 ok
2031/2708 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>1 '0/6 42 ok
> 10/6 50 ok
>10/6 66 ok
>10/719ok
>1 0/7 97 ok
>1 0/8 79 ok.
>10/>10ok
>10/>10ok
>10/>10ok
>iO/>wok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
STONE
RETAINING WAU SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case. WALL #1
Design Method: Rankme-w/Batter (modified soil interface)
Date 08/31/2006
/fA/f
Design Parameters
Soil Parameters'
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geognds
Tult RFcr RFd RFid
7XTc 5700 1 60 1 10 1 05
3XTc 3150 160 1 10 105
LTDS
3084
1705
FS
1 50
1 50
2056
1136
080
080
Cds
080
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
2558ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case: Case 27
Wall Batter 0 00 deg
embedment 388ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results.Sliding Overturning
Factors of Safety 1 54/1 52 2 68/2 04
Calculated Bearing Pressure 5528/7509 psf
Eccentricity at base 2 91 ft/4 52 ft
Reinforcing (ft & Ibs/ft)
Calc
Bearing
7 44/4 49
Layer
16
15
14
13
12
11
10
9
8
1
6
5
4
3
2
1
Height
2400
2200
2000
1800
1600
1400
1200
1067
933
800
667
533
400
267
1 33
067
Length
180
180
180
180
180
180
180
180
180
180
180
180
180
180
180
180
Tension
205/332
427/572
701/885
934/1142
1151/1390
1357/1630
1274/1589
1117/1472
1198/1576
1276/1670
1358/1790
1435/1892
1512/1994
1587/2094
1239/1789
1281 / 1843
Reinf Type
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
Allow Ten
!§!
1136/1939 ok
1136/1939 ok
1136/1939 ok
1136/1939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Shear
207/206
Pk Conn
Tel
595/794 ok
791/1055 ok
988/1317 ok
1184/1578 ok
1320/1760 ok
1447/1929 ok
1573/2097 ok
1657/2209 ok
1741/2322 ok
1826/2434 ok
1910/2546 ok
1994/2659 ok
2031/2708 ok
2031/2708 ok
2031/2708 ok
2031/2708 ok
Bending
233/1 75
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
El
>10/6 44 ok
>10/6 51 ok
> 10/6 50 ok
>10/719ok
>10/8 00 ok
>10/8 86 ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No- 272-020
Case WALL#1
Design Method Rankine-w/Batter (modified soil interface)
Design Parameters
Soil Parameters.
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g_pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 015g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrtds
Tult RFcr RFd RFid LTDS
7XTc 5700 1 60 1 10 1 05 3084
3XTc 3150 160 1 10 105 1705
FS
1 50
1 50
2056
1136
Cj Cds
080 080
080 080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 23 58 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case- Case 29
Wall Batter OOOdeg
embedment 4 69 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results-Sliding Overturning
Factors of Safety 1 54/1 53 2 70/2 09
Calculated Bearing Pressure 5088/6828 psf
Eccentricity at base 2 71 ft/4 18 ft
Reinforcing (ft & Ibs/ft)
Calc
Bearing
8 35/5 22
Layer
14
13
12
11
10
9
8
7
6
5
4
3
2
1
Height
2200
2000
1800
1600
1400
1200
1000
867
733
600
467
333
200
067
Length
170
170
170
170
170
170
170
170
170
170
170
170
170
170
Tension
205/343
426/585
688/878
932/1159
1148/1408
1353/1649
1270/1612
1114/1496
1194/1602
1272/1705
1353/1817
1430/1921
1506/2023
1581/2126
Remf Type
3X7c
3X7c
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
Allow Ten
la]
1136/1'939 ok
1136/1939 ok
1136/1939 ok
1136/1939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Shear
207/206
Pk Conn
Jcl
595/794 ok
791/1055 ok
988/1317 ok
1184/1578 ok
1320/1760 ok
1447/1929 ok
1573/2097 ok
1657/2209 ok
1741/2322 ok
/ 826/2434 ok
1910/2546 ok
1994/2659 ok
2031/2708 ok
2031/2708 ok
Bending
234/1 74
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
El
>10/6 46 ok
>10/6 54 ok
>10/6 70 ok
>10/7 22 ok
>10/8 01 ok
>10/8 83 ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL Date 08/31/2006
Project No- 272-020 Desjj
Case WALL#1 ^^
Design Method L Rankine-w/Batter (modified soil interface) B ,,
Design Parameters
Soil Parameters f c q pcf '•- /
D^ui-iV^-iflj-tj-u-j Ci// o-* n -f o/i .. -. J t -r\eintoiceci rill Jl u 120 j/
Retained Zone -<1 V 126 *
Fnvnciation S^il %4 <'> 11$ '/' ~
Reinforced Fill Type Hilts & sands ; /
Unit Fill Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 1 50/1 13 pullout 1 50/1 13 uncertainties 1 50/1 13
overturning 2 00/1 50 shear 1 50 connection 1 50/1 13
bearing 2 00/1 50 bending 1 50
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
7XTc 5700 1 60 1 10 1 05 3084 1 50 2056 080 080
3XTc 3150 160 110 105 1705 150 1136 080 080
\i kttl tyf/vjfvf
"7/1 ^/ n }?{/ 11// jo
/ o
8
7
f,
Analysis Case. Case 30
Unit Type Compacll Wall Batter 0 00 deg
Leveling Pad Crushed Stone
Wall Ht 21 58 ft embedment 5 26 ft
BackSlope 26 60 deg slope, 1000 ft long
Surcharge LL 250 psf uniform surcharge DL 0 psf uniform surcharge
Load Width 10000ft Load Width 10000ft
Results Sliding Overturning Bearing Shear Bending
Factors of Safety 1 54/1 54 2 72/2 14 9 25/5 97 2 08 12 07 2 34 /1 72
Calculated Bearing Pressure 4649/6159 psf
Eccentricity at base 2 50 ft/3 85 ft
Reinforcing (ft & Ibs/ft)
Calc Allow Ten Pk Conn Serv Conn Put
Layer Height Length Tension Remf Type Tal Tel Tsc F
13 2000 160 205/341 3XTc 11 36/1 939 ok 595/794 ok
12 1800 160 426/581 3XTc 11 36/1 939 ok 791/1 055 ok
11 1600 160 687/870 3XTc 1136/1939 ok 988/1317 ok
10 1400 160 929/1148 3XTc 11 36/1 939 ok 11 84/1 578 ok
9 1200 160 1144/1394 7XTc 2056/3509 ok 1320/1 760 ok
8 1000 160 1348/1632 7XTc 2056/3509 ok 1447/1929 ok
7 800 160 1266/1593 7XTc 2056/3509 ok 1573/2097 ok
6 667 160 1109/1476 7XTc 2056/3509 ok 1657/2209 ok
5 533 160 1189/1579 7XTc 2056/3509 ok 1741/2322 ok
4 400 160 1267/1681 7XTc 2056/3509 ok 132b/2434ok
3 267 160 1347/1791 7XTc 2056/3509 ok 1910/2546 ok
2 1 33 160 1061 / 1544 7XTc 2056/3509 ok 1994/2659 ok
1 067 160 1104/1600 7XTc 2056/3509 ok 2031/2708 ok
N/A >10/6
N/A >10/6
N/A >10/6
N/A >10/7
N/A >10/6
N/A >10/8
N/A >10/
N/A >10/
N/A >10/
N/A >10/
N/A >10/
N/A >10/
N/A >10/
Reinforcing Quantities (no waste included)
7XTc 1600sy/ft
3XTc 711sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project. ALL CATS HOSPITAL
Project No 272-020
Case- WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date- 08/31/2006
Designer. MWM-
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type:
Unit Fill
f
31
31
34
Silts & sands
Crushed Stone, 1 inch minus
c
0
0
0
9 pcf
126
126
•M 9/ /O
• r^fii
= A 10
// 0
// p
: ff I
: //
: //• // q
• /' *
= / ^
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of sfaficj
sliding 150/1 13 pullout 1 50/1 13 uncertainties
overturning 2 00/150 shear 1 50 connection
bearing 2 00/150 bending 1 50
Reinforcing Parameters- Mirafi XTc Geognds
Tult RFcr RFd
7XTc 5700 1 60 1 10
3XTc 3150 1 60 1 10
1 50/1 13
1 50/1 13
RFid
1 05
105
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 1894 ft
BackSlope 26 60 deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 32
Wall Batter 0 00 deg
embedment 5 57 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results-Sliding
Factors of Safety 1 52/1 53
Calculated Bearing Pressure 4125/5432 psf
Eccentricity at base 2 29 ft/3 48 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
207/348
427/587
687/877
928/1154
1141/1400
1342/1637
1260/1599
1104/1483
1183/1587
938/1381
980/1437
Reinforcing Quantities (no waste included)
7XTc 11 28sy/ft
3XTc 644sy/ft
Height
7733
7533
7333
7733
933
733
533
400
267
733
067
Overturning Bearing
267/217
psf
Remf Type
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
7XTc
10 08/6 63
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Shear
209/208
Pk Conn
J_cl
598/797 ok
794/1058 ok
990/1320 ok
1186/1581 ok
1322/1 762 ok
1448/1931 ok
1574/2099 ok
1659/2211 ok
7743/2324 ok
1827/24Jb ok
1869/2492 ok
Bending
229/1 66
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
£S
>70/6 65 ok
>10/6 73 ok
>10/6 84 ok
>10/7 29 ok
>10/801 ok
>10/8 78 ok
>10/>10ok
>10/>10ok
>10/>IQok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 102 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankme-w/Batter (modified soil interface)
Date 08/31/2006^
Desic
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
8
1
6
5
4
3
2
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/1 50 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geognds
Tult RFcr RFd RFid
7XTc 5700 1 60 1 10 1 05
3XTc 3150 1 60 1 10 1 05
LTDS
3084
1705
FS
1 50
1 50
2056
1136
Qi
080
080
Cds
080
080
Analysis.
Unit Type Compacll
Leveling Pad Crushed Stone
WallHt 1725ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case: Case 33
Wall Batter 0 00 deg
embedment 500ft
7000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding
Factors of Safety 1 56/1 58
Calculated Bearing Pressure 3664/4652 psf
Eccentricity at base 2 04 ft/3 10 ft
Reinforcing (ft & Ibs/ft)
Length
140
140
140
140
140
140
140
140
140
140
Reinforcing Quantities (no waste included)
7XTc 778sy/ft
3XTc 778sy/ft
Overturning
2 82/2 35
Bearing
10 82/7 47
Shear
207/206
Bending
278/254
Layer
10
9
8
7
6
5
4
3
2
1
Height
7600
7533
7333
7733
933
733
533
333
200
067
Calc
Tension
76/228
182/349
478/671
731 / 955
956/1208
1166/1452
1365/1688
1277/1645
1116/1526
1195/1629
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
562/750 ok
628/837 ok
824/1098 ok
1020/1360 ok
1216/1622 ok
1341/1 788 ok
1467/1 956 ok
1594/2125 ok
1678/2237 ok
1762/2350 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
E§
>10/>10ok
>10/8 12 ok
>10/6 85 ok
>10/7 05 ok
>1 0/7 65 ok
>10/8 36 ok
>10/9 12 ok
>10/>10ok
>10/>10ok
>10/>1UCK
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 102 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method Rankme-w/Batter (modified soil interface)
Date.
Desi
Design Parameters
Soil Parameters.
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
! c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 1 50
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS
7XTc 5700 1 60 1 10 105 3084 1 50
3XTc 3150 1 60 1 10 105 1705 1 50
1 50/1 13
1 50/1 13
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
1343ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 36
Wall Batter 0 00 deg
embedment 418ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results:Sliding Overturning
Factors of Safety 1 54/1 62 2 81/2 59
Calculated Bearing Pressure 2884/3485 psf
Eccentricity at base 1 75 ft/2 48 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
94/247
795/355
497/675
745/950
964/7194
7769/7429
888/7204
779/7055
Reinforcing Quantities (no waste included)
7XTc 400sy/ft
3XTc 667sy/ft
Bearing
11 66/867
Shear
229/227
Bending
2 81 /1 94
Layer
8
7
6
5
4
3
2
1
Height
7200
7733
933
733
533
333
733
067
Reinf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
Allow Ten
Tal
7 7 36/7 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
587/774 ok
646/861 ok
842/1 123 ok
1038/1385 ok
1235/1 646 ok
1353/1804 ok
1479/1972 ok
1521/2028 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
ES
>10/>10ok
> 10/8 30 ok
>10/6 90 ok
>10/709ok
>10/7 70 ok
>10/8 42 ok
>10/>10ok
>10/>10ok
STONE
RETAINING IWU. SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No- 272-020
Case- WALL #1
Design Method' Rankme-w/Batter (modified soil interface)
Date 08/3
Desi
Design Parameters
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geognds
Tult RJFcr RFd RFid
7XTc 5700 160 1 10 1 05
3XTc 3150 1 60 1 10 105
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
WallHt 1145ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case- Case 37
Wall Batter OOOdeg
embedment 3 74 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 54/1 65 2 80/2 79
Calculated Bearing Pressure 2482/2908 psf
Eccentricity at base 1 63 ft/2 20 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
95/232
195/344
496/659
741/928
957/1165
751 /1007
618/889
Reinforcing Quantities (no waste included)
7XTc 244sy/ft
3XTc 611 sy/ft
Bearing
1225/955
Shear
2 61/2 59
Bending
284/1 87
Layer
7
6
5
4
3
2
1
Height
1000
933
733
533
333
1 33
067
Reinf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
582/776 ok
648/863 ok
844/1 125 ok
1040/1 387 ok
1236/1648 ok
1354/1805 ok
1396/1861 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>10/>10ok
>10/8 38 ok
>10/6 91 ok
>10/712ok
>10/7 75 ok
>10/>10ok
>10/>10ok
TONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method, Rankine-w/Batter (modified soil interface)
Design Parameters
Soil Parameters'
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f £
31 0
31 0
34 0
Silts & sands
Crushed Stone, 1 inch minus
OOOg
g pcf
126
126
113
Peak Acceleration = 0 15 g Vertical Acceleration
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci
3XTc 3150 160 110 105 1705 150 1136 080
Cds
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 10 14 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf unifot m surcharge
Load Width 10000ft
Case- Case 38
Wall Batter 0 00 deg
embedment 2 97 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results-Sliding Overturning
Factors of Safety 1 50/1 61 2 59/2 69
Calculated Bearing Pressure 2306/2729 psf
Eccentricity at base 1 61 ft/2 10 ft
Reinforcing (ft & Ibs/ft)
Calc.
Tension
97/226
796/338
496/657
738/929
779/7006
725/983
Reinforcing Quantities (no waste included)
3XTc 633sy/ft
Bearing
10 60/8 14
Shear
309/307
Bending
279/1 79
Layer
6
5
4
3
2
1
Height
867
800
600
400
200
067
Reinf Type
3XTc
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1939 ok
11 36/1 939 ok
Pk Conn
Tel
585/779 ok
650/867 ok
846/1 128 ok
1042/1390 ok
1238/1651 ok
1266/1 688 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
>7 0/7 45 ok
>10/6 15 ok
8 87/5 36 ok
9 04/5 75 ok
>1 0/7 49 ok
>10/937ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project- ALL CATS HOSPITAL
Project No 272-020
Case- WALL #1
Design Method Rankine-w/Batter (modified soil interface)
Date 08/3,
Desi
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RJFd RFid LTDS FS
3XTc 3150 1 60 1 10 1 05 1705 1 50
Analysis.
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
888ft
26 60 deg slope,
LL 250 psf uniform surcharge
Load Width 10000ff
1st
1136
Ql
080
Cds
080
Case- Case 40
Wall Batter 0 00 deg
embedment 378ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results. Sliding Overturning
Factors of Safety 1 53/1 52 2 54/2 51
Calculated Bearing Pressure 2034/2474 psf
Eccentricity at base 1 33 ft/1 80 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
704/227
200/339
502/666
740/943
778/7025
Reinforcing Quantities (no waste included)
3XTc 444sy/ft
Bearing
12 26/9 20
Shear
310/308
Bending
255/1 61
Reinf Type
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
1 136/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
592/789 ok
657/876 ok
853/11 38 ok
1050/1399 ok
1246/1661 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
Pullout
FS
> 10/5 28 ok
9 60/4 53 ok
6 98/4 20 ok
7 50/4 71 ok
>10/6 30 ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No- 272-020
Case. WALL #1
Design Method: Rankine-w/Batter (modified soil interface)
Date
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration * 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
Reinforcing Parameters1 Mirafi XTc Geognds
3XTc
1 50/1 13
1 50/1 13
Analysis-
Tult
3150
Unit Type
Leveling Pad
WallHt
BackSlope
Surcharge
RFct RFd RFid LTDS FS
1 60 1 10 1 05 1705 1 50
Compacll
Crushed Stone
1024ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Tal Ci Cds
1136 080 080
Case Case 41
Wall Batter 0 00 deg
embedment 6 13 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 54/1 65 2 72/2 81
Calculated Bearing Pressure 2276/2670 psf
Eccentricity at base 1 62 ft/2 12 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
109/246
204/355
509/673
750/942
788/1014
732/988
Reinforcing Quantities (no waste included)
3XTc 6 67 sy/ft
Bearing
15 85/12 64
Shear
306/304
Bending
243/1 59
Layer
6
5
4
3
2
1
Height
867
800
600
400
200
067
Remf. Type
3XTc
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Taj
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
TcJ
595/793 ok
660/880 ok
856/1 142 ok
1053/1403 ok
1249/1665 ok
1267/1 690 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>10/8 16 ok
>10/6 88 ok
9 81/5 93 ok
9 86/6 28 ok
>10/811 ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case: WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date 08/i
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters. Mirafi XTc Geogrids
7XTc
3XTc
Tult
5700
3150
RFcr
1 60
1 60
RFd
1 10
1 10
RFid
1 05
1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis.
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 12 27 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 42
Wall Batter OOOdeg
embedment 5 18 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Bearing
13 82/10 76
Sliding Overturning
Factors of Safety 1 55/1 65 2 86/2 75
Calculated Bearing Pressure 2625/3101 psf
Eccentricity at base 1 65 ft/2 27 ft
Reinforcing (ft & Ibs/ft)
Calc Allow Ten
Tension Reinf. Type Tal
113/268 3XTc 1136/1939 ok
208/377 3XTc 1136/1939 ok
515/699 3XTc 1136/1939 ok
760/973 3XTc 1136/1939 ok
976 /1214 3XTc 1136/1939 ok
969/1248 7XTc 2056/3509 ok
873 /1186 7XTc 2056/3509 ok
Reinforcing Quantities (no waste included)
7XTc 256sy/ft
3XTc GSQsy'/ft
Layer
7
6
5
4
3
2
1
Height
1067
1000
800
600
400
200
067
Length
11 5
11 5
11 5
11 5
11 5
11 5
11 5
Shear
257/256
Pk Conn
Tel
597/796 ok
663/884 ok
859/1145 ok
1055/1407 ok
1251/1668 ok
1364/1818 ok
1448/1930 ok
Bending
233/1 58
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
E§
>10/9 71 ok
>10/8 21 ok
>10/6 91 ok
>10/7 14 ok
>10/777ok
>10/9 84 ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project. ALL CATS HOSPITAL
Project No 272-020
Case: WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/1 50 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc
7XTc
3XTc
Tult
5700
3150
RFcr
1 60
1 60
Geognds
RFd
1 10
1 10
RFid
1 05
1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
Wall Ht 1429 ft
BackSlope 2660deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 43
Wall Batter 0 00 deg
embedment 4 15ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results.Sliding Overturning
Factors of Safety 1 55/1 62 2 84/2 55
Calculated Bearing Pressure 3046/3716 psf
Eccentricity at base 1 79 ft/2 60 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
776/282
272/397
527 / 778
768/998
986/7246
7797/7485
7742/7485
7004/7387
Bearing
11 32/828
Layer
8
7
6
5
4
3
2
7
Height
7267
1200
1000
800
600
400
200
067
Length
725
725
725
725
725
725
725
725
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
Allow Ten
lal
1136/1939 ok
1136/1939 ok
1136/1939 ok
1136/1939 ok
1136/1939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Shear
226/224
Pk Conn
l£t
600/800 ok
665/887 ok
861/1148 ok
1057/1410 ok
1254/1672 ok
1365/1820 ok
1491/1989 ok
1576/2101 ok
Bending
225/1 57
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
F_S
>70/9 43 ok
>10/8 08 ok
>10/687ok
> 10/7 09 ok
>10/7 71 ok
>70/8 <*2 ok
>10/>10ok
>10/>10ok
Reinforcing Quantities (no waste included)
7XTc 417sy/ft
3XTc 694sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project. ALL CATS HOSPITAL
Project No- 272-020
Case- WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date.
Design Parameters
Soil Parameters.
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c a pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 015g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing
7XTc
3XTc
Parameters Mirafi XTc Geognds
Tult
5700
3150
RFcr
1 60
1 60
RFd
1 10
1 10
RFid
1 05
1 05
LTDS
3084
1705
FS
1 50
1 50
Tal
2056
1136
Ci
080
080
Cds
080
080
Analysis
Unit Type Compacll
Leveling Pad Crushed Stone
WallHt 1365ft
BackSlope 26 60 deg slope,
Surcharge LL 250 psf uniform surcharge
Load Width 10000ft
Case. Case 44
Wall Batter 000 deg
embedment 2 53 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results.Sliding Overturning
Factors of Safety 1 53/1 60 2 75/2 52
Calculated Bearing Pressure 2957/3612 psf
Eccentricity at base 1 80 ft/2 56 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
119/270
213/378
523/702
770/979
986/1223
1191/1459
903/1228
730/1076
Reinforcing Quantities (no waste included)
7XTc 4 00 sy/ft
3XTc 6 67 sy/ft
Bearing
9 43/6 74
Shear
226/225
Bending
218/1 52
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
602/803 ok
668/890 ok
864/1 152 ok
1060/1413 ok
1256/1675 ok
1367/1822 ok
1493/1991 ok
1535/2047 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>10/9 46 ok
>10/8 06 ok
>10/6 81 ok
>1 0/7 03 ok
>10/7 66 ok
>1 0/8 38 ok
>10/>10ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 102 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No. 272-020
Case- WALL #1
Design Method Rankine-w/Batter (modified soil interface)
Design Parameters
Soil Parameters'
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
p, — j--r
-n * ^
= //; //= //= //i/
i
5
4
3
2
I
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/1 50 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS
7XTc 5700 1 60 1 10 1 05 3084 1 50
3XTc 3150 1 60 1 10 1 05 1705 1 50
Analysis.
Unit Type
Leveling Pad
WallHt
BackSlope
Surcharge
Compacll
Crushed Stone
12 35 ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Tal Ci Cds
2056 080 080
1136 080 080
Case Case 46
Wall Batter 0 00 deg
embedment 262ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results: Sliding Overturning
Factors of Safety 1 55/1 64 2 84/2 72
Calculated Bearing Pressure 2650/3140 psf
Eccentricity at base 1 66 ft/2 30 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
122/279
214/385
524 / 708
769/983
984/1224
975/1258
878/1195
Reinforcing Quantities (no waste included)
7XTc 256sy/ft
3X.Tc 639sy/ft
Bearing
10 45/7 87
Shear
256/254
Bending
212/1 46
Layer
7
6
5
4
3
2
1
Height
7067
1000
800
600
400
200
067
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
2056/3509 ok
2056/3509 ok
Pk Conn
Tel
605/806 ok
670/894 ok
866/1 155 ok
1063/1 41 7 ok
1257/1676 ok
1368/1 825 ok
1453/1 937 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>10/9 45 ok
>10/8 13 ok
>10/6 88 ok
>1 0/7 11 ok
>1 0/7 75 ok
> 10/9 82 ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No. 272-020
Case- WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Date
Desig
08/31.
Design Parameters
Soil Parameters.
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration -OOOg
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters. Mirafi XTc Geognds
Tult RFcr RFd RFjd
7XTc 5700 1 60 1 10 1 05
3XTc 3150 1 60 1 10 1 05
2056
1136
080
080
Cds
080
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
11 04ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case- Case 47
Wall Batter OOOdeg
embedment 2 71 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 51/1 62 2 68/2 70
Calculated Bearing Pressure 2459/2913 psf
Eccentricity at base 1 69 ft/2 24 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
724/282
215/387
524/772
767/987
980/7229
970/7264
Bearing
10 40/7 89
Shear
257/256
Bending
207/1 40
Layer
6
5
4
3
2
1
Height
933
867
667
467
267
067
Length
705
105
705
705
705
105
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
7XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
1136/1 939 ok
2056/3509 ok
Pk Conn
Tel
607/870 ok
673/897 ok
869/1 159 ok
1065/1420 ok
1258/1677 ok
1370/1 827 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>70/8 42 ok
> 10/7 34 ok
>10/6 32 ok
>10/6 62 ok
>10/7 27 ok
>W/9 28 ok
Reinforcing Quantities (no waste included)
7XTc 1 17sy/ft
3XTc 583sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case WALL#1
Design Method. Rankme-w/Batter (modified soil interface)
Date. 08/31/2M6
Desigrj0r**Mfy/IM /
/ A
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c g pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/1 50 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tult RFcr RFd RFid LTDS FS Ta/
3XTc 3150 160 110 105 1705 150 1136
Q.
080
Cds
080
Analysis
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
9 73 ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case Case 48
Wall Batter OOOdeg
embedment 239ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results.Sliding Overturning
Factors of Safety 1 51/1 60 2 57/2 69
Calculated Bearing Pressure 2218/2600 psf
Eccentricity at base 1 52 ft/1 96 ft
Reinforcing (ft & Ibs/ft)
Calc
Tension
726/245
275/348
524/668
763/937
627/846
530/768
Reinforcing Quantities (no waste included)
3XTc 600sy/ft
Bearing
9 81/7 59
Shear
303/301
Bending
204/1 35
Layer
6
5
4
3
2
1
Height
800
733
533
333
1 33
067
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
!§!
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1 939 ok
11 36/1939 ok
Pk Conn
Is!
609/812 ok
675/900 ok
871/1161 ok
1067/1423 ok
1258/1 677 ok
1263/1 684 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
N/A
Pullout
FS
>1 0/6 68 ok
>10/5 83 ok
8 24/5 17 ok
8 61/5 61 ok
>1 0/8 79 ok
>10/>10ok
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case- WALL #1
Design Method Rankme-w/Batter (modified soil interface)
Design Parameters
Soil Parameters
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill
f c q pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus
Peak Acceleration = 0 15 g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 1 50/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters- MirafiXTc Geogrids
3XTc
Analysis
Tult
3150
Unit Type
Leveling Pad
WallHt
BackSlope
Surcharge
RFcr RFd RFid LTDS
1 60 1 10 1 05 1705
Compacil
Crushed Stone
841 ft
26 60 deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
FS
1 50 1136
Qi
080
Cds
080
Case- Case 49
Wall Batter 0 00 deg
embedment 206ft
1000 ft long
DL 0 psf uniform surchat ge
Load Width 10000ft
Results Sliding Overturning
Factors of Safety 1 55/1 50 2 54/2 50
Calculated Bearing Pressure 1922/2346 psf
Eccentricity at base 1 23 ft/1 68 ft
Reinforcing (ft & Ibs/ft)
Calc.
Layer Height Length Tension
727/239
215/342
522/669
617/808
600/822
Bearing
9 66/7 02
Shear
382/379
Bending
2 01 /1 29
5
4
3
2
1
667
600
400
200
067
Remf Type
3XTc
3XTc
3XTc
3XTc
3XTc
Allow Ten
Tal
11 36/1 939 ok
11 36/1 939 ok
11 36/1939 ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
61 1/81 5 ok
677/902 ok
873/1 164 ok
1069/1425 ok
1200/1600 ok
Serv Conn
Tsc
N/A
N/A
N/A
N/A
N/A
Pullout
>10/4 78 ok
8 56/4 30 ok
6 50/4 06 ok
8 77/5 36 ok
>10/6 83 ok
Reinforcing Quantities (no waste included)
3XTc 417sy/ft
STONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version Version 1 0 2 Build 126
SEISMIC DESIGN
Project ALL CATS HOSPITAL
Project No 272-020
Case: WALL #1
Design Method. Rankme-w/Batter (modified soil interface)
Date- 08/31/2
Desigr
Design Parameters
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type
Unit Fill.
f c g_..pcf
31 0 126
31 0 126
34 0 113
Silts & sands
Crushed Stone, 1 inch minus fl
/J4
Peak Acceleration = 015g Vertical Acceleration = 000g
Factors of Safety (seismic are 75% of static)
sliding 150/1 13 pullout 150/1 13 uncertainties
overturning 2 00/150 shear 150 connection
bearing 2 00/150 bending 150
1 50/1 13
1 50/1 13
Reinforcing Parameters Mirafi XTc Geogrids
Tuff RFcr RFd RFid
3XTc 3150 1 60 1 10 1 05
LTDS
1705
fS
750 1136
Ql
080
Cds
080
Analysis-
Unit Type
Leveling Pad
Wall Ht
BackSlope
Surcharge
Compacll
Crushed Stone
721ft
2660deg slope,
LL 250 psf uniform surcharge
Load Width 10000ft
Case- Case 50
Wall Batter OOOdeg
embedment 1 25 ft
1000 ft long
DL 0 psf uniform surcharge
Load Width 10000ft
Results- Sliding
Factors of Safety 1 52/1 43
Calculated Bearing Pressure 7666/2098 psf
Eccentricity at base 0 96 ft/1 37 ft
Reinforcing (ft & tbs/ft)
Layer Height Length
4 600 60
3 467 60
2 267 60
1 067 60
Reinforcing Quantities (no waste included)
3XTc 2 67 sy/ft
Overturning
2 46/2 32
Bearing
817/559
Shear
380/377
Bending
292/239
Calc
Tension
103/192
263/394
532/697
621/850
Remf Type
3XTc
3XTc
3XTc
3XTc
Allow Ten
!§!
11 36/1 939 ok
11 36/1 939 Ok
11 36/1 939 ok
11 36/1 939 ok
Pk Conn
Tel
559/745 ok
690/920 ok
886/1181 ok
1082/1443 ok
Serv Conn
Tse
N/A
N/A
N/A
N/A
Pullout
El
6 28/2 68 ok
4 85/2 59 ok
4 91/3 00 ok
7 11/4 16 ok
Geotechnical Design Parameters
accounting 080911 am 09 22 2006 2/4
Request for Soil Parameters
Date:
Project:
Prepared by:
Client:
9-22-06 Job No.:0611115
AH Cats Hospital Testing Services
Southern California Soil & Testing, Inc.
Lynn Yut C/O AH Cats Hospital
We have been contracted to design-build a Keystone/geogrid reinforced soil retaining wall for the
above referenced project. Please see that attached cross section indicating the reinforced, retained
and foundation areas and provide the following soil parameters:
Reinforced
31
450
Retained
31
450
Foundation
38
350
126 126 113
Water should be prevented from infiltrating into the reinforced zone behind the wall. Our
standard design includes a 4" burrito drain at base of wall. Any other drainage requirements (e.g.
drain board, rock column, etc)?
Gravel zone behind wall should be wrapped in filter fabric
Embedment requirements (distance to daylight)?7' to daylight*
Seismic design considerations?Per latest CBC
Global design considerations?No
Other design considerations?Wall to be compacted fill on compacted formations!
soils*
Temporary baciccul constraints?1:1 (horizontal to vertical)
*due to steepness of slope adjacent to wall in some areas, buried wall depth may be
significant
Seal of Registered Engineer
Company: Southern Caljfo
Engineer:
Date:
Testing. Inc.
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PHONE
(619) 280-4321
TOLL FREE
(877) 215-4321
May 17, 2007
FAX(619) 280-4717
San Diego Office
PO Box 600627
San Diego, CA 92160-0627
6280 Riverdale Street
San Diego, CA 92120
www scst com
Indio Office
PHONE
(760) 775-5983
TOLL FREE(877) 215-4321
FAX(760) 775-8362
83-740 Citrus Avenue
Suite G
Indio, CA 92201-3438
www scst com
SCS&T No. 0611114
Report No. 6
Mr PatO'Day
O'Day Consultants
2710 Loker Avenue West Suite 100
Carlsbad, California 92010
Subject RESPONSE TO CITY OF CARLSBAD COMMENTS
O'DAY MEDICAL OFFICE BUILDING
2020 CASSIA ROAD
CARLSBAD, CALIFORNIA
Dear Mr O'Day
This letter has been prepared to respond to the comments prepared by the EsGil Corporation, Plan
Checker, for the City of Carlsbad The city comments and responses are presented below
Comment 6:
Provide a copy of the project soil report prepared by a California licensed architect or civil engineer
The report shall include foundation design recommendations based on the engineer's findings and
shall comply with UBC Section 1804 (include the recommendation for the retaining wall)
Responses: ,
Copies of the project soil reports applicable to the subject project (References 3 and 4) are provided
in Appendix I and II
Comment 8:
Provide a letter from the soils engineer confirming that the foundation plan, grading plan and
specifications have been reviewed and that it has been determined that the recommendations in the
soil report are properly incorporated into the plans(when required by the soil report)
Response 8:
The plans, .References 2 and 3, have been reviewed and were found to be in accordance with the
recommendations provided in the referenced reports Additionally, slope stability analyses were
performed Th«i i.tc ,~,ill have a factor-of-safety gseater than 1 5 in respect to global stability at ii;e
completion of the project
3jh_a%ar^y questions regarding this document, please contact me at (619)-280-4321
IA SOIL & TESTING, INC.
(6) Addressee, Attn Tim Carroll
GBFkv
Attachments
Appendix I
Appendix II - IW
Ll
O'Day Consultants May 17, 2007
O'Day Medical Office Building SCS&TNo 0611114-6
2020 Cassia Rd, Carlsbad, CA Page 2
REFERENCES
/
1 ) "Keystone Retaining Wall Plans For Cassia Professional Offices, All Cats Hospital
Keystone Retaining Wall Plans, Sheets 1 to 5", prepared by Red One Engineering,
dated December 21, 2006
2 ) 'Temporary Shoring Wall (Adjunct to Keystone RW) For Cassia Professional Offices Plans,
Sheets 23 to 25," prepared by PB&A, dated April 30, 2007
3) "Shoring Recommendations, Cassia Professional Offices, 2020 Cassia Road, Carlsbad,
California",, prepared by Southern California Soil and Testing, dated February 26,
2007, (SCS&T Job Number 0611114-5)
4 ) "Preliminary Retaining Wall Design Recommendations, All Cats Hospital Testing Services,
El Cammo Real and Cassia Road, Carlsbad, California", prepared by Southern
California Soil and Testing, Inc , dated September 8, 2006 (SCS&T No 0611115-2)
5 ) "City Comments prepared.-by EsGil Corporation, .Plan Check Number 071296", dated May
14,2007
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APPENDIX I
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« son * TSSTINO, INC c,ar] Diego Office Indio Office
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(619)280-4371
(877) 2.15-4.321
F A X
(619) 280-4/17
PO Box 600627 F'HON f.
San Diego, CA 92160-0627 (7CO) 775-5983
I O I I F R I 16280 RiverdalP Street (8771 235-^
San Dieqo, CA 92120
www scst com (760) 775-8362
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8J 710 Citrus AvtTiue
Suitf G
IndlO, CA 92201 J436
SC com
September 8, 2006 SCS&T No. 0611115
Report No. 2
Ms Lynn Yut
All Cats Hospital
7O40 Loker Avenue West, Suite 100
Carlsbad, California 92008
Subject- PRELIMINARY RETAINING WALL DESIGN RECOMMENDATIONS
ALL CATS HOSPITAL TESTING SERVICES
EL CAMINO REAL & CASSIA ROAD
CARLSBAD, CALIFORNIA
Reference "Geotechnical Investigation, Cassia Road Project'1, prepared by Geocon
Incorporated; dated December 16, 2004, (Project No 07431-22-01)
Dear Ms Yut
In accordance with a request from Mr. Tom Gumn, Southern California Soil and Testing, Inc
has prepared this report to provide preliminary retaining wall design recommendations for the
masonry retaining walls for the subject project
I FOUNDATIONS
( j Conventional shallow foundations may be utilized for the support of the proposed retaining
walls The footings should have a minimum depth of 1 8 inches below lowest adjacent finish pad
• i grade and a minimum width of 12 inches A bearing capacity of 3000 pounds per square foot
LI (psf) may be assumed for said footings. The bearing capacity may be increased by 300 psf and
1 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum of
5000 psf The bearing capacity may be increased by one-third when considering wind and/or
seismic forces Footings located adjacent or within slopes should be extended to a depth such
•"[ that a minimum horizontal distance of 10 feet exists between the outer footing edge and the
Li face of the slope.
I | EARTH RETAINING WALLS
u Passive Pressure
The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot
of depth This pressure may be increased by 1/3 for seismic loading. The coefficient of friction
• between concrete and the underlying material may be assumed to be 0 30 When combining
" j fnctional and passive resistance, friction should be reduced by 1/s The upper 12 inches of soil
should not be considered when calculating passive pressures for exterior walls
Ms Lynn Yut September 8. 2006
All Cat's Hospital SCS&TNo 0611115-2
El Cam/no Real and Cassia St, Carlsbad, CA Page 2
Active Pressure
The active soil pressure for the design of unrestrained earth retaining structures with level
backfills may be assumed to be equivalent to the pressure of a fluid weighing 40 pounds per
cubic foot (pcf) This pressure does not consider any surcharge loads. If any are anticipated,
this office should be contacted for the necessary increase in soil pressure These values
assume a granular and drained backfill condition Waterproofing specifications and details
should be provided by the project architect A typical wall subdram detail is provided on Plate
No 1
Waterproofing and Subdrain Observation
The geotechnical engineer should be requested to verify that waterproofing has been applied
and that the subdram has been properly installed However, unless specifically asked to do so,
we will not verify proper application of the waterproofing
Backfill
All backfill soils should be compacted to at least 90 percent relative compaction Expansive or
clayey soils should not be used for backfill material The wall should not be backfilled until the
grout has reached an adequate strength
[Should you have any questions regarding this document or if we may be of further service,
r] please contact our office at your convenience
, \?ery truly yours,
5%fcv
, SOIL & TESTING, INC.
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_ (2) Addressee
1, I (2) O'Day Consultants, Inc
( J (1) Geogrid Retaining Wall Systems, Inc
Attn Forrest Armentrout (fax also)
ATTACHMENT
Plate No. 1
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18" mto.
CompactedFiU
crushed
" rock,'.2/3 wallheight
Typical Retaining Wall
Subdrain Detail
Not to Scale
Miradrain 6000
or equivalent,2/3 wall height
<T) Floor Slab
(?) Filter Fabric between rock and soil
@ Backcut
(4) Waterproof back of wall following architect's specifications
(5) 4* minimum perforated pipe, SDR35 or equivalent, holes down. 1% fall to outlet,
top of pipe below top of slab, encased in 3/4* crushed rock Provide 3 cubic feet
per linear foot crushed rock minimum. Crushed rock to be surrounded by filter
fabric (Mirafi 140N or equivalent), with 6° mmimum overlap
Provide solid outlet pipe at suitable location
SC SOUTHERN CALIFORNIA
$ SW SOIL & TESTING, INC.
ALL CAT'S HOSPITAL
BY
JOB NUMBER
DBA
0611115-2
DATE
PLATE NO
9/8/2006
1
APPENDIX II
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P II O N E
(619) 2HO-4321
I" O L L f R F L
(877) 21S-4321
FAX
(619) 280-4717
San Diego Office
PO Box 600627
ban Dieqo, CA '32160-0627
fi^HO PivPirlale Stiect
S.in Diego, CA 92120
www scst com
p H o N e
(760) 775-5983
r O L L I • H L h
(H77) 215-4321
TAX
(760) 775-8362
Indio Office
83-740 Citrus Avenuf
Suite G
Indio, CA 92201-34:i8
www scst < om
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February 26,2007 SCS&T No. 0611114
Report No. 5
Mr PatO'Day
O'Day Consultants
2710 Loker Avenue West
Carlsbad, California 92008
Subject: SHORING RECOMMENDATIONS
O'DAY MEDICAL OFFICE BUILDING
2020 CASSIA ROAD
CARLSBAD, CALIFORNIA
Reference- "Keystone Retaining Wall Plans For Cassia Professional Offices, All Cats
Hospital Keystone Retaining Wall Plans, Sheets 1 to 5", prepared by Southern
California Soil and Testing, Inc, dated December 21, 2006
Dear Mr. O'Day
In accordance with a request from Mr Erik Nelson, of Pacific Building Group this letter has been
prepared to provide shoring recommendations for the subject project. We understand
improvements will consist of a road widening supported by a Keystone wall and a curb inlet
structure. The site is underlain by undocumented fill and formational material commonly
identified as the Santiago Formation To determine the extent of the fill along the planned wall
alignment SCS&T drilled 3 borings at the locations indicated on Figure 1 The fill was
determined to range from approximately 10 to 25 feet in depth thickening to the south and east.
The fill consists of soft clays and loose clayey sands. The boring logs are presented in
Appendix I. Laboratory testing performed on the sample is presented in Appendix II Shoring
along El Cammo Real will be required to support excavations for the construction of the planned
wall and curb inlet structure.
It is anticipated that soldier beams with tiebacks and lagging will be utilized ranging from about
15 to 27 feet in height starting at wall Station 2+80 and ending at Station 4+00. Areas north and
south of the shored area can be cut temporarily at an inclination of 1(H): 1(V) with a 5-foot
vertical at the toe of the slope. Cross section A-A', Figure 2, shows the anticipated top and
bottom elevation of the shoring along El Camino Real. Typical sections through the most critical
areas are shown on Figures 3 and 4
The design parameters to calculate the earth pressures on shoring are presented in Table 1
O'Day Consultants
O'Day Medical Office Building
2020 Cassia Rd, Carisbad. CA
February 26. 2007
SCS&TNo 0611114-5
Page 2
Table 1
Material
Fill
Formation
Total Unit Weight
Pounds Per Cubic
Foot
125
135
Internal Friction
Angle- Phi
27
35
Cohesion Value
Pounds per Square
Foot
100
500
IS
I
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An active condition can be applied to shoring that is capable of rotating 0 002 radians. An at-
rest condition should be applied to a shoring system that is unyielding and not able to rotate.
Construction surcharge loads should be evaluated on a case-by-case basis. Soils should no be
stockpiled at the top of slopes or at the top of the shoring. Vertical and lateral movements of
the temporary shoring are expected to be small assuming an adequate lateral support system
If any other surcharge loads are anticipated, SCS&T should be contacted for the necessary
increase in soil pressure
The passive pressure for the design of the proposed shoring system may be considered to be
350 psf per foot of depth up to a maximum of 5,000 psf The passive pressure may be
assumed to act on an area equal to twice the soldier beam diameter. This value may be
increased by % for seismic loading The upper 1 foot of embedment should be neglected when
calculating passive pressures.
Survey monuments should be installed at no more than 40-foot intervals along the perimeter of
the excavation One row of monuments should be located just beyond the edge of the top of
excavation. A second row should be established 10 feet beyond the excavation, and a third row
should be set 20 feet from the top of the excavation A reference point should be established
well away from the block where the excavation will take place. The horizontal and vertical
location of each monument should be established with a survey instrument before excavation
starts. Readings should be made daily during the initial stages of excavation, say for up to one
week Results of the initial readings will be reviewed by SCS&T and modifications to the
monitoring schedule may be made, depending on these results.
Significant sloughing and erosion of the slopes should be anticipated. In addition, construction
activities above or near the slopes could affect overall stability The slopes should be observed
by a representative of SCS&T periodically to ascertain that no unforeseen adverse conditions
are observed The temporary slopes should be inspected daily by the contractor's Competent
Person before personnel are allowed to enter the excavation. Zones of potential instability,
sloughing or raveling should be brought to the attention of the Engineer and corrective action
O'Day Consultants
O'Day Medical Office Building
2020 Cassia Rd, Carlsbad, CA
February 26, 2007
SCS&TNo 0611114-5
Page 3
implemented before personnel begin working in the trench No surcharge loads should be
placed within a distance from the top of temporary cut slopes equal to half the slope height
This opportunity to be of professional service is sincerely appreciated.
/'
Respectfully submitted, /;V
SOUTHEBN CALIFORNIA SOIL & TESTING, INC. ,
"
*v,/JoFpuntain, GE 2752
' '
DBAkv
(4) Addressee
(1) Pacific Building Group, Attn Erik Nelson via-email Enk@pacificbuildinggroup.com
(1) Anderson Drilling, Attn Mike Empizo via email - mempizo@andersondrilling com
Attachments
Figures 1,2,3,4
Appendix I
Appendix II
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SUBSURFACE EXPLORATION LEGEND
UNII llDSOILfl ASSII ICA I1ON CIIAKI
SOIL DISC HUM ION (iROLIP
SYMBOL (Yl'ltALNAMtS
( OAHSE f .RAINED, more than half of material it InrRcr fhan No 200 <ilcve size.
Morc lluin halt ol coarse
fraction is larger Ihun No 4
sieve si/e hut smaller than J"
tl KANORAVUS
(.RAVHS WIIIIHNhS
(Appreciable amount ol lines)
CiW Well jjr.uled gravels gravel-sand mixtures, little or no lines
dP Poorly graded gravels gravel sand mixtures little or no lines
CiM Silty gravels poorly graded gtavcl-sand-silt mixtures
CiL t laycy gravels pm>rly graded gravel-sand, cluy mixtures
SANDS.
More lluin hull ol coirse
Iraction is smnller than No 4
sieve size
CLEAN SANDS
SANDS Wild I INLS
I Appreciable amount ot fines)
SW Well graded sand, gravelly stinds, little or no fines
SP Poorly graded sands, gravelly sands, little or no lines
SM Silty saiuls poorly gnided sand and silly mixtures
SC C layey sands, pool ly graded sand and elay mixtures
II MNK <.RAINED, more than half of material Is smaller than No 2UO sieve si/e
SILTS AND CLAYS
Liquid Limit less than 50
ML Inorganic silts and very line sands, rock Hour, sandy sill
or elaycy-sill-sand mixtures with slight plasticity
C L Inorganic clays ot low to medium plasticity,
gravelly clays, sandy clnys, silty clays, lean clays
OL Organic silts and organic silty clays or low plasticity
SILTS AND CLAYS MH Inorganic silts, mieaceous or dialomaccous fine
Liquid Limit greater than 50 sandy or .silly soils, elastic silts
C H Inorganic clays of high plasticity, fat clays
OH Organic elays ot medium to high plasticity
Ill HIGHLY ORGANIC SOILS PT
2 -
US
SC
CON -
El
MS -
MAX -
ST
SPT -
pH -
SF/CL -
Water level at time of excavation or as mdii.ntcd
Undisturbed, driven ring sample or tube sample
Sand Cone
Consolidation
Expansion Index
Maximum Size of Panicle
Maximum Density
Shelby Tube
Standard Penetration Sample
pH & Resistivity
Sultate & Chloride
Peat and other highly organic soils
CK -
[3 -
DS -
SA -
PI -
RC -
UC -
TX -
RS -
AL -
RV -
Undisturbed chunk sample
Bulk Sample
Direct Shear
Sieve Analysis
Plasticity Index
Relative Compaction
Unconfmed Compression
Fnaxial Compression
Ring Shear
Atterberg Limits
R Value
C^r SOUTHERN CALIFORNIA
! S T? SOIL * TESTING, INC.\^ TIW.
ODAY MEDICAL OFFICE BUILDING - ROAD WIDENING
BY- DBA
JOB NUMBER 0611114
DATE 2/26/2007
APPENDIX 1 1-1
I
LOG OF EXPLORATORY BORING NUMBER B-1
Date Excavated 2/16/2007
Equipment CME 55
Surface Elevation (ft) 303
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Project Manager GBF
Depth to Water (ft) N/A
SUMMARY OF SUBSURFACE CONDITIONS
ASPHALT - 6 Inches
FILL(Qaf) - Brown, moist, dense, SILTY SAND
ASPHALT - 3 inches
FILL(Qaf) - Brown to gray, moist, soft, SILTY CLAY
FILL(Qaf) - Light brown, moist,
CLAYEY SAND
loose to medium dense,
FILL(Qaf) - Dark brown, moist, soft, SANDY CLAY
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DATE 2/26/2007
APPENDIX 1 1-2
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LOG OF EXPLORATORY BORING NUMBER B-1 (continued)
Date Excavated 2/17/2007
Equipment CME 55
Surface Elevation (ft) 303
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Project Manager GBF
Depth to Water (ft) N/A
SUMMARY OF SUBSURFACE CONDITIONS
FILL(Qaf) - Ligth brown to tan, moist, dense, SILTY SAND
SANTIAGO FORMATION(Ts) -
SILTY SAND
Light brown, moist, very dense
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APPENDIX I I-3
LOG OF EXPLORATORY BORING NUMBER B-2
Date Excavated 2/16/2007
Equipment CME 55
Surface Elevation (ft) 303
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Project Manager GBF
Depth to Water (ft) N/A
SUMMARY OF SUBSURFACE CONDITIONS
ASPHALT - 6 Inches
FILL(Qaf) - Brown, moist, dense, SILTY SAND
FILL(Qaf) - Brown to gray, moist, soft, CLAY
FILL(Qaf) - Light brown to tan, moist, stiff, SANDY SILT
SANTIAGO FORMATION(Ts) -
SILTY SAND
Light brown, moist, very dense.
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DATE 2/26/2007 I
APPENDIX 1 1-4 1
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LOG OF EXPLORATORY BORING NUMBER B-3
Date Excavated 2/16/2007 Logged by MM
Equipment CME 55 Project Manager GBF
Surface Elevation (ft) 303 Depth to Water (ft) N/A
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SUMMARY OF SUBSURFACE CONDITIONS
ASPHALT - 6 Inches
FILL(Qaf) - Brown, moist, dense, WELL GRADED SAND
FILL(Qaf) - Brown to gray, moist, soft. SILTY CLAY
SANTIAGO FORMATION(Ts) - Light brown, moist, very dense, SIL
SILTY SAND
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DATE 2/26/2007
APPENDIX I I-5
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Shear Strength at
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0.2 Inches of Deformation
SOUTHERN CALIFORNIA
SOIL & TESTING
O'DAY MEDICAL OFFICE
BY JJS/GBF
JOB NUMBER 0611114
DATE 2/27/2007
APPENDIX 11-1
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SOUTHERN CALIFORNIA
SOIL & TESTING
O'DAY MEDICAL OFFICE
BY JJS/GBF
JOB NUMBER 0611114
DATE 2/27/2007
APPENDIX 11-2