HomeMy WebLinkAbout2332 MARCA PL; ; CB962361; PermitB U I L D I N G P E RM IT Permit No: CB962361',
02/04/97 14:58 Proje.t No: A9603367
Page 1 of 1 Development No:
Job Address: .2332MARCA PL. Suite:
Permit Type: SINGLE FAMILY *DWLN.G - DETACHED 2306 02/04/97 0001 01 02
Parcel 'No: 216-352-25-00 Lot#,: 1974600
Valuation: 375,877 . Construction.Type VN
Occupancy Group: . Reference#: Status: ISSUED
Description: 4616 SF,702 SF GAR,35S.FBALCO 0 Applied: 12/12/96
SFD,2 STORY . Apr/Issue: 02/0.4/97
Entered By: RMA
Appl/Ownr : SIMAC CPONSTRUCTION . 619 6.74-9880 .
15938 BERNARDO CTR 0R .
SAN DIEGO CA 92129
*.* Fees Required . . ' * Fees llected & Credits
Fees: 20,790_0 . Adjustments: . 0 ' its: .00
Total Fees: 20,799<00 Total e(€: 1,044.00
/ B •cOte' 19,7.4600
----------
Number of Bedrooms
/
/ •> 4.00
Number of Bathrooms . .° 3.50
Buiiding Permit 1606.00
Plan-Check 1044. 00
Fee 38.00
Enter "Y" to Autocal P.F.F. 6841.00 Y
6315
INCORPORATED Enter 'Y" to Autocaic B idee > . 1952 . 530,00 .Y
Enter LFM Fee (Zones=6,1 , 0 . 310.00
* BUILDING TOTAL /1 fl • 17524.00 0
Enter '1" for Plumbing Issu Fe&.5fr/ 0 20.00 Y
EacH..Plumbing Fixture or Trap 14 7.00 . 98.00
Each Building Sewer 15.00 15.00
Each Install/Repair WterLine1 .> 1 7.00 7.00
Eaáh Wate Heater and/or Vent > . 2. 7.00 14.00
Gas Piping System . .>• 1 7.00 7.00
Each Vacuum Breaker > , . 2 7.00 0 14.00
* PLUMBING TOTAL 0
0 0 175.00 0
Ent er "Y for Electric Issue Fee > 10.00 Y 0
Single Phase Per AMP . > 200 • .25 -50.00
ELECTRICAL * ELECTRICAL TOTAL •. 0 .
0 60:00
Enter 'Y' for Mechanical ,Issde Fee> 0 15.00 Y
InstaliFurn/Ducts/Heat Pumps ' > 0 • 9.00 • 36.00 • .
Each Install Fireplace 0 > 2 • 6.50 13.00
Each Exhaust Fan
*'MECHANICAL TOTAL 0
PLDA D > F1 AP P ROV*
ct nruusig(Y/N) 2 >
,Enter Impact Fee' > 2 2 '2u(l)i DP INS
CITY E.
0
2075 Las Palmas Dr., -1161 0
cC (2f# ibLooj
.A1A 9 ' JT B U I L b rN 'G• P E R M I T Permit No: C8962361
04/11/97 08:06 0 Project, No: A9603367 .
rage 1 of 1 0 Development No:.
Job Address: 2332 MARCAO'PL : Suite:
Permit. Type: SINGLE FAMILY DWLNG - DETACHED 4057 04/11/97 0O1. 01 02.
Parcel No: 216-352-25-00 . Lot#: C-PRMT 21.900
Valuation: 375,877 . Construction Type: VN
Occupancy Group: ,Referece#: ' Status: ISSUED
Description: 4616 SF,702 SF GAR,35 SF BALCO . Applied: 12/12/96
SFD,2 STORY 0
0 Apr/Issue: 02/04/97
Entered By: RMA :
0
Appl/Ownr : SIMAC CPONSTFWCTION 619 674-9880
15938 BERNARDO CTB DR
0 SAN DIEGO CA 92129', 0 0
0
** 'Fees Required Fe .ol.lected & Credits •'
Fees: 21,0Q8.0
Adjustments: 0 0
'. it •0 '.00
Total Fees: 2100 .f)0 Total e . 20,790.00
0, 0 B 218.00 .
Fee description 'Dat'a Ext fee -U--
-
-
/J------- ------c:::L of'Bedrooms Number of Bathroo ms * ' 0
0'
3.50
'Building,Permit '0 ,•v" 1606.00
,
0 Plan Check' l° ' 0
O Strong Motion Fee , 38.00,
Enter' 'Y to Autocal . 0 • ' 6841.00 Y
(PFF C.F.L. '' 631500
Enter "Y" to'Autocalc T.I.F.
0 y 0 .,395 .00
Enter ".Y." to Autocaic ide >40TE0 0
. 530.00,Y1952 Enter LFM Fee (Zones=6,
, 0
31 " 0
,• 310.00 .
Other 21 . \ 218.00'REV FEE
*,BUILDING TOTAL 0 // 0 0
. . 17742.00
O Enter "Y" for Plumbing .Issue e (4 0 0 20.00 Y '
Each Plumbing Fixture or Trap 7.00 98.00
Each Buildinj Sewer 0 •. > ' 1
0
15.00 :, . 15.00
, Each Install'/Repair Water Line >. . 1 '7.00 '. 7.00
Each Water Heater and/or Vent . > . 2 7.0.0 , 14.00
Gas Piping System > 1 .7.,00 7.0,0 0
Each Vacuum Breaker .
. ) 2 , 7.0'0 14.00
*. PLUMBING TOTAL 0 . . 175.00
Enter "Y' for Electric IssueFee . ., 10.00 Y
Single Phase Per AMP ' . > • 200 .25 50.00
* ELECTRICAL TOTAL 0 0 .
0 ' 60.00
Enter 'Y' for Mechanical Issue Fe ' . ,
0 0 15.00Y
Install Furn/Ducts/Heat Pumps
Each Install Fireplace . > Fl APOVAI36 00
A, 3 Each Exhaust Fan 0 > . 0 6.50 :2.50I.
' * MECHANICAL TOTAL ,, . . NS , . . Zz-qfl DATE
Construct Housing(Y/N)? 0 , > 0 , 0 •
Enter Impact Fee \2925X
'
2925. 6C
0
CITY OF CARLSBAD '
0
0
, 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 ,
CKiO (,
PERMIT APPUCATION
City of Carlsbad Building Department UL. if AJIF
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 VAZV
I. PERMIT TYPE
From List I (see back) give code of Permit-Type:
5 ff D
---------------------------------------------------------
For Residential Prolects Only: From List 2 (see back) give
Code of Structure-Type:
PLAN CHECK NO. I b 3(
EST.VAL 37S )-7.7
PLANCK DEPOSIT A o VALID. BY -
U
Net Loss/Gain of Dwelling Units
77 12/.2/96 0001 01 02
C—?RMT 1044.00
2. PROJECT INFORMATION FOR OFFICE USE ONLY xAjres,3 Building or Suite No.
Cross Street
LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No.
2T 4-NO4,7 15 CP.—L5B) Zr G.t. 12- Z ¶ CHECK BELOW IF SUBMIITED:
,2 Energy Calcs $2 Structural Calcs 02 Soils Report DI Addressed Envelope
OF WORK '-°- 1C1 4t '12"- tL.0 /L' /
q L QAAC 102..
—' I— SQ. FT. I;L9 ç., ( # OF BATHROOMS
NAME (last, name first) - ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE
4. APPLICANT 0 CONTRACTOR U AGENT FOR CONTRACTOR DOWNER AGENT FU OWNER
NAME (last name first) 5Toç (ZQS ADDRESS 2..gç 7.frE'
CITY 5½..) STATE ZIP CODE 2I O DAY TELEPHONE
5. PROPERTY OWNER 59
NAME (last name first) ADDRESS 7Q4, TJ'7
CITY STATE ZIP CODE DAY TELEPHONE 6
-
CONTRACTOR
NAME (last name first) YV\ C_ Cc2T, ADDRESS 151'3e vR..
CITY 9 p STATE C ZIP CODE 92.2 DAY TELEPHONE —
STATE UC. # LICENSE CLASS CITY BUSINESS LIC. #
DESIGNER NAME (last name first) r-rt--Ao S5 ADDRESS 2çç- y
CITY J60 1) STATF24 ZIP CODE 7?.(0 2 DAY TELEPHONE f STATE UC. # C.41 87P WOR1R WMPENSATION
Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-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. EXPIRATION DATE
Certificate 01 Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California.
SIGNATURE DATE
OWNER-BUIU)ER DECLARATION
Owner-Ijuilder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or
offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds
or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended
or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden
of proving that he did not build or improve for the purpose of sale.).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions
Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects
with contractor(s) licensed pursuant to the Contractor's License Law).
E3 I 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 [$5001).
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 13 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
DYES [3 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
DYES' ONO
IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT
HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
ereDy allirm that there is a construction lending agency for the performance 01 the work for which this permit is iüëd(Sëc 3097(1) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
10. APPLICANT CEJCIIFICATION
1 certify that I 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 10 SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CAIUSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS
AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CI1Y IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the
building or work authorized by su rmit is not co nced within 365 days from the date of such permit or if the building or work authorized by
such permit is suspended or ndone at an enced for a period of 180 days (Section 303(d) Uniform BuiAPk
APPLICANT'S SIGNATU DATE:
CITY OF CARLSBAD
INSPECTION. REQUEST
PERNIT# CB962361 FOR 02/11/98
DESCRIPTION: 4616 SF,702 SF GAR,35 SF BALCO
SFD,2 STORY
TYPE: SFD
JOB ADDRESS: 2332 MARCA PL
APPLICANT: SIMAC CPONSTRUCTION PHONE:
CONTRACTOR:
OWNER:
REMARKS: C/942-5765
SPECIAL INSTRUCT:
INSPECTOR AREA PD
PLANCK# CB962361
0CC GRP
CONSTR. TYPE VN
STE: LOT:
619 674-9880
PHONE:
PHONE:
/,~ INSPECTO
TOTAL TIME:-
--RELATED PERMITS-- PERMIT# TYPE STATUS
RW970042 ROW ISSUED
CD LVL DESCRIPTION ACT COMMENTS
19 ST Final Structural
29 PL Final Plumbing
39 EL Final Electrical
49 ME Final Mechanical
***** INSPECTION HISTORY *****
DATE DESCRIPTION ACT INSP COMMENTS
102397 Final Combo NR PD
072597 Final Combo CO PD
072497 Final Combo CO PD
071697 Ftg/Foundation/Piers CO PD
061797 Interior Lath/Drywall AP PD SHOWER LATH
053097 Frame/Steel/Bolting/Welding AP PD PORCH
051297 Ftg/Foundation/Piers AP PD AT FRONT PORCH
051297 Ftg/Foundation/Piers AP PD
050897 Ftg/Foundation/Piers CO PD
050797 Ftg/Foundation/Piers NR PD
050697 Ftg/Foundation/Piers CA PD
050197 Ftg/Foundation/Piers CO PK NOT PER PLAN
042897 Interior Lath/Drywall AP PD
042597 Insulation AP PD
042597 Interior Lath/Drywall NR PD
042297 Rough Combo AP PD
041897 Frame/Steel/Bolting/Welding CO PD
041897 Rough/Ducts/Dampers CO PD
041897 Rough Electric CO PD
041697 Rough Combo CO PD
041497 Rough Combo CA PD
041197 Roof/Reroof AP PD
041097 Roof/Reroof CA PD IN PLANCHECK
032797 Shear Panels/HD's AP PD
032697 Shear Panels/HD's PA PD
022197 Frame/Steel/Bolting/Welding PA PD FUR SHTH
CITY OF CARLSBAD
INSPECTION REQUEST
FOR 02/12/97
SF GAR,35 SF BALCO
PERMIT# CB962361
DESCRIPTION: 4616 SF,702
SFD,2 STORY
TYPE: SFD
JOB ADDRESS: 2332 MARCA PL
APPLICANT: SIMAC CPONSTRUCTION
CONTRACTOR:
OWNER:
REMARKS: MW/RICHARD/6974-9880/AN POSS
SPECIAL INSTRUCT:
INSPECTOR AREA PD
PLANCK# CB962361
0CC GRP •
CONSTR. TYPE VN
STE: LOT:
PHONE: 619 674-9880
PHONE:
PHONE:
•
INSPECTQ2'
TOTAL TIME:
CD LVL DESCRIPTION ACT COMMENTS
11 ST Ftg/Foundation/Piers
- INSPECTION HISTORY
CDP
_________________ ..
_____
3 2 f4
0
F%194
_______P.O. Box 1195
" "'•1 ______
0
S Lakeside, CA 92040
. (619)443-0060
To //J4 Lw4-f Date
0
Z.13Z. //1/4 P2.2c. 2j- q f32
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05 0
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From
SOIL TEST IV REPRESENTATIVE
FIN At UILDING INSPECTION
DEPT: BUILDIN ENGINEERING' FIRE PLANNING U/M
PLAN CHECK#: 6236
PERNIT#: CB962361
PROJECT NAME: 4616 SF,702 SF GAR,35 SF
SFD,2 STORY
ADDRESS: 2332 MARCA PL
CONTACT PERSON/PHONE#: C/942-579
SEWER DIST: LC WATER DIST: 0
INSPECTED DATE
BY: 1 X15 INSPECTED: 72S7 APPROVED
INSPECTED DATE
DISAPPROVED
BY: INSPECTED: APPROVED - DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED DISAPPROVED
COMMENTS:
WATER
DATE: 07/24/97
PERMIT TYPE: SFD
3
JL/L
/997 ]
FINAL BUILDI3SPEçT,N
DEPT: BUILDING ENGINEERING FIRV"PLANNING CMWD ST LITE
PLAN CHECK#: CB962361 DATE: 02/17/98
PERMIT#: CB962361 PERMIT TYPE: SFD
PROJECT NAME: 4616 SF,702 SF GAR,35 SF BALCO
SFD,2 STORY
ADDRESS: 2332 MARCA PL
CONTACT PERSON/PHONE#: C/942-5769
SEWER DIST: LC WATER DIST: 0
INSPECTED DATE
BY:.- INSPECTED:
INSPECTED DATE
BY: INSPECTED:
INSPECTED DATE
BY: INSPECTED:
Lot #
APPROVED 0
APPROVED
APPROVED
DISAPPROVED
DISAPPROVED
DISAPPROVED
COMMENTS:
.Sy I11._ 2ve-/k
rt -L
lv :-
9 ft '?72 LL-a g11,
TESTING SERVICES
& INSPECTION INC.
F I 3030 Main Street
San Diego, CA 92113
I .im
'21 Quality Assurance Firm" (619) 234-9904
(619) 234-4931 Fax
Registered Inspector's Report of: STRUCTURAL STEEL
Page 1 of ,1 XX Shop , Field
Job Address: Building Permit:
MARCA PLACE 962361
roject: Gen'l Contractor:
RICHARD ALLEWAY RESIDENCE S & S STEEL
Material:
- ELECTRODE:-NR 21.1 .
STEEL; CARBON
02/12/97
PERFORMED VISUAL WELD INSPECTION PER AWS Dl .1-94 ON TWO 6 X 4 X 3/8
TUBE STEEL COLUMNS, 1/4" FILLETS WELDED ALL AROUND TO 5/8" X 6" X
12" AND 2 CCO 5 1/4" SADDLES.
L9F. aL:Er EIçr1FLL2 iE',r1D E'f C X Eozsr-iD
',1• ;
WMIUED TO: -
OF CARLSBAD BUILDING INSP DEPARTMENT
CQAG
CONSTRUCTION QUALITY ASSURANCE GROUP
Client: SIMAC CONSTRUCTION,INC. Report No.
15938 BERNARDO CENTER DRIVE CQAG Proj. No. PM-221
SAN DIEGO, CA 92127 CQAG Acct. No. 185-2
Page: IOFI
INSPECTION REPORT
Project Name (per plans): ALLEWAY RESIDENCE Bldg. Permit No.: 962361
Project Address (legal): ...ç2332 Marca Place, Ca'lsbad, Calif. Plan File No.:
Architect: RUSSELLTTOUT-ASSOClATES Govt. Cont. No.:
Engineer: GLENN MOURITZEN & ASSOCIATES Census Tract No.:
Contractor: SIMAC CONSTRUCTION, INC. Other:
INSPECTION MAT'L SAMPLING I MATERIAL DESCRIPTION
XReinforced Concrete Fireproofing Concrete Cylinders Reinf.: Rebar Steel
Prestressed Concrete Roofing Mortar Samples Reinf.: W.W.F. Metal Decking
Reinforced Masonry --Waterproofing Grout Sampls Reinf.: Tendons Shear Connectors
Struct. Steel Assembly Asphalt Paving Fireproofing Conc.: Mix #/psi H.S. Bolts
- 1. Shop Fabrication —Other Units (block or brick) Conc.: Mix #/psi Electrodes
2. Field Welding - A.C. Concrete Grout: Mix #/psi Cert. Welders
- 3. H.S. Bolting Roofing Mortar: Type/psi Fireproofing
Pile Driving Reinf. Steel Units: Block A.C. Concrete
Nondestructive Testing - —Steel Units: Brick Other
- 1. Shop
-
2. Field = 'Tendon (PT Strands)
........
.............i_i_,j.p S.,. I_•syyII.. iNS., I Li.! vvSJflr I;'fQrLI.., I Li.! I ri ,,-rrL,vcL) I fulmo INL)
INSPECTOR: PAUE.BEYL, JR. CERT.# CMWPC-204
INSPECTION DATE: 2-14-97 --
CONDUCTED VISUAL INSPECTION FOR VERIFICATION OF DRY-PACK INSTALLATION AT BASE PLATES FOR TWO (2) TUBE STEEL
COLUMN SHAPES (TS 6 x 4), ONE EACH SIDE OF GARAGE DOOR OPENING.
DRY-PACK MATERIAL THICKNESS WAS FOUND TO BE APPROXIMATELY 1-1/2" FOR THE FULL LENGTH AND WIDTH .OE BASE PLATE.
STRUCTURAL STEEL BASE PLATE SHAPE CONFIRMED TO BE OF 3/4" THICKNESS AND 6" x 12".
ALL 4-ANCHOR BOLTS AND NUTS (3/4" DIAMETER) VERIFIED AT EACH COLUMN BASE PLATE TO INCLUDE FULL NUT ENGAGEMENT.
REFERENCE DETAILS: SHEET S2, DETAIL 1 AND FOUNDATION PLAN.
Distribution:
Simac Construction, Inc.
Russell Tout Associates, Architect
Glenn Mouritzen & Associates Engineer
City of Carlsbad, Bldg. Insp. Dept.
15035 Levita Court• Poway, CA 92064 • 748-8959
A 17-1997 1 :24PM FROM P 1
SIMAC
CONSTRUCTION, INC.
Fax Cover Sheet
Date: Lj fl91
TO:
FAX NUMBER:
CA 110 0485058
AZ LIC #10395
NV LIC 4 40903
UT LIC #96-310578-5501
- C~\ 1
____
ATTENTION:
RE: •.
Li. H
r-q rQ,c'> (è '-• d c4at
-
TOTAL PAGES SENT: (Including cover sheet)_______________
ACKNOWLEDGEMENT REQUESTED: YES NO____
FROM:
IF THERE ARE ANY QUESTIONS REGARDING THIS MATTER PLEASE
CALL (619) 674-9880. FAX (6 19) 674-5580
The information contained in this facsimile may be privileged & confidential information intended for the Individual or entity
named below. Any other review, dissemination, distribution or copying of this communication is strictly prohibited. If you
have received this communication in error or are not sure whether It is intended for you, please notify us by collect
telephone, and return the original message to the below address via US Postal Service at our expense.
15938 Bernardo Center Drive / San Diego, CA 92127 / (619) 674-9880 FAX: (619) 674-5580 Office FAX: (619) 674-5592 Accountkiq
d,171997 1 :24PM FROM
FROM 04'-7-97 8:13AM TO Simc Construction 6745580
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FAX TRANSMITTAL
TO: Rlc4A1.P FROM Glenn Mourtzen, SE. Attfl: 1/D
1501 Morena Blvd,
S San Diego, .CA 92110
619-275-7484
DATE: 411'7/17
FAX NO.:
S NO.: 619-275-4180
PROJECT: 51M-
PROJECT NO.
•
Remarks:
R.UPSTJC)
E
No. of sheets including cover:
4r171997 1 :2BPM FROM P.3
U4-1/17 3APl O Simac Construction 674SSso 'ae& P.2/2
LAIL
4.
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S
EsGil Corporation
çq Professional Plan Review Engineers
DATE: 2/3/97 El APPLICANT rs -Th JURISDICTION: Carlsbad IJ PLAN REVIEWER
13 FILE
PLAN CHECK NO.: 96-2361 SET: HI
PROJECT ADDRESS: 2332 Marca Place
PROJECT NAME: Alleway SFD
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
El The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #-.
Date contacted: (by: ) Fax #:
Mail Telephon Fax In.Person
REMARKS: TJ a itect shall sign all the sheets in the final approved plan (sheet
Al ,A2,A3,A5,,A7,A9,Al 0 did not sign by the architect).
By: David Yao Enclosures:
Esgil Corporation
El GA El CM El EJ El PC 1/27,29 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576
EsGil Corporation
ProfessionafP(aa Review Engineers
DATE: 1/22/97
JURISDICTION: Carlsbad
PLAN CHECK NO.: 96-2361 SET: II
PROJECT ADDRESS: 2332 Marca Place
PROJECT NAME: Alleway SFD
U APPLICANT
U PLAN REVIEWER
U FILE
Lii The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's ******** codes.
The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAAA* codes
when minor deficiencies identified below are resolved and checked by building department
staff.
El The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Russ Stout 2155 Felspar Street Suite #5 San Diego CA 92109
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
LI REMARKS:
By: David Yao Enclosures:
Esgil Corporation
0 G [:1 CM DEJ [:1 PC 1/13 tmsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576
Carlsbad 96-2361 II
1/22/97
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 2332 Marca Place
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 1/13
REVIEWED BY: David Yao
PLAN CHECK NO.:' 96-2361
SET: II
DATE RECHECK COMPLETED:
1/22/97
FOREWORD (PLEASE READ):
This plan review is limited to the 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 disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The'following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
Please make all corrections on the original tracings, as requested in the correction list.
Submit three sets of plans for commercial/industrial projects (two sets of plans for residential
projects). For expeditious processing, corrected sets can be submitted in one of two ways:
Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-
1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning,
Engineering and Fire Departments.
Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining
sets of plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed
by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
The following items have not been resolved from the previous plan reviews. The original
correction number has been given for your reference. In case you did not keep a copy of
Carlsbad 96-2361 II
1/22/97
the prior correction list, we have enclosed those pages containing the outstanding
corrections. Please contact me if you have any questions regarding these items.
C. Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from .this list?
UYes UNo
Carlsbad 96-2361 II
1/22/97
2. S sheets shall be signed and sealed by the engineer.
18. Provide a letter from-the soils engineer address the potential for-seismically
induced soil liquefaction and soil instability.
26. Provide shear transfer connection from roof sheathing to interior shear walls.
28.40. Note on the plan that the largest equipments can pass through 22x30 attic
access. Otherwise the access shall be 30x30 and provide detail truss layout for
the 30x30 access too.
30. Provide complete lateral force analysis include a)Schematic to show which
line is grid line A,B,1 ,..etc. b)The calculation for the flag pole design.
54. Provide adequate barrier to protect water heater from vehicle damage. (The
requirement did not have exception for the deep garage.)
If you have any questions regarding these items, please contact David Yao of
Esgil Corporation at (619) 560-1468. Thank you.
EsGil Corporation
Professiona[(an Review Engineers
DATE: 12/23/96
JURISDICTION: Carlsbad
PLAN CHECK NO.: 96-2361
PROJECT ADDRESS: 2332 Marca Place
PROJECT NAME: Alleway SFD
U APPLICANT
,iiURIS.Th U FIRE
U PLAN REVIEWER
U FILE
SET: I
El The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's *AAAAAAA* codes
when minor deficiencies identified below are resolved and checked by building department
staff.
El The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Russ Stout 2155 Felspar Street Suite #5 San Diego CA 92109
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El Esgil. Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: ) Telephone #:
LII REMARKS:
By: David Yao Enclosures:
Esgil Corporation
LI GA LI CM LI EJ LI PC 12/16 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576
Carlsbad 96-2361
12/23/96
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 96-2361 JURISDICTION: Carlsbad
PROJECT ADDRESS: 2332 Marca Place
FLOOR AREA:
living 3914 sf
garage 702 sf
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 12/23/96
STORIES: 2
HEIGHT: -28 feet
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 12/16
PLAN REVIEWER: David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the 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 disabled. This plan
review is based on regulations enforced by the Building Department. You may have other
corrections based on laws and ordinance by the Planning Department, Engineering
Department, Fire Department or other departments. Clearance from those departments may be
required prior to the issuance of a building permit.
Present California law mandates that residential construction comply with Title 24 and the
following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994
UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95).
The above regulations apply to residential construction, regardless of the code editions
adopted by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
LIST NO. 1 GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot
Carlsbad 96-2361
12/23/96
. PLANS
Please make all corrections on the original tracings, as requested in the
correction list.
Submit three sets of plans for commercial/industrial projects (two sets of plans
for residential projects). For expeditious processing, corrected sets can be
submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to
the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA
92009, (619) 438-1161. The City will route the plans to EsGil Corporation and
the Carlsbad Planning, Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil
Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619)
560-1468. Deliver all remaining sets of plans and calculations/reports directly to
the City of Carlsbad Building Department for routing to their Planning,
Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not
be reviewed by the City Planning, Engineering and Fire Departments until review
by EsGil Corporation is complete.
2. Plans shall be signed by the California state licensed engineer or architect
responsible for their preparation, for plans deviating from conventional wood
frame construction. Specify expiration date of license. (California Business and
Professions Code).
. FIRE PROTECTION
3. Show locations of permanently wired smoke detectors with battery backup:
Inside each bedroom.
Centrally located in corridor or area giving access to sleeping rooms.
C) On each story.
When sleeping rooms are upstairs, at the upper level in close proximity to
the stair.
In rooms adjacent to hallways serving bedrooms, when such rooms have
a ceiling height 24 inches or more above the ceiling height in the hallway.
NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit.
Section 310.9.1.
. GENERAL RESIDENTIAL REQUIREMENTS
4. Provide mechanical ventilation capable of providing five air changes per hour in
bathrooms, water closet compartments, laundry rooms and similar rooms if
required openable windows are not provided. Section 1203.3.
5. Note that the discharge point for exhaust air will be at least 3 feet from any
opening which allows air entry into occupied portions of the building. Section
1203.3.
Carlsbad 96-2361
12/23/96
6. Ductless fans cannot be used in bathrooms if a tub or shower is present. Section
1203.3.
7. Dimension on the plans 30" clear width for water closet compartments and 24"
clearance in front of water closet. Section 2904.
EXITS, STAIRWAYS, AND RAILINGS.
8. Guardrails (Section 509.1):
Shall be detailed showing adequacy of connections to resist the
horizontal force prescribed in Table 16-13.
Openings between railings shall be less than 4". The triangular openings
formed by the riser, tread and bottom element of a guardrail at a stair
shall be less than 6".
9. Provide stairway and landing details. Sections 1006.3, 1006.15'and 1006.2.
Maximum rise is 7" and minimum run is 11". When the stairs serves less
than 10 occupants, or serves an unoccupied roof, rise may be 8"
maximum and run 9" minimum.
Minimum headroom is 6'-8".
C) Minimum width is 36".
10. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor
more than 2 inches in cross-sectional dimension. Handrails projecting from walls
shall have at least 1-1/2 inches between the wall and the handrail. Section
1006.9.
11. The walls and soffits of the enclosed usable space under interior stairs shall be
protected on the enclosed side as required for one hour fire-resistive
construction. Section 1006.12.
. ROOFING
12. Specify I.C.B.O. or U.L. approval number for roof materials not covered in
U.B.C., e.g., tile, etc. Section 106.3.3.
13. Provide skylight details to show compliance with Sections 2409 and 2603.7, or
provide I.C.B.O. approval number.
14. Show attic ventilation. Minimum vent area is 1/150 of attic area (or 1/300 of attic
area if at least 50% of the required vent is at least 3 feet above eave vents or
cornice vents). Show area required and area provided Section 1505.3.
Carlsbad 96-2361
12/23/96
15. Note on the plans: "Attic ventilation openings shall be covered with
corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension."
Section 1505.3.
GARAGE AND CARPORTS
16 Show a self-closing door, either 1-318" solid core or a listed 20 minute assembly,
for openings between garage and dwelling. Section 302.4.
. FOUNDATION REQUIREMENTS
17. Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC.
Provide an update letter from the soils engineer indicating that the original report
still valid if the report is more than 3 years old. Section 1804.
18. Investigate the potential for seismically induced soil liquefaction and soil
instability in seismic zones 3 and 4. This does not apply to detached, single-
story dwellings. Section 1804.5
19. Per soils report, note on the plan the soils classification, whether or not the soil
is expansive and note the allowable bearing value. Section 1804.3.
20. The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
The building pad was prepared in accordance with the soils report,
The utility trenches have been properly backfilled and compacted, and
The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report."
21. Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and specifications have been reviewed and that it has been
determined that the recommendations in the soils report are properly
incorporated into the construction documents (when required by the soil report).
22. If hold downs are required, note on plan that hold down anchors must be tied in
place prior to foundation inspection. Section 108.5.2.
. FRAMING
23. Specify truss identification numbers on the plans.
Carlsbad 96-2361
12/23/96
24. Show clearance between top plate of interior partitions and bottom chord of
trusses. (To ensure nonbéaring condition between supports as designed).
25. Per UBC Section 2343.6, provide the following note on the plans if trusses are
used: "Each truss shall be legibly branded, marked or otherwise have
permanently affixed thereto the following information located within 2 feet of the
center of the span on the face of the bottom chord:
Identity of the company manufacturing the truss.
The design load.
The spacing of the trusses."
26. Please referenced the shear transfer connections from the roof framing plan.
Section 2314.
27. Show location of attic access with a minimum size of 22"x30", unless the
maximum vertical headroom height in the attic is less than 30". Access must be
provided to each separated attic area, shall be located in a hallway or other
readily accessible location and 30" headroom clearance is required above the
opening. Section 1505.1.
28. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic
and detail 30" x 30" clearance through truss webs.
29. Note on the plans that "all weather-exposed surfaces shall have a
weather-resistive barrier to protect the interior wall covering and that exterior
openings shall be flashed in such a manner as to make them weatherproof'.
Section 1402.
30. Provide calculations for lateral loads (wind and seismic), shear panels, shear
transfer and related(include the uplift force for the panels). Section 106.3.3.
31. Provide schematic to show all the beam location.
32. Specify the floor joist size and spacing at balcony above the great room.
33. Provide calculation to justify the garage header size.
34. Provide calculation to justify the 6x14 beam next to the stairway that support the
6x12 beam.
35. The beam size in the garage supports the roof joist is not clearly identified.
Please clarify. (floor framing plan)
36. Provide floor joist calculation .(14" TJl may be overstressed.)
Carlsbad 96-2361
12/23/96
. MECHANICAL (UNIFORM MECHANICAL CODE)
Show the size, location and type of all heating and cooling appliances or
systems.
Every dwelling unit shall be provided with heating facilities capable of
maintaining a room temperature of 70 degrees F at 3 feet above the floor in all
habitable rooms. Show basis for compliance. UBC, Sec. 310.11.
Show source of combustion air to furnace, per Chapter 7, UMC.
Show access to the attic containing equipment to be minimum 30 inches by 30
inches. The opening may be 22 inches by 30 inches if the equipment can be
removed through such opening. Section 319.3, UMC.(if applicable)
Note that passageway to the attic furnace shall be unobstructed and have
continuous solid flooring not less than 24 inches wide,. not more than 20 feet in
length through the attic. Section 319.4, UMC.(if applicable)
Show permanent electrical outlet and lighting fixture controlled by a switch for
furnace located in attic or underfloor space. Sections 319.6 and 320.1, UMC.(if
applicable)
Show. I.C.B.O. approval number for prefab fireplace. Show height of chimney
above roof per l.C.B.O. approval or Table 31-B.
Note on the plans that approved spark arrestors shall be installed on all
chimneys. UBC, Section 3102.3.8.
Note on plan: Gas vents and noncombustible piping in walls, passing through
three floors or less, shall be effectively draft stopped at each floor or ceiling.
UBC, Section 711.3.
Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree
elbows. UMC, Section 504.3.2.
ELECTRICAL (NATIONAL ELECTRICAL CODE)
Show on the plan the amperage of the electrical service, the location of the
service panel and the location of any sub-panels. If service is over 200 amps,
submit single line diagram, panel schedule and load calculations.
Note on the plans that receptacle outlet locations will comply with 1993 NEC Art.
210-52(a).
Show on the plans that countertop receptacle outlets comply with 1993 NEC Art.
210-52(c), which reads as follows:
Carlsbad 96-2361
12/23/96
In kitchens and dining areas of dwelling units a receptacle outlet shall be
installed at each counter space wider than 12 inches. Receptacles shall be
installed so that no point along the wall line is more than 24 inches measured
horizontally from a receptacle outlet in that space. Island and peninsular
countertops 12 inches by 24" long (or greater) shall have at least one receptacle
for each four feet of counter top Counter top spaces separated by range tops,
refrigerators, or sinks shall be considered as separate counter top spaces.
Show on the plan that receptacle outlets in hallways comply with 1993 NEC Art.
210-52(h), which reads as follows:
For hallways of 10 feet or more in length at least one receptacle outlet shall be
required.
Show on the plan that ground-fault circuit-interrupter protection complies with
1993 NEC Art. 210-8, which reads as follows:
All 125-volt, single-phase, 15- and 20- ampere receptacles installed in
bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink.
. PLUMBING (UNIFORM PLUMBING CODE)
Show water heater size, type and location on plans. UPC, Section 501.0.
Note on the plans that "combustion air for fuel burning water heaters will be
provided in accordance with the Uniform Plumbing Code".
Provide adequate barrier to protect water heater from vehicle damage. An 18"
platform for the water heater does not satisfy this requirement. UPC, Section
51 0.3.(if applicable)
Show T and P valve on water heater and show route of discharge line to
exterior. UPC, Section 608.5.
Show that water heater is adequately braced to resist seismic forces. Provide
two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the
tank). UPC, Section 510.0
Provide a note on the plans: In showers and tub-shower combinations, control
valves must be pressure balanced or thermostatic mixing valves. UPC Section
410.7
New water closets and associated flushometer valves, if any, shall use no more
than 1.6 gallons per flush and shall meet performance standards established by
the American National Standards Institute Standard Al 12.19.2. H & S Code,
Section 17921.3(b).
Carlsbad 96-2361
12/23/96
•ENERGY CONSERVATION
Specify on the floor plan 625 sf tile floor area per the energy calculation.
Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s)
and bathrooms.
Provide a note on the plans stating "All new glazing (fenestrations) will be
installed with a certifying label attached, showing the U-value."
CARLSBAD S.F.D. & DUPLEX SUPPLEMENT
New residential units must be pre-plumbed for future solar water heating. Note
that two roof jacks must be installed where the water heater is in the one story
garage and directly below the most south facing roof (City Ordinance No. 8093).
Note that two 3/4" copper pipes must be installed to the most convenient future
solar panel location when the water heater is not in a one story garage and is
not directly below the most south facing roof. (City Ordinance No. 8093).
All piping for present or future solar water heating must be insulated when in
areas that are not heated or cooled by mechanical means (city policy).
City Ordinance 9792 requires two parking spaces/unit with clear area of 20'k20'
i.e. no washing machines, etc. Show compliance.
MISCELLANEOUS
To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes No U
68. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number
of 619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact David Yao at Esgil
Corporation. Thank you.
Carlsbad 96-2361
12/23/96
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2361
PREPARED BY: David Yao DATE: 12/23/96
BUILDING ADDRESS: 2332 Marca Place
BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N
BUILDING PORTION BUILDING AREA (ft. 2) VALUATION
MULTIPLIER
VALUE.
($)
living 3914
garage 702
Air Conditioning
Fire Sprinklers
TOTAL VALUE .
375,877.00
(per city)
1991 UBC Building Permit Fee El Bldg. Permit Fee by ordinance: $ 1,605.50
1991 UBC Plan Check Fee Plan Check Fee by ordinance: $ 1,043.58
Type of Review: LI . Complete Review Structural Only El Hourly
Repetitive Fee Applicable El Other:
Esgil Plan Review Fee: $ 834.86
Comments:
Fire Services Review: El Complete Review
El Fire Alarm El Other:
Esgil Fire Services Review Fee:
Comments:
El Suppression System
$
Sheet I of 1
macvalue.doc 5196
S
City of Carlsbad.
BUILDING PLANCHECK CHECKLIST
DATE: /2 -)6 - PLANCHECK NO.: CB 96 - 2 -561
BUILDING ADDRESS: .332- Pi---
PROJECT DESCRIPTION: N'.5J t.'JeII.ilci - 1k) 5Or..j
ASSESSOR'S PARCEL NUMBER: 2I- 35'Z -2
ENGINEERING DEPARTMENT
t. VALUE: 375', 77
6 1 22,L4IL O t r7
APPROVAL
The item you have submitted for review has been
approved. The approval is based on plans,
information and/or specifications provided, in your
submittal; therefore any changes to these items after
this date, including field modifications, must be
reviewed by this office to insure continued
conformance with applicable codes. Please review
carefully all comments attached, as failure to comply
with instructions in this report can result in
suspension of permit to build.
Li A Right-of-Way permit is required prior to
construction of the following improvements:
DENIAL
Please. see— ,ft attached report of deficiencies
marked wtf [],,,Make necessary corrections to plans
or specifi'ations for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
By.Date:
By: Date: It 1/7
By: Date:
ATTACHMENTS
Li Dedication Application
Li Dedication Checklist
LI Improvement Application
LI Improvement Checklist
Li Future Improvement Agreement
Li Grading Permit Application
Li Grading Submittal Checklist
Li Right-of-Way Permit Application
Li Right-of-Way Permit Submittal Checklist
and Information Sheet
Li Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: David Rick
City of Carlsbad
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Phone: (619)438-1161, ext. 4324
A-4
Pnd,scCMd BP000I F.m DR.doc Riv. &21I
2075 Las Palmas Dr. -Carlsbad, CA 92009-1576. (619) 438-1161 • FAX (619) 438-0894
'4
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1ST 2ND 3RD, -
U 1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow Property Lines-Easements
jExisting & Proposed Structures Easements
-4.
()ExiC. sting Street Improvements . Right-of-Way Width & Adjacent Streets
?5io )('b l ; 'Iio,.0 go' p'; ,7
-k-t- pcit cSeA4e1,t, 2. Show on site plan:
0& 4k-,P— It cper AAt
-t44
Show Q Drainage Patterns- dope rcei 17 QQ par It
r%crocI4 IA-to
1t's oeM4r. / -.
'Existing & Proposed Slopes
.p,1?ri' (_ C. Existing Topography erdccIet
p.Q.rf1e4kf do ( -e~\-Nlrq p.-o4/. u;II
O / a. t s
U 3. Include note: "Surface water to be directed away from the building foundation at
a 2% 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]
/ U U 4. Include on title sheet:
-.
Site'address
Assessor's Parcel Number
Legal Description
For commercial/industrial 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.
EXISTING PERMIT NUMBER DESCRIPTION
Page 1 of 4
H:WORD%DCCSHXLSflBiIth,g Pnthe,* cldst BPO1 Fm DR.dOC Rsv 812Il6
BUILDING PLANCHECK CHECKLIST
DISCRETIONARY APPROVAL COMPLIANCE 1STi 2 NI 3RD/ 0
5. Project does not comply with the following Engineering Conditions of approval
for Project No._____________________________________________
Conditions were complied with by: Date:
DEDICATION REQUIREMENTS
LI LI LI 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:
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 1/2" x 11" plat ma
and submit with a title report. All easement documents must be approved and
signed by owner(s) prior to issuance of building Permit. 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 REQUIREMENTS
LI LI LI 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
improvement requirements. Provide the completed application form and the
requirements on the checklist at the time of resubmittal.
Improvement Plans signed by: Date:
Page 2 of 4
H:%WORDDOCS*lKLT\B,iInQ Ptnthed, CWd BP000I ron,, DR.c 0 R.'. 8121196
BUILDING PLANCHECK CHECKLIST
1sti 2' 3rd,
7b. Construction of the public improvements may be deferred pursuant to Code
Section 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:
Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adiacent to building site must be repaired to the satisfaction
of the City Inspector prior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
11.06.030 of the Municipal Code.
Inadequate information available on Site Plan to make a determination on
grading requirements. Include accurate grading quantities (cut, fill import,
export).
Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be submitted together with the completed application form
attached. NOTE: 'The Grading Permit must be issued and rough grading
approval obtained prior to issuance of a Building Permit.
Grading Inspector sign off by: • Date:
No Grading Permit required.
Page 3 of 4
H:WORDDOCScHKLS8,jJr,9 Ptand,edc CIdS* BPOI OR.doc • R.V. W21IO
BUILDING PLANCHECK CHECKLIST
MISCELLANEOUS PERMITS
A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or
private work adjacent to the public Right-of-Way. Types of work include, but are
not limited to:- street improvements, trees, driveways, tieing into public storm
drain, sewer and water utilities.
Right-of-Way permit reqjj red for: Dr'ie tJci7' . '-' t V ) CI"Q A/al i1iS M 5?III?/ c -k jo.J
pri'or 4b (4.e%c$t\ c44-r 44
hats b-e-eq Wviol. V
A separate Right-of-Way permit issued by the Engineering Department is
required for the following:
dA iictfcLi-)
A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
9A 0 C3 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial
Waste Permit Application Form and submit for City approval prior to issuance of
a Permit.
Industrial Waste permit accepted by:
Date:
12. NPDES PERMIT
Complies with the City's. requirements of the National P011utant Discharge
Elimination System (NPDES) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior
to discharge to sensitive areas. Plans for such improvements shall be approved
by the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
Page 4 of 4
H:WOROW0054KIST%8iiIo,11 PUnthed, Odst BP000I Pan,. DR.doc R.v. 8/219e
ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION
FEE CALCULATION WORKSHEET o Estimate based on unconfirmed information from applicant.
0 Calculation based on building planchecic plan submittal.
Address:233 2 /V) Qr ' P 1. Bldg. Permit No. 6g 6 - Z 36 I
Prepared by: Ck Date: _/i// 9 4 Checked by: Date:
EDU CALCULATIONS: List types and square footages for all uses.
Types of Use: .'SF j'e Sq. Ft./Units:I EDU's: I
Total EDU's:
ADT CALCULATIONS: List types and square footages for all uses.
Types of Use: 5 F Sq. Ft./Units: I AOl's:__________________
Total ADVs/0
FEES REQUIRED:
PUBLIC FACILITIES FEE REQUIRED OcES '[3 N0 (S.. Building Department for amount)
WITHIN CFD: EYES (no bridge & thoroughfare fee, Ip NO Z o^6
reduced Traffic Impact Fee)
'1.PARK.1N-UEU FEE PARK AREA:
FEE/UNIT:____________ X NO. UNITS:______ =$
'RAF1C IMPACT FEE
ADT's/j) I
0-'3'BRIDGE AND THOROUGHFARE FEE
ADTs/V:_I
FACILITIES MANAGEMENT FEE
SOFT.:
X FEE/ADT: 8q 0
X FEE/AOl: 530
ZONE:6
K FEE/SO.FT.: 310
=$ 840.
=$ 53Q
= 3/0
13 5. SEWER FEE
PERMIT No.
EDU's: X FEE/EDU:_______
BENEFIT AREA: DRAINAGE BASIN:______
EDU's: X FEE/EDU:_______
DRAINAGE FEES PI..DA D_: HIGH /LOW______
ACRES: 27 X FEE/AC: 3t
SEWER LATERAL ($2,500 DEPOSIT) L2ci
=st:';o -.d'-1_,c,5, ,
=s+
08. WATER FEE OJ'i- k-Qr
EDU's: X FEE/EDU: = 45,6,1
TOTALOF ABOVE FEES*: sl,6
NOTE: This calculation sheet In NOT a complete list of all fees which may b. due.
Dedications and Improvements may also be required with Building Permits.
p
"4
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
J
Plan Check No. CB 9C23G\ Address 23'3Z Y1cic. Rct...
Planner D 2v'c Phone (61 9) 438-1161, extension
APN:
j . Type of Project and Use P(? W
/
4coj Zone:
9,P
PC- Facilities Management Zone: LI
CFD
c.
C (If property in. complete SPECIAL TAX CALCULATION WORKSHE
E
T
p
r
o
v
i
a
e
d
b
y
B
u
i
l
d
i
n
g
.' . Department.)
Leuend
-
Item Complete
Item Incomplete - Needs your action
. Environmental Review Required: YES NO
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
Discretionary Action Required: YES NO
APPROVAL/RESO. NO. DATE \
PROJECT-NO.
OTHER RELATED CASES
Compliance with conditions or approval? If not, state cnditions whichreqi.iire action.
Conditions of Approval
I
Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES NO If NO, proceed with checklist; if YES, proceed below.
Determine status (Exempt or Coastal Permit Required):
If Exempt, proceed with checklist; if Coastal Permit required, hold building permit until Coastal Permit issued.
Coastal Permit- Determination Form already completed? YES
NO____ If NO. complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
Floor Plans).
Complete Coastal Permit Determination Log as needed.
Inclusionary Housing Fee required: YES
(Effective date of Inclusionary Housing Ordinance - May 21, 1993.)
Site Plan: '
Provide a fully dimensional site plan drawn. to scale. Show: North arrow,
property lines, easements, existing and proposed structures, streets, existing
street improvements,, rigt9f-wa ywidth, dimensional setbacks and existing
t6p6gfahiliines.
Provide legal description of property and assessor's 13 arcel number.
Zoning:
Setbacks:
Front: Required 2O'
Int. Side: Required
Street Side: Required
Rear: Required 20'
Lot Coverage: Required iiij(
Height: Required so
Parking: Spaces Required 2-
Guest Spaces Required
Shown Z0
Shown I, 4i€-+"1''
Shown /0 1Pnz4., w
Shown
Shown 7'71 440/0
Shown
Shown 2_-
Shown
Additional Comments_)oR.-ci Mi TAi 9172~7- c/DJ C,2e)IQCl/
/AiP) /l&Q, i/2fiO y1/i' S - LIST_ Ct I-/N 4L
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER -4T& DATE -I2A-1
MEMORANDUM
April 10, 1997
TO: BUILDING FILE
FROM: PLANNING TECHNICIAN
2332 MARCA PLACE
The Planning Department discovered(was informed), after the issuance of
building permit CB96-2361, that there are some minor encroachments into the
front and street side(3 feet) yard setback. The encroachments consist of the
covered patio the wraps around the front and street side of the house. The main
building structure meets the setback requirements The engineering department
is processing an encroachment permit to allow the improvements, on the street
side yard side, into a public utility and tree planting easement.
The encroachments were missed during plan check and since the project was
underway, the encroachments have been determined to be insignificant and
allowed to remain.
VAN LYNCH
VL
c: file
GLENN MOURITZEN & ASSOCIATES
1501 Morena Blvd.
SAN DIEGO, CALIFORNIA 92110
Phone 275.7484 FAX 275-4180
JOB
SHEET NO. OF -
CALCULATED BY DATE
CHECKED BY DATE
SCALE
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GLENN MOURITZEN & ASSOCIATES
1501 Morena Blvd.
SAN DIEGO, CALIFORNIA 92110 Phone 275-7484 FAX 275-4180
JOB A i.&Y -.!
SHEET NO. _________________________________ OF
CALCULATED BY -± DATE
CHECKED BY _____________________________ DATE
SCALE
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Glenn Mouritzen Associates 1/3/97 (619) -275-7484
Simple Wood Beam - Glulams
Job: lAlleway Residence I
Dead Uve Wall
Roof 13 psf 20 psf 15 psf
Floor 15 psf 40 psf
Deck 10 psf 60 psf
Des.: 97 Wd= 65 p11 Rd= 520 lbs A= 69.19 in'2 fv= 25 psi Fv= 206 psi
L. 16.00 ft Wrl= 100 pIt RI= 800 lbs S= 156 inA3 fb= 407 psi Fb= 3000 psi
Trib. Roof: 5.00 ft Wfl= 0 plf Rtot= 1320 lbs 1= 1051 in'4 Dell. LL= 0.08 in = 112463
Trib. Floor: 0.00 ft Wdl= 0 p11 Md= 2080 frlbs Cv= 1.00 Defi. Tot= 0.13 in=111493
Trib Deck: 0.00 It Mot= 165 pIt MI= 3200 ftibs E=1800000psi
Wall Height: 0.00 ft Wtot-Wrl=65pIt 1 Mtot=5280ft1bs
b= 5.125 in
d= 13.5 in ok
Grade: 24f-v4
Des.: Be Wd= 223 plf Rd= 3011 lbs A= 118.13 inA2 tv= 66 psi Fv= 165 psi
L: 27.00 It Wrl= 20 pIt Rl= 2674 lbs S= 266 in'3 tb= 1896 psi Fb= 2400 psi
Trib. Roof: 1.00 ft Wf1= 198 pIt Rtot= 5685 lbs 1= 1794 inA4 Defi. LL= 0.81 in = 11402 Trib. Floor: 5.00 it Wdl= 0plf Md= 20321 ft1bs Cv= 0.91 Dell. Tot= 1.63in=11198
Trib Deck: 0.00 ft Wtot= 441 pIt Ml= 18050 fibs E=1800000psi
Wall Height: 9.00 ft Wtot-Wrl=421plf 1 Mtot=38371fibs
b= 8.750 in
d= 13.51n ok
Grade: I 24F-V4
3e
i-i 'X-) _ 12
to d&
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c t2
t1/ 4o'L cM° r
1501 Morena Blvd PAGE OF San Diego, CA 92110
JOB _LLEU6 Pi&
GLENN MOURITZEN & ASSOCIATES SHEET NO. I OF 1501 Morena Blvd.
SAN DIEGO, CALIFORNIA 92110 CALCULATED BY ___________________ DATE Phone 275-7484 FAX 275-4180
CHECKED BY _________________________________ DATE
SCALE
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Olflfr\
GLENN MOURITZEN+ASSOCIATES
Structural Engineers
1501 Morena Boulevard
San Diego, CA 92110
Phone: 275-7484
Fax: 275-4180
STRUCTURAL CALCULATIONS
FOR:
ALLEWAY RESIDENCE
JOB NO.: 96103
PREPARED FOR:
RUSSELL STOUT & ASSOCIATES
LOAD DATA
Roof Loads: Roofing 3.00 psf
Insulation 1.00 psf
Plywood 1.50 psf
Girders 1.50 psf
Joists 2.00 psf
Ceiling 2.00 psf Over Future Mezz. On
Misc. 1.00 psf
Total Dead 12.00 psf
Pitch=. 0.3:12 12.00 psf projected
Live Load 20.00 psf reducible
Total D+L= 32.00 psf
Second Floor Plywood 2.25 psf
ceiling 2.00 psf
joist 2.00 psf
Girders 2.00 psf
Misc. 1.75 psf
Walls 5.00 psf
Total 15.00 psf
Live Load 40.00 psf
Total 55.00 psf
Page Dl
Glenn Mouritzen Associates 11/29/96 (619)-275-7484
Simple Wood Beam - Sawn Lumber
Job: I lAsseway Residonc
Dead Live Wall
Roof 13psf 16 psi 15psf
Floor 15 psf 40 psf
Deck opsf opsf
Des.: 119 psi RBI Wd 197 pit Rd= 394 lbs b= 3.50 in fv= 88 psi Fv=
4.00 ft Wrl= 224 pit RI= 448 lbs d= 3.50 in fb= 1414 psi Fb= 1641 psi
Trib. Roof: 14.00 ft Wfl= 0 pit Riot= 842 lbs Ar 12.25 in Deft. LL= 0.06 in = 1-1744
Trib Floor 0.00 It WdI= 0 pit Md= 394 ftibs S= 7 in'3 Deft. Tot= 0.12in = _1J396
Trib Deck: 0.00 ft Wtot= 421 pit Ml= 448 ftibs 1=13in"4
Wall Height 1.00 ft Wtot-WrI=197pit Mtot=842ftibs
Size: 40 ok I
Grade: DFLNo2
Des.: 119 psi R82 Wd= 197 pit Rd= 591 lbs b= 3.50 in fv= 83 psi Fv=
6.00 It Wrl= 224 pit RI= 672 lbs d= 5.50 in fb= 1288 psi Fb= 1422 psi
Trib. Roof: 14.00 It Wfl= 0 pit Rtot= 1263 lbs A= 19.25 in Deft. LL= 0.08 in 11856
Trib. Floor: 0.00 ft WdI= 0pIt Md= 887 trlbs S= 18 in'3 Dell. Tot= 0.16 in U455
Trib Deck: 0.00 ft Wtot= 421 pit Ml= 1008 tubs 1= 49 inM
Wall Height: 1.00 It Wtot-WrI=197pit Mtot=1895 frlbs
Size: 4x6 ok I
Grade: DFLNo2
Des.: 119 psi RB3 Wdr 197 pit Rd= 985 lbs br 3.50 in fv= 82 psi Fv=
L 10.00 ft Wrl= 224 pit RI= 1120 lbs dr 9.25 in. fb= 1265 psi Fb= l500psi
Trib. Roof: 14.00 It Wfl= OpIf Riot= 2105 lbs A= 32.38 in Deft. LL= 0.13 in = L1934
Trib. Floor: 0.00 ft Wdl=0pit Md= 2463 tubs S= 50. irV'3 Deft. Tot= 0.24 in = 11497
Trib Deck: 0.00 ft Wtot= 421 pit Ml= 2800 Itibs 1= 231 in'4
WalIHeight: 1.00 It Wtot-Wrl= 197 pit Mtot= 5263 Itibs
Size: 4X10 Ok
Grade: DFL No 1
1501 Morena Blvd . PAGE__OF.... San Diego, CA 92110
b= 3.50 in fv= 88 psi Fv= 95 psi
d= 11.25 in fb= 817 psi Fb= 963 psi
A= 39.38 in Deft. LL= 0.04 in = L/1991
S= 74 mn'3 Deft. Tot= 0.06 in = L/1223
415 mM
b 5.50 in fv= 53 psi Fv= 85 psi
d= 11.50 in fb= 1282 psi Fb= 1350 psi
A= 63.25 in Dell. LL= 0.63 in = U401
S= 121 lnA3 Dell. Tot= 0.92 in = L/273
697 nM
b= 5.50 in fv= 73 psi
d= 11.50 in fb= 942 psi
A= 63.25 in Deft. LL= 0.08 in
S= 121inA3 Dell. Tot= 0.l5in
697irY4
Fv= 106 psi
Fb= 1688 psi
= L/1549
= 11782
Glenn Mouritzen Associates 11/29/96 (619)-275-7484
Simple Wood Beam - Sawn Lumber
Job: I lAsseway Residenc
Dead Live Well
Roof 13 psf 16 psi 15 psi
Floor 15 psf 40 psf
Deck 10 psf 60 psf
Des.: BI Wd= 497 pit Rd= 994 lbs
4.00 ft Wrl= 224 pit Ri= 960 lbs
Trib. Roof: 14.00 ft Wfi= 480 pit Rtot= 1954 lbs
TribFloor 12.00 ft WdI= 0 pit Md= 994 ftibs
Trib Deck: 0.00 ft Wtot= 1201 pit Ml= 960 ftibs
Wall Height 9.00 ft Wtot-Wri=977pit I Mtot=1954ftibs
Size: 4X6 no good
Grade: IDFLNo2
Des.: 82 Wd= 517 pit Rd= 1551 lbs
L: 6.00 It Wrl= 224 pit RI= 1800 lbs
Trib. Roof: 14.00 ft Wfl= 480 pit Rtot= 3351 lbs
Trib. Floor: 12.00 ft Wdl= 120pit Md= 2327 ft*lbs
Trib Deck: 2.00 ft Wtot= 1341 pit Ml= 2700 ftibs
Wall Height: 9.00 ft Wtot-Wri=1117pit I Mtot=5027ftibs
Size: .4X12 Ok
Grade: DFLNo2
Des.: B3 Wd= 75 pit Rd= 788 lbs
21.00 ft Wrl= 0 pit Rl= 1680 lbs
Trib. Roof: 0.00 ft Wti= 160 pit Rtot= 2468 lbs
Trib. Floor: 4.00 ft Wdl= opit Md= 4134 ft*lbs
Trib Deck: 0.00 It Wtot= 235 pit Ml= 8820 ttibs
Wall Height: 1.00 ft Wtot-Wrl= 235 pit I Mtot= 12954 ttibs
Size: .6X12 Ok
Grade: jDFLNoi
Des.: 84 Wd= 377 pit Rd= 1885 lbs
• L: 0.00 It Wrl= :224 pit RI= 1920 lbs
Trib. Roof: 14.00 It WfI=- 160 Pit Rtot= 3805 lbs
Trib. Floor: 4.00 ft Wdl= Oplf Md= 4713 tt*lbs
Trib Deck: 0.00 It Wtot= 761 pit Ml= 4800 ltibs
Well Height: 9.00 It Wtot-Wri=537pit I Mtot=9513ftibs
Size: 6X12 Ok
Grade: IDFL No1
b= 3.50 in
d= 5.50 in
A= 19.25 in
S= 18in'3
1= 49mM
fvc 117 psi Fv= 95 psi
fb= 1329 psi Fb= 1138 psi
Dell. LL= 0.05 in = L1919
Dell. Tot= 0.09 in = U539
1501 Morena Blvd PAGE_.OF__. San Diego, CA 92110
Glenn Mouritzen Associates 11/29/96 (619)-275-7484
Simple Wood Beam - Glulams
Job: I Hollywood Video Yorba Linda
Dead Live Wall
Roof 13 psi 20 psf 15 psI
Floor 15 psf 40.psf
Deck lopsf 60 PSI`
Des.: B5 Wd 497 p11 Rd= 4225 lbs A= 118.13 inA2 fv= 81 psi Fv= 165 psi
17.0O ft Wrl= 215p11 Rl= 3127 lbs S= 266in'3 fb= 1474 psi Fb= 2400 psi
Trib. Roof: 14.00 ft Wfl= 368 p11 Rtot= 7351 lbs 1= 1794 inA4 Deft. LL= 0.34 in = U602
Trib. Floor: 12.00 ft WdI= 0 p11 Md= 17954 ftibs Cv= 0.96 Dell. Tot= 0.63in=LJ325
Trib Deck: 0.00 ft Wtot= 1079 p11 MI= 13289 ft*lbs E=1800000psi
Wall Height: 9.00 ft Wtot-Wrl=865p11 Mtot=31244 frlbs
b= 8.750 in
lok d= 13.5 in
S
1501 Morena Blvd PAGE_OF.. San Diego, CA 92110
Page D2
Wind Analysis - Method 2,60 ft max
Project lAlleway
Exposure: B
Cq: 1.5
I:
12.6
1
P= 18.9xCe
Roof: b= Ce= 0.72 Fp= 4681.2 lbs
Ce= 0.62 Fp= 4534.9 lbs
b=
Ce= 0.62 Fp= 4534.9 lbs
3rd:
Ce= 0.62 Fp= 5542.6 lbs
b=
Ce= 0.62 Fp= 0.0 lbs
2nd:
Ce= 0.62 1 Fp= 0.0 lbs
b=
Parapet I 24.00 ft I
or T.O. Slope
Roof I 20.00 It I 9216.0 lbs
3rd I 11.00 ft I 10077.5 lbs
2nd 1 0.00ft I 0.0 lbs
Base 0.00 It
Glenn Mouritzen Associates 11/29/96 (619)-275-7484
Fbase= 19293.5 lbs
1501 Morena Blvd PAGEOF.. San Diego, CA 92110
_______ ____ __ ________
'A-, / d'- C-'•
GLENN MOURITZEN & ASSOCIATES
1501 Morena Blvd.
SAN DIEGO, CALIFORNIA 92110
Phone 275.7484 FAX 275-4180
JOB 41VJ 1eke
SHEET NO. ____________________________ OF
CALCULATED BY ___________________________ DATE
CHECKED BY _______________________________ DATE
SCALE
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JOB _LLEU
GLENN MOURITZEN & ASSOCIATES SHEET NO. _ OF
1501 Morena Blvd,
SAN DIEGO, CALIFORNIA 92110 CALCULATED BY ___________________ DATE
Phone.275-7484 FAX 275-4180
CHECKED BY ____________________________ DATE
SCALE
..
JAN 231996
SOIL F
11171STERS W4
P.O. Box 1195
Lakeside, CA 92040
January 16, 1997 (619) 443-0060
Richard Alleway
Simac Construction, Inc.
15938 Bernardo Center Drive
San Diego, California 92127
Subject: File No. 9432
Plan Review
Proposed Residential Building Site
2332 Marca Place
Lot 96, Spanish Village, Unit No. 1
City of Carlsbad
Dear Mr. Alleway:
The foundation pl-an, grading plan and specifications have been
reviewed and are in substantial conformance with the soils report.
If you have any additional questions, please do not hesitate to
contact our office.
Respectfully submitted,
osph C. Smyth, 21650
JCS/ss
cc: (3) submitted
!0114 TESTERS
-
P.O. Box 1195
Lakeside, CA 92040
November 1, 1996 (619) 443-0060
Richard Alleway
Simac Construction, Inc.
15938 Bernardo CenterDrive
San Diego, California 92127
Subject: File No. 9432
Update to Soils Investigation
Proposed Residential Building Site
Marca Place - Lot 96, Spanish Village, Unit No. 1
City of Carlsbad
Dear Mr. Alleway:
In accordance with your request, a representative of our firm has
inspected the subject site to update the previous reports issued
for this project. We have reviewed the Soil Investigation, dated
January 27, 1978, by William S. Krooskos & As and the
Final Report on Compacted Filled Ground, dated January 8,. 1975, by
Benton Engineering, Inc. Our review and inspection indicates the
following:
According to the Benton Engineering report, Lot 96 was a cut
lot at the time the grading was completed. It appears that
approximately 1.5 feet of fill soils have since been placed on
the rear portion of the site. We also observed some fill
soils near the street; however, we were not able to determine
the exact depth of these fill soils as no grading plan was
provided.
2 Per the Benton Engineering report, on-site soils were
considered to be moderately expansive with respect to change
in volume with change in moisture content.
Our recommendations are as follows:
The soils in the proposed building area should be scarified to
a depth of 18 inches, moisture conditioned and recompacted to
at least 90 percent relative compaction. Any fill soils or
loose native soils encountered in the proposed building area
should be removed to firm natural ground and recompacted
during this grading operation.
ct32-3C/
Richard Alleway File No. 9432 November 1, 1996
2 Foundation soils should be tested during the grading operation
to determine the Expansion Index. Unlesssoils more expansive
in nature than those cited in the Benton Engineering report
are encountered, the recommendations for foundation design as
set forth in that previous report may be used. We will include the foundation recommendations andsoil bearing value
as a part of our Earthwork Quality Control Report to be issued
after the grading has been completed.
If you have any additional questions, please do not hesitate t
o
contact our office.
Respectfully submitted,
Joeph'C. Smyth, RCE
--JCS/ss
cc: (3) submitted
V? ,of
GO
No. 21650
?13 ) -j1b ?13o/97'
s,- OF CM'
Simac Construction, Inc. File No. 9432 January 7, 1997
SECTION No. 2. SOIL CONDITIONS
Soils used in the fill were those generated on-site.
EARTHWORK
Preparation: Prior to placement of fill, the areas to receive
fill were scarified, watered and compacted to 90%.. Natural
ground to receive fill was tested to determine its relative
compaction. Native soils having a relative compaction of less
than 85% were removed, replaced and compacted t.o.90%.
Placing and compacting fill: Fill soil was placed, watered and
mechanically densified in the areas indicated on attached Plate
No. 1. During grading, any fill found to have a relative
compaction of lessthan 90% was reworked until the proper density
of 90% had been achieved.
Field density test results: To verify compaction, field density
tests were performed in accordance with applicable American
Society of Testing and Materials (ASTM) test methods. Test
method ASTM D1556-82 was used at the indicated locations.
SECTION No. 3. SUMMARY AND RECOMMENDATIONS
Based on the work and tests described hereinbefore and work
descript-ion set forth in Section 1, 'Scope', we conclude:
The filled ground has been compacted to 90%.
The earthwork was accomplished in accordance with the
grading specifications and current standard practices.
Spread footings will have a minimum allowable bearing
value of 2000 pounds per square foot. The allowable
bearing value will be considerably more for footings
larger than 12 inches wide and/or 12.inches deep. If
loads heavier than 2000 pounds per square foot for
continuousfootings area anticipated, we should be
contacted for an increased bearing value.
Although the fill soils we tested was not considered to
be detrimentally expansive with respect to change. in
volume with change in moisture content, some of the
other on-site soils were moderately expansive.
Recommendations for foundation design are as follows
and should be strictly adhered to in order to prevent
possible damage to the proposed structures from adverse
effects of expansive soils. .
2
Simac Construction, Inc. File No. 9432 January 7, 1997
U Use continuous exterior perimeter foundations
(including door openings). They should be
founded a minimum of 18 inches below lowest
adjacent grade.
Interior footing depth should exceed 12 inches
below top of slab or 12 inches below lowest
adjacent grade for raised floor construction.
Reinforce'cont-jnuous concrete foundations as a
beam with one *4 bar positioned 3 inches above
the bottom of footing and one *4 bar
positioned 1 inch below top of foundation or
top of finish floor.
Slabs on grade should be specially constructed for
the expansive conditions. The slabs should be
reinforced both ways with either welded wire mesh
or reinforcing bars and underlain with a sand
subbase. Reinforcing steel should be spaced not
more than 4 times the slab thickness and should
provide an area of steel of 0.11% of gross cross
section of the slab in each in each direction.
Number 3 bars at 20 on center for 5" slabs, *2
bars at 12" on center or 6x6'-*6/*6 welded wire
mesh for 4" slabs will meet this criteria.
Horizontal movement of foundations and
consequential slab cracking may be prevented by
extending the slab steel through any joints and
into the foundation a minimum of 30 diameters.
Subbase material should be non-expansive, sandy
soil or sand having a sand equivalent exceeding 30
when tested in accordance with the American
Society of Testing and Materials test method ASTM
D1555'
Slabs should be 5 inches thick unless provided
with thickened edges around the slab perimeter. If
thickened edges are used, slab thickness may be
reduced to 4 inches. Thickened edges should be 8
inches thick at the perimeter with the thickness
decreasing uniformly to 4 inches thick at 2 feet
from the perimeter. Slabs may be considered to
have thickened edges by way of monolithic,
continuous footings. Any slab joint
(construction, expansion, weakened plane, etc.)
should be considered slab edges and should be
provided with thickened edges if thisoption is
3
Simac Construction, Inc. File No. 9432 January 7, 1997
chosen. If wheel loads exceeding 1500 pounds or
abnormal tire pressures are anticipated, we should
be contacted to provide a heavier slab section.
Spacing of weakened plane joints and expansion
joints should not exceed 20 feet and 60 feet,
respectively for interior slabs and 20 feet and 40
feet, respectively for exterior slabs.
EXPANSIVE SOILS
In addition to the special foundations recommended hereinbefore,
the following details should be incorporated to -reduce the
probability of damage from the expansive soils.
THE EXPANSIVE SOIL CONDITIONS dictate the foundation and footing
design. For any foundation or support system, the expansive soils
must be pre-saturated. Presaturation of expansive soils prior to
placing concrete is imperative if the probability and/or amount
of damage from the expansive soils is to be reduced. The
subgrade soils are saturated and expanded before the concrete is
placed. Therefore, the clayey subgrade soils, especially below
concrete flatwork should not be allowed, to dry and should be
sprinkled if necessary to insure they are kept in a very moist
condition. Soils underlying slabs should have a moisture content
exceeding 4 percent above optimum moisture. They should be
tested for proper moisture from a depth of 2 feet not more than
24 hours before placing concrete. Allowance for soil expansion
should be made when setting subgrade elevations prior to
presaturating the soils. ,
SECTION No. 4. LIMITATIONS
UNIFORMITY OF SOIL CONDITIONS:
The values presented in this report are based on our evaluation
of the observed, exposed soil conditions. We have assumed that
the soil conditions in the remaining portions of the site can be
interpolated without significant deviation in physical
properties. We have made a conscientious effort to select
representative test locations and to provide enough tests for a
statistically adequate population in excess of current standard
practices. However, parameter values may be substantially
different in other areas due to unforeseeable variations in the
soils. Also, the parameters are affected in time by the
moisture-expansion(volume)-pressure changes that seriously affect
the tested values. '
4
Simac Construction, Inc. File No. 9432 January 7, 1997
ENGINEERING- INTERPRETATION:
Faulty interpretation and/or diagnosis by uninformed so-called
experts produce most of the engineering problems. We are
available for consultation and should be made aware of any
pertinent condition or problem. Our conclusions will be re-
evaluated and any problem or potential problem solved with a
minimum effort and cost before it gets out-of-hand.
TIME LIMITS:
This report presents conclusions and findings that are valid as
of this date. Changes on this site and adjacent property
including grading, improvements, drainage, erosion, etc. may
directly affect the findings, conclusions and recommendations
Presented herein. Subsequent alterations or conditions may
invalidate these recommendations and values. The values in this
report will probably remain applicable for one year provided the
site conditions remain unaltered. After this period, we should
be contacted to inspect the site and review this report so that
we may verify its validity.
WARRANTY:
Certain risks are involved with geotechnical and soil engineering
work which should be recognized by those involved.' We have
performed our services in accordance with current standard
practices and procedures. These practices and procedures are
those presently utilized by members of our profession in this
region. We do not. express or imply a warranty or guarantee
regarding these services.
OUTSIDE RESPONSIBILITY:
It is the responsibility of the client (firm or person to whom
this report is submitted) to insure that the information
presented herein is made available to the concerned parties. In
addition it is the client's responsibility to make. certain that'
any construction reflect any applicable requirements.
PROJECT CONCEPT:
We should be notified of any changes in the proposed, structures,
construction, or site grading, or project concept so that any
addendum or modifications to this report may be provided as
necessary.
Summary of the
GRADING _SPECIFICATIONS _USED
for
EARTHWORK QUALITY CONTROL
for
Proposed Residential Building Site
Marca Place - Lot 96, Spanish Village, Unit No. 1
City of Carlsbad
5
Simac Construction, Inc. File No. 9432 January 7, 1997
SOIL TEST METHODS:
Maximum Density & Opt Moisture -- ASTM D1557-78
Density of Soil In-Place -- ASTM D1556-82
Soil Expansion -- UBC STANDARD 29-2
Shear Strength -- ASTM D3080-72
Gradation & Grain Size -- ASTM D1140-71
Capillary Moisture Tension -- ASTM D2325-68
LIMITING SOIL CONDITIONS:
Minimum Compaction -- 90% for disturbed soils. (Existing
fill, newly placed fill, plowed ground,
etc.)
84% for natural, undisturbed soils.
-- 95% for pavement subgrade within 2' of
finish grade and pavement base course.
Expansive Soils -- Expansion index exceeding 20
Insufficient Fines -- Less than 40% passing the t$4 sieve.
Oversized Particles -- Rocks over 10" in diameter.
PREPARATION FOR FILL:
Brush, trash, debris and detrimental soils were cleared from the
area to receive fill. Detrimental soil was removed to competent
soil. Slopes exceeding 20% were stepped with benches 10' or
greater in width. The area to be filled was scarified to a 6"
depth and compacted.
FILL MATERIAL:
Contained sufficient fines and didnot contain oversized
particles or excessive organics. Special attention was given to
the disposition of any oversized rock, organic soils and
expansive soils.
Please read this report carefully. If you have any questions,
please contact our office. This opportunity to be of service is
sincerely appreciated.
Page L-1, Page T-1 and Plate No. 1 are parts of this report.
Respectfully submitted,
c
C. Smyth, RC 21650
JCS/ss
cc: (3) submitted
, 4w,, C
I •-' No. 21L650
k1kf' '/3t/q7 .•
Simac Construction, Inc. File No. 9432 January 7, 1997
Page L-1
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the fill materials as
determined by the A.S.T.M., 01557-78, Method A, which uses 25 blows of a 10 pound
rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter
1/30 cubic foot compaction cylinder, are presented as follows:
Maximum Optimum
Expansion Dry Density Moisture
Soil Type Index lb/cu.ft. Content dry wt.
1 Tan, slightly clayey
fine sand 16 114.9 15.8
Simac Construction, Inc. File No. 9432 January 7, 1997
Page T-1
TABLE OF TEST RESULTS
_Qi5682
DEPTH MAXIMUM
OF FILL FIELD DRY DRY
TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT
NO. TYPE IN FEET X P.C.F. P.C.F. COMPACTION
1 1 1.5 f.g. 19.8 113.4 114.9 98.7
2 1 1.5 f.g. 21.2 114.0 114.9 99.2
f.g. finish grade •
M4RC4 PLACE
P/ELO DENSITY 7E57
I COMPACTEO
-NO L5CAL.E
JOB NO.
0432 LOC4T/ON OP BY
f/ELO DENSITY 75575 D1
DATE
1%,44011,4 TENITEMS
11421 Woodside Ave., Suite C
Santee, California 92071
(619) 562-0500
ISDI
SM 0b9Q6 CA
Plalw 275-7464
OLE PVN hA 0 U R IT Z E N + ASSOCIATES Etructur.l Engln..r.
FAX TRANSMITTAL
TO: FROM: Glenn Mouritzen, SE.
Attn: 1501 Morena Blvd. iI San Diego, CA 92110
619-275-7484
DATE:
FAX NO.:
PROJECT: y1 1/ e4.i)a41 PROJECT NO. I
:Remarks:
NO.: 619-275-4180
Respectfully
Glenn Mountzen, SE
Copy:
No. of sheets including cover:
Page 2
Report of Soil Investiqation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
CONCLUSIONS AND RECOM.'TNDATIONS:
The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investiqation. This includes our visual inspections of the
building sites; a reviev, of the reports by Benton Engineerinc, Inc.;
and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego Test for
Expansive Soils.
The natural ground soils were properly prepared to receive the
fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
The proposed single and two story dwellings may he designed with
continuous foundations and spread footings that extend 12 inches
into the compacted fill ground and the compacted natural ground.
No special reinforcement or treatment of the Continuous founda-
tions, spread footings and concrete floor slabs is reouired.
The proposed continuous foundations and spread footings when
founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
2,000 pounds per square foot. This soil bearing value may be
increased one-third for design loads that include wind or seismic
analysis.
Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable for the materials native to these sites.
Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of one
percent). Planter boxes adjacent to the structures shall be
constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
potentially expansive clay soils that could underlie these
residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
I Page 3
Report of Soil Investiqation
Lots 1, 4-6, 8, 10-13, 16, 20-2
3
,
2
5
-
2
9
,
32-36, 46, 50, 54, 59, 61-64,
6
8
-
7
0
,
78, 79, 81, 88-91, 105 & 106 I Spanish Village Unit No. 1
1\nillo Way & Palenque Street Carlsbad, California
Job No. 78-5569
8. Backfill soils behind reta
i
n
i
n
g
w
a
l
l
s
a
n
d
i
n
u
t
i
l
i
t
y
t
r
e
n
c
h
e
s
which support structures, pat
i
o
s
,
s
i
d
e
w
a
l
k
s
,
d
r
i
v
e
w
a
y
s
,
a
s
p
h
a
l
t
pavement, etc.
, (other than landscaping) shall
b
e
p
l
a
c
e
d
a
n
d
compacted to at least 90 perc
e
n
t
o
f
m
a
x
i
m
u
m
d
r
y
d
e
n
s
i
t
y
.
The compacted fill soils that
o
c
c
u
r
w
i
t
h
i
n
f
i
v
e
f
e
e
t
o
f
t
h
e
U fill slopes possess poor later
a
l
s
t
a
b
i
l
i
t
y
,
even thouqh the'.' have been certified to a relati
v
e
c
o
m
p
a
c
t
i
o
n
o
f
9
0
p
e
r
c
e
n
t
o
f
maximum dry density or better.
Proposed structures and othe
r
L improvements such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt pavem
e
n
t
,
etc., that are located within five feet of the face of compacted
f
i
l
l
s
l
o
p
e
c
o
u
l
d
s
u
f
f
e
r
differential movement as a r
e
s
u
l
t
o
f
t
h
e
p
o
o
r
l
a
t
e
r
a
l
s
t
a
b
i
l
i
t
y
of these soils.
Foundations and footings of t
h
e
p
r
o
p
o
s
e
d
s
t
r
u
c
t
u
r
e
s
,
w
a
l
l
s
,
e
t
c
.
,
when rounded five feet and fu
r
t
h
e
r
a
w
a
y
f
r
o
m
t
h
e
t
o
p
o
f
c
o
m
p
a
c
t
e
d
fill slopes may he of standa
r
d
d
e
s
i
g
n
m
e
e
t
i
n
g
t
h
e
r
e
q
u
i
r
e
m
e
n
t
s
o
f
the governing agency and desi
g
n
e
d
i
n
c
o
n
f
o
r
m
a
n
c
e
with the recommended soil bearing value.
If proposed foundations and footings are located closer tha
n
f
i
v
e
f
e
e
t
i
n
s
i
d
e
t
h
e
t
o
p
o
f
compacted fill slope, they s
h
a
l
l
b
e
d
e
e
p
e
n
e
d
o
n
e
f
o
o
t
b
e
l
o
w
a 1.5 horizontal to 1.0 vertica
l
l
i
n
e
p
r
o
j
e
c
t
e
d
o
u
t
w
a
r
d
a
n
d
J downward from a point five fee
t
h
o
r
i
z
o
n
t
a
l
l
y
i
n
s
i
d
e
t
h
e
t
o
p
o
f
compacted fill slope (Refer to Figure No. II)
11. All compacted fill slopes
a
n
d
n
a
t
u
r
a
l
q
r
o
n
d
c
u
t
s
l
o
p
e
s
(that do not consist of dense soils or
r
o
c
k
s
)
shall he planted with an erosion resistant plant follo
w
i
n
g
t
h
e
g
e
n
e
r
a
l
r
e
q
u
i
r
e
m
e
n
t
s
o
f
the City of Carlsbad.
12. Adequate measures shall be
u
n
d
e
r
t
a
k
e
n
t
o
p
r
o
p
e
r
l
y
f
i
n
i
s
h
g
r
a
d
e
the sites after the structures
a
n
d
t
h
e
o
t
h
e
r
i
m
p
r
o
v
e
m
e
n
t
s
a
r
e
i
n
place, such that the drainag
e
w
a
t
e
r
s
f
r
o
m
t
h
e
i
m
p
r
o
v
e
d
s
i
t
e
s
a
n
d
the adjacent properties are dir
e
c
t
e
d
a
w
a
y
f
r
o
m
t
h
e
f
o
u
n
d
a
t
i
o
n
s
,
footings, floor slabs and tops
o
f
s
l
o
p
e
s
,
v
i
a
s
u
r
f
a
c
e
s
w
a
l
e
s
a
n
d
subsurface drains towards the
l
o
w
e
r
l
e
v
e
l
o
f
t
h
e
s
i
t
e
s
o
r
t
o
t
h
e
natural drainage direction-fo
r
t
h
i
s
a
r
e
a
.
Proper surface and subsurface drainage will ins
u
r
e
t
h
a
t
n
o
w
a
t
e
r
s
w
i
l
l
s
e
e
k
t
h
e
level of the bearing soils un
d
e
r
t
h
e
f
o
u
n
d
a
t
i
o
n
s
,
f
o
o
t
i
n
g
s
a
n
d
floor slabs which could resu
l
t
i
n
u
n
d
e
r
m
i
n
i
n
g
a
n
d
d
i
f
f
e
r
e
n
t
i
a
l
settlement of the structures an
d
t
h
e
o
t
h
e
r
i
m
p
r
o
v
e
m
e
n
t
s
.
LIMITATIONS:
The recommendations summarized
i
n
t
h
i
s
r
e
p
o
r
t
a
r
e
b
a
s
e
d
o
n
t
h
e
evidence obtained from our vis
u
a
l
i
n
s
p
e
c
t
i
o
n
s
o
f
t
h
e
r
e
s
i
d
e
n
t
i
a
l
sites and review of the afore
m
e
n
t
i
o
n
e
d
s
o
i
l
s
r
e
p
o
r
t
s
boy Benton Engineering, Inc., and our gen
e
r
a
l
e
x
p
e
r
i
e
n
c
e
w
i
t
h
t
h
e
s
o
i
l
s
n
a
t
i
v
e
to this subdivision site.
Page 4
Feport of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
It is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any questions concernina this report, please do not
hesitate to call us.
-Respectfully submitted,
UILLII'M S. KROCSYOS & ASSOCIATES
il iarr. S. KroosKos, President
'SK:ck, RCE 11318
(5) Addressee
9
RECEIVED
CITY OF CARLSBAD
Building Department
Test Number Week Ending
1 to 6, inclusive
7 to 36, inclusive
37 to 110, inclusive
111 to 158, inclusive
159 to 209, Inclusive
210 to 258, inclusive
259 to 289, Inclusive
April 13, 1974
April 20, 1974
April 27, 1974
May 4, 1974
May 11, 1974
May 18, 1974
May 25, 1974
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS - FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 92111
I
i
I
PHILIP HENKING BENTON
PRESIDENT - CIVIL ENGINEER
La Costa Land Company
Costa Del Mar Road
Carlsbad, California 92008
January 8, 1975 TELEPHONE (714) 865-1985.
I
Subject: Project No. 73-11-12D
Final Report on
Compacted Filled Ground
Spanish Village Unit No. 1
Carlsbad Tract No. 72-24
Carlsbad, California
I
-
Gentlemen:
I This is to report the results of tests and observations mode in order to inspect the compaction of
filled ground placed on certain areas of Spanish Village Unit No. 1 in Carlsbad, California.
Compacted filled ground was also placed on Levante Street and on certain other areas westerly
I of Spanish Village Unit No. 1. The fills were placed during the period between April 11 and
- December 9, 1974. 4%
\ The approximate areas and depths of filled ground placed under our inspection in accordance
with the approved specifications are shown on the attached Drawing No. 1, entitled "Location
of Compacted Filled Ground." The grading plan used for the placement of filled ground, dated
March 18, 1974, was prepared by Rick Engineering Company.
The approximate locations at which the Pests were token and the final test results are presented
on pages 5 to 26, Inclusive, under the "Table of Test Results." The laboratory determinations
of the maximum dry densities and optimum moisture contents of the major fill materials are pre-
sented on page 27, under the "Laboratory Test Results." Some of the maximum dry densities
shown in the "Table of Test Results" were combinations of these. The tests were taken during
the weekly periods indicated below:
1 S101().17.131
03 12-%C
I Project No. 73-11-12D 2 January 8, 1975
La Costa Land Company
I Test Number Week Ending
1 . 290 to 324, Inclusive June 1, 1974
325 to 370, Inclusive June 8, 1974
371 to 416, inclusive June 15, 1974 ' 417 to 460, inclusive June 22, 1974
461 to 512, inclusive June 29, 1974
513 to 536, inclusive July 6, 1974
1 537 to 581, Inclusive July 13, 1974
582 to 592, inclusive October 12, 1974
593 to 596, Inclusive October 19, 1974
1 597 and 598 October 26, 1974
599 to 603, inclusive November 16, 1974
604 to 610, inclusive November 23, 1974
1 611 to 625, inclusive November 30, 1974
626 to 654, inclusive December 7, 1974
I
655 to 659,' inclusive December 9, 1974 (Date of last test)
Existing loose or porous upper soils were removed and recompacted to at least 90 percent of
maximum dry density in shallow cut areas and in certain previously specified alluvial areas
prior to placing compacted filled ground.
I
Compacted filled ground was placed on an area between Levante Street and Lots 31 and 32
of Spanish Village Unit No. 1 and on three other areas adjacent to Levante Street designated
as Fills "A", "B' and "C". The approximate locations of these off-site fill areas are shown
I
on Drawing No. 1.
The final results of tests and observations indicate that the compacted filled ground has been
I placed at 90 percent of the maximum dry density or greater. It has been determined that the
fill m compacted to 90 percent of the maximum dry density, have a safe bearing value
1658 pounds r square foot for one foot wide continuous footings founded at least one foot
I ow e final compacted ground surface and placed five feet or more inside the top of com-
pacted filled ground slopes. If footings are placed closer to the exposed slopes than 5 feet in-
side the top of compacted filled ground slopes, these should be deepened one foot below a 1 1/2
I horizontal to 1 vertical line projected outward and downward from a point 5 feet horizontally
inside the top of compacted Filled ground slopes. Tests indicate that the compacted Filled
ground is adequate to satisfactorily support the proposed one and two story wood frame dwellings
- without detrimental settlements.
As was stated in our report of the preliminary soils investigation conducted on this subdivision,
I (Project No. 73-3-16BC dated May 10, 1973), expansive soils may exist in the upper three
feet below finished grade after the completion of grading. Expansive soil conditions were
observed to exist on the following lots.
I . Type A (Critically expansive) Lots 7, 95, and 107
' Type B (Marginally expansive) Lots 48, 66, 67, 80, 87,
92, 96, and 100
BENTON ENGINEERING. INC.
Project No. 73-11-12D -3- January .8, 1975
La Costa Land Company
In order to minimize possible detrimental effects caused by these potentially expansive soils,
the following special design and precautions are recommended:
TYPE A LOTS
(Critically Expansive)
Avoid the use of isolated interior piers. Use continuous interconnected
I
reinforced concrete footings throughout, and place these at a minimum
depth of 24 inches below the lowest adjacent exterior final ground
surface.
1 2. Reinforce and interconnect continuously with steel bars all interior and
exterior footings with one #5 bar at 3 inches above the bottom of the
1 . footings and one #5 bar placed 1 1/2 inches below the top of the stems
of the footings.
Raised wooden floors that span between continuous footings are best, or I use concrete slabs reinforced with at least 6 x 6 - 10/10 welded wire
fabric. A minimum of 4 inches of crushed rock 3/4 to 1 inch in size
should be placed beneath all concrete slabs and covered with a moisture I barrier. Two inches of clean sand should then be placed over the
moisture barrier and below the bottom of the slab.
1 Separate garage slabs from perimeter footings by a 1/2 inch thickness of
construction felt or equivalent, to allow independent movement of garage ' slabs relative to perimeter footings. Assure complete separation by ex-
tending the felt over the full depth of the front thickened edge of the
garage slab. Also, cut off the garage door stops at least 1/2 inch above
I the slab.
Exercise every effort to assure that the soil under the concrete slabs has
I a uniform moisture content at least 1 to 3 percent greater than optimum
throughout the top 1 .5 feet below finished grade at the time of placing
the foundations and slabs.
I 6.. Provide positive drainage away from all perimeter, footings with a vertical
fall of at least 5 inches to a horizontal distance of 5 feet outside the house
I walls.
TYPE B LOTS
I (Marginally Expansive)
1. Use the some design as recommended for Type A lots except for the
1
following changes:
a) Footings may be placed at a minimum depth of 1.5 feet 1
below the final ground surface.
1 BENTON ENGINEERING. INC.
a
Project No. 73-11-12D -4.. January 8, 1975
La Costa Land Company
b) 04 steel bars .may be used in lieu of the #5 bars described
in the above paragraph 2.
All other lots in this unit were classified as nonexpansive and therefore no special design for
expansive soil conditions will be required on these remaining lots.
Loose fill soils, approximately three feet in thickness, were placed on the slope areas on the
north side of Levante Street between Sta. 75+50 and Sta. 77+00. It is understood that these
loose soils will be removed and recompacted to at least 90 percent of maximum dry density
during the future grading of the adjacent area on the north side of Levante Street.
All buried exterior utility lines should be City of Carlsbad approved plastic lines due to the
corrosive characteristics of the soils, unless sufficient field tests are taken to establish that
noncorrosive soils exist in the utility trench areas.
Respectfully submitted,
BENTON ENGINEERING, INC.
By /' 1--t-•
R. C. Remer
Reviewed by 6z-_- 'gIIT
Philip-H. enton, Civil Engineer
RCR/PHB/pk
Distr: (4) Addressee
(1). Addressee
Attention: Mr. Burton C. Kramer
(2) City of Calrsbad
Building Department
Rick Engineering Company, Carlsbad
Title Insurance and Trust Company
Attention:. Ms. Ruth J. Rodger
BENTON ENGINEERING. INC.
Project No. 73-11-12D -5-
La Costa, Spanish Village Unit No. 1
U TABLE OF TEST RESULTS
I Approx- Depth Maximum imate of Fill Field Dry Dry Test Location at Test Moisture Density Density No. Lot No. in Feet %dry wt lb/cu ft lb/cu ft
1 30 2.0 8.9 108.0 119.2
I 2 31 4.0 13.8 103.2 113.4 3 30 6.0 13.9 .106.3 114.0 4 29 2.0 11.5 104.3 114.3
1 5 31 8.0 11.4 105.4 114.3 6 30 10.0 14.0 103.9 114.0 7
8
64
64
2.0
4.0
10.6
14.9
104.0
103.8
114.0
113.4 9 64 6.0 9.3 106.9 114.3 10
11
64
65
8.0
2.0
7.8
13.6
111.1
105.8
119.2
114.3 12 64 12.0 13.3 107.5 119.2 13
14
Rocio St.
63
2.0
2.0
15.7
10.7
102.1
106.9
113.4
114.3 15 65 6.0 10.1 105.9 114.3
I
16
17
66
64
2.0
16.0
10.7
10.5
106.6
105.9
114.3
114.3 18 RocoSt. 6.0 14.5 103.6 114.0
I
19
20
66
79
6.0
2.0
13.9
13.8
101.9
103.2
111.8
114.0 21 79 4.0 14.1 102.3 114.0
I
22
23
79
79
6.0
8.0
16.2
9.8
102.3
106.1
114.0
114.3 24 79 10.0 12.0 105.1 114.3
I
25
26'
80
79
2.0
14.0
9.2
10.4
108.8
104.2
119.2
114.3 27 80 6.0 11.2 104.9 114.3 28 78 4.0 12.4 105.2 114.3 I 29 79 18.0 11.2 103.1 114.0 30 77 2.0 10.5 106.8 114.3 31 80 10.01 11.3 104.7 114.0 I 32 Bolo Place 2.0 8.4 108.8 119.2 33 Bolo Place 4.0 8.7 109.0 119.2 34 82 2.0 16.6 103.0 114.0
I 35 Bolo Place 8.0 13.8 104.9 114.3 36 82 6.0 12.2 106.1 119.2 1 37 Bolo Place 12.0 14.0 102.4 114.0 1 38 82 10.0 12.7 104.9 '114.3 39 Bolo Place 16.0 17.1 106.0 114.3 40 82 14.0 16.9 103.1 114.0
BENTON ENGINEERING. INC.
January 8, 1975
Percent
Compaction Remarks
90.4
91.1
93.4
91.2
92.2
91.1
91.2
91.4
93.3
93.2
92.4
90.0
90.1
93.3
92.4
93.1
92.4
90.9
91.2
90.6
90.0
90.0
92.9
92.0
91.0
91.1
91.6
92.1
90.6
93.3
91.6
91.2
91.4
90.4
91.6
90.6
90.0
91.6
92.6
90.5
I Project No. 73-11-12D
La Costa, Spanish Village Unit No. 1
-6- January 8, 1975
I:.
I Approx- Depth
imate of Fill
Test Location at Test
No. Lot No. in Feet
41 78 8.0
I' 42 79 22.0
43 77 6.0
44 Rocio St. 10.0
I 45 67 4.0
46 66 10.0
47 67 8.0
I 48 68 2.0
49 67 12.0
50 68 6.0
I i 69 4.0
52 68 10.0
53 78 12.0
54 76 4.0
55 79 26.0
56 77 10.0
1
57 75 4.0
58 78 16.0
59 76 8.0
I 60 79 30.0
61 77 14.0
62
63
75
78
8.0
20.0
64 76 12.0
I
65
66
77
75
18.0
12.0
67 78 24.0
I
68
69
76
77
16.0
22.0
70 75 16.0
•
•
71
72
69
69
8.0
10.0
73 69 12.0
I
74
75
76
77
20.0
26.0
76 75 20.0 77 74 4.0
I 78 76 24.0
79 75 24.0
• 80 76 28.0
TABLE OF TEST RESULTS (CONT.)
Maximum
Field Dry Dry
Moisture Density Density
% dry-wt lb/cu ft lb/cu ft
8.0 104.1 114.0
11.3 106.2 119.2
9.8 109.9 119.2
12.9 103.0 114.0
14.0 103.9 114.3
8.2 106.9 114.3
8.8 109.0 119.2
8.9 110.8 119.2
11.0 110.0 119.2
10.4 112.0 119.2
18.9 104.9 114.0
10.0 115.0 119.2
13.3 105.5 114.0
16.5 105.1 114.0
13.2 1040 113.5
13.4 111.0 119.2
11.4 102.2 113.5
11.0 105.8 114.3
10.7 107.9 114.3
10.9 108.0 119.2
14.8 109.0 113.5
13.2 107.9 113.5
15.1 104.1 113.5
13.0 103.2 113.5
12.5 102.9 113.5
15.7 103.1 113.5
15.5 106.1 113.5
13.4 102.3 113.5
14.4 102.1 113.5
13.8 102.2 113.5
11.6 103.0 113.5
9.6 105.1 114.0
10.9 106.4 114.3
1.3.2 104.1 114.3
12.9 103.0 113.5
14.2 104.3 114.3
11.9 102.6 113.5
15.8 103.2 113.5
14.9 102.0 113.5
13.6 107.1 114.3
Percent
Compaction Remarks
91.4
90.7
91.9
90.3
90.7
93.4
91.4
92.8
92.1
93.9
92.0
96.4
92.7
92.4
91.5
93.0
90.2
92.4
94.2
90.6
96.0
95.0
91.9
91.1
90.6
90.9
93.6
90.4
90.1
90.2
90.6
92.3
93.0
91.1
90.6
91.2
90.4
91.0
90.0
93.7
BENTON ENGINEERING, INC.
Project No. 73-11-12D -7-
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth . Maximum
imate of Fill Field Dry Dry
Location at Test Moisture Density Density
Lot No. in Feet % dry. wt lb/cu ft lb/cu ft
75 28.0 13.7 103.1 113.5
74 . 8.0 15.1 102.5 113.5
74 12.0 . 11.3 104.5 113.5
73 4.0 11.7 104.9 113.5
74 16.0 10.5 109.5 116.2
73 8.0 13.9 104.3 113.5
73 10.0 11.0 108.1 116.2
73 12.0 10.6 106.9 116.2
75 32.0 12.5 108.0 116.2
Bolo Place 20.0 11.4 108.5 113.5
82 18.0 10.4 110.7 119.2
Bolo Place 24.0 11.3 105.8. 114.0
82 22.0 12.2 105.8 114.0
81 4.0 11.1 104.8 113.5
83 .4.0 12.9 106.8 . 114.3
85 2.0 10.5 105.9 114.3
86 2.0 10.8 103.8 113.5
85 6.0 9.8 107.1 114.3
86 6.0 13.0 104.9 114.0
85 10.0 . 10.7 105.1 114.0
84 2.0 11.3 103.7 114.3
86 10.0 10.0 108.1 119.2
85 .14.0 12.3 107.6 114.3
84 6.0 9.8 107.9 119.2
86 14.0 10.1 103.6 113.5
9 . 2.0 14.4 103.2 113.5
9 4.0. 12.8 104.3 113.5
9 6.0 11.4 105.8 114.3
9 80 15.0 104.5 114.3
9 1.0.0 9.9 105.8 114.3
85 18.0 12.7 102.8 113.5
Bolo Place 28.0 10.5 106.3 117.3
86 18.0 15.4 100.8 110.2
84 10.0 11.8 106.3 117.3
82 26.0 12.2 104.1 114.3
3 2.0 11.7 102.9 113.5
3 4.0 13.1 101.9 110.2
4 2.0 12.1 106.2 117.3
3 8.0 12.6 104.5 114.3
4 6.10 13.5 106.8 117.3
I. Test
No.
I 81
82
83
M.-
90
91
92
I 93
94
95
I 96
.97
98
I.
99
100
101
I 102
103
104
I 105
106
107
I 108
109
110
I ill
112
113
I 114
115
116
I 117
118
119
120
January 8, 1975
Percent
Compaction Remarks
90.9
90.5
92.0
92.3
94.2
92.0
93.0
91.7
92.9
95.6
92.6
92.6
92.6
92.2
93.1
92.4
91.4
93.6
91.8
92.2
90.6
90.7
93.9
90.4
91.2
91.0
92.0
92.3
91.4
92.3
90.4
90.6
91.2
90.6
91.1
90.6
92.2
90.6
91.4
90.8
F11 L-1 BENTON ENGINEERING. INC.
Project' No. 73-11-12D -8-. January 8, 1975 La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx-
Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks
121 83 8.0 9.2 104.1 114.3 91.1
122
85 22.0 12.1 100.9 110.2 91.4 123 84 14.0 12.6 104.8 114.3 91.5 124 86 22.0 9.1 107.3 119.2 90.0
125
70 2.0 12.9 102.1 113.5 90.1 126 70 4.0 10.9 105.0 114.3 91.7 127 70 6.0 10.8 100.1 110.2 90.9
128
72 2.0 12.7 102.2 113.5 90.2 129 90 2.0 10.8 106.9 114.3 93.3 130 90 4.0 12.2 103.8 113.5 91.2
131
89 2.0 15.4 103.9 114.3 90.7 132 90 8.0 14.7 102.1 114.3 89.3 Reworked 133 90 8.0 10.6 104.5 114.3 91.4 Check on#132
134
89 6.0 13.4 104.9 114.3 91.6 135 90 12.0 15.3 102.9 113.5 90.6 136 89 1,0.0. 11.8 103.8 113.5 91.4
137
90 16.0 11.4 103.2 113.5 91.1 138 89 14.0 10.1 104.8 114.3 91.5 139 90 20.0 17.7 102.3 113.5 90.3
140
89 18.0 14.1 103.5 113.5 91.1 141 91 2.0 15.1 103.1 113.5 90.9 142 88 2.0 10.1 107.2 117.3 91.4
143 90 24.0. 9.4 108.9 119.2 91.2 144 87 4.0 10.5 105.1 114.3 91.9 145 89 22.0 12.1 104.3 114.3 91.3 146 91 6.0 17.0 107.1 117.3 91.4 147 88 6.0 16.1 105.5 114.3 92.1 148 90 28.0 8.6 102.9 113.5. 90.6 149 92 2.0 . 16.2 103.1 113.5 90.9 150 87 8.0 8.6 106.3 117.3 90.6 151 89 26.0 13.7 105.8 114.3 92.3 152 91 10.0 12.0 105.5 114.0 92.5 153 88 10.0 12.6 102.6 113.5 90.4 154 87 12.0 13.0 105.0 114.3 91.6 155 88 14.0 12.3 104.3 113.5 92.0 156 92 6.0 9.6 106.1 117.0 90.8 157
158
87
87
16.0
18.0
8.9
11.7
106.8
103.1
117.0
114.0
91.1
90.5
159 98 2.0 12.4 104.1 114.3 91.0 160 87 2.0 12.8 104.2 114.3 91.1
BENTON ENGINEERING. INC.
Project No. 73-11-12D -9- January 8, 1975
La Costa, Spanish Village Unit No. 1
Approx-
imate
Test Location
No. Lot No.
TABLE OF TEST RESULTS (CONT.)
Depth Maximum
of Fill Field Dry Dry
at Test Moisture Density Density
in Feet % dry wt lb/cu ft lb/cu ft
Percent
Compaction Remarks
161 98 6.0 12.6 103.3 114.0 90.8
162 97 6.0 12.5 102.8 113.5 90.4
163 98 10.0 12.1 103.8 114.3 90.6
164 97 10.0 10.6 105.9 114.3 92.4
165 99 2.0 9.0 107.8 119.2 90.2
166 98 14.0 11.4 99.9 110.2 90.4
167 99 6.0 11.9 103.9 114.3 90.7
168 97 14.0 12.3 101.1 111.8 90.6
169 98 18.0 11.6 103.6 114.0 90.8
170 99 10.0 10.7 102.3 113.5 90.2
171 97 18.0 11.0 105.9 114.0 92.8
172 . 98 22.0 10.6 1.6 117.3 90.7
173 97 22.0 10.3 104.8 114.3 91.4
174 99 14.0 11.1 107.1 117.3 91.4
175 98 26.0 11.6 102.1 113.5 90.1
176 100 2.0 8.9 100.0 110.2 90.6
177 97 26.0 .14.4 104.9 114.3 91.6
178 99 18.0 15.2 100.1 110.2 90.7
179 100 6.0 14.0 103.1 113.5 90.9
180 73 14.0* 9.6 100.1 110.2 90.7
181 3 12.0 14.6 100.9 110.2 91.4
182 4 10.0 12.0 104.3 114.0 91.6
183 4 12.0 13.2 104.6 114.3 91.4
184 4 14.0 13.6 103.9 113.5 91.4
185 4 16.0 12.9 105.8 114.3 92.2
186 5 2.0 13.3 103.6 113.5 91.2
187 74 19.8* 10.1 107.7 117.3 91.6
188 75 347 * 8.9 102.2 113.5 90.3
189 4 20.0 13.4 1.1 117.3 90.5
190 5 6.0 14.0 103.8 113.5 91.3
191 5 8.0 12.3 104.9 114.3 91.6
192 9 12.0 10.2 105.5 114.3 92.1
193 98 30.0 . 15.2 99.9 110.2 90.4
194 100 8.0 14.9 101.1 111.8 90.7
195 29 6.0 14.5 101.8 111.8 91.1
196 31 12.0 14.1 104.9 114.3 91.5
197 30 14.0 14.8 103.0 113.5 90.7
198 29 10.0 9.7 104.4 114.0 91.6
199 31 16.0 13.6 102.0 112.3 90.7
200 30 18.0 17.0 104.9 114.3 91.6
* Indicates Finished Grade
BENTON ENGINEERING. INC.
Project No. 73-11-12D
La Costa, Spanish Village Unit No. 1
-10- January. 8, 1975
234
235
TABLE OF TEST RESULTS (CONT.)
Depth Maximum
of Fill Field Dry Dry
at Test Moisture Density Density
in Feet % dry wt lb/cu ft lb/cu ft
4.0 14.2 104.0 114.3
14.0 10.5 107.3 117.3
20.0 12.5 105.1 114.3
8.0 13.4 '103.1 113.5
22.0 9.8 106.1 114.0 29.0* 9.0 106.9 114.3 26.8* 10.4 100.2 111.8 26.8* 11.6 99.3 110.2 31.0* 9.4 105.1 114.3
18.0 15.4 108.3 119.2
24.0 15.9 104.3 117.3
24.0 14.1 106.4 117.3
26.0 13.9 108.8 119.2
12.0 13.8 107.5 11.7.3
22.0 9.0 110.8 119.2
28.0 9.3 111.9 119.2
16.0 15.9 .107.3 117.3
30.0 14.5 109.6 119.2
32.0 14.8 108.0 119.2
26.0 15.0 107.1 117.3
4.0 15.9 105.8 .114.3
2.0 15.6 107.0 117.3
20.0 10.0 101.3 110.2
34.0 10.5 106.1 114.0
8.0 18.1 101.9 110.2
30.0 12.7 103.3 113.5'
36.0 13.6 102.2 110.2
6.0 13.1 102.1 110.2
24.0 12.0 105.5 114.0
10.0 10.9 105.6 114.3
2.0 11.6 104.1 114.3
4.0 11.9 111.2 119.2
2.0
Approx-
imate
Test Location
No. Lot No.
201 28
202 29
203 31
204 28
205 30
206 76
207 77
208 78
209 79
210 29
211 31
212 31
213 30
214 28
215 29
216 31
217 28
218 30
219 31
220 29
221 27
222 26
223 28
224 30
225 27
226 29
227 31
228 26
229 28
230 26
231 25
232 Intersection
Boca S• &
Palenque St.
233 Intersection
Pendon C,..
& Boca St.
69 12.8 *
68 11.0*
* Indicates Finished Grade
11.7 109.9 . 119.2
9.8 105.8 114.3
10.4 101.9 110.2
Percent
Compaction Remarks
90.9
91.5
92.0
90.9
93.1
93.4
90.0
90.0
91.9
90.9
88.9 Reworked
90.7 Check on 0211
91.0
91.6
92.8
93.6
91.4
91.7
90.5
91.3
92.4
91.1
91.9
93.2
92.2
91.1
92.7
92.6
92.5
92.2
91.1
93.4
91.9
92.4
92.2
BENTON ENGINEERING. INC.
Project No. .73-11-12D -11- January 8, 1975
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks
236 67 13.0* 9.9 105.0 114.0 921
237 23 2.0 13.2 104.9 114.0 92.0
238 Intersection 6.0 12.3 106.2 117.3 90.6
PendonCt.
& Boca St.
239 24 2.0 11.2 105.8 119.2 88.4 Reworked
240 24 2.0 10.7 109.0 119.2 91.4 Check on.#239
241 66 12.0* 9.5 102.9 113.5 90.6
242 65 11.7 * 8.4 102.9 113.5 90.6
243 64 17.0* 11.1 107.1 117.3 91.4
244 MilloWay 2.0 11.7 100.6 110.2 91.1
Sta. 3+50
245 Anil loWay 2.0 11.5 103.9 113.5 91.5
Sta. 5+50
246 Anillo Way 2.0 10.4 107.4 119.2 90.0
Sta. 7+50
247 Anillo Way 4.0 11.4 107.1 117.3 91.4
Sta. 3+50
248 Anillo Way 6.0 10.7 102.2 113.5 90.3
Sta. 3+50
249 Anillo Way 8.0 12.4 102.9 113.5 90.6
Sta. 3+50
250 AnilloWay 10.0 12.0 107.9 119.2 90.4
Sta. 3+50
251 Anil loWay 14.0 11.7 103.2 113.5 91.1
Sta. 3+50
252 Anillo Way 6.0 11.4 100.9 110.2 91.4
Sta. 5+50
253 AnilloWay 10.0 11.6 105.1 114.3 92.0
Sta. 5+50
254 Anillo Way 4.0 10.5 101.9 110.2 92.2
Sta. 7+50
255 Anillo Way 14.0 10.2 105.1 114.3 92.0
Sta. 5+50
256 Anillo Way 8.0 9.5 104.3 113.5 92.0
Sta. 7+50
257 MilloWay 18.0 9.4 104.7 114.0 91.7
Sta. 5+50
* Indicates Finished Grade
BENTON ENGINEERING. INC.
I Protect No. 73-11-12D -12- January 8, 1975
La Costa, Spanish Village Unit No. 1
I TABLE OF TEST RESULTS (CONT.)
I Approx- Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test- Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks
258 Anillo Way 12.0 11.4 99.8 110.2 90.4 I Sta. 7+50
259 Anillo Way 22.0 11.1 107.1 117.3 91.3
Sta. 5+50
260 Anillo Way 16.0 14.2 99.9 110.2 90.5
Sta. 7+50
261 Anillo Way 18.0 14.6 104.9 114.3 1.6
I Sta. 3+50
262 Anillo Way 26.0 11.4 103.4 113.5 91.1
Sic. 5+50
263 Anillo Way 20.0 11.2 105.5 114.3 92.2
Ste. 7+50
264 Anillo Way
Ste. 7+50
22.0 13.3 108.9 119.2 91.1
265 Anillo Way 24.0 13.2 106.2 117.3 90.6
266
Ste. 7+50
Anillo Way 26.0 13.0 107.6 119.2 90.1
Ste. 7+50
I
267 Anillo Way
Ste. 7+50
28.0 13.8 105.3 114.3 92.1.
268 Anillo Way 2.0 15.5 106.9 117.3 91.0
269
Ste. 1+50
Anillo Way 4.0 15.2 105.8 114.3 92.3 Ste. 1+50
•
•
270 Anillo Way
Ste. 1+50
6.0 10.4 102.0 112.3 90.7
271 Anillo Way 8.0 9.6 106.2 117.3 90.6.
Ste. 1+50
272 Anillo Way 10.0 10.4 106.2 117.3 90.6
Ste. 1+50
273 Levante St. 2.0 9.3 108.0 119.2 90.4 I Ste. 78+80
274 Levante St. 4.0 10.2 108.2 119.2 90.6
Ste. 78+60 I '
275 LeventeSt. 6.0 11,8 100.8 110.2 91.3
Ste. 78+80
276 Levante St. .2.0 11.0 106.5 117.3 90.7 I Ste. 77+50
277 Levante St. 10.0 9.5 100.8 110.2 91.3
I Sic. 78+80
BENTON ENGINEERING. INC.
Project No. 73-11-12D -13-
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density
No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft
278 Levante St. 4.0 9.3 104.8 114.3
Sta. 80+00
279 Levante St. 14.0 12.3 100.9 110.2
Sta. 78+80
280 48 2.0 11.7 104.2 114.0
281 47 4.0 17.0 104.9 114.3
282 48 6.0 13.1 107.2 117.3
283 47 8.0 14.3 104.9 114.3
284 Sewer 3.0 12.5 102.1 113.5
Boca St. Above
January 8, 1975
Percent
Compaction Remarks
91.4
91.4
91.5
91.5
91.4
91.5
90.1
Opp. Lot 30 Pipe
Sta. 4+70
285 Sewer 5.0
Boca St. Above
Opp. Lot 30 Pipe
Sta. 4+70
286 Sewer 7.0
Boca St. Above
Opp. Lot 30 Pipe
Sta. 4+70
289 23 6.0
288 1 2.0
289 24 6.0
290 Intersection 10.0
Pendon Ct.
& Boca St.
291 1 6.0
292 23 10.0
293 24 10.0
294 1 10.0
295 16 2.0
26 .15 2.0
297 32 2.0
298 Intersection 14.0
Pendon Ct.
& Boca St..
299 23 14.0
300 24 14.0.
301 1 14.0
302 16 6.0
12.2 102.3 . 113.5 1 90.3
8.0 107.9 119.2 90.2
11.0 105.9 117.3 90.1
11.8 104.4 114.3 91.4
12.9 104.6 114.3 91.5
15.6 100.3 . 110.2 . 90.9
12.9 104.3 114.0 91.6
20.6 . 101.2 110.2 91.8
13.1 105.4 117.3 90.0
13.0 104.8 114.3 91.4
17.7 100.5 110.2 91.1
16.3 103.0 113.5 90.7
10.2 101.9 110.2 92.2
10.0 . 104.9 114.0 91.9
11.1 104.2 114.0 91.6
13.9 103.1 113.5 91.0
10.9 99.7 110.2 90.4
11.7 106 .8 114.0 93.5
BENTON ENGINEERING. INC.
Approx- Depth
imate of Fill
Test Location at Test
No. Lot No. in Feet
303 Intersection 18.0
Pendon CI.
& Boca St.
304 23 18.0
305 24 18.0
306 1 18.0
307 23 22.0
308 24 22.0
309 1 22.0
310 24 26.0
311 1 26.0
312 15 6.0
313 16 10.0
314 15 10.0
315 32 6.0
316 Intersection 22.0
Pendon Ct.
& Boca St.
317 16 14.0
318 27 12.0
319 15 14.0
320 32 10.0
321 23 26.0
322 16 18.0
323 15 18.0
324 32 14.0
325 1 30.0
326 24 30.0
327 23 30.0
328 16 22.0
329 32 16.0
330 16 26.0
331 82 30.0
332 83 12.0
333 85 26.0
334 32 18.0
335 16 28.0
336 14 2.0
337 17 4.0
338 2 2.0
339 14 6.0
Maximum
Field Dry Dry
Moisture Density Density
% dry wt lb/cu ft lb/cu ft
9.8 106.1 114.3
12.1 101.7 110.2 92.0 10.1 106.9 117.3 90.9 15.2 101.0 110.2 91.5
14.8 104.3 113.5 92.1
18.9 101.3 110.2 91.9
16.6 103.2 113.5 91.1
17.6 100.3 110.2 91.0
14.0 101.2 110.2 91.8
13.6 103.1 113.5 90.9
14.2 103.2 113.5 91.1
14.1 104.6 114.0 91.6
12.7 100.9 110.2 91.4
12.9 103.0 113.5 90.7
14.3 1.09.2 119.2 91.6
12.5 107.7 117.3 91.6
10.5 107.2 117.3 91.4
13.5 103.8 113.5 91.4
14.0 105.6 114.3 92.3
14.6 105.1 114.0 92.4
12.4 104.8 114.3 91.4
14.0 104.9 113.5 92.4
11.4 102.9 . 113.5 .90.6
8.7 108.0 117.3 92.0
15.1 108.0 117.3 92.0
13.6 107.0 117.3 91.1
15.9 108.2 119.2 . 90.9 16.2 104.1 114.0 91.4
14.9 107.5 119.2 90.2 10.1 101.6 . 110.2 . 92.0.
15.7 102.9 113.5 90.6
7.8 107.3 119.2 90.0
14.9 103.0 113.5 90.8
14.6 104.9 114.3 91.6
15.1 105.1 114.3 92.0
15.6 103.4 113.5 9.1.2
14.8 108.6 119.2 90.9
BENTON ENGINEERING. INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I'
I
I
I
I
Project No. 73-11-12D -14-. January 8, 1975
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Percent
Compaction Remarks
92.8
IH
I
1
I,
I
I
I
I
I
1
I,
I
119.2 92.0
110.2 90.4
117.3 92.5
117.3 91.4
117.3 90.5
117.3 91.8
Project No. 73-11-12D
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
Test Location
No. Lot No.
imate of Fill Field Dry Dry
at Test Moisture Density Density
in Feet % dry wt lb/cu ft lb/cu ft
17 8.0 14.7 106.1 117.3
72 4.0* 8.8 104.5 114.3
70 6.7* 8.9 95.1 110.2
63 6.7* 9.5 106.0 114.3
80 12.0* 99 103.9 113.5
81 7.0* 11.9 104.4 114.0
82 31.5* 12.6 103.6 113.5
83 13.3 * 9.8 102.1 110.2
22 4.0 10.6 112.8 119.2
17 12.0 9.8 111.5 119.2
22 8.0 13.0 104.2 114.3
17 16.0 . 13.1 103.2 113.5
18 2.0 10.7 111.0 119.2
13 4.0 12.9 106.2 117.3
18 6.0 14.1 106.2 117.3
13 8.0 12.8 109.0 119.2
20 2.0 13.4 108.2 117.3
21 2.0 13.2 104.2 113.5
19 2.0 12.6 105.1 114.3
13 10.0 12.5 106.8 117.3
94 2.0 7.0 99.6 117.3
94 2.0 14.6 113.0 117.3
94 4.0 7.9 105.1 114.3
94 6.0 15.9 105.8 .117.3
52 2.0 14.1 104.0 113.5
52 4.0 13.0 108.2 117.3
49 2.0 13.3 106.9 117.3
Levante St. 6.0 12.0 111.1 119.2
Sta. 77+50
368 Levante St. 8.0 10.7 109.9
Sta. 80+00
369 Levante St. 10.0 9.5 99.9
Sta. 77+50
370 Levante St. 12.0 10.5 108.8
Sta. 80+00
371 LevanteSt. 2.0 11.4 107.2
Sta. 75+50
372 Levante St. 16.0 11.7 106.1
Sta. 80+00
373 Levante St. 14.0 12.5 .107.9
Sta. 77+50
* Indicates Finished Grade
SENTON ENGINEERING. INC.
340
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
367
Percent
Compaction Remarks
90.4
91.3
86.2 Reworked
91.7
91.4
91.6
91.2
92.6
94.4
93.4
91.2
91.1
93.0
90.6
90.6
91.4
92.4
92.0
91.9
90.8
84.9 Reworked
96.2 Check on 0360
91.9
90.0
91.6
92.4
91.0
93.2
-15- January 8, 1975'
Prójeàt No. 73-1.1-12D -16- January 8, 1975
La Costa, Spanish Village Unit No. 1
. TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test . Location at Test Moisture Density Density Percent
No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks
374 Levante St. 6.0 13.0 .108.9 119,2 91.1
Sta. 75+50
375 Levante St. 10.0 11.4 107.6 117.3 91.6
Sta. 75+50
376 Levante St. 18.0 8.0 107.9 117.3 91.8
Sta. 78+80
377 LevanfeSt. 18.0 11.7 106.1 119.2 90.6
Sta. 77+50
378 . Levante St. 22.0 11.5 106.4 114.3 93.1
379
Sta. 78+80
Levante St. 20.0 12.0 107.5 117.3 91.6
Sta. 80+00
380
Levante St.
Sta. 78+80
26.0 11.5 105.1 114.0 . 92.4
381 Levante St. 12.0 12.9 100.8 110.2 91.3
382
.
Sta. 75-150
Levante St. 22.0 9.0 ' 107.5 116.2 92.4
Sta. 77+50
383
Levante St.
Sta. 80+00
24.0 11.8 104.3 . 114.0 91.6
384 Fill uAh 2.0 9.4 102.9 113.5 90.6
Fill "A" 2.0 10.5 107.8 116.2. 92.6
385 386 FilluAll 2.0 7.7 104.4 113.5 92.1
387 Fill "A" 2.0 15.4 108.0 117.3 92.0
388 Fill "A" 4.0 9.3 111.8 119.2 93.5
389 Fill "A" '4.0 8.8 113.0 119.2 94.6
390 Fill "A" 4.0 8.2 107.9 117.3 91.9
33 2.0 ' 9.9 109.9 119.2 92.0
391 392 34 2.0 7.5 105.9 116.2 90.9
393 33 ' 6.0 14.0 .111.8 . 119.2 93.5
394 34 6.0 13.5 107.3 117.3 91.5
'
395 33 10.0 12.7 109.3 119.2 91.6
' 396' '34 10.0 10.3 109.3 . 119.2 91.6
397 33 .14.0 11.5 108.9 117.3 92.4
398 34 14.0 13.6 105.3 . 114.3 92.1
399 . 33 ' 18.0 ' . 10.6 111.0 119.2 93.0
400 34 18.0 ' 12.5 104.9 113.5 92.4
401 33 22.0 9.4 114.2 119.2 95.8
402 34 22.0 7.2 114.8 119.2 96.1
403 33 . 26.0 . 13.6 114.2 119.2 95.8
BENTON ENGINEERING. INC.
I Project No. 731112D -17- January 8, 1975 La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth
imate of Fill
Test Location at Test
No. Lot No. in Feet
404 35 4.0
405 34 26.0
406 33 30.0
407 35 8.0
408 34 30.0
409 35 12.0
410 34 34.0
411 36 2.0
412 35 16.0
413 36 6.0
414 35 20.0
415 36 10.0
416 35 24.0
417 38 2.0
418 36 14.0
419 38 4.0
420 37 4.0
421 36 18.0
422 38 8.0
423 37 8.0
424 36 22.0
425 38 12.0
426 37 12.0
427 39 2.0
428 38 16.0
429 37 16.0
430 39 6.0
431 38 20.0
432 39
433 33 34.0
434 34 38.0
435 34 .38.0
436 94 8.0
437 12 .2.0 -
438 Quitcisol Si. 4.0
Sta. 8+00
439 12 6.0
440 12 8.0
441 12 10.0
442 11 2.0
443 11 4.0
Maximum
Field Dry Dry
Moisture Density 'Density
% dry wt lb/cu ft lb/cu ft
13.0 108.1 117.3
15.9 114.3 119.2
11.0 . 115.7 119.2
12.6 111.9 119.2
13.3 109.9 117.3
11.2
, 108.9 117.3
11.2 110.0 117.3
12.7 107.9 117.3
11.3 111.1 119.2
13.1 105.1 114.3
13.8 107.9 117.3
13.0 106.6 114.0
12.3 . 101.9 110.2
8.8 109.6 119.2
10.7 110.5 119.2
16.1 . 107.1 117.3
13.4 108.6 117.3
9.1. 115.5 119.2
10.7 113.0 119.2
11.3 109.9 119.2
14.5 105.3 115.5
7.3 109.4 117.3
9.2 109.2 119.2
13.9 116.2 119.2 9.4 108.8 117.3
13.2 106.1 114.3
11.9 113.9 119.2
12.2 110.9 119.2
8.4 115.5 119.2
0.6 114.1 119.2
13.6 99.6 113.5
10.2' 110.1 119.2
10.0 109.5 119.2
11.5 108.8 117.3
9.1 110.1 119.2
Percent
Compaction Remarks
92.2
95.9
96.8
93.6
93.5
92.6
93.6
91.8
93.1
91.9
91.8
93.4
92.2
91.7
92.5
91.4
92.4
96.7
94.6
91.9
91.4
93.3
91.6
97.4
92.4
92.8
95.4
92.8
96.7
95.6
87.8 Reworked
92.4 Check on #434
91.7
92.5
92.4
13.3 107.9 115.5 93.4
7.9 99.7 110.2 90.4
8.9 108.1 119.2 90.6
13.8 108.5 119.2 90.9
14.6 105.0 115.5 90.9
BENTON ENGINEERING. INC.
Project No. 73-11-12D -18-La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
January 8, 1975
Test
No.
Approx-
imate
Location
Lot No.
Depth Maximum
of Fill Field Dry Dry
at Test Moisture Density Density
in Feet % dry wt lb/cu ft lb/cu ft
Percent
Compaction Remarks
I
1
11
Fill "A"
Fill ''1A'
Fill ''4A"
Fill ''A"
30
30
Fill ''IA''
Fill ''A"
Fill ''6%"
Fill ",A,"
Fill ''1A"
Fill ''A''
Fill ''A"
Fill "IA"
Fill ''A"
Fill ''A"
Intersection
Pendon Ct.
& Boca St.
Fill "B"
Fill "B"
Fill ''B"
Fill ''B''
Fill ''B"
Fill "B"
Fill ''B''
Fill ''B''
Fill ''B"
25
31
32
33
34
35
36
4
5
9
6.0 12.4 105.9 115.5 91.6
6.0 8.6 112.9 119.2 94.5
6.0 12.9 103.1 113.5 91.0
6.0 10.2 110.8 119.2 92.7
6.0 8.7 112.1 119.2 94.0
38.0 10.7 100.1 110.2 90.8 39.0* 7.9 108.6 117.3 92.4
8.0 7.4 109.1 117.3 93.0
8.0 8.6 109.2 119.2 91.6
8.0 .6 110.9 119.2 92.8
10.0 9.4 110.8 119.2 92.6
10.0 10.2 103.3 113.5 91.1
10.0 9.7 108.1 117.3 92.1
10.0 11.2 105.2 115.5 92.1
12.0 11.0 107.6 115.5 93.1
12.0 16.2 109.4 117.3 93.2
12.0 14.6 10.6 115.5 92.3 26.0 10.6 113.1 119.2 94.8
2.0 12.9 107.8 117.3 91.6
2.0 15.3 1.2 115.5 92.1
2.0 10.1 105.9 113.5 93.1
2.0 8.8 110.3 119.2 92.4 2.0 7.8. 102.2 113.5 90.2 4.0 8.6 113.7 119.2 95.2
4.0 8.9 111.9 119.2 93.6
4.0 9.4 108.8 117.3 92.6
4.0 11.6 108.9 117.3 92.7 6.0* 8.8 100.8 113.5 88.6
39.8 * 8.9 102.3 114.3 89.5 19.0* 10.7 108.0 117.3 92.0 35.0* 10.5 104.3 113.5 92.0 40.0* 6.1 107.3 115.5 93.0 28.0* 10.9 114.1 119.2 95.6 24.4* 5.1 111.5 119.2 93.4 21.0* 14.4 107.0 117.3 91.1 10.0* 6.8 102.9 115.5 89.0 13.0* 8.9 96.7 110.2 87.6
444
445
446
447
448
449
450
451
452
453
454
455
456
457
458
459
460
461
462
463
464
465
466
467
468
469
470
471
472
473
474
475
476
477
478
479
480
Reworked
Reworked
Reworked
Reworked
$ * Indicates finished grade
I BENTON ENGINEERING. INC.
Project No. 73-11-12D S -19- January 8, 1975
La Costa, Spanish Village Unit No. 1
Test
No.
Approx-
imate
Location
Lot No.
TABLE OF TEST RESULTS (CONT.)
Depth Maximum
of Fill Field Dry Dry
at Test Moisture Density Density
in Feet % dry wt lb/cu ft lb/cu ft
Percent
Compaction Remarks
6.0 13.1 105.2 115.5 91.3
6.0 13.7 106.8 117.3 90.9
6.0 14.0 107.0 117.3 91.1
6.0 15.3 106.5 117.3 90.6
6.0 13.0 110.1 119.2 92.4
8.0 12.9 110.8 119.2 92.6
8.0 10.9 115.2 119.2 96.6
8.0 13.0 111.8 119.2 93.6
8.0 10.7 106.1 117.3 90.4
10.0 8.4 110.2 119.2 92.4
10.0 8.3 104.3 113.5 92.0
10.0 11.9 105.8 115.5 91.4
19.7 * 7.8 109.8 119.2 91.8
24.0* 9.7 109.1 119.2 91.4
14.5* 11.4 108.9 117.3 92.6
10.0 8.2 100.9 110.2 91.3
10.0 8.7 108.9 115.5 94.1
12.0 7.5 110.1 119.2 92.4
12.0 9.6 106.9 114.3 93.4
12.0 6.2 101.0 110.2 91.5
17.0* 13.8 96.9 109.2 88.5
27.0* 11.1 96.6 109.2 88.3
24.6 * 12.3 98.5 109.2 90.0
13.0* 10.7 103.0 113.5 90.7
19.4* 10.4 99.6 110.2 90.3
17.0* 14.1 100.1 110.2 90.7
29.0* 9.4 100.2 110.2 90.8
32.0* 9.5 101.8 110.2 92.1
15.0* 12.0 101.3 110.2 91.8
40.0* 13.3 101.2 110.2 91.7
1.0 9.0 105.9 114.3 92.4
2.0 8.1 105.8 115.5 91.5
4.0 10.7 111.9 119.2 93.6
2.0 10.6 110.2 119.2 92.4
3.0 7.6 108.5 117.3 92.4
2.0 13.8 104.3 114.3 91.3
481 Fill ''B"
482 Fill "B''
483 Fill "B"
.484 Fill ''B"
485 Fill "B"
486 Fill ''B"
487 Fill ''B"
488 Fill ''B"
489 Fill "B"
490 Fill ''B"
491 Fill "B"
492 Fill "B"
493 37
494 38
495 39
496 Fill 'B"
497 Fill "B"
498 Fill ''B"
499 Fill ''B"
500 Fill ''B"
501 84
502 85
503 86
504 83
505 87
506 88
507 89
508 90
509 3
510 2
511 U
512 47
513 47
514 Lot Line
59 & 60
515 Lot Line
59 & 60
516 Lot Line
58 & 59
Reworked
Reworked
* Indicates finished grade
BENTON ENGINEERING. INC
Project No. 73-11-12D -20--
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density
No. Lot No. in Feet % dry wt lb/cu ft lb/co ft
517 Lot Line 3.0 * 16.0 101.2 110.2
58 & 59
518 MarcaPl. 2.0 . 11.8 107.1 117.3
Sta.Of50
519 Marco P1. 4.0 7.9 106.1 110.2
Sta. 0+50
520 107 2.0 10.6 107.9 114.3
521 1 * . 13.0 102.2 110.2
522 24 * 11.3 100.9 110.2
523 .23 13.2 106..8 117.3
524 26 * 13.2 106.0 117.3
525 27 * 12.1 114.3 119.2
526 28 * 9.8 104.4 . 113.5
527 29 .. * 16.6 108.1 119.2
528 25 * 12.1 101.8 110.2
529 . 107 . 4.0g. 8.8 .105.0 114.3
530 87 2.5* 8.1 110.9 119.2
531 Area N. 14.0 12.0 107.2 117.3
Storm Drain
532 Area N. 14.0 11.8 117.5 120.6
Storm Drain
533 Area N. 16.0 13.2 114.2 120.6
StormDrain
534 . Fill "B" 12.0 9.5 110.4 117.3
535 Levante St. 2.0 8.6 110.7 120.6
Sta. 73+00
536 Levante St. 6.0 . 8.2 115.2 120.6
Sta. 73+00
537 Levante St. 8.0* 9.8 106.5 117.3
Sta. 73+00
538 Levante St. 2.0 .fl 112.4 120.6
Sta. 69+00
539 Levante St. 4.0* 11.4 . 101.1 . 110.2
Sta. 69+00
40 49 4.0* 13.5 . 99.5 110.2
41 11 7.0* 8.7 105.0 115.5
42 12 12.0* 6.1 103.5 115.5
43 13 . 11.0* 6.0 109.0 119.2
44 14 10.0* 12.6 105.2 115.5
* Indicates finished grade
January 8, 1975
Percent
Compaction Remarks
91.8
91.4
96.3
94.2
92.7
91.3
90.7
90.2
95.8
92.1
90.6
92.0
91.8
92.8
91.4
97.5
94.8
94.1
91.8
95.6
90.6
93.2
91.6
90.1
91.0
89.5 Reworked
91.2
91.2
BENTON ENGINEERING. INC.
Project No. 73-11-12D
La Costa, Spanish Village Unit No. 1
-21- , January 8, 1975 k
TABLE OF TEST RESULTS (CONT.)
Percent
Compaction Remarks
91.5
90.4
91.2
94.3
92.3
90.0
86.0
87.1
91.0
90.9
90.5
90.9
93.5
90.9
90.0
90.0
Reworked
Reworked
* Indicates finished grade
Approx- Depth
imate of Fill
Test Locaf ion at Test
No. Lot No. in Feet
545 15 21.0*
546 16 30.0*
547 17 17.0*
548 18. 9.0*
549 19 4.0*
550 20 6.0*
551 21 30*
552 22 12.0*
553 .52 8.0*
554 92 9.0*
555 91 14.0*
556 98 31.0*
557 , 97 28.0*
558 99 21.0*
559 100 .9.0*
560 Storm Drain 18.0
E. of Levante
St. Sta. 1+25
561 Storm Drain 16.0
E. of Levante
St. Sta. 2+40
562 Storm Drain 7.0
E. of Levante
St. Sta. 3+50
563 48 10.0*
564 . 47 10.0*
565 25 6.0*
566 31 39.8*
567 22 12.0 *
568 21 3.1*
569 12 12.2 *
570 9 12.7*
.571 5' 9.8*
572 84 17.3 *
573 .85 27.2*
574 Center of 30.0
Intersection
Levante St. &
Anillo Way
Sta. 7o+80
Maximum
Field Dry Dry
Moisture Density Density
% dry wt lb/cu ft lb/cu ft
14.4 107.4 117.3
12.3 104.3 115.5
.12.7 103.5. . 113.5
10.9 112.6 119.2
9.8 101.9 110.2
12.3 102.1 113.5
9.7 97.7 113.5
9.4 . . 99.0 113.5
10.9 103.1 113.5
9.7 104.9 115.4
6.2 104.6 115.4
11.8 103.0 113.5
11.1 110.0 117.8
11.5 105.0 115.4
10.9 104.0 115.4
9.0 102.1 113.5
11.2 107.9 117.3 91.8
10.4 106.9 115.4 92.5
9.9 104.3 1.13.5 92.0
9.7 113.9 120.6 94.5 8.0 108.1 . 117.3 92.2
9.0 102.4 113.5 90.5
8.7 108.0 117.3 91.9
14.6 108.8 117.3 92.5
6.7 110.1 117.3 93.5 10.7 . 105.1 113.5 92.7 8.1 . 107.8 117.3 91.9 9.1 107.5 115.4 . 93.0 9.8 104.6 ' 113.5 92.0 12.8 110.5 117.3 94.1
.1
I
I
*
1.
I
I
I
I
'I
I
I
1
I
I
I
I
I
Check on #471
Check on #472
Check on 0552
Check on #551
Check on p542
Check on #480
Check on #479
Check on #501
Check on #502
'I BENTON ENGINEERING,
No. 73-11-12D .Project -22-
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx-. Depth Maximum imate of Fill Field Dry Dry Test Location at Test Moisture Density Density No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft
575 Levante St. 26.0 7.3 107.0 115.4 Sta. 77+50
576 M1llo Way 12.0 10.5 103.9 113.5 Sta. 1+50
577 Fill "Ba 14.0 12.8 115.0 117.3 578 Fill "B" 14.0 7.2 109.0 177.3 579 Fill "B" 14.0 9.7 105.0 113.5 580 Fill "B" 14.0 9.8 '105.0 113.5 581 Off Site Adj. 14.0 10.3 103.0 113.5 to & West of
January 8, '1975
Percent
Compaction Remarks
92.9
91.4
98.0
92.9
92.9
92.9
90.7
Levante
Fill "B"
582 Levante St. 2.0
Sta. 81+50
583 Levante St. 4.0
Sta. 82+50
584 Levante St. 6.0
Sta. 81+50
585 Levante St. 8.0
Sta. 82+50
586 Levante St. 10.0
Sta. 81+50-
587 Storm Drain 20.0
Easement
100' W. of
Lot 31
588 Storm Drain 18.0
Easement
200' W. of
Lot 31
589 Storm Drain 9.0
Easement
350' W. of
Lot 31
590 Storm Drain 22.0
Easement
100' W of
Lot 31
591 Fill C 2.0
7.1 108.4 119.2
8.6 114.0 120.6
8.9 112.5 120.6
6.9 109.1 117.8
9.8 103.8 114.0
10.2 106.9 117.3
16.6 101.2 111.8
90.9
94.6
93.4
93.0
90.9
91.0
90.7
14.9 103.9 114.0 91.1
7.0 105.1 ' '115.5 91.1
17.9 102.2 112.3 91.1
BENTON ENGINEERING. INC.
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Project No. 73-11-12D -23-
La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test location at Test Moisture Density Density
No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft
592 Fill C 2.0 16.2 103.8 114.0
593 Fill C 2.0 13.9 103.1 114.0
594 Fill C 4.0 12.8 106.5 117.3
595 Fill C 4.0 6.8 101.5 111.8
596 Fill C 2.0 7.9 109.2 120.6
597 Fill C 2.0 12.7 103.2 114.0
598 Fill C 2.0 12.6 106.0 117.3
599 70 6.7* 12.0 102.3 110.2
600 Levante St. 11.0 13.0 115.3 119.2
Sta. 81+00
601 Levante St. 6.0 12.6 116.3 119.2
Sta. 83+00
602 Levante St. 11.0 9.7 109.1 119.2
Sta. 82+00
603 Levante St. 8.0 9.6 113.3 119.2
Sta. 79400
604 Levante St. 1.0 11.4 115.7 120.6
Sta. 81+00
605 Levante St. 1.0 8.5 108.8 115.4
Sta. 83+00
606 Levante St. 1.0 8.2 102.4 110.2
Sta. 79+00
607 Levante St. 2.0 10.6 115.0 120.6
Sta. 82+00
608 Levante St 20 7.6 115.7 120.6
5th. 80+00
609 Fill 1.0 13.0 113.2 118.2
610 Fill 1.0 12.3 111.0 114.0
611 Fill A 14.0 7.6 102.4 112.8
612 Fill 13.0 19.9 103.7 112.7
613 Fill A 14.0 14.2 104.0 115.5
614 FillA 10.0 10.0 96.2 110.2
615 Fill A 10.0 18.1 101.0 110.2
616 Fill A 10.0 8.6 107.8 115.5
617 Levante St. 2.0 11.0 104.9 115.4
Sta. 83+00 above
Storm Drain pipe
618 Levante St. 2.0 10.0 101.5
Sta. 81+00 above
Storm Drain pipe
* Indicates finished grade.
BENTON ENGINEERING. INC.
January 8, 1975
Percent
Compaction Remarks
90.8
90.5
90.7
90.9
90.8
90.6
90.4
92.8 Check on #342
96.7
97.5
91.6
94.9
96.2
94.2
93.0
95.5
96.0
95.7
97.3
91.0
92.0
90.0
87.1 Reworked
91.6
93.4
90.8
112.3 90.5
Project No. 73-11-121) -24- January 3, 1975 La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill. Field Dry Dry
Test Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction Remarks
619 Levante St. 4.0 9.3 101.5 112.3 90.5
Sta. 75+50 above
Sewer pipe
620 Levante St. 4.0 13.4 104.2 115.5 90.4
Sta. 73+50 above
Sewer pipe
621 Levante St. 4.0 9.0 100.8 111.2 90.7
Sta. 71+50 above
Sewer pipe
622 Levante St. 1,0 11.5 102.7 114.0 90.2
Sta. 69+50
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623 Storm Drain 24.0 12.3 103.7 114.0 91.0
Easement
100' W. of
Lot 31
624 Storm Drain 20.0 13.0 104.9 115.5 90.8
Easement
200' W. of
Lot 31
625 Storm Drain 11.0 13.0 104.0 115.5 90.0
Easement
3001 W. of
Lot 31
626 Storm Drain 11.0 17.3 102.0 109.2 93.4
Easement
400' W. of
Lot 31
627 Storm Drain 26.0 9.1 95.8 110.2 86.9 Reworked Easement
100' W. of
Lot 31
628 Storm Drain 22.0 9.5 96.7 110.2 87.6 Reworked
Easement
200' W. of
Lot 31
629 Storm .Drain 13.0* 10.7 108.1 117.3 92.1
Easement
300' W. of
Lot 31
* Indicates finished grade
aENToN ENGINEERING. INC.
BENTON ENGINEERING. INC.
Project No. 73-11-12D -25- 'La Costa, Spanish Village Unit No. 1
TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum
imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density
No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft
630 Storm Drain 28.0 12.8 100.0 110.2
Easement
100' W. of
Lot 31
631 Storm Drain 24.0 * 11.1 101.7 110.2
Easement
200' W. of
Lot 31
632 200'W.of 2.0 10.7 101.2 110.2
Lots 31& 32
& 120' N. of
Easement
633 100' W. of 2.0 10.2 101.0 110.2
Lots 31& 32
& 120' N. of
Easement
634 20' W. of 2.0 17.8 95.2 109.2
Lots 31 &32
& 120' N. of
Easement
635 Lot 64 1.0-1.5 10.1 94.1 109.2
Storm Drain Below
Backfill Grade
636 100' W. of 2.0 8.8 99.8 109.2
Lots 31 & 32
& 120' N. of
Easement
637 15' W. of 30.0 * 13.5 103.3 114.0
Lots 31&32
& 40' N. of
Easement
638 15' W. of 4.0 18.3 '98.1 109.2
Lots 31 & 32
& 120' N. of
.Easement
639 Fill C 5.0 5.4 113.3 119.2
640 Fill C 5.0 18.6 104.2 115.5
641 FiII,C 4.0 18.4 98.3 109.2 642 Fill 10.0 8.2 114.2 118.2
643 Levante St. 12.0 7.5 107.2 117.3
Sta. 82+50
* Indicates finished grade
January 8, 1975
Percent
Compaction Remarks
90.6 Check on 0627
92.1 Check on 0628
91.8
91.5
87.1 'Reworked
86.1 Reworked
91.3
90.6
89.7 Reworked
95.0
90.2
90.0
97.2 Check on #614
91.4
Project No 73-11-12D -26- January 8, 1975
- La Costa, Spanish Village Unit No. 1
1 TABLE OF TEST RESULTS (CONT.)
Approx- Depth Maximum I imate of Fill Field Dry Dry
Test Location at Test Moisture Density Density Percent
I No. Lot No. in Feet % dry wt lb/cu ft lb/cu ft Compaction
644 Levante St. 14.0 8.9 112.2 117.3 95.7
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645
Sto. 81+50
20' W. of 2.0 11.2 111.3 119.2 93.5
Lots 31 & 32
I :&120'N.of
Easement
646 Lot 64 1.0 8.9 116.1 119.2 :97.3
I Storm Drain
Backfill
647 15' W. of 4.0 8.6 114.4 119.2 96.1
I Lots 31 &32
& 120' N. of
Easement
: 648 Fill "C" 4.o 17.4 111.0 119.2 93.0 I 649 Fill "C" 3.0 9.2 113.7 119.2 95.4
650 Fill "C" 30 11.2 1090 1192 91.4
651 Fill "C" 3.0 9.1 108.7 119.2 : 91.1 I 652 Levante St. 1.0 9.1 : 113.1 119.2 94.9
Sta. 70+00
653 Levante St. 1.0 10.2 113.1 119.2 94.9 I Sta. 72+00
654 Levante St. 1.0 14.9 113.7 119.2 95.5
Sta. 74+00 l 655 15' W. of 6.0 * 13.4 106.6 115.5 92.4
Lots 31 &32
1 and 100' N.
I of Easement
656 75'W.of 6.0* 19.1 99.9 111.0 90.0
Lots 31&32 I and 100' N.
of Easement
657 150 N. of 6.0* 17.5 100.7 111.8 90.2 I Lois 31& 32
and 100' N.
of Easement I 658 200' W. of 6.0 18.3 101.0 111.8 90.4
Lots 31 &32
I and 120' N.
of Easement
659 100' W. of 4.0 * 17.3 101.0 111.8 90.6
I Lots 31&32 :
and 120' N.
I :Indicates of Easement * finished grade
BENTON ENGINEERING. INC.
Remarks
Project No. 73-11-12D -27- January 8, 1975
La Cta, Spanish Village Unit No. 1
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the major fill materials as deter-
mined by the M.T.M. D 1557-70 method, that uses 25 blows of a 10 pound rammer falling
from a height of 18 inches on each of 5 layers In a 4 inch diameter 1/30 cubic foot compaction
cylinder, are presented as follows:
Maximum Optimum Mois-
Dry Density ture Content
Soil Description lb/cu ft % dry wt
Brown silty fine to medium sand 119.2 11.8
Light orange brown clayey very fine sand 113.4 15.1 Light gray silty very fine sand 114.0 12.8
Light gray brown clayey fine sand 114.3 14.0
Light brown silty very fine to fine sand 111.8 12.6
Light gray brown silty very fine sand 113.5 13.9
Light yellow brown silty fine sand 116.2 13.2
Yellow brown slightly clayey fine to medium sand 117.3 13.1
Yellow brown clayey fine sand with sfltstone chunks 110.2 15.7 Yellow brown silty very fine to fine sand 112.3 13.8
Light gray and yellow brown silty fine to medium sand 115.5 13.7
Light gray brawn silty clay 109.2 17.0
Brown silty fine sand with scattered grovel 120.6 10.5
Light gray Fine to medium sand with slight clay binder 115.4 12.7
BENTON ENGINEERING. INC.
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WILLIAM S. HROOSKEIS & ASSOCIATES
S. KROOSO9. CIVIL ENGINEER FOUNDATION ENGINEERING
AL VENTON. ENGINEERING GEOLOGIST ENGINEERING GEOLOGY
4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 9..!0 0 PHONE 836506
C 172 2 9' - January 27, 1978
I
Mr. EdElliott Job No. 78-5569
I McMillin Construction Company
30th Street & "E" Avenue
National City, California 92050
I SUBJECT: Report of Soil Investigation
RECEIVED
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29, JAN n
0 1978 32-36, 46, 50, 54, 61-64, 59,
79, 81, 88-91, ioc & 106
68-70,
I 78,
Spanish Villacie Unit No. 1 CITY OF cARLSBAD ?nillo Way & Palenque Street
California Building Department I Carlsbad,
Dear Mr. Elliott:
In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Village Unit No. 1.
The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
the structures and other improvements to be located on the subject
lots.
GENERAL:
Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection of Anillo Way and Palencue
Street, Carlsbad, California.
The subdivision has been previously graded and improved with streets
and curbs.
The grading work was performed in conformance with the recommendations
summarized in the Report of Preliminary Soils Investiqation of
Spanish ViH.agë Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Ground
of Spanish Village Unit No. 1 (Carlsbad Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, performed a visual
inspection of the subject lots of Spanish Village Unit No. 1. in
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted. -
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Report of Soil Investigation Job No. 78-5569 I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
• 78, 79, 81, 88-91, 105 & 106 1 Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
I
CONCLUSIONS AND RECOMMENDATIONS:
I The following summarized conclusions and recommendatiOns are based
on the analysis of all the data and information obtained from the
I
soil investiqation. This includes our visual inspections of the
building sites; a review of the reports by Benton Engineering, Inc.; and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this, subdivision site.
1 The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
I
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego Test' for
Expansive Soils.
I The natural ground soils were properly prepared to receive the
fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
1 The proposed single and two story dwellings may he designed with
continuous foundations and spread footings that extend 12 inches
I
into the compacted fill ground and the compacted natural ground.
No special reinforcement or treatment of the continuous founda-
tions, spread footings and concrete floor slabs is reouired.
l 4. The proposed continuous foundations and spread footings when
founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
I 2,000 pounds per square foot. This soil bearing value may be
increased one-third for design loads that include wind or seismic
analysis.
l Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable for the materials native to these sites.
.1 Planter areas adjacent to the structures shall be constructed to , slope away from the foundations and floor slabs (minimum of-one. percent). Planter boxes adjacent to the structures shall be
I constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
I Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
potentially expansive clay soils that could underlie these I residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
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soils engineer.
Page 3
Report of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
Backfill soils behind retaining walls and in utility trenches
which support structures, patios, sidewalks, driveways, asphalt
pavement, etc. (other than landscaping) shall be placed and
compacted to at least 90 percent of maximum dry density.
The compacted fill soils that occur within five feet of the
fill slopes possess poor lateral stability, even thouqh the,,
have been certified to a relative compaction of 90 percent of
maximum dry density or better. Proposed structures and other
improvements such as walls, 'fences, patios, sidewalks, swimming
pools, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could suffer
differential movement as a result of the poor lateral stability
of these soils.
Foundations and footings of the proposed structures, walls, etc.,
when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the reuuirements of
the governing agency and designed in conformance with the
recommended soil bearing value. If proposed foundations and
footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below
a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. II)
All compacted fill slopes and natural ground cut slopes (that do
not consist of dense soils or rocks) shall he planted with an
erosion resistant plant following the general requirements of
the City of Carlsbad.
Adequate measures shall be undertaken to properly finish grade
the sites after the structures and the other improvements are in
place, such that the drainage waters from the improved sites and
the adjacent properties are directed away from the foundations,
footings, fi.00r slabs and tops of slopes, via surface swales and
subsurfae drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and
subsurface drainage will insure that no waters will seek the
level of the bearing soils under the foundations, footings and
floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
LIMITATIONS:
The recommendations summarized in this report are based on the
evidence obtained from our visual inspections of the residential
sites and review of the aforementioned soils reports by Benton
Engineering, Inc., and our general experience with the soils native
to this subdivision site.
Page 4
P.eport of Soil Investigation. Job No. 78-5569 Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
It is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any cuestions concerning this report, please do not
hesitate to call us.
SK :ck
(5) Addressee
Respectfully submitted,
ILLI?M S. KROOSYOS & ASSOCIATES
':111iam S. Krooskos, President
RCE 11318
I w
WILLIAM S. hfiflfl5hliS & ASSOCIATES
S. P(ROOSIOS. CIVIL ENGINEER FOUNDATION ENGINEERING
AL VENTON. ENGINEERING GEOLOGIST ENGINEERING GEOLOGY 1
4320 VANOEVER AVENUE . SAN DIEGO. CALIFORNIA S PHONE 3•6O6
C... 172 2 9' January 27, 1978 I
Mr. Ed Elliott Job No. 78-5569
I McMillin Construction Company
30th Street & "Ba Avenue
National City, California 92050 1 SUBJECT: Report of Soil Investigation
RECEIVED
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29, JAN 32-36, 46, 50, 54, 59, 61-64, 68-70, 01978 ' 78, 79, 81, 88-91, 105 & 106
Spanish Villacie Unit No. 1 CITY OF cARLSBAD ni1lo I-1ay & Palenque Street
Building Department • Carlsbad, California
Dear Mr. Elliott:
In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Village Unit No. 1.
The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
the structures and other improvements to he located on the subject
lots.
C'. V U r P A T -.
Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection of Anillo Way and Palencue
Street, Carlsbad, California.
The subdivision has been previousl'i graded and improved with streets
and curbs.
The grading work was performed in conformance with the recommendations
summarized in the Report of Preliminary Soils Investigation of
Spanish Vil-lage Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Ground
of Spanish Village Unit No. 1 (Carlsbad Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, performed a visual
inspection of the subject lots of Spanish Village Unit No. 1. Tn
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted.
1 Page 2
• Report of Soil Investigation Job No. 78-5569
• Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
- 78, 79, 81, 88-91, 105 & 106 ' Spanish Village Unit No. 1
Anillo Vlay & Palenque Street
Carlsbad, California
CONCLUSIONS AND RECOM.TNDAT IONS:
1 The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investigation. This includes our visual inspections of the ' building sites; a revie.i of the reports by Benton Engineerinc, Inc.; and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
1 The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
I
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego-Test-for
Expansive Soils.
The natural ground soils were properly prepared to receive the I fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
1 The proposed single and two story dwellings may he designed with continuous foundations and spread footings that extend 12 inches
into the compacted fill ground and the compacted natural ground.
I No special reinforcement or treatment of the continuous founda-
tions, spread footings and concrete floor slabs is reciuired.
The proposed continuous foundations and spread footings when I founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of ' 2,000 pounds per suuare foot. This soil bearing value may be increased one-third for design loads that include wind or seismic
analysis.
I Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable for the materials native to these sites.
Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of one percent). Planter boxes adjacent to the structures shall be
I constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
I 7. Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
potentially expansive clay soils that could underlie these I residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
I
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Page 3
'. 'Report of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
I Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
8. Backfill soils behind retaining walls and in utility trenches
I
which support structures, patios, sidewalks, driveways, asphalt
pavement, etc., (other than landscaping) shall be placed and
compacted to at least 90 percent of maximum dry density.
I 9. The compacted fill soils that occur within five feet of the
fill slopes possess poor lateral stability, even thouqh they
have been certified to a relative compaction of 9fl percent of .maximum dry density or better. Proposed structures and other
improvements such as walls, fences, patios, sidewalks, swimming
pools, driveways, asphalt pavement, etc., that are located - within five feet of the face of compacted fill slope could suffer
I differential movement as a result of the poor lateral stability
of these soils.
I
10. Foundations and footings of the proposed structures, walls, etc.,
when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the reuuirements of
I
the governing agency and designed in conformance with the
recommended soil bearing value. Tf proposed foundations and
footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below
I a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. 11)
1 11. All compacted fill slopes and natural ground cut slopes (that do
not consist of dense soils or rocks) shall he planted with an
erosion resistant plant following the general requirements of
I the City of Carlsbad.
12. Adequate measures shall be undertaken to properly finish grade
I the sites after the structures and the other improvements are in
place, such that the drainage waters from the improved sites and
the adjacent properties are directed away from the foundations,
I
footings1 floor slabs and tops of slopes, via surface swales and
subsurface drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and
subsurface drainage will insure that no waters will seek the
I 'level of the bearing soils under the foundations, footings and
floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
I LIMITATIONS:
I.
The recommendations summarized in this report are based on the
evidence obtained from our visual inspections of the residential
sites and review of the aforementioned soils reports boy Benton
Engineering, Inc., and our general experience with the soils native
to this subdivision site.
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Report of Soil Investigation Job No. 78-5569 Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
It is the responsibility of the owner or developer to insure that
the recommendations .summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any .questions concerning this report, please do not
hesitate to call us.
Respectfully submitted,
WILLIAM S. KROflSYOS & ASSOCIATES
il iam S. Krooskos, President 'SK:ck
•
RCE 11318
:(5) Addressee
H ?C17a
WILLIAM S. HROOShOS & ASSOCIATES
W S ICROOSkOS. CIVIL ENGINEER - FOUNDATION ENGINEERING.
AL vENTON. ENGINEERING GEOLO.IST ENGINEERING GEOLOGY
4320 VANDEVER AVENUE • SAN DIEGO. CALIFORNIA PHONE 83 6506
C T72 January 27, 1978
Mr. Ed Elliott
McMillin Construction Company
30th Street & "B" Avenue
National City, California 92050
Job No. 78-5569
RECEIVEC
SUBJECT: Report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Villacie Unit No. 1
nillo t7ay & Palenaue Street
Carlsbad, California
Dear Mr. Elliott:
JA 0 1978
CITY OF CARLSBAD
Building Department
In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Villaqe Unit No. 1.
The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
the structures and other improvements to be located On the subject
lots.
GENERAL:
Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection of Anillo Way and Palencue
Street, Carlsbad, California.
The subdivision has been previouslY graded and improved with streets
and curbs.
The grading work was performed in conformance with the recommendations
summarized in the Report of Preliminary Soils Investiqation of
Spanish Vi1.I:a46 Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Ground
of Spanish Village Unit No. 1 (Carlsbad Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, nerformed a visual
inspection of the subject lots of Spanish Village Unit No. 1. In
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted. -
I Page
Report of Soil Investigation Job No. 78-5569 I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
— 78, 79, 81, 88-91, 105 & 106 I . Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
CONCLUSIONS AND RECOMTNDAT IONS:
The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investiqation. This includes our visual inspections of the
I building sites; a review of the reports by Denton Engineerina, Inc.; and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
I 1. The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego Test for
Expansive Soils.
The natural ground soils were properly prepared to receive the I fill soils. The fill soils were properly placed and compacted to
- at least 90 percent of maximum dry density.
1 The proposed single and two story dwllings may be designed with
continuous foundations and spread footings that extend 12 inches
into the compacted fill ground and the compacted natural ground.
I No special reinforcement or treatment of the continuous founda-
tions, spread footings and concrete floor slabs is reciuired.
The proposed continuous foundations and spread footings when I founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
I
2,000 pounds per square foot. This soil bearing value may be
increased one-third for design loads that include wind or seismic
analysis.
I S. Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable fo.r the materials native to these sites.
6. Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of one
percent). Planter boxes adjacent to the structures shall be
constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
1 7. Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
I
potentially expansive clay soils that could underlie these
1 residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
1•
I Page S
Report of Soil Investigation Job No. 78-5569 I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106 ii Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
Backfill soils behind retaining walls and in utility trenches
I
which support structures, patios, sidewalks, driveways, asphalt pavement, etc., (other than landscaping) shall be placed and
compacted to at least 90 percent of maximum dry density.
I The compacted fill soils that occur within five feet of the
fill slopes possess poor lateral stability, even thouqh they
have been certified to a relative compaction of 90 percent of
maximum dry density or better. Proposed structures and other I improvements such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could suffer I differential movement as a result of the poor lateral stability
of these soils.
Foundations and footings of the proposed structures, walls, etc., I when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the reuuirements of
I the governing agency and designed in conformance with the
recommended soil bearing value. If proposed foundations and
footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below
I a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. II)
I 11. All compacted fill slopes and natural qround cut slopes (that do not consist of dense soils or rocks) shall he planted with an
erosion resistant plant following the general requirements of
I the City of Carlsbad.
12. Adequate measures shall be undertaken to properly finish grade
I the sites after the structures and the other improvements are in
place, such that the drainage waters from the improved sites and
the adjacent properties are directed away from the foundations,
footings-floor slabs and tops of slopes, via surface swales and I subsurface drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and
subsurface drainage will insure that no waters will seek the
I level of the bearing soils under the foundations, footings and
floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
I LIMITATIONS:
The recommendations summarized in this report are based on the I evidence obtained from our visual inspections of the residential
sites and review of the aforementioned soils reports by Benton
Engineering, Inc., and our general experience with the soils native
to this subdivision site.
Page 4
report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16,.20-23, 25-29
32-36, 461, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 165 .& 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
Job No. 78-5569
It is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried but in the
field.
This report and.all subsecuent reports and addendurns automatically
become a part of the building specifications.
If you have any Questions concerning this report, please do not
hesitate to call us.
Respectfully submitted,
UILLIAM S. KROflSYCS & ASSOCIATES
William S. KroosKos, President
SR:ck RCE 11318
(5) Addressee
I 'WILLIAM S. liROOShOS & ASSOCIATES
W S. KROOSKOS. CIVIL ENGINEER FOUNDATION ENGINEERING
AL VENTON. ENGINEERING GEOLOGIST ENGINEERING GEOLOGY
4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 91.0 0 PHONE Z83 606
c..T 72 January 27, 1978
Mr. Ed Elliott Job No. 78-5569
I McMillin Construction Company
30th Street & "B" Avenue
National City, California 92050 RECEIVED I SUBJECT: Report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16,.20-23, 25-29,
I
32-36, 46, 50, 54, 59, 61-64, 68-70, JAN n) Li 1 978
78, 79, 81, 88-91, 10 & 106
Spanish \Tillaoe Unit No. 1 CITY OF CARLSBAD nillo way & Palenque Street Building I Carlsbad, California ing epa(tment
Dear Mr. Elliott:
I In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Villaqe Unit No. 1.
I The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
I the structures and other improvements to be located on the subject
lots.
GENERAL:
I Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection, of Anillo Way and Palencue
I Street, Carlsbad, California.
The subdivision has been previousl'i graded and improved with streets
I
and curbs.
The grading work was performed in conformance with the recommendations
summarized in the Report of Preliminary Soils Investigation of
J Spanish Villagê Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Ground
I of Spanish Village Unit No. 1 (Carlsbad Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
I
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, performed a visual
I
inspection of the subject lots of Spanish \1i11age Unit No. 1. in
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted.
I.
I Page 2
I Report of Soil investigation Job No. 78-5569
'Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68770,
- 78, 79, 81, 88-91, 105 & 106
1 Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
CONCLUSIONS AND RECOMTNDATIONS:
1 The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investigation. This includes our visual inspections of the
building sites; a review of the reports by Benton Engineerina, Inc.;
and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
J 1. The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
I
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego Test. for
Expansive Soils.
I 2. The natural ground soils were properly prepared to receive the
fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
1 3. The proposed single and two story dwellings may he designed with
continuous foundations and spread footings that extend 12 inches
I
into the compacted fill ground and the compacted natural ground.
No special reinforcement or treatment of the continuous founda-
tions, spread footings and concrete floor slabs is reouired.
J 4. The proposed continuous foundations and spread footings when
founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
I
2,000 pounds per square foot. This soil bearing value may be
increased one-third for design loads that include wind or seismic
analysis.
Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable for the materials native to these sites.
Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of one
percent).
Planter boxes adjacent to the structures shall be
constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
potentially expansive clay soils that could underlie these
residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
Page 3
Report of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16,. 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way& Palenque Street
Carlsbad, California
Backfill soils behind retaining walls and in utility 'trenches
which support structures, patios, sidewalks, driveways, asphalt
pavement, etc., (other than landscaping) shall be placed and
compacted to at least 90 percent of maximum dry density.
The compacted fill soils that occur within five feet of the
fill slopes possess poor lateral stability, even thouqh they
have been certified to a relative compaction of 90 percent of
maximum dry density or better. Proposed structures and other
improvements such as walls, fences, patios, sidewalks, swimming
pools, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could suffer
differential movement as.a result of the poor lateral stability
of these soils.
Foundations and footings of the proposed structures, walls, etc.,
when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the requirements of
the governing agency and designed in conformance with the
recommended soil bearing value. If proposed foundations and
footings are located closer than five feet inside, the top of
compacted fill slope, they shall be deepened one foot below
a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. II)
I All compacted fill slopes and natural qround cut slopes (that do not .consist of dense soils or rocks) shall he planted with an
1
erosion resistant plant following the general requirements of
the City of Carlsbad.
Adequate measures shall be undertaken to properly finish grade
the sites after the structures and the other improvements are in I place, such that the drainage waters from the improved sites and
the adjacent properties are directed away from the foundations, I f footings.,- .f-loor slabs and tops of slopes, via surface swales and
,I subsurface drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and subsurface drainage will insure that no waters will seek the
,I level of the bearing soils under the foundations, footings and
floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
LIMITATIONS:
The recommendations summarized in this report are based on the I evidence obtained from our visual inspections of the residential sites and review of the aforementioned soils reports b.y. Benton Engineering, Inc., and our general experience with the soils native
f to this subdivision site.
Page '4
Report of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-6.4, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
It is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any questions concerning this report, please do not
hesitate to call us.
Respectfully submitted,
'S 1<: c k
(5) Addressee
WILLIAM S. KROOSFOS & ASSOCIATES
il1iam S. Krooskos, President
RCE 11318
0
1 WILLIAM S. HROOSKOS & ASSOCIATES
W S XROOSO9. CIVIL ENGINEER FOUNDATION ENGINEERING
AL VENTON. ENGINEERING GEOLOIS1 ENGINEERING GEOLOGY
4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 9I.0 PHONE .836506
C 172 9' January 27, 1978
Mr. Ed Elliott
McMillin Construction Company
30th Street & "B" Avenue
National City, California 92050
Job No. 78-5569
RECEIVEC.
SUBJECT: Report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 10 & 106
Spanish Villace Unit No. 1
nillo Way & Palenque Street.
Carlsbad, California
Dear Mr. Elliott:
JAN 0 1978
CITY OF CARLSBAD
Building Department
In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Villaqe Unit N. 1.
The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
the structures and other improvements to he located on the subject
lots.
GENERAL:
Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection of Anillo Way and Palencue
Street, Carlsbad, California.
The subdivision has been previously graded and improved with streets
and curbs.
The grading work was performed in conformance with the recommendations
summarized in the Report of Preliminary Soils Investigation of
Spanish Vi1lag Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Ground
of Spanish Village Unit No. 1 (Carlsbad Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, performed a visual
inspection of the subject lots of Spanish Village Unit No. 1. in
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted.
Page 2
I Report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
I Spanish Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
I
CONCLUSIONS AND RECOM!ENDAT IONS:
Job No. 78-5569
The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investigation. This includes our visual inspections of the
building sites; a revie'.' of the reports by Benton Engineerina, Inc.;
and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
These soils are non-expansive; therefore, possess less than 3.0
percent swell as measured by the County of San Diego Test for
Expansive Soils.
The natural ground soils were properly prepared to receive the
fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
The proposed single and two story dwellings may he designed with
continuous foundations and spread footings that extend 12 inches
into the compacted fill ground and the compacted natural ground.
No special reinforcement or treatment of the continuous founda-
tions, spread footings and concrete floor slabs is recuired.
The proposed continuous foundations and spread footings when
founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
2,000 pounds per square foot. This soil bearing value may be
increased one-third for design loads that include wind or seismic
analysis.
Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable fo-r the materials native to these sites.
Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of One
percent). Planter boxes adjacent to the structures shall be
constructed with drain tile in gravel directing the subsurface
waters away from the structures -towards the lower level of the sites.
Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
potentially expansive clay soils that could underlie these
residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
I
I
I
F
LT
I
I
I
I
Report of Soil Investigation Job 'No. 78-5569 I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
I Spanish Village Unit No. 1
7ni1lo Way & Palenque Street
Carlsbad, California
Backfill soils behind retaining walls and in utility trenches
I
which support structures, patios, sidewalks, driveways, asphalt pavement, etc., (other than landscaping) shall be placed and compacted to at least 90 percent of maximum dry density.
The compacted fill soils that occur within five feet of the I fill slopes possess poor lateral stability, even thouqh the'.'
have been certified to a relative compaction of 90 percent of
maximum dry density or better. Proposed structures and other I improvements such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could suffer
I differential movement as a result of the poor lateral stability
of these soils.
Foundations and footings of the proposed structures, walls, etc., I when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the recuirements of
.I
the governing agency and designed in conformance with the
recommended soil bearing value. if proposed foundations and footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below
I a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. II)
I 11. All compacted fill slopes and natural ground cut slopes (that do not consist of dense soils or rocks) shall he planted with an
erosion resistant plant following the general requirements of
the City of Carlsbad.
12. Adequate measures shall be undertaken to properly finish grade ' the sites after the structures and the other improvements are in
place, such that the drainage waters from the improved sites and
the adjacent properties are directed away from the foundations,
footings, floor slabs and tops of slopes, via surface swales and I subsurfaZe drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and subsurface drainage will insure that no waters will seek the
I level of the bearing soils under the foundations, footings and
floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
I LIMITATIONS:
I
The recommendations summarized in this report are based on the
evidence obtained from our visual inspections of the residential
sites and review of the aforementioned soils reports by Benton
Engineering, Inc., and our general experience with the soils native
to this subdivision site.
I
1
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
I
I
Page 4
"report of Soil Investigation Job No. 78-5569
Lots 1, 4-6,.8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-64,68-70,
78, 79, 81, 88-91, 105 & 106
spanish.Village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
it is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any auestions concerning this report, please do not
hesitate to call us.
'S 1< : c k
(5) Addressee
Respectfully submitted.
ILLIN4 S. KROOSYCS & ASSOCIATES
William S. Krooskos,. President
RCE 11318
0
I
hdrcates Approximate Locotron of Compacted Fllled Ground
U lndtcotes Approximate Cut - FI!I .Lrne
Indicates Approximate Top of Compacted Fill Sbpe
I Indrcotes A ooroxrmote Toe of Compacted FI 11 Slope
0 Xld~cotes A,pprox~male Vertsol Depth of Fill in Fret
RECEIVC
JAN n 0 1978
CITY OF CARLSBAD
Building Department
WILLIAM S. IRhIOSIEIS & ASSOCIATES
I W. S. ICROO5POS. CIVIL ENGINEER FOUNDATION ENGINEERING
AL V ENTON. ENGINEERING GEOLOGIST ENGINEERING GEOLOGY
- 4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 92120 PHONE 283.6506
I
C 172 January 27, 1978
Mr. Ed Elliott
McMillin Construction Company
30th Street & "B" Avenue
National City, California 92050
SUBJECT: Report of Soil Investigation
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Villacie Unit No. 1
.nillo Way & Palenque Street
Carlsbad, California
Dear Mr. Elliott:
Job No. 78-5569
I In accordance with your request, we have conducted an investigation
of the surface and subsurface soils at the subject lots of Spanish
Village Unit No. 1.
The enclosed report summarizes the results of our investigations
and the recommendations made by our firm for the proper design of
the structures and other improvements to be located on the subject
lots.
GENERAL:
Spanish Village Subdivision Unit No. 1 (Carlsbad Tract 72-24) is
located northerly of the intersection of Anillo Way and Palencue
Street, Carlsbad, California.
The subdivision has been previously graded and improved with streets
and curbs.
The grading work was performed in conformance with the recommendation!-
summarized in the Report of Preliminary Soils Investigation of
Spanish Village Unit Nos. 1 and 2, by Benton Engineering, Inc., dated
May 10, 1973. The grading work and the relative compaction of the
fill soils were certified in the Final Report on Compacted Fill Grounc
of Spanish Village Unit No. 1 (Carlsbad. Tract 72-24) by Benton
Engineering, Inc., dated January 8, 1975, their Project No.73-11-12-D.
FIELD INSPECTIONS AND INVESTIGATIONS:
Our engineering geologist and soils engineer, performed a visual
inspection of the subject lots of Spanish Village Unit No. 1. In
order to further classify the existing bearing soils a thorough
review of the aforementioned reports by Benton Engineering, Inc.
was conducted.
U
LI
I
I
LI
I
LI
LI
1 Page 2
Report of Soil Investigation Job No. 78-5569 I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
I . Spanish Village Unit'No. 1
Anillo Way & Palenque Street
Carlsbad, California
CONCLUSIONS AND RECOMrENDAT IONS:
I The following summarized conclusions and recommendations are based
on the analysis of all the data and information obtained from the
soil investigation. This includes our visual inspections of the ' building sites; a review of the reports by Benton Engineering, Inc.; and our general knowledge and experience with the natural ground soils
and compacted fill soils that exist on this subdivision site.
1 The natural ground soils and compacted fill soils on the subject
lots have been classified as silty fine sands to medium sands.
These soils are non-expansive; therefore, possess less than 3.0
I percent swell as measured by the County of San Diego Test for
Expansive Soils.
The natural ground soils were properly prepared to receive the I fill soils. The fill soils were properly placed and compacted to
at least 90 percent of maximum dry density.
I The proposed single and two story dwellings may he. designed with
continuous foundations and spread footings that extend 12 inches
into the compacted fill ground and the compacted natural ground.
No special reinforcement or treatment of the continuous founda- I tions, spread footings and concrete floor slabs is reciuired.
I The proposed continuous foundations and spread footings when
founded 12 inches into the compacted fill ground and compacted
natural ground may be designed with a soil bearing value of
2,000 pounds per square foot. This soil bearing value may be
I increased one-third for design loads that include wind or seismic
analysis.
I S. Existing natural ground cut slopes and compacted fill slopes of
maximum inclinations of 1.5 horizontal to 1.0 vertical will be
stable for the materials native to these sites. ' 6. Planter areas adjacent to the structures shall be constructed to
slope away from the foundations and floor slabs (minimum of one
percent). Planter boxes adjacent to the structures shall be
I constructed with drain tile in gravel directing the subsurface
waters away from the structures towards the lower level of the
sites.
1 7. Future swimming pools or other subsurface structures shall be
properly designed and reinforced with steel to reflect any
I
potentially expansive clay soils that could underlie these
residential sites. The design of these subsurface structures
shall follow the recommendations of a structural engineer and
soils engineer.
I
I Page
Report of Soil Investigation Job No. 78-5569
I Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29,
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
I Spanish village Unit No. 1
Anillo Way & Palenque Street
Carlsbad, California
8. Backfill soils behind retaining walls and in utility trenches
which support structures, patios, sidewalks, driveways, asphalt
I pavement, etc., (other than landscaping) shall be placed and
compacted to at least 90 percent of maximum dry density.
I 9. The compacted fill soils that occur within five feet of the
fill slopes possess poor lateral stability, even though the'
have been certified to a relative compaction of 90 percent of
I
maximum dry density or better. Proposed structures and other
improvements such as walls, fences, patios, sidewalks, swimming
pools, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could suffer
I differential movement as a result of the poor lateral stability
of these soils.
10. Foundations and footings of the proposed structures, walls, etc.,
I when founded five feet and further away from the top of compacted
fill slopes may he of standard design meeting the requirements of
the governing agency and designed in conformance with the
I recommended soil bearing value. If proposed foundations and
footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below
I a 1.5 horizontal to 1.0 vertical line projected outward and
downward from a point five feet horizontally inside the top of
compacted fill slope (Refer to Figure No. II)
I All compacted fill slopes and natural qround cut slopes (that do not consist of dense soils or rocks) shall he planted with an
erosion resistant plant following the general requirements of
I the City of Carlsbad.
Adequate measures shall be undertaken to properly finish grade
the sites after the structures and the other improvements are in
I place, such that the drainage waters from the improvedsites and
the adjacent properties are directed away from the foundations,
footings, floor slabs and tops of slopes, via surface swales and
I subsurface drains towards the lower level of the sites or to the
natural drainage direction for this area. Proper surface and
subsurface drainage will insure that no waters will seek the
level of the bearing soils under the foundations, footings and I floor slabs which could result in undermining and differential
settlement of the structures and the other improvements.
I LIMITATIONS:
The recommendations summarized in this report are based on the
I evidence obtained from our visual inspections of the residential
sites and review of the aforementioned soils reports by Benton
Engineering, Inc., and our general experience with the soils native
to this subdivision site.
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Page
Report of Soil Investigation Job No. 78-5569
Lots 1, 4-6, 8, 10-13, 16, 20-23, 25-29
32-36, 46, 50, 54, 59, 61-64, 68-70,
78, 79, 81, 88-91, 105 & 106
Spanish Village Unit No. .1
Anillo Way & Palenque Street
Carlsbad, California
It is the responsibility of the owner or developer to insure that
the recommendations summarized in this report are carried out in the
field.
This report and all subsequent reports and addendums automatically
become a part of the building specifications.
If you have any questions concerning this report, please do not
hesitate to call us.
FSK:ck
(5) Addressee
Respectfully submitted,
WILLIAM S. KROOSJ'05 & ASSOCIATES
V-1111am S. KroosKos, President
RCE 11318
- — —
I .•:•:;.
0
. 4): 0 •.
.1
/ I 1 NOTE N I !-- / / This Plot Plan not to be used for -\ / '.6) / ) engineering purposes. Fo existinq / /W in
P1ZUELA , 1T-...
... and finish grades, property ;:dj 4 ions, location of existing utilitièø 0 / and iprovomentg, etc., refer to . d •
-
10 the approved building plans. 0 Z
U4 .79
\ ' -- -v / (22j
6
REFERENCE NORTH \
. Site elan of McMklljns Va1e.idg Q STREET BOCA - \ / H Spanish Village Unit No 1
~Lj(2
7 1 '236. Q2 ~5)
G E ND
Lot Numbers V
/ .0.•
... . ..J 05:1 A flV £
- Lots 1,4-6, 8, 1O-l3.16..2o42,229 U)W. -- !. •. 32-36,46, 50, 54,59, 611-6 4, 68.7O O. I'L _9_
Spanish Village 'UfljtN,.15
Anillo War & Palenqt1e Steet P L 0 r P L A N Carlsbad, California
I
/
.4 A
------- -- Proposed Structure
Concrete Floor Slab
1•
.Top of Compacted
Fill Slope
~•*N • -. -
/
.••.
Reinforcement of - - -
Foundations and Floor Slabs - • •
following the recommendations .• I • - - -
of the Architect or Structural - •• ••
5 Minimum
- Engineer
Concrete Foundation -. • -
Compacted Fill •
Compacted Fill Slope
Maximum Inclination
1.5 : 1.0
TYPICAL SECTIO
( Showing Proposed Foundation Located Within Five Feet of Top of
Compacted Fill Slope)
Job NO. 78-5569
- - •----
:Fjgure No II
Attachment 1 I Page I
I GENERAL:
GRADINGSPECIFICATIONS
The intent of this item is to properly establish procedures
for: clearing, compacting natural ground, preparing areas to be filled,
l and placing and compacting fill material to the grades and slopes as
shown on the approved plans.
' CLEARING: All vegetation, brush and debris shall be removed, piled
and burned or otherwise disposed of to give the surface a neat and
finished appearance.
' COMPACTINGNATURALGROUND: After clearing, the natural ground shall
be scarified to a depth of at least 12 inches, watered to ootimum
requirements and compacted to not less than 90 percent of maximum dry
density, according to A.S.T.M. Test Method D 1557 in a four inch dia- I meter cylindrical mold of 1/30th cubic foot volume. Field density
tests shall be taken in the natural ground in accordance with A.S.T.M.
I Test Method D 1556.
FILLMATERIALS: Materials for the fill shall be approved by the soils
engineer and shall be free from vegetable matter and other deleterious I substances. In the event that expansive materials are encountered
within two feet of finish grade they should be either entirely removed
or thoroughly mixed with good granular material before incorporating
them in fills. No footing shall be allowed to bear on soils which in I the opinion of the soils engineer are detrimentally expansive, unless
designed for this clayey condition.
I PLACINGANDCOMPACTINGFILL MATERIAL: After preparing the areas to
be filled, the -fill materials shall be placed in layers not to exceed
six inches in compacted thickness. Each layer shall be watered to
I ... optimum requirements and compacted to not less than 90 percent of
maximum dry density in accordance with A.S.T.M. Test Method D 1557..
Compaction of the fill shall then proceed in the specified manner
1 .
to the grades as shown on the approved plans.
When the slope ratio of the original ground is steeper than five hor-
izontaDto one vertical, the original ground shall be steeped or I benche Ground slopes flatter than five horizontal to one vertical
shall -b; benched when considered necessary by the Soils Engineer.
Fill slopes shall be compacted by means of sheepsfoot roller or other
I suitable equipment. Slope compaction shall be continued until the
slopes are stable, but not too dense for planting.
Field density tests shall be taken when considered necessary by the
soils engineer in accordance with A.S.T.M. Test Method D 1556 and
shall be made not exceeding two feet in vertical height, providing
each layer is tested.
SUPERVISION: Continuous supervision of the fill shall be made by
the representative of William S. Krooskos & Associates during the
grading operation so that he can certify that the fill was placed
in accordance with these specifications.
SEASONLIMITS: No fill material.shall be placed, spread or rolled ' during unfavorable weather conditions. When the work is interrupted
by heavy rain, the filling operation shall not be resumed until,field
tests indicate that the moisture content and density of the fill are
as previously specified.
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
COARSE GRAINED More than
half of material is.larger I than a No. 200 sieve.
GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel ' More than half of Coarse
fraction is larger than
and sand mixtures, little
or no fines.
No. 4 sieve size but GP Poorly graded gravels,
smaller than 3". gravel and sand mixtures,
I little or no fines. GRAVELS WITH FINES GM Silty gravels, poorly (Appreciable amount) graded gravel-sand-silt
mixtures. I GC Clayey gravels, poorly
graded gravel-sand-clay
mixtures. I SANDS CLEAN SANDS SW Well graded sand, gravelly More than half of coarse sands, little or no fines. fraction is smaller than SP Poorly graded sands, gravelly a No. 4 sieve sands, little or no fines. • I SANDS WITH FINES SM Silty sands, poorly graded (Appreciable amount)
, sand and silty mixtures.
I SC Clayey sands, poorly graded
sand and clay mixtures.
FINE GRAINED More than
half of material is
• smaller than a No. 200 sieve. ' SILTS,AND CLAYS ML Inorganic silts and very
fine sands, rock flour,
sandy silt or clayey-silt
I sand mixtures with slight
plasticity. Liguid'Limit ' CL 'Inorganic clays of lot to less than 50
' Medium plasticity, gravelly
l clays, sandy clays, silty
clays, lean clays.
OL Organic silts and organic
• silty clays of low 1 ' plasticity. SILTS AND CLAYS MU Inorganic silts, micaceous
or diatomaceous fine' sandy I ' or silty soils, elastic
silts. • Liquid Limit
greater than 50 , CU Inorganic clays of high I plasticity, fat clays.
OH Organic clays of medium to
high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly
organic soils.
1 'WILLIAM S. KROOSKOS & ASSOCIATES
Soil and Foundations Engineers
I
JAN-06-97 NON 17:13 CITY OF CARLSBAD COMM DE' FAX NO, 4380894 P.02
CERTIFICATE OF COMPLIANCE
CITY OF CARLSBAD Plan Check No. 2/3 gc
COMMUNITY DEVELOPMENT
2075 LAS PALMAS DR., CARLSBAD, CA 92009
(619) 438-1161
This form shall be used to determine the amount of school fees for a project and to verify that the project
applicant has complied with the school fee requirements. No building permits for the projects shall be
issued until the certification is signed by the appropriate school district and returned to the City of
Carlsbad Building Department. -
SCHOOL DISTRICT:
Carlsbad Unified San Marcos Unified
801 Fine Avenue 1290 West San Marcos Blvd.
Carlsbad CA 92009 (434-0661) San Marcos CA 92024 (744-4776)
Encinitas Union )( San Dieguito Union High School
101 South Rancho Santa Fe Rd. 710 Encinitas Boulevard
Encinitas CA 92024 (944-4300) Encinitas CA 92024 (753-6491)
Project Applicant: / /CI4f?J) frLJ F 4j4.f APN: 4-- goo
Project Address: 23 32 1)1 fr*4
RESIDENTIAL: SQ. FT. of living area 2 '7 (L1.._ number of dwelling units
SQ.. FT. of covered area - SQ. FT. of garage area
Prepared by NDVSTRIAL: SQ. FT.
Date (/3/77
FEE CERTIFICATION
/ (To be completed by the School District)
V Applicant has complied with fee requirement under Government Code 53080
Project is subject to an existing fee agreement
Project is exempt from Government Code 53080
Final Map approval arid construction started before September 1, 1986.
(other school fees paid)
Other
Residential Fee Levied: S 381. 8(' based on 3t4 sq. ft.
Comm/Indust Fee Levied: $ based on sq. ft. @
ERIC J. HALL
MOST. SUPERINTENDENT BUSINESS 1,L6,1;
District Official Title Date
J-06-97 NON 17:13 CITY OF CARLSBAD COMM DE FAX NO, 438O94 P.03
CERTIFICATE OF COMPLIANCE
CITY OF CARLSBAD Plan Check No. q6_1 a3 / COMMUNITY DEVELOPMENT
2075 LAS PALMAS DR., CARLSBAD, CA 92009
(619)438-1161
This form shall be used to determine the amount of school fees for a project and to verify that the project
applicant has complied with the school fee requirements. No building permits for the projects shall be
issued until the certification is signed by the appropriate school district and returned to the City of
Carlsbad Building Department.
SCHOOL DISTRICT:
Carlsbad Unified San Marcos Unified 801 Pine Avenue 1290 West San Marcos Blvd. Carlsbad CA 92009 (434-0661) San Marcos CA 92024 (744-4776) )L Encinitas Union San Dieguito Union High School
101 South Rancho Santa Fe Rd. 710 Encinitas Boulevard Encinitas CA 92024 (944-4300) Encinitas CA 92024 (753-6491)
Project Applicant: / /LitAi?..'5 J4-LL74J4y APN: ,)o
Project Address: 2332 /3i A..4 -
RESIDENTIAL: SQ. FT. of living area I L. number of dwelling units I
SQ. FT. of covered area SQ. FT. of garage area
COMMERCI JD .TRlAL: S
Prepared by
- Date r' (/3/77
FEE CERTIFICATION
(To be completed by the School District)
Applicant has complied with fee requirement under Government Code 53080
Project is subject to an existing fee agreement
Project is exempt from Government Code 53080
Final Map approval and construction started before September 1, 1986.
(other school fees paid)
Other
Residential Fee Levied: $3 .9ô based on g i sq. ft.
Comm/Indust Fee Levied:
$_____________ based on sq. ft. @
SENT ay: XEROX Telecopier 7017; 1-14-97 :2:23PM ; COPY CORRAL 6199425769;u 1
9/25//
LEUCADIA COUNTY WATER DISTRICT
_APPLICATION FOR SEWER SERVICE
Owner's NnM polinarioC.Abiva Phone No. 479-283S
t1n1inj Address 2755 ylvy Way
_an Djqo, CA 92139 - -
Service Address: Marca Place
Tract Description: jot 96. SoardsjY11]qe
Assessor's Parcel No.
Type of Bu11d e _fAmi1v No. Units 1 Cnnection Fe__5QQ
Lateral Size: 4"
- 6" - 8" - Saddle - Easement Connection ,j2re - pd. 200.00)
Extra Footage: - @ $_______ Extra Depth:. ? $ 1.300.O0
-- Lateral Fee
Amount Rec'd $1 N=.. ovwAymEn
Ck. No/Cash Prorated Sewer
Date
T $200.
IREFUNDM. Service Fee
Rec'd By Total
The application must be signed by the owner (or his authorized representative) of
the property to be served. The total charges must be paid to the District at the
time the application Is submitted.
If a service lateral Is required, it will be Installed by the Leucádla County Water
District. The service lateral is that part of the sewer system that extends from
the main collection line In the street (or easement) to the point in the Street (at
or near the applicant's property line) where the service lateral is connected to
the applicant's building sewer. The applicant is responsible for the construction,
at the applicant's expense, of the sewer pipeline (building sewer) from the appli-
cant's plumbing to the point In the street (or easement) where a connection is made.
to the service lateral.
conctior- of- the appllcant'i-- aing sewer to thUiiV1ce laterat i'FTbe
made by the applicant at his expense. The connection must be made In conforTnity
with the District's specifications, rules and regulations; and IT MUST BE INSPECTED
AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT.
THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE, MUST NOTIFY THE DISTRICT AT THE
TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLEC-
TION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERE
INVALID AND WILL NOT BE ACKNOWLEDGED.
The prorated sewer service fee is based upon the date the District estimates that
service will begin and covers the balance of the fiscal year. There will be no
additional fee or refund If service actually commences on a different date. For
succeeding fiscal years, the sewer service fee will be collected on the tax roll
In the same manner as property taxes.
The undersigned hereby agrees that the above Information given Is correct and agrees
to the conditions as stated. (.
...............................-.--:- .......... 71i&czc,
L......'/ Owner's Signature •.
b
7 qLj.
APPROVALS
Date
(qj LM zT-(V'77 BuiIdin
Fire
/1-
(~I(q -7 Planning >
Engineering
/:7. Coastal
Health
( • _____ 1.,ebo (7(u$ 7''j
3 t dc
_, • To
DAS
Fmm Applicant Applicant
HAZ MAT FORM /LT rLà - • _____ - IND WASTE APP
z(47 J/
L1N7 1LAN CORR oRM Z
BUS LIC
w COMP
FIRE PLANS c2 J ASSESSOR PLANS I • COFO
3 / / 7 , 4
/
it-v_o-f. .Carlsbad
w
AY 5
DATE: 04/30/98 .i .CHPITI
SIDIEGC# PC .97035 DATE': J06/29/98
TO: SIMAC CPONSTRUCTION \ ADDRESS: 2332 MARCL'PL
15938 BEP.NARDO CTR DR
SAN DIEGO CA 92129
You have applied to have your plans checked on the date shown
above, and you have otobtainedypuri bithgpeiit..
The provisions of Section 304(d) of the Uniform Building Code
state:
"Section 304(d) Expiration of Plan Review
Applications for which no permit is issued
within one year following the date of
application shall expire by limitation, and
plans and other data submitted for review
may thereafter be returned to the applicant
or destroyed by the Building Official.
In order to renew action on an application
after expiration, the applicant shall resubmit
plans and pay a new plan review fee."
Please check the appropriate box indicating your choice
and return this letter to the BUILDING DEPARTMENT.
PROJECT ABANDONED. I WILL PICK UP PLANS WITHIN 10 DAYS.
)( PROJECT ABANDONED. PLANS MAY, BE DESTROYED.
If you have any questions, please contact the Building
Department at (619) 438-1161 extension 4331.
RAENETTE ABBEY
Building Department
2075 Las Palmas Drive • Carlsbad, California 92009 • (619) 438-1161
iI Corporation
IT44ssioncIan Review Engineers
DATE: 3/21/97
JURISDICTION: Carlsbad
C3 APP ANT 9NDRaVIEWER
U FILE
PLAN CHECK NO.: 96-2361 SET: I
PROJECT ADDRESS: 2332 Marca Place
PROJECT NAME: Alleway SFD
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's AAAA****** codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Russ Stout 2155 Felspar Street Suite #5 San Diego CA 92109
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
El] REMARKS:
By: David Yao Enclosures:
Esgil Corporation
DGA 0CM OEJ El PC 3/10 tmsmtLdot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (619) 560-1468 .4 Fax (619) 560-1576