HomeMy WebLinkAbout1615 BACCHARIS AVE; ; CB941528; Permit12/06/94 07:33
Job Address: 1613 B
I Page 1 of 1
E 1-1 I
CCHARIS
Permit Type: RETAINING WALL
Parcel No: 215-612-06-00
Valuation: 6,500
Construction Type: NEW Occupancy Group:
LDING PERMIT Permit No: CB941528
Project No: A9400499
Development No: v Suite:
Lot#: 2
Reference#: CT90-5 Status: ISSUED
Description: PARTIAL WALLS PER SPECS REMAIN Applied: 11/28/94
: WALLS TO ESGIL Apr/Issue: 12/06/94
Entered By: DC
Aml/Ownr : HARRIS FENCE COMPANY 909 597-4714
-----------
Fee Adjustment
Total Fee
Fee desc
Building P
Plan Check
Strong Mot * BUILDING
-----------
* 00
150.00 .oo
Ext fee Data
90.00
59.00
1.00
150.00
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1 161
I
City of Carlsbed Building Depertmnt
2075 Las Palms Dr., Carlsbd, CA moO0 (619) 438-1161
From List 1 (see back) give code of Permit-Type:
For Residential Pmiects Only: From List 2 (see back) give
.........................................................
Code of Structure-'Ilpe:
Net -Gain of Dwelling Units
2. P~P(MRMAT0N FOR OFPICE USE ONLY
0 2 Energy Calcs 0 2 Structural Calcs 0 2 Soils Report 0 1 Addressed Envelope
USE
Q DESCRIPTION OF WORK
# OF SrORIES # OF BEDROOMS # OF BATHROOMS
[it airterent trom appricanr) NAME (last name fmt) ADDRESS
CITY STATE ZIP CODE DAY TEEPHONE
NAME (last name first) ADDRESS UA-UH UO- UA-
an STATE ZIP CODE DAY TELEPHONE STATE LIC. #
f -msmmmm€€ Workers' Cornpensahon Declaration: I hereby atfirm that 1 have a ceruficate ot consent to self-insure issued by the Director ot 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 Building Inspection Department (Section 3800, Lab. C). ~~
INSURANCE COMPANY POLICY NO./ 32 93~ - 9~ IRATION DATE Certlticate of Exemmon: 1 cemW that in the dedormance ot the work for which this Demit is issued. 1 shall not &OW anV Denon in any manner - -. __ so as to become subject to the Wbrkexsp Corndensation ~aws of California.
SIGNATURE DATE
wner-tluilder Ueclarahon: I hereby attirm that I am exempt trom me mntractors ucense ~aw for the rollowing 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 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 m'th licensed contractots to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
I am exempt under Section
(Sec. 7031.5 Business and hofessions 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 [S00]).
0
0
0 Business and Professions Code for this reason:
SIGNATURE DATE
COMa
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?
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
IF ANYOF THE ANSWERS ARE YES, AFINAL ~TWICATEOF OCCUPANCY MAY NOT BE ~~OR~~G~~~OFTHEO~~OF~GEN~~~~ANDTHE~~~ON~~OLD~~.
1 hereby attirm that there s a construchon lending agency tor the pertormance ot the work tor which ths permit is mued (Seem I) tin1 Code).
0 YES NO
0 YES 0 NO
om 0 NO APIERJULY 1,1989 UNLESSTHE "T
LENDER'S NAME LENDER'S ADDRESS
I cemty that 1 have read the applicahon and state that the above intormation LS correct. 1 agree to comply with all City ordmances 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. IALSOACREETOSAVEI"IPYANDKEEPHARMLESSTHE~OF~~~SrAU.~JUDCMENTS,OOSIS AND EXPENSES WHICH MAY IN ANY WAY ACCRUEACAINflSAID CITY IN a>N!5EQUENCE OF THE GRANTING OFTHIS PJ3MlT.
OSHA: An OSHA permit is required for excavati '0" deep and demolition or construction of structures over 3 stories in height.
Code shall expire by limitation and becom the date of such permit or if the building o r a period of 180 days (Section 303(d) Uni
c CITY OF CAIUSBAD INSPECTION REQUEST
-_ .-
PERNIT# CB941528 FOR 11/20/95 INSPECTOR AREA PY DESCRIPTION: PARTIAL WAUS PER SPECS REMAIN PLANCKX 94-353 WALLS TO ESGIL ADD 500 SF PER RICK OCC GRP TYPE: RETAIN CONSTR. TYPE NEW JOB ADDRESS: 1613 BACCHARIS AV STE : UIT: 2 APPLICANT: HARRIS FENCE COHPANY PHONE: 909 597-4714 COWTEUCrOR: mom:
OW#ER: PHOWE:
REbMRKs: m/m INSPECTOR SPECIAL INSTRUCT: PERMIT TO EXPIRE/UIU SAYS ALL DONE
PE SE CB SE CB CB SE CB us CB
--RELATED PERMITS-- - E 9
9
9
9
9
9
9
9
9
MITa 140085 141340 140077 141376 141343 140076 141375 150003 150310
CD LVL DESCRIPTION
TYPE SWRSD
COWDO
SWRSD HISC CONDO SWRSD HISC Tu CONDO
-
ACT
L
DATE DESCRIPTION 031395 Grout 030795 Footing 030695 Footing 030295 Footing 030195 Grout
022895 Grout 022795 Grout
022195 Footing 021795 Grout 021095 P'ootiw 020995 Footing 011995 Grout 122894 Grout 122794 Grout 122194 Footing 122094 Footing 122094 Grout 122094 Grout 121494 Footing 121494 Footing 121494 Footing
STATUS ISSUED ISSUED
ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED
COMMENTS
***** INSPECTION HISTORY
ACT INSP
AP PY AP PY blR PY m PY AP PY
AP PY AP PY NR PY
AP PY AP PY AP FY AP PY AP HP NRHP AP PY AP PY
AP PY
AP PY
AP PY AP PY AP PY
*****
COMmNTS
WALLS @ 39 AND 32-33 WALL Q 39
WALL @ 27
WALL #32-34 f 27 GROUT WALLS @ 32-34 AND 36
WALL @32-34&27/STAIRS @ 27 WALL e 35,37,37
@#35 FOOTING @ #36 WALL @ BLDG 36 f 37
M0"MENT WALLS f BLDG 40
i
WALL H*pc Q BLDG 37 WALL @ BLDG #9 GROUT @ BLDG 24,40 GROUT @ E"CE EAST C WEST FOOTING f! 40 FOOTING @ 25 ENTRY COLUMN
EARTHAND
ENVIRONMENTAL
ENGINEERING, INC. E3 GEOTECHNICAL
ENVIRONMENTAL
MATERIALS TESTING
MINERAL ASSESSMENT
ENGI"G GEOLOGY
DAILY FIELD TESTING REPORT
Date: 2/?/fd W.O. /DL e+
PROJECT: Ld6 SUPERINTENDENT:
CLIENT: LIL/ or.BcJ(
LOCATION: ,&# . --As -/"Cd?/0
CONTRACTOR: %/' _C & Leo_ FOREMAN: a- EQUIPMENT: /
..
WORK PROGESS AND COMMENTS: ( )ROUGHGRAD TSECTION ( )
DENSITY TEST RESULTS:
TECHNIC IAN:
EARTHAND
ENVIRONMENTAL
ENGINEERING, INC. E3 GEOTECHNICAL
ENVIRONMENTAL
MATE- TESTING
mur, ASSESSMENT
ENGINEERING GEOLOGY
f Le DAILY FIELD TESTING REPORT
Date: ++!! W.O. !06 P -4 (--A, .(. , F&Jm4,#w- c SUPERINTENDENT:
CLIENT: -++ /*a* ./$2 ,r* sr g/ & rJzrL
PROJECT:
LOCATIO N : /a 0d - ?A R t J&48
CONTRACTOR: &e fir! 5 ! &u c
EQUIPMENT: -.-- FOREMAN: 7,i
WORK PROGESS AND COMMENTS: WORK IN PROGRESS: ( ) ROUGH GRADE ( ) FINE GRADING ( ) UTILITY BACKFILL t,
DENSITY TEST RESULTS:
TECHNICIAN:
GEOTECHMCAL
EARTHAND ENVIRONMENTAL
MATERIAIS TESTING
MINERALASSESSMENT
ENGINEERING GEOLDGY ENGINEERING, INC. &%h C) 0
ENVIRONMENTAL
PROJECT: :cr-& - Are9 "I SUPERINTENDENT:
LOCATION:
CONTRACTOR: FOREMAN:
EQUIPMENT:
;2GP'TGJ3 Alc-Pdc &A LQ&/
,?-ita / A-d h9 c 4-
CLIENT: r
WORK PROGESS AND COMMENTS: WORK IN PROGRESS: ( ) ROUGH GRADE ( ) FINE GRADING ( ) UTILITY BACKFILL
( ) PAVEMENT-SECTION ( )WALL-BACKFILL ( )OTHER:
, I I I I I I I I I
DATE: 12/2/94
JURISDICTION: Carlsbad
ESGIL CORPORATION
9320 CHESAPEAKE DR, SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
0 FILE
PLAN CHECK NO.: 94-1528 SET: I
PROJECT ADDRESS: 1613 Baccharis Avenue
PROJECT NAME: Retaining Walls
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified below are resolved and checked by building department staff.
0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
0 The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
0 The applicant‘s copy of the check list is enclosed for the jurisdiction to fowvard to the applicant
contact person.
0 The applicant’s copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
0 Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: 1 Telephone #:
0 REMARKS:
By: Abe Doliente Enclosures:
Esgil Corporation 0 GA 0 CM 0 PC 1 1 /29/94 tmsmtl.dot
i
*
F
Carlsbad 94- 1528
12/2/94
J U Rl SDl CTl ON :
PREPARED BY:
VALUATION AND PLAN CHECK FEE
Carlsbad PIAN CHECK NO.: 94-1528
Abe Doliente DATE: 12/2/94
BUILDING ADDRESS: 1613 Baccharis Avenue BUILDING OCCUPANCY: M-1
TYPE OF CONSTRUCTION: V-N
Air Conditioning
Fire SDrinklers I TOTALVALUE I I 6,500
Building Permit Fee:
Plan Check Fee:
$ 90.00
$ 58.50
Comments:
Sheet 1 of 1
valuefee.dot
BUILDING PIANCHECK CHECKLIST
DATE: 12- a- cs PUNCHECK NO. CB. 9 (/ /sas
BUILDING ADDRESS: (6 (3 fhcr h k;.q
PROJECT DESCRIPTION: Iryt;so AM F7 chid CEJ G c3 AQS
ASSESSOR’S PARCEL NUMBER: EST. VALUE-# 6 560
ENGINEERING DEPARTMENT
APPROVAL
The item you have submllted for review has been approved.Theapproval &basedonplans,infolnnatiocr mdlorspeciAcEdiol7sprovidedinyoursubmittal; therefore any changes to these items after this date, including field
modifications, must be reviewed by this office to insure continued wr&mame with applicable codes. Ptease
review carefully all comment8 etteched, as failure to comply with instructions In this report can resuit in
suspension d permit to build. d A Rightd-Way penntl b required prior to COrWtNCtiOn of the foJknving improvements:
DENIAL
Pleasesee the atached repolt ddetrciencierr marked
with n Make neo8a8(vy conedkns to plena or
specificationsforcomplrculcewithapplicaMecodesand standards. Submtt conected plans and/or specifications
to thin office for review.
BY: Date:
BY: Date: .
h
BY: Dab:
ENGINEERING DEPT. CONTACT PERSON i/ A~ACHUE~ Y
NAME: Ch;P k3coCfrtzii
Wd-
ADDRESS: 2075 La8 Palmas Dr.. carlsbad. CA 92009
PHONE : (6191 438-1 161. Ext.
R\DOCS\CHKL%nBWOOl .FRY RNOanl/er
2075 Las Palmas Dr. - Carlsbad, CA 92009-1 576 (61 9) 438-11 61 - FAX (61 9) 438-0894 @
c BUILDING PLANCHECK CHECKLIST
0 0 1. Provide a fully dimensioned site plan drawn to scale. Show:
A. NorthArrow D. Property Unes Easements
B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-way Width & Adjacent Streets / wn 2. Showonsite plan:
A. Drainage Patterns C. Existing Topography B. Existing & Proposed Slopes
0 0 3. Include note: "Surface water to be directed away from the building foundation at a 296 gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5].
/'
On graded sites, the top of any exterior foundation shall extend above the elevation -
of the street gutter at point of discharge or the inlet of an approved drainage device -
a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5.).
d 0 0 4. Includeontitlesheet
A. Siteaddress
B. Assessor's Parcel Number C. Legal Description
For commerdaVindustrial buildings and tenant improvement projects, Include: Total
building square footage with the square footage for each different use, existing sewer
permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved.
MISTING PERMIT NUMBER DESCRIPTION
Page t 014 REVWllIp1
h BUILDING PIANCHECK CHECKLIST
OISCRETlONARV APPROVAL COMPLIANCE lst4 2nd4 3rd4 0 0 0 5. Project does not comply with the following Engineering Conditions of approval for .. Project No.
Conditions were complied with by: Date:
PEDlCA TIONREQUIRE MEN TS /’ d 0 0 6. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for
remodels with a value at or exceeding $ -pursuant to Code Section
18.40.030.
Dedication required as follows:
Attached please find an application form and submittal checklist for the dedication
process. Provide the completed application form and the requirements on the- checklist at the time of resubmittal.
Dedication completed by Date:
IMPROVEMENT REQU IREMENTS
0 0 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction
exceeds $ -pursuant to Code Section 18.40.040.
Public improvements required as follows:
Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit.
Attached please find an application form and submittal checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal.
Improvement Plans slgned by: Date:
Pw2d4 REVOWll194
L BUILDING PLANCHECK CHECKLIST
Istd add dd 0 a 7b. Construction of the public improvements may be deferred pursuant to code Sdon
18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit.
Future public improvements required as follows:
Improvement Plans signed by: Date:
0 7c. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Englneering Department.
Future Improvement Agreement completed by:
Date:
7d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective @f
he Cltv lnsmctor Drier to muDancv.
GRADING PERMIT REQUIREMENTS
- yw f
The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code.
8a. Inadequate information available on Site Plan to make a determination on grading
8b. Grading Permit required. A separate grading plan prepared by a registered CMI
Engineer must be Submitted together with the completed application form attached.
NOTE: The Gradina Permit must be issued and rouah aradina aorxoval obtained prior
to issuance of a Buildina Permit.
requirements. Include accurate grading quantities (cut, fill import, export). 4!4kP
ai d(k
ir
Grading Inspector sign off by: Date:
o& (?E 23f.I9-- 8c. No Grading Permit required.
Page3d4
1 b
L
BUILDING PUNCHECK CHECKLIST
MISCUNEOUS PERMlB
0 0 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or private work adjacent to the public Rightof-Way. Types of work indude, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities.
Right-of-way permit required for bAci WOdL
A separate Right-of-way permit issued by the Engineering Department is required for
the following:
A SEW ER PERMIT is required concurrent with the building permit issuance. The fee
is noted in the fees section on the following page.
INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial-
Waste Permit Application Form and submit for City approval prior to issuance of a
Permit.
Industrial waste permit accepted by:
-
Date:
Page4d4
PLANNING--
Plan Check No. qy lsig Ad& /6\3 &a CChh &.
Planner DAVID RICK Phone 438-1161 m. 4328
(Name)
APN: CT 70-5 /E/ 4u-r
I
Type of Project and Use , -44, (A\D
Zone pC- Facilities Management Zone 17
e U a a
5 t
property m, complete SPECLAL TAX CALCULATION -D(ia/Out) # clrtle
WORKSHEET provided by Building Department.)
LSmnd
Item Complete
Item Incomplete - Needs your action
1,2,3 Number in circle indicates plancheck number where dcficiaq was identified
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approvai
/
APPROVAWRESO. NO. DATE: PROJECT NO. OTHER RELATED CASES:
Compliance with conditions of approval? If not, state coddons which quire action.
Conditions of Approvd
do0 cplifiowrr ‘~comrmraoa ** mRsqrdrtd:YES-NO/
DATE OF MPROvAt:
San Diego Coast Dkrlct, 3111 Cadno Del Rio North, Suite 200, Sm Diego, CA. 92108-1725
compliance with comiitious of appd? rt not, state codtiom which require action. Conditions of Approval
(619) 521-8036
hcbha~y HcnxshgFeem: YES- NO - /
(Effective date of Inclusionuy Housing Qrdinance - May 21, 1993.)
1. Provide a fully dimensioned site plan drawn to scale. Show: North
arrow, property lines, easements, existing and proposed smcrures,
streets, existing suet improvements, right-of-way width, dimensioned
setbacks and existing topographical lines.
2. Provide legal description of property, and assessofs parcel number.
zoning:
om 1. Setbacks:
Shown
Shown
Shown
Shown
00 Lot coverage: Rq&d Shown
Front: Rtquircd Int. Side: Required -
Street Side: Req- Rquircd -
4. Parking: spaces Required Shown
Gust Spaces Required - Shown
tl a 0 AdditiOdCOmments
b. DATE \.lT/?Y OK TO ISSUE AND ENTERED APPROVAL "0 COMPUTER
RETAINING WALL W/2:1 BACKFILL SCHEDULE
'WALL HT. 6" BLOCK I 8" BLOCK "A" BAR "B" BAR "n" "T" "L" " K "
2'-0" 29.-019 #4 @ 32" 2 6" 1'-4"
4'-0" 2'-0" 2'-0" . #4 @ 32" #4 @ 16" 4 12" 2'-4" 8"
TR. 90-5
CARLSAD
DATE: 11-02-94 I GROUT ALL CELLS SOU0 I
PLAN
PERFORA
SPECIFICATIONS
CONCRETE :
PORTLAND CEMENT PER ASTM C 150
f'c = 2000 PSI Q 28 DAYS
CEMENT TYPE PER SOILS ENGINEER'S RECOMMENDATION
REINF. STEEL:
DEFORMED BILLET STEEL BARS, GRADE 40 PER ASTM A 615
CONCRETE BLOCK:
flm = 1500 PSI Q 28 DAYS GRADE "N" HOLLOW UNIT BLOCK PER ASTM C 90, BLOCK TYPE,
COLOR AND/OR ARCHITECTURAL FINISH PER LANDSCAPE PLANS
MORTAR : TYPE rS'l PER ASTM C 270
1/2 PART LIME PUTTY
1 PART CEMENT
4 1/2 PARTS SAND
GROUT :
CONFORMING TO ASTM C 476
1 PART CEMENT GROUT SHALL BE OF FLUID
3 PARTS SAND CONSISTENCY
2 PARTS PEA GRAVEL
NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
GROUT ALL CELLS SOLID. ALL FOOTINGS SHALL BE POURED ON UNDISTURBED GROUND OR UNDISTURBED ENGINEERED COMPACTED FILL. WALL SHALL BE LAID TRUE AND PLUMB. PROVISIONS SHALL BE MADE FOR ADJOINING CONSTRUCTION. ALL SPLICES SHALL BE 48 BAR DIAMETERS. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 1991 UNIFORM BUILDING CODE AND A.C.I. STANDARD 381-89. ALL BARS SHALL BE BENT COLD. CONTRACTOR SHALL VERIFY COMPATIBILITY OF DESIGN WITH EXISTING CONDITIONS PRIOR TO PLACEMENT OF FOOTING STEEL. BACKFILL SHALL BE PER SOILS ENGINEER'S RECOMMENDATIONS. SUBDRAIN SHALL BE 4" PERFORATED PVC SCHEDULE 40 PIPE WITH
2" PVC OUTLET PIPE AT 10 ' -0" MAXIMUM (THRU CELL NOT CONTAINING STEEL) PLACE 1 CF/LF OF GRAVEL AROUND PIPE WRAPPED IN FILTER FABRIC.
.
'
/UP 48 BAR DIAMliTERS WITH CONTINUOUS STEEL IN FOOTING, TIE WITH #2 TIE WIRE
(WP. BOTH SIDES OF STEP)
STEPPED FOOTING DETAIL
N.T.S. ALT. #I
NOTE: TIE WITH 12 TIE WIRE AT ALL LAPS
SPACING PER TYPICAL SECTION
VERTICAL STEEL
STEPPED FOOTING DtAIL
N.T.S. ALT. #2
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD Pganning . Engineering . Surveying Descr: 2.0' RET. WALL W/2:1 BACKFILL
Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/02/94 Tel. (714) 583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c) 1994 File:RETAINPR.RPF
Three Hughes Page 4 of 19
................................................................................
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf
0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem -
..Active Press Limit = N/A psf Surcharge over Toe - - 0.0 psf Bkfill Slope (O=level) = 2.0:l Surcharge over Heel - - 0.0 psf
................................................................................
ADDED VERTICAL LOADS -------- ---------- SOIL DATA -_---__---__- ----_-
- .... Slope Active = 50.0 psf . .Ecc Left of Stem CL = 0.00 in
Passive Lateral - - 233 pcf Using Surcharge to resist Soil Density = 120.0 pcf overturning 8 Heel : Yes Soil Ht over Toe - - 6.0 in
Lateral ,Load Acting On Stem Above Soil = 0.00 psf
ADDED LATERAL LOADS ------- ------
Add'l Lateral Load = 0.0 plf ... height to stop = 0.00 ft ... height to start = 0.00 ft
8 Toe Yes ADJACENT FOOTING ---------- - - - - - - - -
Vertical load - - 0 plf
Footing Width (perp) = 0.00 ft
At Wall Face [+/-I = 0.00 ft
... Ecc. (Toe side +) = 0.00 in
Face Top Stem to Ftg. CL= 0.00 ft Ftg. Base Above/Below Soil
Footing Type : Line FOOTING DATA __-_____-________________
Retained Height = 2.00 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 0.83 ft ------- Total Wall Height = 2.00 ft Key Depth = 0.00 in Total Width = 1.33 ft
Key Dist. to Toe = 0.000 ft
Key Width = 0.00 in Thickness = 12.00 in
SUMMARY ................................ --__--------------------------- _-___---__---___---_-----------
Pressure @ Toe - - 831 psf Factors of Safety:
Allowable Press. = 2,000 psf Sliding = 2.16 :1 Eccentricity = 2.66 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe = 3.4 psi Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 3.4 psi
Pressure @ Heel - - 1 psf Overturning = 2.00 :1
........................................................................ ........................................................................ ............................. SLIDING CHECK _-____________________________
Ftg/Soil Friction = 0.350 Tot Lateral Force*l.5= 316.6 # Soil @ Toe Not Used = 0.00 in ( -1 Passive Pressure = 262.1 # Factor of Safety = 2.16 (-1 Friction - - 193.6 #
0.0 #
2,000 psi ACI 9.1 Pressure = 1,220 1 psf Fy = 40,000 psi Mu - Upward - - 0 0 ft-# Upward soil pres. used on heel
Rebar Choices -------- 0 ft-# -------- Mu - Downward -
Mu - Design - - 112 112 ft-# Toe (bot) Heel (top) One-way Shear: Mu=Stem! Mu=Stem! #4 @Not Reqd in Not Reqd in vu - 3.42 3.41 psi #5 @Not Reqd in Not Reqd in vn=2 (f 'c) 1/2*. 85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in
Depth to steel = 8.50 8.50 in #8 @Not Reqd in Not Reqd in
RU = Mu/bd*2 - - 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0012 #10 @Not Reqd in Not Reqd in
- Add'l Force Req'd -
(Using ACI Factors)---Toe--- --Heel-- f'c - ____________--___-__________ FOOTING DESIGN -_______-_____________________ -
0 -
-
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD PIanning . Engineering . Surveying Descr: 2.0‘ RET. WALL W/2:1 BACKFILL
Imine, California 92718 Job #: ..New.. By:Allen Date: 11/02/94
Tel. (714)583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF
Three Hughes Page 5 of I9
_________________________________ STEM DESIGN ______-______---__________________
(Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -1 Stem Construction Data Highest (use columns from left to right) .........................................................................
DESIGN HT. ABOVE FTG. - 0.00 ft WALL TYPE ABOVE HT. : Masonry Thickness (nominal) - - 6.00 in
#4 Rebar Size -
Rebar Spacing = 32.00 in Rebar Placed at Edge
DESIGN DATA. .............................................................
-
-
fb/Fb + fa/Fa = 0.270
Lateral Load Q Design Ht = 96 # MOME NT..... Actual - - 66 ft-# A1 lowabl e - - 244 ft-# SHEAR.. .... Actual - 3.17 psi Allowable = 19.36 psi Embedment Length Req’d = 6.00
Wall Weight - 58.0 PSf Rebar Placed at Depth ‘d’= 2.75 in MASONRY DATA .............................................................
f’m = 1,500 psi
Fs = 20,000 psi Grouting Full Special Inspection No n : Es / Em = 25-78
1.00 Short Term Increase -
f’c - - psi - - psi FY
-
-
-
CONCRETE DATA.. ..........................................................
SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-#
Heel Active Press. = 250 1.06 264 Soil over Heel -
Toe Active Press. = -39 0.50 -20 Soil over Toe - Sloped Soil Q Heel =
Adjacent Ftg. Load = 0 0.00 0 Surcharge Q Heel =
Surcharge 8 Toe - 0 0.00 0
Axial Load on Wall = 0
Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. =
Earth Behind Stem =
Added Lateral Load = 0 0.00 0
-
-
-
- Footing Weight - Key Weight - -
Vert. Componant of = Active Press. --------- - - - - - - - - -
TOTALS - 211 245
Totals used for Soil Pressure, Pv Not Included=
- --------- - - - - - - - - -
79
30
3
0
0
0
0
116
0
1.17 92
0.25 8 1.22 4
0.00 0
0 0.00
0.00 0
0.00 0
0.75 87
0.00 0
Hunsaker t Associates, Inc. Title: TR. 90-5 , CARLSBAD
Planning . Engineering . Surveying Descr: 4.0' RET. WALL W/2:1 BACKFILL
Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/02/94
Tel. (714)583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF
Three Hughes Page 6 of 19
................................................................................
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf
0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem -
..Active Press Limit = N/A psf Surcharge over Toe - - 0.0 psf Bkf ill Slope (O=level) = 2.0:l Surcharge over Heel - - 0.0 psf
................................................................................
ADDED VERTICAL LOADS -------- __-------- SOIL DATA _-_---------- ------
- .... Slope Active = 50.0 psf ..Ecc Left of Stem CL = 0.00 in
Passive Lateral - - 233 pcf Using Surcharge to resist
Soil Density = 120.0 pcf overturning 0 Heel : Yes
Soil Ht over Toe - - 6.0 in @ Toe Yes ADJACENT FOOTING ---------- -------- ADDED LATERAL LOADS ------- ------
Lateral Load Acting Vertical load - - 0 plf
On Stem Above Soil = 0.00 psf ... Ecc. (Toe side +) = 0.00 in
Add'l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ... height to stop = 0.00 ft Ftg. Base Above/Below Soil
Footing Width (perp) = 0.00 ft
... height to start = 0.00 ft At Wall Face [+/-I = 0.00 ft
Retained 'Height = 4.00 ft Toe Width = 1.00 ft
Wall Ht. above soil = 0.00 ft Heel Width = 1.33 ft
Total Wall Height = 4.00 ft
Key Depth = 8.00 in Total Width = 2.33 ft
Key Dist..to Toe = 1.000 ft
Footing Type : Line ............................ WALL & FOOTING DATA _________________________
-------
Key Width = 8.00 in Thickness = 12.00 in
SUMMARY ................................ _____-------------------------- __________-_-------------------
Pressure Q Toe = 1,216 psf Factors of Safety:
Pressure @ Heel - - 50 psf Overturning = 1.96 :1 Allowable Press. = 2,000 psf Sliding = 1.58 :1
Eccentricity = 4.29 in Allowable Shear = 76.03 psi
Resultant Within Middle Third 1-Way Shear @ Toe = 10.7 psi
Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 9.8 psi
Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 1,006.9 #
Soil @ Toe Not Used = 0.00 in (-) Passive Pressure = 546.9 # Factor of Safety = 1.58 (-1 Friction - - 516.3 #
0.0 #
........................................................................ ___---------------__---------------------------------------------------- ............................. SLIDING CHECK -_-----_--------_____________
- Add'l Force Req'd - ............................
(Using ACI' Factors) ---Toe--- ACI 9.1 Pressure = 1,744
997 Mu - Upward -
200 Mu - Downward -
797 Mu - Design -
One-way Shear:
vu = 10.70
vn=2 (f c) 1/2* .85= 76.03 Rebar CL To Edge = 3.00 Depth to steel = 8.50
0.0 Min. Rebar Ratio = 0.0012
- - -
- RU = Mu/bdA2 -
- FOOTING DESIGN ______________________________
- -Heel - - f'c - - 2,000 psi
72 psf Fy = 40,000 psi
93 ft-# Upward soil pres. used on heel Rebar Choices -------- 713 ft-# __------
619 ft-# Toe (bot) Heel (top)
#4 @Not Reqd in Not Reqd in
9.82 psi #5 @Not Reqd in Not Reqd in
76.03 psi #6 @Not Reqd in Not Reqd in
3.00 in #7 @Not Reqd in Not Reqd in
8.50 in #8 @Not Reqd in Not Reqd in
0.0 #9 @Not Reqd in Not Reqd in
#10 @Not Reqd in Not Reqd in
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD
Planning . Engineering . Surveying Descr: 4.0' RET. WALL W/2:1 BACKFILL
Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/02/ 4
Tel. (714) 583-1010 * Fax (714) 583-0759 Retainpro 3 .lB(c) 1994 File:RETAINPR.RPF
Three Hughes Page 7 of 17
................................. STEM DESIGN __________________________________
(Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest Q Left -1 Stem Construction Data Highest (use columns from left to right) .........................................................................
DESIGN HT. ABOVE FTG. - - 2.00 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) - - 6.00 8.00 in
Rebar Size - #4 #4 Rebar Spacing = 32.00 16.00 in
Rebar Placed at Edge Edge DESIGN DATA .............. ..................................................
-
fb/Fb + fa/Fa = 0.273 0.588
Lateral Load 8 Design Ht = 100 396 #
MOMENT ..... Actual - 67 533 ft-# A1 lowable - - 244 905 ft-# SHE AR...... Actual - - 3.31 6.92 psi A1 lowable = 19.36 19.36 psi Embedment Length Req'd = 15.00 6.00 Wall Weight - 58.0 78.0 PSf Rebar Placed at Depth 'd'= 2.75 5.25 in MASONRY DATA..... ........................................................ f'm = 1,500 1,500 psi Fs = 20,000 20,000 psi Grouting Full Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term Increase - - 1.00 1.00
f'c - - psi - - psi FY
-
-
CONCRETE DATA ............................................................
SUMMARY OF FORCES & MOMENTS ...................... _--__---__---_---___----- I- Overturning Moments -I- Resisting Moments -I
Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ _----__--
Heel Active Press. = 711 1.78 1,263 Soil over Heel -
Toe Active Press. = -39 0.50 -20 Soil over Toe -
Sloped Soil 8 Heel =
Adjacent Ftg. Load = 0 0.00 0 Surcharge 0 Heel =
Surcharge 8 Toe - 0 0.00 0 Axial Load on Wall = 0 Load 0 Proj. Wall = 0 0.00 0 Averaged Stem Wts. =
Earth Behind Stem =
Added Lateral Load = 0 0.00 0 Footing Weight - Key Weight -
-
-
-
- -
Vert. Componant of = Active Press. --------- ---------
TOTALS - - 671 1,243
Totals used for Soil Pressure, Pv Not Included=
--------- ---------
318
60
13
0
0
0
0
272
40
2.00 63 6
0.50 30
2.11 28
0.00 0
0.00 0
0.00 0
0.00 0
1.30 353
1.58 63
. CARLSBAD TRACT 30-5
.) W.O.
DATE 8-3-91
.*- SAY
Hunsaker & Associates, Inc. Title: TR. 90-5 I CARLSBAD
Planning . Engineering . Surveying Descr: 3.3' RET. WALL W/LEVEL BACKFIL
Irvine, California 92718 Job #: ..NEW.. By:Allen Date: 11/02/94 Tel. (714) 583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c) 1994 File:RETAINPR.RPF
Three Hughes Page J of 19
................................................................................
Pg 1 of 2
Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem - - 0 plf
..Active Press Limit = N/A psf Surcharge over Toe - - 0.0 psf Bkfill Slope (O=level) = 0.O:l Surcharge over Heel - - 0.0 psf
CANTILEVERED RETAINING WALL DESIGN ................................................................................
---------- SOIL DATA ----_-------- ------ ADDED VERTICAL LOADS --------
.... Slope Active - - 0.0 psf ..Ecc Left of Stem CL = 0.00 in
Passive Lateral - - 233 pcf Using Surcharge to resist
Soil Density = 120.0 pcf overturning @ Heel : Yes
Soil Ht over Toe - - 6.0 -in @ Toe Yes __---- ADDED LATERAL LOADS ------- - - - - - - - - ADJACENT FOOTING ----------
Lateral Load Acting Vertical load - - 0 plf
On Stem Above Soil = 0.00 psf . . .Ecc. (Toe side +) = 0.00 in
Add'l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ... height to stop = 0.00 ft Ftg. Base Above/Below Soil
Footing Width (perp) = 0.00 ft
... height to start .= 0.00 ft At Wall Face [+/-I = 0.00 ft Footing Type : Line ............................ WALL & FOOTING DATA __________-----__________
Retained Height = 3.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 1.58 ft
Key Depth = 0.00 in Total Width = 2.08 ft Key Width = 0.00 in Thickness = 12.00 in
SUMMARY ................................
- - - - - - - Total Wall Height = 3.33 ft
Key Dist. to Toe = 0.000 ft ............................... _______________----------------
Pressure @ Toe - - 906 psf Factors of Safety:
Eccentricity = 3.95 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe = 4.0 psi
Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 4.4 psi
Pressure 0 Heel - - 24 psf Overturning = 2.51 :1 Allowable Press. = 2,000 psf Sliding = 2.08 :1
_-----____-------------------------------------------------------------- ........................................................................ ............................. SLIDING CHECK _-_-_-_____________-----------
Ftg/Soil Friction = 0.350 Tot Lateral Force*l.5= 433.1 # Soil 8 Toe Not Used = 0.00 in (-1 Passive Pressure = 262.1 #
338.3 # Factor of Safety = 2.08 (-1 Friction -
0.0 # Add'l Force Req'd - -
- ............................ FOOTING DESIGN -_----________________________
(Using ACI Factors)---Toe--- - -Heel - - f'c - - 2,000 psi ACI 9.1 Pressure = 1,268 34 psf Fy = 40,000 psi Mu - Upward - - 223 197 ft-# Upward soil pres. used on heel Mu - Downward - 57 559 ft-# -------- Rebar Choices -------- Mu - Design - 166 361 ft-# Toe (bot) Heel (top) One-way Shear: #4 @Not Reqd in Not Reqd in vu - - 4.05 4.40 psi #5 @Not Reqd in Not Reqd in vn=2 (f'c) 1/2* .85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 8.50 in #8 @Not Reqd in Not Reqd in RU = Mu/bdA2 - - 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0012 #10 @Not Reqd in Not Reqd in
- -
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD
Planning . Engineering . Surveying Descr: 3.3’ RET. WALL W/LEVEL BACKFIL Three Hughes Page 10 of 19 Irvine, California 92718 Job #: ..NEW.. By:Allen Date: 11/02/94 Tel. (714)583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF ................................. STEM DESIGN --_____--_________________________
(Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest 8 Left -1 Stem Construction Data Highest (use columns from left to right) .........................................................................
DESIGN HT. ABOVE FTG. - 0.00 ft WALL TYPE ABOVE HT. : Masonry
Thickness (nominal) - 6.00 in
#4 Rebar Size -
Rebar Spacing = 16.00 in Rebar Placed at Edge
DESIGN DATA ..............................................................
-
- -
fb/Fb + fa/Fa = 0.690
Lateral Load Q Design Ht = 190 # MOMENT.... . Actual - - 215 ft-# Allowable - 311 ft-# SHE AR...... Actual - - 6.50 psi A1 lowable = 19.36 psi Embedment Length Req’d = 6.00
Rebar Placed at Depth ’d’= 2.75 in .
-
58.0 PSf - Wall Weight -
~ MASONRY DATA ............. f’m Fs
Grouting.
Special Inspection
n : Es / Em Short Term Increase
f’c
FY
CONCRETE DATA... .........
......................... I- Origin of Force:
................................................
= 1,500 psi
= 20,000 psi Full
No
= 25.78
1.00 - - ................................................ - - psi - - psi
Overturning Moments -1- Resisting Moments -1 SUMMARY OF FORCES & MOMENTS ......................
# ft ft-# # ft ft-# ----------------
Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil Q Heel Adjacent Ftg. Load Surcharge Q Heel Surcharge Q Toe Axial Load on Wall Load Q Proj . Wall Averaged Stem Wts.’ Earth Behind Stem Added Lateral Load Footing Weight
Key Weight Vert. Componant of Active Press. TOTALS - - - - - - - - -
Totals used for Soil Pressure,
0.50 -20
0.00 0
0.00 0
0
0.00 0
0.00 0
432
30
0
0
0
0
0
193
0
312
0
0
1.54 665
0.25 8
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.75 145
0.00 0
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD
Planning . Engineering . Surveying Descr: 5.3’ RET. WALL W/LEVEL BACKFIL
Three Hughes Page 11 of 13 Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/02/94 Tel. (714) 583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF ................................................................................
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem - - 0 plf
..Active Press Limit = N/A psf Surcharge over Toe - - 0.0 psf Bkfill Slope (O=level) = 0.O:l Surcharge over Heel - - 0.0 psf
................................................................................
ADDED VERTICAL LOADS -------- ____------ SOIL DATA _____________ ------
.... Slope Active - - 0.0 psf ..Ecc Left of Stem CL = 0.00 in
Passive Lateral - - 233 pcf Using Surcharge to resist Soil Density = 120.0 pcf overturning @ Heel : Yes Soil Ht over Toe - - 6.0 in 8 Toe Yes ADJACENT FOOTING ---------- -------- ADDED LATERAL LOADS ------- __----
Lateral Load Acting Vertical load - - 0 plf On Stem Above Soil = 0.00 psf . . .Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add’l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ... height to stop = 0.00 ft Ftg. Base Above/Below Soil ... height to start = 0.00 ft At Wall Face [+/-I = 0.00 ft Footing Type : Line ............................ WALL & FOOTING DATA --_______________-_______
Retained Height = 5.33 ft Toe Width = 0.50 ft
Wall Ht. above soil = 0.00 ft Heel Width = 2.58 ft
Key Depth = 0.00 in Total Width = 3.08 ft
------- Total Wall Height = 5.33 ft
Key Dist. to Toe = 0.000 ft
Key Width = 0.00 in. Thickness = 12.00 in
............................... ______---------_____----------- SUMMARY ================================
Pressure @ Heel - - 10 psf Overturning = 2.51 :1
Pressure 8 Toe = 1,374 psf Factors of Safety:
Eccentricity = 6.07 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear 8 Toe = 7.1 psi Note: Pv Not Used for Soil Pres. 1-Way Shear Q Heel = 9.6 psi
Allowable Press. = 2,000 psf Sliding = 1.52 :1
........................................................................ ________----------__---------------------------------------------------- ............................. SLIDING CHECK -------_______________________
Ftg/Soil Friction = 0.350 Tot Lateral Force*l.5= 992.7 # Soil @ Toe Not Used = 0.00 in (-1 Passive Pressure = 262.1 #
746.0 #
0.0 #
2,000 psi ACI 9.1 Pressure = 1,887 14 psf Fy = 40,000 psi Mu - Upward - - 389 942 ft-# Upward soil pres. used on heel Mu - Downward - 65 2,391 ft-# -------- Rebar Choices --------
Mu - Design - - 324 1,449 ft-# Toe (bot) Heel (top) One-way Shear: #4 @Not Reqd in Not Reqd in vu - 7.07 9.56 psi #5 @Not Reqd in Not Reqd in vn=2(ftc)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in
Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 8.50 in #8 @Not Reqd in Not Reqd in RU = Mu/bdA2 - 0.0 0.0 #9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0012 #10 @Not Reqd in Not Reqd in
- Factor of Safety = 1.52 (- ) Friction -
Add’l Force Req‘d -
(Using ACI Factors)---Toe--- - -Heel - - f’c -
- ............................ FOOTING DESIGN _-_____--_____________________ -
-
-
-
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD Planning . Engineering . Surveying Descr: 5.3‘ RET. WALL W/LEVEL BACKFIL
Three Hughes Page 12 of 19 Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/02/94 Tel. (714)583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF _________________________________ STEM DESIGN __________________________________
(Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @I Left -1 Stem Construction Data Highest (use columns from left to right) .........................................................................
DESIGN HT. ABOVE FTG. - - 3.33 0.00 ft
WALL TYPE ABOVE HT. : Masonry Masonry
Thickness (nominal) - - 6.00 8.00 in
Rebar Size - - #4 #5 Rebar Spacing = 32.00 16.00 in Rebar Placed at Edge Edge DESIGN DATA... ........................................................... fb/Fb + fa/Fa = 0.191 0.834
Lateral Load Q Design Ht = 70 493 # MOMENT... .. Actual - - 47 883 ft-# A1 lowable - - 244 1,058 ft-# SHEAR..... . Actual - - 2.32 8.80 psi A1 lowable = 19.36 19.36 psi
Embedment Length Req’d = 15.00 6.00
Wall Weight - 58.0 78.0 PSf Rebar Placed at Depth ‘d’= 2.75 5.25 in MASONRY DATA.. ...........................................................
f’m = 1,500 1,500 psi FS = 20,000 20,000 psi Grouting Full Full
Special Inspection No No n : Es / Em = 25.78 25.78
Short Term Increase - - 1.00 1.00
f’c - - psi - - psi FY
-
CONCRETE DATA ............................................................
SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I
Origin of Force: # ft ft-# # ft ft-#
Heel Active Press. = 701 Soil over Heel -
Toe Active Press. = -39 Soil over Toe - Sloped Soil Q Heel =
Adjacent Ftg. Load = 0 Surcharge Q Heel’ = Surcharge Q Toe - kial Load on Wall =
Load Proj. Wall = 0 Averaged Stem Wts. =
Earth-Behind Stem =
Added Lateral Load = 0
-
-
0 -
- Footing Weight - Key Weight - -
Vert. Componant of =
TOTALS -
Totals used for Soil Pressure,
Active Press. ---------
662 - - - - - - - - -
2.11 1,480
0.50 -20
0.00 0
0
0
0.00
0.00 0
0.00 0
Pv .Not Included=
1,224 2.12 2,598
30 0.25 8
0 0.00 0
0 0.00 0
0 0.00 0
0 0.00 0
0 0.00 0
376 0.81 3 03
40 1.08 43
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD
Pfanning . Engineering . Surveying Descr: 7.3’ RET. WALL W/LEVEL BACKFIL
Three Hughes Page 13 of j9 Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/03/94
Tel. (714) 583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF ................................................................................
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf Active Lateral EFP = 35.0 psf Axial LL on Stem - - 0 plf
..Active Press Limit = N/A psf Surcharge over Toe - - 0.0 psf Bkfill Slope (O=level) = 0.O:l Surcharge over Heel - - 0.0 psf
................................................................................
ADDED VERTICAL LOADS -------- ___----_-- SOIL DATA ------------- ------
.... Slope Active - - 0.0 psf ..Ecc Left of Stem CL = 0.00 in
Passive Lateral - - 233 pcf Using Surcharge to resist
Soil Density = 120.0 pcf overturning @ Heel : Yes
Soil Ht over Toe - - 6.0 in @ Toe Yes ------ ADDED LATERAL LOADS ------- -------- ADJACENT FOOTING ---------- Lateral Load‘ Acting Vertical load - - 0 plf
On Stem Above Soil = 0.00 psf . . .Ecc. (Toe side +) = 0.00 in
Add’l Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft ... height to stop = 0.00 ft Ftg. Base Above/Below Soil
Footing Width (perp) = 0.00 ft
... height to start = 0.00 ft At Wall Face [+/-I = 0.00 ft Footing Type : Line ............................ WALL & FOOTING DATA --_________----__________
Retained Height = 7.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 3.67 ft
Key Depth = 6.00 in Total Width = 4.17 ft
------- Total Wall Height = 7.33 ft
Key Dist. to Toe = 0.000 ft Key Width = 8.00 in Thickness = 12.00 in
SUMMARY ================================ ............................... _____-________-----------------
Pressure @ Toe = 1,871 psf Factors of Safety:
Eccentricity = 8.19 in Allowable Shear = 76.03 psi
Resultant Within Middle Third 1-Way Shear @ Toe = 9.9 psi
Note: Pv Not Used for Soil Pres. 1-Way Shear @ Heel = 16.7 psi
Pressure @ Heel - - 16 psf Overturning = 2.65 :1
Allowable Press. = 2,000 psf Sliding = 1.57 :1
........................................................................ ........................................................................ _____________________________ SLIDING CHECK ______________________________
Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 1,762.4 # Soil @ Toe Not Used = 0.00 in (-1 Passive Pressure = 466.0 # Factor of Safety = 1.57 (-1 Friction = 1,377.2 #
0.0 # Add’l Force Req’d -
2,000 psi (Using ACI Factors)---Toe--- --Heel-- f’c -
ACI 9.1 Pressure = 2,469 22 psf Fy = 40,000 psi Mu - Upward - - 653 2,527 ft-# Upward soil pres. used on heel Mu - Downward - 83 6,145 ft-# -------- Rebar Choices --------
Mu - Design - - 570 3,618 ft-# Toe (bot ) Heel (top)
One-way Shear: #4 @Not Reqd in 12.51 in vu - - 9.94 16.66 psi #5 @Not Reqd in 19.39 in
vn=2 ( f I c) 1/2*. 85= 76.03 76.03 psi #6 @Not Reqd in 27.52 in
Rebar CL To Edge = 3.00 3.00 in #7 @Not Reqd in 37.52 in Depth to steel = 8.50 8.50 in #8 @Not Reqd in 48.00 in RU = Mu/bdA2 - - 0.0 55.6 #9 @Not Reqd in 48.00 in Min. Rebar Ratio = 0.0012 #10 @Not Reqd in 48.00 in
- ............................ FOOTING DESIGN ---_--________---_--__________ -
-
Hunsaker & Associates, Inc. Title: TR. 90-5 , CARLSBAD Planning . Engineering . Surveying Descr: 7.3' RET. WALL W/LEVEL BACKFIL
Irvine, California 92718 Job #: ..New.. By:Allen Date: 11/03/94
Tel. (714)583-1010 * Fax (714) 583-0759 Retainpro 3.1B(c)1994 File:RETAINPR.RPF
Three Hughes Page I4 of 19
_____-______---__-_-------------- STEM DESIGN --______--___-_-__________________
(Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest 63 Left -1
Stem Construction Data Highest (use columns from left to right) .........................................................................
DESIGN HT. ABOVE FTG. - - 5.33 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Thickness (nominal 1 - - 6.00 8.00- 12.00 in Rebar Size - - #4 #4 #6 Rebar Spacing = 32.00 16.00 16.00 in Rebar Placed at Edge Edge Edge DESIGN DATA..... ......................................................... fb/Fb + fa/Fa = 0.191 0.652 0.789 Lateral Load @ Design Ht = 70 380 936 MOMENT.. ... Actual - - 47 590 2,297 A1 lowable - - 244 905 2,912 SHEAR... ... Actual - 2.32 6.65 9.68
19.36 19.36 Allowable = 19.36 Embedment Length Req'd = 15.00 15.00 6.00
58.0 78.0 124.0 Wall Weight -
Rebar Placed at Depth 'd'= 2.75 5.25 9.00
-
-
# ft-# ft-# psi psi
PSf in - MASONRY DATA .............
f'm
Fs Grouting Special Inspection n : Es / Em Short Term Increase
f'c
FY
CONCRETE DATA......... ...
......................... I- Origin of Force:
................................................
= 1,500 1,500 1,500 psi
= 20,000 20,000 20,000 psi Full Full Full No No No
25.78 25.78 = 25.78 - - 1.00 1.00 1.00
- - psi - - psi
Overturning Moments - I - Resisting Moments - I
................................................
SUMMARY OF FORCES & MOMENTS ......................
# ft ft-# # ft ft-# ___-----______-- --------
Heel Active Press. = 1,214 Soil over Heel -
Toe Active Press. = -39 Soil over Toe -
Sloped Soil @ Heel =
Adjacent Ftg. Load = 0 Surcharge Q Heel = Surcharge Q Toe -
Axial Load on Wall =
Load @ Proj. Wall = 0 Averaged Stem Wts. =
Earth Behind Stem =
Added Lateral Load = 0
-
-
0 -
- Footing Weight - Key Weight - -
Vert. Componant of = Active Press. --------- TOTALS - - 1,175
Totals used for Soil Pressure,
- - - - - - - - -
0.50 -20
0.00 0
0.00 0
0
0.00 0
0.00 0
2.84 6,658
0.25 8
0.00 0
0 0.00
0.00 0
0.00 0
0.00 0
0.90 591
1.29 292
2.09 1,304
0.33 17
0.00 0
8,869
8,869
- - - - - - - - -
--------_
G&oTEC"IC!AL
EARTHAND EiiOImfENTAL.
.MATERIAISTESTING
MmERAL~ESsMENT
ENGNEERING GEOLOGY E3 ENVIRONMENTAL
ENGINEERING. MC.
September 30, 1994
W.O. 106-CA
BARRATI' AMERICAN
2035 CORTE DEL NOGAL, SUITE 160
CARLSBAD, CALIFORNIA 92009
Attention: Mr. Richard Sanchez and Mr. Perry Devlin
Subject: Compaction Testing Report - Aviara Area 7 West
Tract No. CT 90 - 5, Building Pads 21 through 42
Grading Permit No. P.E. 291012
Carlsbad, California
Refbrence: "Preliminary Geotechnical Study, Aviara Lot 7, Carlsbad, California"
by GeoSoils, Inc. dated March 10,1994 (wo 1659-SD).
Gentlemen: I
This report presents a summary of geotechnical observation and testing services provided by Earth and
Environmental Engineering, Inc. (E3) during recent earthwork construction performed for Aviara Area 7
West, Tract No. CT 90-5, Building Pads 21 through 42, Carlsbad, California.
The purpose of earthwork performed was to rough grade building pads and access roads on the site.
Earthwork was performed in general accordance with the recommendations presented in the refkrenced
report which we reviewed and found to be acceptable or based on actual field conditions and in overall
cOnfbrmance with current industry standards. Site preparation work began on September 1,1994.
However, actual fill placement under the purview of this report began on September 8,1994 and was
completed on September 23,1994.
ENGINEERING GEOLOGY
Geologic conditions exposed during grading were observed by a geologist from this office. Included m the
geologic observations were bedrock fill keys and deeper removal areas. Cuts slopes were observed for
evidence of any adverse geologic structures.
Exposures of bedrock created during grading revealed materials consistent with those identified by prior
consultants. The dominant rock types being relatively massive (weakly bedded) sandstones with gram size
varying from tine to medium. These are generally dense and slightly to moderately friable. Some thin (one
€bot) finer gained sandy siltstone to sandy claystone beds were observed. Occasional, concretions or
boulders were observed in the sandstone, these varied from relatively soft and weathered to hard and dense.
No significant geologic structure were observed largely due to the massive nature of the sediments. The
5650 EL CAMINO REAL SUlTE 200. CARLSBAD. CALIFORNIA 92008 619-894-151 1 FAX 619-438-2765
I
BARRATT AMERICAN
AVIARA AREA 7 WEST
FINAL COMPACTION REPORT
SEPTEMBER 30,1994
W.O. 106-CA
PAGE 4
1. Bearing Capacity
a. An allowable bearing capaclty of 2000 pounds per square foot, including both dead and live loads,
may be utilized for bath continuous strip and pad footings founded at a minimum depth of 12 inches below
the lowest adjacent finished grade.
b.
depth to a maximum of 2500 pounds per square foot.
This value may be increased by 200 pounds per square foot for each additional foat of width or
c.
seismic and wind loads).
Allowable bearing may be increased by one-third when considering short tern live loads (e.g.
!.# 2. Lateral Resistance
a.
per cubic foot, to a maximum earth pressure of 2500 pounds per square foot.
The passive earth pressure may be computed as an equivalent fluid having a density of 350 pounds
b.
load forces.
An allowable coefficient of friction between soil and concrete of 0.35 may be used with the dead
c.
be reduced by one-third.
When combining passive pressure and frictional resistance, the passive pressure component should
3. Setbacks
The base of all footings should mainbin a minirmun horizuntal set back of seven (7) feet &om face of any
adjacent descending slope.
Footing Trench Observation:
All f&g trench excavations should be observed by a represexxtative of this is office to check for
compliance with the recommendations prior to the placement of reinforcement.
Foundation Construction
Post Tensioned Foundations
Post tensioned foundation systems are to be utilized fbr construction of all of the buildings on the project.
Foundation design has been provided by Shaw 82 Company. Their plans dated September 13, 1994, have
been provided to this office for review. The plans indicate that the recommendations contained in the
referenced report were the basis for design.
Review of the post-tensioning plans mdicates that they are in cmfbnnance with the recommendations
provided. We were not provide with, nor requested to review, the plans for structural calculations. Within
the limits of our review, the plans are found to be m conformance with the recommendations provided.
Note 8 on Sheet PTD, specifies moisture condition of soil beneath and for a distance 5 feet outside of the
footprint to at least optimum moisture. This moisture conditioning should extend to a minimum depth of 18
E’
-1
BARRATT AMERICAN
AVIARA AREA 7 WEST
FINAL COMPACTION REPORT
17/14
SEPTEMBER 30,1994
W.O. 106-CA
PAGE 5
inches and be verified by a representative of this office, within 48 hours prior to pouring concrete.
Soil Corrosivity and Cement Type
A soil corrosivity study was performed fix the site soils by M.J. Schiff & Associates, Inc. dated March 4,
1994, based on that study the standard concrete mixes (using Type 1 or 2 cement) may be used.
That report should be retkrred to fbr recommendations regarding use and protection of metallic pipe.
Conventional Retaining Wails
The recommendations below may be applied to masonary walls to a maximum height of ten feet.
Additional review and rewmmmdations should be requested for higher walls. Vertical concrete block and
poured concrete retaining walls may be designed and constructed using the recommendations in
the"foundation design" discussion presented earlier and the following:
Restrained retainins walls:
Any retaining wall that will be restramed prior to placing backfill or walls that have male or reentrant
comers, should be design fbr at-rest soil conditions usmg an equivalent fluid pressure of 60 pcc plus any
applicable surcharge loading. For areas having male or reentrant comers, the restrajned wall design should
extend a minimum distance equal to twice the height of the wall laterally from the comer.
CdeVeredWalls:
Active earth pressures may be used for design of cantilevered wails, provided the wall is not restrained
from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal
pressure against the wall. The appropriate fluid unit weights are given below for specific slope gradients of
the retained material.
SURFACE SLOPE OF . EQ U IVAENT
RETAINED MATERIAL FLUID WEIGHT
(HORIZONTAL TO VERTICAL) (PCF)
LEVEL 35
2 to 1 50
These equivalent fluid weights do not include other superimposed loading conditions such as vehicular
traffic, structures, seismic conditions or adverse geologic conditions.
Wall Baddill and Drainage:
The above recommendations were developed assuming that wall backfill placed within a 1 to 1 projection
behind any wall is comprised of relatively free draining low to medium expansive soils which are properly
, compacted (90% relative compaction). Use of other materials might necessitate revision to the parameters
provided and modification of wall designs.
All retaining walls should be provided with an adequate pipe and gravel back drain system to prevent the
E'
BARRAIT AMERICAN
AVIARA AREA 7 WEST
FINAL COMPACTION REPORT
‘ 8/19
SEPTEMBER 30,1994
W.O. 106-CA
PAGE 6
build up of hydrostatic pressures. Backdrains should consist of a minimum of one (1) cubic foat per lineal
foot of 3/8 to 3/4 inch clean crushed rock or equivalent, wrapped in filter fabric. A minimum of two outlets
should be provided for each drain section. On longer drain runs, efforts should be made to provide outlets
at 50 feet maximum intervals.
The surface of the backfdl should sealed by pavement or the upper 24 inches be comprised of compacted
native soils. Proper surface drainage needs to be provided and maintained.
Utilitv Construction
1.
safety standards. Safe conditions will be required to enable compaction testing of the trench backfill.
Trenches for all utilities should be excavated in accordance with OSHA and any other applicable
The jointing in the bedrock, (see “Engineering Geology” section of this report on page 1) could result in
local block fiilures of trench wall. A geologist fiom this office should be requested to observed the trenches
if any evidence of instability is observed.
2.
hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the
laboratory standard. Neither flooding nor jetting is recommended for native soils.
All utilitytrench backfill in slopes, structural areas, in streets and beneath all flat work or
3.
trench backfill in street areas, as overiy wet soils may impact subgrade preparation.
Care should be taken not to place soils at high moisture content within the upper three feet of the
Surface Drainage
Positive drainage should be maintained at all times. Water should not be allowed to pond or seep into the
ground parkcularly near foundations or slopes. Drainage should be directed away fiom foundations and
slopes.
POST GRADING CRITERIA
Pavement Design
General
Pavement design for the streets can be provided upon request and when the streets are near subgrade
elevation. We suggest that at a minimun two weeks lead time be allowed to accomodate the necessary
testing and approval process. Depending on various factors, two weeks may not be an adequate time he
to avoid delays.
E’
r
BARRATT AMERICAN SEPTEMBER 30,1994
i W.O. 106-CA AVlARA AREA 7 WEST FINAL COMPACTION REPORT PAGE 8
1% REGULATORY COMPLIANCE
Cuts, fills, and processing of original ground under the purview of this report, have been completed under
the observation of, and with selective testing by Earth and Environmental Engineering, Inc. are found to be
in compliance with the Grading Ordinance of the City of Carlsbad, California. Our findings were made,
and recommendations prepared m conformance with generally accepted professional engineering practices
and no further warranty is implied nor made. This report is subject to review by the controlling authorities
for this project. Earth and Environmental Engineexing, Inc. accepts no responsibilty nor liability for work,
testing or recommendations perfomed or provided by others.
The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not
hesitate to call our office.
Respectively submitted,
.
Enclosures:
xc: (6)
Table I, Field Density Test Results
Plate 1, Compaction Test Location Map
Addressee
E’
SOUT" CALIFORNIA SOIL & TESTING, INC.
ADMIXTURUS)
MIX DESIGNATION 35 P
SLUMP, INCHES 4
SAMPLES TESTED BY DRB
TIME IN MIXER, MINUTES
SAMPLES FABRICATED BY WB
LABORATORY No.
MARK 1
DATE MADE
DATE RECEIVED
DATE TESTED
DIAMETER, INCHES
AREA, SQUARE INCHES
MAXIMUM LOAD, LBS
COMPRESSIVE STRENGTH, PSI
AGE TESTED, DAYS
REWIRED 28 DAY STRENGTH, PSI
UNIT WT.ICU. Fl. (PLASTlC)
6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 2804321
747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 7464544
4895 4896
11- 15 -94
11 - 16-94
11-22-94
6.00
28.27
66,250
$zr 2,340
7
2,500
COMPRESSIVE STRENGTH TEST REPORT
FILE NUMBER 9412 315 DATE Nov. 28, 1994 a CONCRETE(ASTMC~S)
PROJECT TITLE Avi ara/Ambrosi a [7 MORTAR (UBC 24-22)
PROJECT LOCATION A1 ga Carl sbad GROUT (ASTM Cl 01 9)
4597
ARCHITECT
ENGINEER PERMIT No. 0 PRISMS (ASTM E4471
0
CONTRACTOR Chi 1 dress Concrete PLAN FILE No.
LOCATION IN STRUCTURE Slab - Lot #42 (BLDG)
MATERIAL SUPPUER Superi or Ready Mix
DISTRIBUTION (2 Barratt
(1 1 City of Carlsbad (1 1 Superior Ready Mix SOuTaERN CALIFORNIA
SOIL & TESTING, INC.
I Michael B. Wheeler, R.C.E. #45358 -
A SOW" CALIFORNIA SOIL & TESTING, INC.
4898 4899 LABORATORY No.
MARK
DATE MADE 11 - 15-94
DATE RECEIVED 11- 16-94
DATE TESTED 11-22-94
DIAMETER. INCHES 6.00
AREA. SQUARE INCHES 28.27
MAXIMUM LOAD, LBS 67,000
COMPRESSWE STRENGTH, PSI 2,370
AGE TESTED. DAYS 7
REQUIRED 28 DAY STRENGTH, PSI 2,500
UNIT wT./CU. FT. (PLASTIC)
6280 RIVERDALE SI'REET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 280-4321
747 ENTERPRISE m, ESCONDIDO, CA. 92025, (619) 746-4544
4900
~ ~ ~
COMPRESSIVE STRENGTH TEST REPORT
flLE NUMBER 9412315 DATE: Nov. 28, 1994 D CONCRETE (ASTM c391
PROJECT TITLE Avi ara/Ambros i a 0 MORTAR (UBC 24-22]
PROJECT LOCATION A1 qa Carl sbad 0 GROUT (ASTM C1019)
ARCHITECT
ENGINEER PERMIT No. 0 PRISMS (ASTM E4471
0
DISTRIBUTION ( 2 ) B;1 rratt
(1) City of Carlsbad (1) Superior Ready Mix SO~RNCAIlIFORNIA
SOIL & TESTING, INC.
Michael B. Wheeler, R.C.E. #45358