HomeMy WebLinkAbout1964 CAMINO VIDA ROBLE; ; CB891534; PermitBUILDING PERMIT
10/10/89 15:47
Page 1 of 1
Job Address: 1964 CAMINO VIDA ROBLE
Permit Type: RETAINING WALL
Parcel No: 212-093-11-00
Valuation: 10,080
Construction Type: NEW
Occupancy Group: Class Code:
Description: RETAINING WALL 840 SF
Str:
Permit No: CB891534
Project No: A8902651
Development No:
Fl: Ste:
Status: PENDING
Applied : 10/10/89
Apr/Issue :
Validated By: JPY
*** Fees Required ******Fees Collected & Credits ***
Fees:
Adjustments:
Total Fees:
Fee description
Building Permit
Plan Check
* BUILDING TOTAL
208.00
.00
208.00
Total Credits:
Total Payments:_ . _oaiance Due :
Units Fee/Unit
>
r(ro.
JL-Z6,.QO.
r3 2 . 00-
Ext fee
126.00
82.00
208.00
_„ — -
Data
PERMIT APPLICATION
City of Carlsbad Building Department
2075 Las Palmas Dr., Carlsbad, CA 92009 (619)
1. PERMIT TYPE
A - [^COMMERCIAL 0 TENANT IMPROVEMENT
B - D INDUSTRIAL D^EW QTENANT IMPROVEMENT
c - PRESIDENTIAL DAPARTMENT nc°NDO nsiNGie FAMILY DWELLING
DDUPLEX noEMQLiTioN DISLOCATION DMOBILE HOME QELECTRICAL QPLUMBING
QMECHAHICAL QPQOL DSPA ^RETAINING WALL QSOLAR DOTHER—^
0488 10/10/89 0001 01 02
C-PRMT 76-00
PROJECT INFORMATION FOR OFFICE USE ONLY
LEGAL DESCRIPTION
CHECK BELOW. If SUBMITTED:
_Q2 Energy Calcs ]2 Structural Catcs Soils Report Addressed Envelope
ASSESSOR'S PARCEL
DESTBIPTIOH oTTBRK
EXISTING USE PROPOSED USE
BLDG. SO. FTG.K OF STORIES
3.
4.
CONTACT PERSON
CITY C^P^£JfcfrJ&
SIGNATURE
APPLICANT QCONTRACTOR
NAME
ADDRESS Z\\\ PM-C
STATE CA-. ZIP CODE ^tZJUXP^
D AGENT FOR CONTRACTOR QOWNER
ADDRESS
DAY TELEPHONE ^S& -^C^&C^
n AGENT FOR OUNER
ZIP CODE DAY TELEPHONE
5. PROPERTY OWNERNAME
6. CONTRACTOR
NAME
CITY
ADDRESS
ZIP CODE
ADDRESS
ZIP CODE
QTENANT
DM TELEPHONE
DAY TELEPHONE
STATE LIC. *LICENSE CLASS CITY BUSINESS LIC. *
SIGNATURE
DESIGNER NAME VSI>vL-U£> ADDRESS
DAY TELEPHONE STATE LIC. n
7. WORKERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of Industrial Relations,
or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the
insurer thereof filed with the Buildir>g Inspection Department (Section 3800, Lab. C).
INSURANCE COMPANY POLICY NO.EXPIRATION DATE
Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shal I not employ any person in any manner
so as to become subject to the Workers' Compensation Laws of California.
SIGNATURE
8. OWNER-BUILDER DECLARATIONOwner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon,, and who
does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building
or improvement is soltj 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 contractorts)
licensed pursuant to the Contractor's License Law).
1 am exempt under Section Business and Professions Code for this reason:
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure,
prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the
Contractor's License Law {Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom,
and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not
more than five hundred dollars IE5001).
SIGNATURE DATE
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?
DYES QNO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
DYES DNO
Is the facility to be constructed within 1,000 feet of the outer bouridary of a school site?
DVES [JNO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY HAY HOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS NET OR IS MEETING THE REQUIREMENTS
OF THE OFFICE OF EMERGENCY SERVICES AND THE A lit POLLUTION CONTROL DISTRICT.
9. CONSTRUCTION LENDING AGENCY
1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued tSec 3097{i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
10. APPLICANT'S SIGNATURE
1 certify that 1 have read the application and state that the above information is correct. 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, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY UAY ACCRUE AGAINST SAID
CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
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 sucti permit is not comnenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended
abandoned at anyjjme afte>| the work is commenced for a period of 180 days (Section 303{d) Uniform Bui Idi/g Code)-
MA, UP
OWNER CONTRACTOR PHONE APPROVED BY;
DATE:
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad
— H^ ••••^••^••••••••^^•••^•••^••^•^^••MHMarch 1, 1990
Leroy Bodas
2111 Palomar Airport Road
Carlsbad, CA 92009
Building Department
PC# 891534 DATE: 10/10/89
1964 Camino Vida Roble
PLAN CHECK EXPIRATION
Our records indicate that you have not obtained your building permit
for which you filed an application on the date shown above.
The provisions of Section 304(c) of the Uniform Building Code state:
Section 304(c) Expiration of Plan Check. Application for which
no permit is issued within 180 days following the date of
application shall expire by limitation and plans submitted for
checking thereafter be returned to the applicant or destroyed by
the Building Official. The Building Official may extend the time
for action by the applicant for a period not exceeding 180 days
upon written request by the applicant showing that circumstances
beyond the control of the applicant have prevented action from
being taken. In order to renew action on an application after
expiration, the applicant shall resubmit plans and pay a new plan
check fee.
For your convenience, please check the appropriate box below
indicating your intentions and return this letter to the address above.
Project abandoned.
Signature:
Project abandoned;
Signature:
I will pick up plans within 10 days.
Date;
stroyed.
Date
Maximum 180-day time extension requested for the following
reasons:
Date:Signature:
cc: Jerry Morrissey
If you have any questions, please contact the Carlsbad Development
Processing Section at (619) 438-1161.
DORIS COSMAN
Building Department
2075 Uas Palmas Drive-Carlsbad, California 9aoO9-4859»(619) 4-38-1 161
WRITE IT - DON'T SAY IT!
Date 19
To _ £j £AgUA< _ n Reply Wanted
From _ L^W^A /Sf gl^&~^ _ 0^5o Reply Necessary
& SbJfiJ*- A/, '
^, { .
£-c**\ 0^ 0ft- /2—/g* } A&ffvt.
j £_#rt^*
AIGNER FORM NO. 55-032 ' PRINTED IN USA
ESGIL CORPORATION
932O CHESAPEAKE DR., SUITE 2O8
SAN DIEGO, CA 92123
(619)560-1468
DATE:'*/ £ I
JURISDICTION:
PLAN CHECK NO:
PROJECT ADDRESS:
PROJECT NAME:
164
SET:
"1 APPLICANT
_PLAN CHEUREK
[]FILE COPY
3 UPS
JDESIGNER
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 deficien-
cies identified are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
identified
The check list transmitted herewith is for your information
The plans are being held at Esgil Corp. until corrected
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
le.ro y
a\r POY t
Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff did advise applicant that the plan check has
been completed. Person contacted:
Date contacted:
REMARKS :
kv 1C B
A/f
YJi*» iA/p/dpW wjirp
O . XT /.^ Mnf.
Telephone #
*-e~fta?'*i /"r7<? tUCT I/ /C rtO'fc-
' U "> - /- J_.* Cample Hy i •/• n ^n»° iiAy-iQ\CTi»i / L*
appnweJ
tn's but (dl'nfia
nt) O ~T~£iTi a i
HnJer *B<L 1 ° -T " ' *
By: £
ESGIL
i — i i — i
V^u/P YAO
CORPORATION IV,.-,
i — \ , — .
Enclosures:
DATE:
JURISDICTION:
PLAN CHECK NO:
PROJECT ADDRESS :
PROJECT NAME:
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 56O-1468
10 /I g<?
C\-rY of
SET:
1364 CAM! N 'n I// DA
Wi
gAPPLICANT
rtJRISDICTIOl:HECKER
QFILE COPY
QUPS[JDESIGNER
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 deficien-
cies identified 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 Corp. until corrected
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
n. 1 Y S
Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff did advise applicant that the plan check has
been completed. Person contacted:
Date contacted:
REMARKS:
Telephone #
By: D/A VI D>N.Enclosures
ESGIL CORPORATION "
DGA DAA Dvw QDM
TIT
Citp of Cartebab
JURISDICTION:Data
PROJECT ADDRESS i
TO; i-f>y& V
1 3 64. C AMI Mo 1/I&A
O(\rp6YJ:
'
PLAN CORRECTION SHEET (
Plan? Check No.
Date plans received by the jurisdiction
Date plans received by plan checker / y /Z
Date initial plan check completed ' f 2,$.
By T?Al//P VAP __
FOREWORD; PLEASE READ
Plan check is limited to technical requirements
contained in the Uniform Building Code, Uniform
Plumbing Code, Uniform Mechanical Code, National
Electrical Code and state laws regulating energy
conservation, noise attenuation and access for
the handicapped. The plan check is based on
regulations enforced by the Building Inspection
Department. You may have other corrections
based on laws and ordinances enforced by the
Planning Department, Engineering Department or
other departments.
The items circled below need clarification,
modification or change. All circled items have
to be satisfied before the plans will be in
eonforniance with the cited codes and regulations.
Per See. 303 (c), of the Uniform Building Code,
the approval of the plans does not permit the
violation of any state, county or city law.
A. PLANS
1. Please make all corrections on the original
tracings and submit two new sets of prints,
and any original plan sets that may have
been returned to you by the jurisdiction,
to:
To facilitate rechecking, please identify,
next to each circled item, the sheet of
the plans upon which each correction on
this sheet has been made and return this
check sheet with the revised plans.
U)PrOulAe A V 1 C t h i
tn,-+hji WV:
All
n'/iu
•/*"?•*'pi-*yn>V-f/Vn-
fioi/iti-9 Ara»aa#
J(.Jw nJfl*
So humkf/
Date:f*4 Jurisdiction
Prepared byi
"DAUfP YfrO VALUATION AND PLAN CHECK FEE
Q Bldg. Dept
D Esgil
PLAN CHECK NO, <f?~ /I"
BUILDING ADDRESS /? 64
APPLICANT/CONTACT
BUILDING OCCUPANCY
TYP2 OF CONSTRUCTION
Vtcla £0 d /e,
&6tta£.PHONE NO.
DESIGNER PHONE
CONTRACTOR PHONE
BUILDING PORTION
WefcW UJIKP rPT&w
UJr* i I
Air Conditioning
Commercial
Residential
Res. or Comm.
Fire Sprinklers
Total Value
BUILDING AREA
** Mo..
(7
"
VALUATION
MULTIPLIER
'e
e
e
VALUE
+ IO,0fO*'
*/o,orr>*-
»er»i)"t aPf hart
Building Permit Fee $_
Plan Check Fee $
C 0 M ME NTSj
126
SHEET / OF /
12/87
BUILDING PLANCHECK
ENGINEERING CHECKLIST
DATE: /6-/g~g? _ 0 ITEM COMPLETE
PLANCHECK W.89/&3fS _ O ITEM INCOMPLETE -
NEEDS YOUR ACTIONl 2 3
S N R X ITEM SELECTED
TDD ;
C C C PROJECT ID: _
H H H
E E E LEGAL REQUIREMENTS
C C C
K /K Site Plan
^ *— ' 1. Provide a fully dimensioned site plan drawn to scale. Show:
north arrow, property lines, easements, existing and proposed
structures, streets, existing street improvements, right-of-
/ way width and dimensioned setbacks.
I— I I— I 2. Show on site plan: Finish floor elevations, pad elevations,
elevations of finish grade adjacent to building, existing
topographical lines, existing and proposed slopes, driveway
with percent (%) grade and drainage patterns.
3 provide legal description and Assessors Parcel Number.
Discretionary Approval Compliance
4. No Discretionary approvals were required.
Project complies with all Engineering Conditions of Approval
for Project No. .
Project does not comply with the following Engineering
Conditions of Approval for Project No.
Conditions complied with by: Date:,
Field Review
7. Field review completed. No issues raised.
8. Field Review completed. The following issues or discrepancies
with the site plan were found:
A. Site lacks adequate public improvements.
B. Existing drainage improvements not shown or in conflict
with site plan.
C. Site is served by overhead power lines.
D. Grading is required to access site, create pad or provide
for ultimate street improvement.
FRM0010.DH 08/29/89
Site access visibility problems exist. Provide onsite
turnaround or engineered solution to problem.
Other:
Dedication Requirements
. No dedication required.
.10. Dedication required. Please have a registered Civil Engineer
or Land Surveyor prepare the appropriate legal description
together with an 8V' x 11" plat map and submit with a title
report and the required processing fee. All easement documents
must be approved and signed by owner(s) prior to issuance of
Building Permit. The description of the dedication is as
follows:
Dedication completed, Date:.By:.
Improvement Requirements
ll. No public improvements required. SPECIAL NOTE: Damaged or
defective improvements found ad.iacent to building site must
be repaired to the satisfaction of the Citv inspector prior
to occupancy.
12 . Publ i c improvements requi red . Thi s project requi res
construction of public improvements pursuant to Section 18.40
of the City Code. Please have a registered Civil Engineer
prepare appropriate improvement plans and submit, for separate
plancheck process through the Engineering Department.
Improvement plans must be approved, appropriate securities
posted and fees paid prior to issuance of permit. The required
improvements are: _
Improvement plans signed, Date:.By:.
FRM0010.DH 08/29/89
.13. Improvements are required. Construct!on of the publ ic
improvements may be deferred in accordance with Section 18.40
of the City Code. Please submit a letter requesting deferral
of the required improvements together with a recent title
report on the property and the appropriate processing fee so
we may prepare the necessary Future Improvement Agreement.
The Future Improvement Agreement must be signed, notarized and
approved by the City prior to issuance of a Building Permit.
Future Improvement Agreement completed, Date
By:
Grading Requirements
13a. Inadequate information available on site plan to make a
determination on grading requirements. Please provide more
detailed proposed and existing elevations and contours.
Include accurate estimates of the grading quantities (cut,
fill, import, export).
14. No grading required as determined by the information provided
on the site plan.
2\_15. Grading Permit required. A separate grading plan prepared by
* registered Civil Engineer must be submitted for separate
p]an check and approval through the Engineering Department.
NOTE: The Grading Permit must be issued and grading
substantially complete and found acceptable to the City
Inspector prior to issuance of Building Permits.
Grading Inspector sign off. Date: By:
Miscellaneous Permits
X. 16. Right-of-Way Permit not required.
17. Right-of-Way Permit required. A separate Right-of-Way Permit
issued by the Engineering Department is required for the
fo11ow i ng:
x .18. Sewer Permit is not required.
19. Sewer Permi t i s requi red. A Sewer Permi t i s requi red
concurrent with Building Permit issuance. The fee required
is noted below in the fees section.
/Pv 20. Industrial Waste Permit is not required.
FRM0010.DH 08/29/89
21.Industrial Waste Permit is required. Applicant must complete
Industrial Waste Permit Applicantion Form and submit for City
approval prior to issuance of Building Permits. Permits must
be issued prior to occupancy.
Industrial Waste Permit accepted -
Date: _ By: _
Fees Required
.22. Park-in-Lieu Fee
Quadrant: - Fee per Unit:
23. Traffic Impact Fee
Fee Per Unit: ' Total
Total Fee:
24.
25.
Bridge and Thoroughfare Fee
Fee per Unit: 'Total
Public Facilities Fee required.
Facilities Management Fee Zone:.Fee:
Sewer Fees
Fee :
Permit No.
^
EDU's
8.
REMARKS:
Sewer Lateral required:.
Fee:
ENGINEERING AUTHORIZATION TO ISSUE PERMIT
Date:
FRM0010.DH 08/29/89
* £ *
ngn
Plan Check No.
APN:
Planner
(Name)
Type of Project and Use _
PLANNING CHECKLIST
Address
Phone 438-1161
Zone Facilities Management Zone
Legend
Item Complete
Item Incomplete - Needs your
1, 2, 3 Number in circle indie
was identified
Environmental Review Required: YES
DATE OF COMPLETION:
Compliance with conditions of app
require action.
Conditions of Approval
Discretionary Action Required: YES
APPROVAL/RESO. NO,
PROJECT NO. '
_ NO 7° TYPE
DATE:
OTHER RELATED CASES:
Compliance with conditions of approval? If not, state conditions which
require action.
Conditions of Approval
D Coastal:YES NO V DATE OF APPROVAL:
Compliance with conditions of approval? If not, state conditions which
require action.
Conditions of Approval
ODD Landscape Plan Required: YES NO
D
See attached submittal requirements for landscape plans
Site Plan:
1. Provide a fully dimensioned site plan drawn to scale. Show:
North arrow, property lines, easements, existing and proposed
structures, streets, existing street improvements, right-of-way
width and dimensioned setbacks.
2. Show on Site Plan: Finish floor elevations, elevations of finish
grade adjacent to building, existing topographical lines, existing
and proposed slopes and driveway.
ODD
ODD
nnn
ODD
nnn
nnn
3. Provide legal description of property.
4. Provide assessor's parcel number.
Zoning:
1. Setbacks:
Front: Reauired Shown
Int. Side:
Street Side:
Rear:
2. Lot coverage:
3. Height:
4. Parking:
Guest
Required Shown
Required Shown
Required Shown
Required Shown
Required Shown
Spaces Required
Spaces Reauired
Shown
Shown
Additional conwents and reaarks have been Made on the building plans. These
marked-up plans «ay be picked up at the Building Department. These marked-
up plans mist be resubnitted with the revised plans for this project.
Have plans been marked up? YES NO
DD D Additional Comments
I/O
Z
OK TO ISSUE DATE
/ L
PLNCK.FRM
CARLSBAD" AIRPORT CENTER- UNIT £ RETAINING WALLS
SEPTEMBER £& 1989
STABILITY CALCULATIONS
HILFIKER RETAINING WALLS
JOB « 690264
WELDED WIRE WALLS :
BATTERED - 10-5,12,13.5, FEET
>6CC4
SELVAGE, HEBER, NELSON & ASSDC., INC
CONSULTING ENGINEERS
3630 HARRISON AVENUE
EUREKA, CALIFORNIA
(707) 444 ~ 0437
CORROSION ALLOWANCE
•X- X- # -X- * -M K •* tt tt « * -JC- -X- -X- -X- # «-X- * -X-
CARLSBAD- AIRPORT CENTER- UNIT 2
SEPTEMBER £6 1989
JOB tt890£&4
DESIGN LIFE : 75 YRS.
SOIL PH RANGE : 4.5 TO 9.5
SOIL RESISTIVITY s 1000 OHM-CM MIN.
MAX. CHLORIDES 2 200 PPM
MAX. SULFATES : 1000 PPM
WIRE WALL
.,34 OZ./SG. FT./YR. AVG. CORROSION RATE FOR r 75 YRS,
W4.5 DIAM. : O.S39 TO .198 IN.
USE 41 MILS SACRIFICIAL STEEL
< REINFORCING RATIO = 1.00 )
CORROSION ALLOWANCES ASSUME 5
55 % OF YIELD STRESS ALLOWABLE § 50 YEARS
100 % OF YIELD STRESS ALLOWABLE § 75 YEARS
HILFIKER RETAINING WALLS: WELDED WIRE WALL
SELVAGE, HEBER, NELSON & ASSOC., CONSULTING ENGINEERS
PROJECT
•K *• «•
INFORMATION
•* W W * # * -X- -X- -X- -X- *• K-
CARLSBAD-
SEPTEMBER
JOB tf&9Ga
AIRPORT
86 1969
CENTER- UNIT
WALL GEOMETRY
TOTAL WALL HEIGHT = 10.5 FT
BATTER ON WALL FACE - .1667
MINIMUM SOIL REINF. LENGTH =
MAXIMUM BASE WIDTH = £4 FT
MINIMUM TOE BURY = 2 FT
FT
SOIL PROPERTIES
BACKFILL
MAX. P
BACKFILL
INTERNAL
COEF. OF
FRICTION
FRICTION
fc-INCH MINUS, NON-SATURATED, GRANULAR MftT'L
I. ==15
UNIT WT. = 120
FRICTION ANGLE
INTERNAL EARTH PRESS. = -(65
ANGLE FOR SLIDING = £8 DEG
ANGLE FOR ACTIVE SOIL PRESS
PCF
=* HS DEC
PRESS. =
33.3 DEC
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING AT: .1 IN
MINIMUM
MINIMUM
MINIMUM
DESIGN CRITERIA
FACTOR
FACTOR
FACTOR
OF
OF
OF
SAFETY
SAFETY
SAFETY
FOR SLIDING = 1.5 ^
FOR OVERTURNING = 2-
FOR PULLOUT = 1 - 5 ^
SURFACE & SUBSURFACE DRAINAGE CONTROL REQUIRED V-
SOIL REINFORCMENT DETAILS -----Y
MESH SPACING: 6
INITIAL VERTICAL
REINFORCING RATIO
MAX. LONGITUDINAL
MIN. LONGITUDINAL
CORROSION ALLOW =
MAX. WIRE STRESS =
IN LONG X
, SPACING =
9 IN
1-5
TRANS
FT
9
~~ H4.
WIRE SIZE = W
WIRE SIZE = W
41 MILS
= 55 % OF YIELD
12
EXTERNAL STABILITY
WALL HT. =
BASE WIDTH
10.50 FT
7.50 FT
DEAD LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
9-45
1.69
1.12
4.63
6.74
8.08
43.71
11. 39
9.05
12.26 64.15
HORIZONTAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
3.64 4.75 17.89
FACTOR OF SAFETY FOR OVERTURNING « 3.71
FACTOR OF SAFETY FOR SLIDING - 1.79
FOOTING PRESSURE = 1.63 K
INTERNAL STABILITY
*#•£•**#***##*•** W-X-****-
DEAD LOADS
MAT DEPTH
NO.
12
3
4
5
6
7
8
. _-- „,, _n.
0
1
3
4
6
7
9
10
FT.
.000
. 500
.000
.500
.000
.500
.000
.500
MAT
1
1
1
1
1
1
1
1
-SP
FT.
.50
.50
.50
.50
.50
.50
.50
.50
HORI2.LOAD
KSF
O.Ofl
0. 19
0.31
0.43
0.54
0.66
0.77
0.80
LONG
WIRE
W
W
U
W
W
W
W
W
4.
4.
4.
4.
4.
4.
4.
4.
5
5
5
5
5
5
5
5
TRANS
WIRE
W
W
W
W
W
W
W
W
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
5
5
5
STRESS
KSI
1.
4.
7.
10.
13.
16.
18.
10.
H i--i n-
95
63
55
47
15
07
75
72
MAT LG. PULLOUT
FT. F.S.
7.50
7.50
7.50
7.50
7.50
7.50
7.50
7.50
7.09
5.04
4.53
4.30
4.19
4.05
3.44
6.04
FACTOR OF SAFETY FOR OVERALL PULLOUT 4.39
HILFIKER RETAINING WALLS: WELDED WIRE WALL
SELVAGE, HEBER, NELSON & ASSQC., CONSULTING ENGINEERS
PROJECT INFORMATION
CARLSBAD- AIRPORT CENTER- UNIT 2
SEPTEMBER 26
JOB 1*890264
WALL GEOMETRY
TOTAL WALL HEIGHT = .18 FT
BATTER ON WALL FACE « -1667
MINIMUM SOIL REINF. LENGTH '
MAXIMUM BASE: WIDTH = 24 FT
9 FT
MINIMUM TOE BURY 2 FT
SOIL PROPERTIES
BACKFILL: 6-INCH MINUS,
MAX. P.I. « is
BACKFILL UNIT WT. = 120
INTERNAL FRICTION ANGLE
COEF. OF INTERNAL EARTH
FRICTION ANGLE FOR SLIDING ~ 2
FRICTION ANGLE FOR ACTIVE SOIL
NON-SATURATED GRANULAR MAT'L
PCF
= 28 DEG
PRESS. = .65
DEG
PRESS.= 33.3 DEG
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING AT: 1 IN 2
DESIGN CRITERIA
MINIMUM
MINIMUM
MINIMUM
FACTOR
FACTOR
FACTOR
OF
OF
OF
SAFETY
SAFETY
SAFETY
FOR SLIDING =1.5
FOR OVERTURNING =
FOR PULLOUT = 1.5
SURFACE & SUBSURFACE DRAINAGE CONTROL REQUIRED
SOIL REINFORCMENT DETAILS
MESH SPACING: 6 IN LONG X 9 IN TRANS
INITIAL VERTICAL SPACING =1.5 FT
REINFORCING RATIO
SIZE = W
SIZE - W
MAX. LONGITUDINAL
MIN. LONGITUDINAL
CORROSION ALLOW =
MAX. WIRE STRESS
~" J,
WIRE
WIRE
41 MILS
= 55 % OF
12
4.5
YIELD
EXTERNAL STABILITY
•K- W # W *[• **# ft *#* tt K- *:-* tt tt tt tt tt K# *
WALL HT. = 12.00 "FT
BASE WIDTH = 9.00 FT
DEAD LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
£-43
1.50
00
71. £6
19.44
14. SO
16.69 ios.ee
HORIZONTAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
4. as 6-64
FACTOR OF SAFETY FOR OVERTURNING = 3-93
FACTOR OF SAFETY FOR SLIDING - 1.84
FOOTING PRESSURE - 1.66 KSF
INTERNAL STABILITY
DEAD LOADS
MAT
NO.
1
3
3
4
5/•Ci
7
&
9
DEPTH MAT-
FT.
0.
1.
3.
4.
6.
7.
9.
10.
13.
000
500
000
500
000
500
000
500
000
SP
FT.
1.
1.
1.
1.
1.
1.
1.
1.
1.
50
50
50
50
50
50
50
50
50
HORIZ.LOAD
KSF
0.09
0.30
0.33
0. 44
0.55
0.67
0.79
0.69
0.96
LONG
WIRE
W
W
W
W
W
W
W
W
W
4.
4.
4.
4.
4.
4.
4.
4.
4.
5
5
ir"»J
5
K?*J
5
5
5
5
TRANS
WIRE
W
W
W
U
W
W
W
W
W
3.
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
5
5
5
5
STRESS
KSI
2.
4.
7.
10.
13.
16.
19.
31.
11.
19
87
79
73
39
33
24
67
93
MAT LG.
FT.
9.00
9.00
9.00
9.00
9.00
9.00
9.00
9.00
9.00
PULLOUT
F.S.
8.63
6.17
5.50
5. 19
4.33
3.99
3.40
3.99
5.44
FACTOR OF SAFETY FOR OVERALL PULLOUT 4. 36
HILFIKER RETAINING WALLS: WELDED
SELVAGE, HEBER, NELSON & ASSOC.,
WIRE WALL
CONSULTING ENGINEERS
PROJECT INFORMATION
** «#*[•***• tt * W W * *K >:
CARLSBAD- AIRPORT CENTER- UNIT 2
SEPTEMBER 26 1989
JOB #690264
WALL GEOMETRY
TOTAL WALL HEIGHT = 13.5 FT
BATTER ON WALL FACE = .1667
MINIMUM SOIL REINF. LENGTH -
MAXIMUM BASE WIDTH - 24 FT
MINIMUM TOE BURY = 2 FT
9.75 FT
BACKFILL
MAX. P
BACKFILL
INTERNAL
COEF. OF
FRICTION
FRICTION
SOIL PROPERTIES
: 6-INCH MINUS, NON-SATURATED, GRANULAR MftT'L
I. = IS
UNIT WT. - 120 PCF
FRICTION ANGLE = 2S DEG
INTERNAL EARTH PRESS. = .65
ANGLE FOR SLIDING = ES DEG
ANGLE FOR ACTIVE" SOIL PRESS. = 33.3
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING ATs 1 IN £
DESIGN CRITERIA
MINIMUM
MINIMUM
MINIMUM
FACTOR
FACTOR
FACTOR
OF
OF
OF
SAFETY
SAFETY
SAFETY
FOR SLIDING =1.5
FOR OVERTURNING =
FOR PULLOUT « 1.5
SURFACE & SUBSURFACE DRAINAGE CONTROL REQUIRED
SOIL REINFORCMENT DETAILS
MESH SPACING: & IN LONG X 9 IN TRANS
INITIAL VERTICAL SPACING " 1.5 FT
REINFORCING RATIO = 1
MAX. LONGITUDINAL WIRE SIZE ~ W IS
MIN. LONGITUDINAL WIRE SIZE = W 4.5
CORROSION ALLOW = 41 MILS
MAX. WIRE STRESS 55 % OF YIELD
EXTERNAL STABILITY
WALL HT. =
BASE WIDTH
13-50 FT
9.75 FT
LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
5. SO
2 .flS
1.86
SO. 51
6.00
8.76
10.50
94. SO
84. 36
19.53
139.29
HORIZONTAL
LOAD-KIPS
MOMENT ARM MOMENT
FT FT-KIPS
6.05 6. 13 37.09
FACTOR OF SAFETY FOR OVERTURNING = 3.76
FACTOR OF SAFETY FOR SLIDING = 1.30
FOOTING PRESSURE = 2.10 KSF
INTERNAL STABILITY
DEAD LOADS
HAT
NO.
1
2
3
A
5
6
7
a
9
10
DEPTH MftT-
FT.
0.
1.
3.
4.
6.
7.
9.
10.
12.
13.
000
500
000
500
000
500
000
500
000
500
•SP
FT.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
50
50
50
50
50
50
50
50
50
50
HQRIZ.LOAD
KSF
0.10o.es
0.33
0.45
0.56
0.66
0.80
0.90
0.99
1.07
LONG
WIRE
W
w
Ul
ww
w
w
Ulww
4.
4.
4.
4.
4.
4.
4.
4.
4.
4.
5
5
5
5
5
5
5
5
5
5
TRANS
WIRE
W
W
W
Ulwww
w
ww
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
5
5
5
5
5
STRESS
KSI
a.
5.
8.
10.
13.
16.
19.
ei.
24.
13.
,„.„.„_
44
3&
04
96
64
56
48
92
11
03
MAT
FT.
9.
9.
9.
9.
9.
9.
9.
9.
9.
9.
LG.
.«„.„.»
75
75
75
75
75
75
75
75
75
75
PULLOUT
F.
8.
6.
5.
5.
4.
3.
3.
a.a.
4.
S.
85
14
51
SO
73
92
35
95
69
98
FACTOR OF SAFETY FOR OVERALL PULLOUT 4.01
X %
C.
A:
f
CARLSBAD- AIRPORT CENTER- UNIT £ RETAINING WALLS
SEPTEMBER £6 1389
STABILITY CALCULATIONS
HILFIKER RETAINING WALLS
JOB tt fl90£64
WELDED WIRE WALLS :
BATTERED - 10.5,12,13.5, FEET
SELVAGE, HEBER, NELSON & ASSOC., INC,
CONSULTING ENGINEERS
£630 HARRISON AVENUE
EUREKA, CALIFORNIA
(707) 444 - 0427
CORROSION ALLOWANCE
-X- -X- •«• -X- -X- -X- K W W W -X- -X- W «•-X- «
CARLSBAD" flIRPORT CENTER- UNIT H
SEPTEMBER 26 1969
JOB tta90£64
DESIGN LIFE : 75 YRS.
SOIL PH RANGE s 4.5 TO 9.5
SOIL. RESISTIVITY : 1000 OHM-CM MIN.
MflX. CHLORIDES : 200 PPM
MAX- SULFftTES : 1.000 PPM
WIRE WALL
.24 OZ./SQ. FT./YR. ftVG. CORROSION RATE FOR s 75 YRS,
U4.5 DIAM. : 0.239 TO .198 IN.
USE 41 MILS SACRIFICIAL STEEL
< REINFORCING RATIO = 1-00 >
CORROSION ALLOWANCES ASSUMES
55 % OF YIELD STRESS ALLOWABLE € SO YEARS
100 % OF YIELD STRESS ALLOWABLE £ 75 YEARS
H1LFIKER RETAINING WALLS: WELDED
SELVAGE, HEBER, NELSON £ ASSOC.,
WIRE WALL
CONSULTING ENGINEERS
PROJECT INFORMATION
& -K- -K- -K- -K K «• # X- W K- «• •» » « «•» * -X- -K- -K-
CARLSBAD-- AIRPORT
SEPTEMBER £6 1989
JOB 8890264
CENTER™ UNIT 2
WALL GEOMETRY
TOTAL WALL HEIGHT = lQn5 FT
BATTER ON WALL FACE = .1667
MINIMUM SOIL REINF. LENGTH '•
MAXIMUM BASE WIDTH = £4 FT
MINIMUM TOE BURY « 2 FT
FT
SOIL PROPERTIES
BACKFILL: 6-INCH MINUS, NON-SATURATED, GRANULAR MAT'L
MAX. P.I. = 15
BACKFILL UNIT WT. = 120 PCF
INTERNAL FRICTION ANGLE » 2S DEG
COEF. OF INTERNAL EARTH PRESS. = -65
FRICTION ANGLE FOR SLIDING = £8 DEG
FRICTION ANGLE FOR ACTIVE SOIL PRESS. « 33.3 DEG
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING AT: .1 IN E
DESIGN CRITERIA
MINIMUM
MINIMUM
MINIMUM
FACTOR
FACTOR
FACTOR
OF
OF
OF
SAFETY
SAFETY
SAFETY
FOR SLIDING =1.5
FOR OVERTURNING =
FOR PULLOUT = 1.5
SURFACE & SUBSURFACE DRAINAGE CONTROL REQUIRED
SOIL REINFORCMENT DETAILS
MESH SPACING: & IN LONG X 9 IN TRANS
INITIAL VERTICAL SPACING =1.5 FT
REINFORCING RATIO ~ 1
MAX. LONGITUDINAL WIRE SIZE = W 12
MIN. LONGITUDINAL WIRE SIZE = W 4.5
CORROSION ALLOW •" 41 MILS
MAX. WIRE STRESS = 55 % OF YIELD
EXTERNAL STABILITY
WALL HT. - 10-50 FT
BASE WIDTH « 7.30 FT
DEAD LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
9.45
1.69i.ie
4.63
6.74
8.08
43.71
11.39
9.03
12.26 64.15
HORIZONTAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
3.64 4.73 17.29
FACTOR OF SAFETY FOR OVERTURNING ™ 3.71
FACTOR OF SAFETY FOR SLIDING = 1.79
FOOTING PRESSURE « 1.63 KSF
INTERNAL STABILITY
DEAD LOADS
MAT
NO.
1
a
3
4
5
6
7
8
DEPTH MAT
0
1
3
4
6
7
9
10
FT.
.000
.500
.000
.500
.000
.500
.000
.500
„ „,, ,,.,
1
1
1
1
1
1
1
1
-SP
FT.
.50
.50
.50
.50
.50
.50
.50
.50
HORIZ.LOftD
KSF
0.08
0. 19
0.31
0.43
0.54
0.66
0.77
0.88
LONG
WIRE
W
W
W
W
W
W
W
W
4.
4.
4.
4.
4.
4.
4.
4.
5
5
5
5
5
5
KTiJ
5
TRANS
WIRE
W
W
W
W
W
W
W
W
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
5
5
3
STRESS
KSI
1.
4.
7.
10.
13.
16.
18.
10.
. _.__
95
63
55
47
15
07
75
7B
MAT LG. PULLOUT
FT. F.S.
50
50
50
50
50
7.50
7.50
7.50
7.09
5.04
4.53
4.30
4.19
4.05
3.44
6.04
FACTOR OF SAFETY FOR OVERALL PULLOUT =4.39
HILFIKER RETAINING WALLS: WELDED WIRE WALL
SELVAGE, HEBER, NELSON & ftSSOC., CONSULTING ENGINEERS
PROJECT INFORMATION
CARLSBAD- AIRPORT CENTER- UNIT
SEPTEMBER a&
JOB 8890264
WALL GEOMETRY
TOTAL WALL HEIGHT = 12 FT
BATTER ON WALL FACE = .1667
MINIMUM SOIL REINF- LENGTH = 9 FT
MAXIMUM BASE WIDTH = £4 FT
MINIMUM TOE BURY = a FT
SOIL PROPERTIES
BACKFILLS 6-INCH MINUS, NON-SATURATED, GRANULAR MATH.
MAX. P.I. = IS
BACKFILL UNIT WT. = 120 PCF
INTERNAL FRICTION ANGLE ~ BS DEB
COEF. OF INTERNAL EARTH PRESS. = .65
FRICTION ANGLE FOR SLIDING ~ a3 DEC
FRICTION ANGLE FOR ACTIVE SOIL PRESS. = 33.3 DEG
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING AT: 1 IN a
DESIGN CRITERIA
MINIMUM FACTOR OF SAFETY FOR SLIDING =1.5
MINIMUM FACTOR OF SAFETY FOR OVERTURNING « 2
MINIMUM FACTOR OF SAFETY FOR PULLOUT = 1.5
SURFACE £ SUBSURFACE DRAINAGE CONTROL REQUIRED
SOIL REXNFORCMENT DETAILS
MESH SPACING: 6 IN LONG X 9 IN TRANS
INITIAL VERTICAL SPACING =1.5 FT
REINFORCING RATIO » 1
MAX. LONGITUDINAL WIRE SIZE = W la
MIN. LONGITUDINAL WIRE SIZE = W 4.5
CORROSION ALLOW = 41 MILS
MAX. WIRE STRESS = 55 % OF YIELD
EXTERNAL STABILITY
«• & K «• *• & w -x- *• «-« w *• w *;• #• *•• «•«
WALL HT. = 13.00 FT
BASE WIDTH = 9.00 FT
DEAD LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
12.96
2. 4 3
1 . 50
5.50
fl. 00
9.67
71. 26
19.44
14.50
16. S3
HORIZONTAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
4.8S 26.64
FACTOR OF SAFETY FOR OVERTURNING = 3.92
FACTOR OF SAFETY FOR SLIDING = 1.64
FOOTING PRESSURE = 1.66 KSF
INTERNAL STABILITY
DEAD LOADS
MA
NO
1a
3
4
5
6
7a
9
T DEPTH MAT
F
0.
1.
3.
4.
6.
7.
9.
10.
12.
T.
000
500
000
500
000
500
000
500
000
1
1
1
1
1
1
1
1
1
-SP
FT.
.30
.50
.50
.50
.50
.50
.50
.50
.50
HORIZ.LOAD
KSF
0.09
0.20
0.38
0.44
0.55
0.67
0.79
0.69
0.96
LONG
WIRE
W
W
W
W
W
W
W
W
W
4.
4.
4.
4.
4.
4.
4.
4.
4.
5
5
5
5
KTvJ
5
5
5
5
TRANS
WIRE
W
W
W
W
W
W
W
W
W
3.
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
3
5
5
5
STRESS
KSI
2.
4.
7-
10.
13.
16.
19.
£1.
11.
___
19
67
79
72
39
33
24
67
93
MAT
FT.
9.
9.
9.
9.
9.
9.
9.
9.
9.
LG.
, ™ ™..™ _
00
00
00
00
00
00
00
00
00
PULLOUT
F.
a.
6.
5.
5.
4.
3.
3.a.
5.
s.
63
17
50
19
S3
99
40
99
44
FACTOR OF SAFETY FOR OVERALL PULLOUT 4.36
HILFIKER RETAINING WALLS: WELDED
SELVAGE, HEBER, NELSON & ASSOC.,
WIRE WALL
CDNSULTlKG ENGINEERS
PROJECT INFORMATION
•X- * «• ft •» tt « * W « * ft K * ****** «
CENTER™ UNIT 2CARLSBAD" AIRPORT
SEPTEMBER 26 1983
JOB 8890264
WALL GEOMETRY
TOTAL WALL HEIGHT = 13.5 FT
BATTER ON WALL FACE = .1667
MINIMUM SOIL REINF. LENGTH >
MAXIMUM BASE WIDTH « 24 FT
MINIMUM TOE BURY = 2 FT
9. 713 FT
SOIL PROPERTIES
BACKFILLS 6-INCH MINUS, NON-SATURATED, GRANULAR MAT'L
MAX. P.I. == 15
BACKFILL UNIT WT. = ISO PCF
INTERNAL FRICTION ANGLE = ES DEC
COEF. OF INTERNAL EARTH PRESS. = .65
FRICTION ANGLE FOR SLIDING = SS DUG
FRICTION ANGLE FOR ACTIVE SOIL PRESS. = 33.3 DEC
WALL FRICTION ANGLE IS PARALLEL TO EFFECTIVE FILL SLOPE
EXTERNAL LOADS
FILL: SLOPING AT 2 1 IN 2
DESIGN CRITERIA
MINIMUM FACTOR OF SAFETY FOR SLIDING =1.5
MINIMUM FACTOR OF SAFETY FOR OVERTURNING = 2
MINIMUM FACTOR OF SAFETY FOR PULLOUT = 1.5
SURFACE & SUBSURFACE DRAINAGE CONTROL REQUIRED
SOIL REINFORCHENT DETAILS
MESH SPACING: 6 IN LONG X 9 IN TRANS
INITIAL VERTICAL SPACING =1.5 FT
REINFORCING RATIO
MAX. LONGITUDINAL
MIN. LONGITUDINAL
CORROSION ALLOW ~
WIRE SIZE * W 12
WIRE SIZE = W 4.!
41 MILS
MAX. WIRE STRESS = 55 % OF YIELD
EXTERNAL STABILITY
WALL HT. - 13.50 FT
BASE WIDTH = 9.75 FT
DEAD LOADS
VERTICAL MOMENT ARM MOMENT
LOAD-KIPS FT FT-KIPS
15-60
2.35
1.86
20.51
6.00
6-76
10.50
94.60
84.96
19.53
139.29
HORIZONTAL MOMENT ARM MOMENT
LOAD-PUPS FT FT-KIPS
6.05 6. 13 37.09
FACTOR OF SAFETY FOR OVERTURNING = 3.76
FACTOR OF SAFETY FOR SLIDING = 1.60
FOOTING PRESSURE = 2.10 KSF
INTERNAL STABILITY
DEAD LOADS
HAT
HO.
1
a
3
4
5
6
7
8
9
10
DEPTH MAT-
FT.
0.
1.
3.
4.
6.
7.
9.
10.
12.
13.
000
500
000
500
000
500
000
500
000
500
F
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
SP
T.
50
50
50
50
50
50
50
50
50
50
HORI2.LOAD
KSF
0.10o.aa
0.33
0.45
0-56
0.68
0.60
0.90
0.99
1.07
LONG
WIRE
W
W
W
W
W
W
W
Ul
W
W
4.
4.
4.
4.
4-
4.
4.
4.
4.
4.
5
5
5
5
5
5
5
5
5
5
TRANS
WIRE
W
W
W
Ww
W
W
W
W
W
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
5
5
5
5
5
5
5
5
5
5
STRESS
KSI
2.
5.
8.
10.
13.
16.
19.
21.
24.
13.
._»«_.»
44
36
04
96
64
56
46
98
11
03
MAT
FT.
9.
9.
9.
9.
9.
9-
9.
9.
9.
9.
LG.
,»__».«
75
75
75
75
75
75
75
75
75
75
PULLOUT
F.
8.
6.
5.
5.
4-
3.
3.
2.a.
4.
S.
25
14
51
20
739a
35
95
69
96
FACTOR OF SAFETY FOR OVERALL PULLOUT 4.01
STATE OF '.ALIFORN1A-BUSINESS. TRANSPORTATION AND HOUSING AGENCY GEORGE DEUKMEJIAN, Governor
DEPARTMENT OF TRANSPORTATION
1120 N STREET
SACRAMENTO, CALIFORNIA 958U
(916) 445-6089
August 13, 1984
852
Hilfiker Pipe Company
p. 0- Drawer L
Eureka, California 95501
Gentlemen:
This letter is to provide our revised corrosion criteria for use
in developing standard plans for a reinforced earth retaining wall
system. The only change in the criteria from that accompanying our
July 9, 1984 letter is that additional life for galvanization is
indicated when used with select granular backfill.
Should you have any questions concerning the above, please feel
free to contact George Fung at 445-6089 or Jim Moese at 445-3546.
Sincerely,
R. C. Cassano, Chief
Office of Structures Design
By
George G. Fung
Design Engineer
jCM:njr
cc: RForsyth - Trans lab
PWarriner
jMoese
Cc.
cA
CORROSION OF
EARTH RETAINING SYSTEMS
INTERIM DESIGN CRITERIA- 1984
[Revised 7/25/841
Corrosion Unit
Transportation Laboratory
CORROSION OF EARTH RETAINING SYSTEMS.
INTERIM DESIGN CRITERIA - 1984 (REVISED 7/25/84)
Algorithms for computing the cross-sectional area (%) remaining on steel
reinforcing elements after corrosion loss, given soil type and years of
service:
A) Round Rod Types
2
xlOOt
B) Flat Strap Types
A -A - 2* (Y-C)] CT - 2K (Y-C)]
[T]
.„„
where:
A * % of Original Cress-Sectional Area Remaining*
0 = Original Diameter, inches
W = Original Strap Width, inches
»
T = Original Strap Thickness, inches
Y = Time of Exposure in Soils, years
K = General Corrosion Rate Factor
C = Useful Life of Coating, years. (For Bare Ste.
*Round calculated values of A to the nearest 5%
Soil Type
Normal
Neutral & Alkaline
Acidic
Corrosive
Select Granular **
Neutral & Alkaline
Acidic
Corrosive
K
.ooir^
.0013-*-"
.0028
.0005
.0005
.0010
/ / C
tf
Pa-int /
/ /
S/\
5
5
5
5
5
/ Galvanized
' 2 02.
10
10
6
20
20
12
Galvanized
3 oz.
15
15
9
30
30
20
f i r^l 1 v <;p1 prtoH 1 -rirai m* nn harlff 1
SELVAGE • HEBER • NELSON & ASSOCIATES, INC.
CONSULTING ENGINEERS
3 C
REFERENCE:890264
November 21, 1989
Ms. Suzanne Blackburn
The Hilfiker Company
3900 Broadway
Eureka, CA 95501
SUBJECT: AIRPORT CENTER - UNIT 2
CARLSBAD, CALIFORNIA
Dear Suzanne:
With regard to the soil corrosivity tests for the subject
project, the results indicate that the onsite material is
slightly outside the parameters of the FHWA corrosion model we
used. The soil does however, fall within the bounds of the
CalTrans model for Normal-Acidic backfill. The use of the
CalTrans model will result in larger wire sizes (W7) and/or
require heavier galvanization (2 oz/ft.2).
The electrochemical characteristics indicated by the test
results, while creating the potential for higher corrosion rates
than initially predicted do not preclude the use of the onsite
material for wall backfill. A copy of the CalTrans model is
enclosed for your reference.
If you have any questions or require additional information,
please feel free to contact me at your earliest convenience.
Sincerely,
SELVAGE, HEBER & NELSON
KJN:ls
Enclosure
2630 HARRISON AVENUE - EUREKA • CA 95501 • (707) 444-0427
480 HEMSTED DRIVE • REDDING • CA 96002 • (916) 221-5424
San Diego
County Office:
9240 Trade Place,
Suite 100
San Diego, CA 92126
619/536-1102
fax: 619/536-1306
Corporate Office:
5 Mason
Irvine, CA 92718
714/951-8686
fax: 714/951-6813
Inland Empire Office1.
1906 Orange Tree Lane,
Suite 240
Redlands.CA 92374
714/792-4222
fax: 714/798-1844
Orange County Office:
15 Mason
Irvine, CA 92718
714/951-8686
fax: 714/951-7969
ICGincorporated
November 17, 1989
Job No. 05-4879-016-00-10
Log No. 9-2403
Bodas Engineering
2119 Palomar Airport Road
Suite 320
Carlsbad, Ca 92009
Attention: Mr. Leroy Bodas
SUBJECT: SOIL CORROSIVITY TESTS FOR HILFIKER WALL
Palomar Airport Center, Unit 2
Carlsbad, California
Gentlemen:
The following soil corrosivity parameters were determined in
our laboratory for a typical soil sample. If the corrosivity
appears to be too severe, we can attempt to identify a more
suitable on-site soil.
Resistivity: 1630 ohm-cm
Soluble Sulfates: >800, <1200 ppm
pH: 4.1
We sincerely appreciate this opportunity to be of professional
service. If you should have any questions, please do not
hesitate to call us at your convenience.
Very truly yours,
ICG INCORPORATED
Raymond M. Masson, P.E. C 44851
Registration Expires: 3-31-90
Project Engineer
RMM/AFB/lh
Reviewed by
Anthony F. Belfast P.E
Principal Engineer
Qeotechnical Services, Construction Inspection and Testing
1989
San Diego
County Office:
9240 Trade Place,
lanD1S0,CA92i26 Carlsbad, California 92009
619/536-1102
Centre Development
2111 Palomar Airport Road
Job No. 05-4879-016-01-10
Log No. 9-2394
fax: 619/536-1306
Corporate Office:
5 Mason
Irvine, CA 92718
714/951-8686
fax: 714/951-6813
Attention: Mr. Jerry Morrissey
SUBJECT:GEOTECHNICAL RECOMMENDATIONS FOR RETAINING WALL
Palomar Airport Center, Unit 2
Carlsbad, California
retaining structures constructed of the prevailing sands and
silty sands at Unit 2. These parameters are applicable to
Inland Empire Office:
1906 Orange Tree Lane, _ , _suite 240 Gentlemen:
Redlands.CA 92374
714/792-4222
fax: 714/798-1844 ._-.,.,• •-. *. i_ ^ • o • • J_T_The following soil parameters may be used in designing earth
Orange County Office:
15 Mason
Irvine, CA 92718
714/951-8686
fax: 714/951-7969 . . ^ -,-, ^ J_-JJ_J_i_*J_ ^ • *rigid walls not restrained at their tops, or to reinforced
earth, Hilfiker-type walls, or crib walls. Before wall
construction begins, our personnel should confirm that the
soils proposed as backfill are suitable.
Equivalent fluid unit weight (active case): 35pcf
Equivalent fluid unit weight (passive case): 350 pcf
Allowable bearing pressure: 2000 psf
Coefficient of base friction with soil: 0.35
We sincerely appreciate this opportunity to be of professional
service. If you should have any questions, please do not
hesitate to call us at your convenience.
Very truly yours,
ICG INCORPORATED
Raymond M. Masson, P.
Registration Expires:
Project Engineer
RMM/AFB/lh
Geotechnical Services, Construction Inspection and Testing
Reviewed by
Anthon^- F. Belfast, P.E
Principal Engineer