HomeMy WebLinkAbout1370 PINE AVE; ; CB001427; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
07/18/2000 Residential Permit Permit No:0B001427
Building Inspection Request Line (760) 602-2725
Job Address: 1370 PINE AV CBAD
Permit Type: RESDNTL Sub Type: RAD Status: ISSUED
Parcel No: 2050203800 Lot #: 0 Applied: 04/14/2000
Valuation: $171,894.00 Construction Type: NEW Entered By: GMF
Occupancy Group: Reference #: Plan Approved: 07/03/2000
# Dwelling Units: 0 Structure Type: Issued: 07/18/2000
Bedrooms: 0 Bathrooms: 0 Inspect Area:
Project Title: 1225 SF 2ND STRY ADD,REMODEL Orig PC#:
1620 SF,1 10 SF DECK Plan Check#:
Applicant: Owner:
SABALA ANNE M SABALA ANNE M
3317 07/1 '00 0001 01 0 137OPINEAVE -
.
I37OPINEAVE c- i 1199-29 CARLSBAD CA 92008 CARLSBAD CA 92008
Total Fees: $1,650.77 Total Payments To Date: $451.48 Balance Due: $1,199.29
Building Permit $873.08 Meter Size
Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00
Plan Check $567.50 Meter Fee $0.00
Add'I Plan Check Fee $0.00 SDCWA Fee $0.00
Plan Check Discount $0.00 CFD Payoff Fee $0.00
Strong Motion Fee $17.19 PFF $0.00
Park in Lieu Fee $0.00 PFF (CFD Fund) $0.00
Park Fee $0.00 License Tax $0.00
LFM Fee $0.00 License Tax (CFD Fund) $0.00
Bridge Fee $0.00 Traffic Impact Fee $0.00
Other Bridge Fee $0.00 Traffic Impact (CFD Fund) $0.00
BTD #2 Fee $0.00 LFMZ Transportation Fee $0.00
BTD #3 Fee $0.00 Sidewalk Fee $0.00
Renewal Fee $0.00 PLUMBING TOTAL $112.00
Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $20.00
Other Building Fee $0.00 MECHANICAL TOTAL $61.00
Pot. Water Con. Fee $0.00 Housing Impact Fee $0.00
Meter Size Housing InLieu Fee $0.00
Add'I Pot. Water Con. Fee $0.00 Master Drainage Fee: $0.00
Red. Water Con. Fee $0.00 Sewer Fee: $0.00
TOTAL PERMIT FEES $1,650.77
FINAL APPROVAL
Inspector: Date: Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subseqLent legal action to attack,
review, set aside, void, or annul their imposition.
Yoi are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, grading or other similar application processing or service fees in coinection with this project NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
K
FOR OFFICE USE ONLY
PERMIT APPLICATION PLAN CHECK NO.C.00'
CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. (a o
1635 Faraday Ave., Carlsbad, CA 92008 Plan Ck. Deposit
Validated By)l-
Date4q1eO
1 c 7CflNFOFON t"J E7
A dress include Bldg/Suite #) Business Name (at this address)
'---
Legal Description Lot No. 1 Subdivision Name/Number 2c3. cZc
Unit No. Phase No. Total # of Units
. j/ii1 i/iii1 Assessor's Parcel # Existing Use .L Proposed Use T/ o Tc2'..f c> vrlo J Z.._ '2....
Description of Work I' SQ. FT. #of Stories # of Bed'oom # of Bathrooms
2 NTACT P RSO (if ifferent from applicant) U624,w NI (XA-r 1 ,2&1 4b 2/ -t
Name Address City StatetZip TelI4. I
3. AERLICANT 11 Contractor fl Anent for Contractor fl Owner rllAaent for Owner -
Naie - Address Cy State/Zip Telephone #
4 PROPERTY OWNER
Name Address City State/Zip Telephone #
5 CONTRACTOR COMPANY NAME
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to Construct, alter, improve, demjlish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged
exemption. Any violation of Sect' o 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not ore than five hundred dollars [$500
6/t j— i4 Z
Name Address City ' State/Zip Tehone #
State License # 77/ License Class City Business License #/2O "
Designer Name Address City State/Zip Telephone
State License #
6 WORKERS COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company /'Cf t-,-t" Policy No.____ Expiration Date__________________
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$ 1001 OR LESS)
C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not Employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal pena-ties and civil fines up to one hundred
thousand dollars 0.000), In dditioJ,to the cost of compensation, damages as provided for in Section 3706 of the Labor code, intere t and attorney's fees.
SIGNATURE DATE 7//f72
7 OWNER BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
o I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builis or improves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES []NO
2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone
number I contractors license number):
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone number / type
of work):
PROPERTY OWNER SIGNATURE DATE
COMPLETE THIS SECTION FOR NONRESIDENTIAL 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? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8. CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued ISec. 30970I Civil Code).
LENDER'S NAME LENDER'S ADDRESS__________________________________________________________
9 APPLICANT CERTIFICATION
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I by authorize representatives of the Cit' of Carlsbai to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAV . IN MNIFY AND KEEP HARMLESS THE CITY OF CAtLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH AY IN ANY AY CRUE AGAI T SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excaons ovr
aro
and e liti or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by thilding 0 r the provision f this Code shall expire by limitation and beccme null and void if the building or work
authorized by such permit is not commsp'd within 0 e e of _uch_ermit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is commeriifor a pe 0 days' n 6.4.4 niform Building Code). I
APPLICANT'S SIGNATURE DATE/ _ -.--
File TE[LOW: Applicant PINK: Finance
41
City of Carlsbad Bldg Inspection Request
For: 03/20/2001
Permit# CB001427
Title: 1225 SF 2ND STRY ADD,REMODEL
Description: 1620 SF,110 SF DECK
Type: RESDNTL Sub Type: RAD
Job Address: 1370 PINE AV
Suite: Lot 0
Location:
APPLICANT SABALA ANNE M
Owner: SABALA ANNE M
Remarks:
Total Time:
Inspector Assignment: SR
Phone: 7608013274
Inspector:
Requested By: RON
Entered By: CHRISTINE
CD Description
19 Final Structural
29 Final Plumbing
39 Final Electrical
49 Final Mechanical
Act Comments
/
Associated PCRs
Inspection History
Date Description
03/16/2001 19 Final Structural
03/16/2001 23 Gas/Test/Repairs
03/16/2001 29 Final Plumbing
03/16/2001 39 Final Electrical
03/16/2001 49 Final Mechanical
11/28/2000 17 Interior Lath/Drywall
11/21/2000 14 Frame/Steel/Bolting/Welding
11/21/2000 16 Insulation
11/21/2000 24 Rough/Topout
11/21/2000 34 Rough Electric
11/16/2000 14 Frame/Steel/Bolting/Welding
11/14/2000 14 Frame/Steel/Bolting/Welding
11/14/2000 44 Rough/Ducts/Dampers
11/09/2000 24 Rough/Topout
10/25/2000 13 Shear Panels/HD's
10/23/2000 13 Shear Panels/HD's
Act lnsp Comments
AP SR
AP SR
AP SR
CO SR NEED GFI PROTECTED CIRCUITS IN KITC-IEN (2 AREAS)
AP SR
AP RB
AP SR
AP SR
AP SR
AP SR
CO SR NEED TO COMPLETE NAILING OFT J I S
CO SR LIST OF CORRECTIONS ON THE JOB SITE
AP SR
CO SR LEAK AT BOTTOM FLOOR WEST OF ENTRY WAY
AP SR SHEAR PANEL REVISIONS ATTACHED
CO SR NEED LETTER FROM ENG ON SHEAR PANEL FIX
City of Carlsbad Bldg Inspection Request
For: 03/20/2001
Permit# CB001427 Inspector Assignment: SR
10/23/2000 14 Frame/Steel/Bolting/Welding WC SR
10/16/2000 13 Shear Panels/HD's Co SR LIST OF CORRECTIONS ON THE JOB SITE
10/12/2000 15 Roof/Reroof AP SR NEEDS TO TIGHTEN UP BOUNDRY NAILING AT ROOF DRAG
10/11/2000 15 Roof/Reroof CO SR TO WET TO WALK 6 AND 12 PITCH
10/04/2000 13 Shear PaneIs/HDs CO SR NEED A-351N FOR SHEAR TRANSFER
10/04/2000 15 Roof/Reroof CO SR TOO WET TO WALK
08/21/2000 11 Ftg/Foundation/Piers AP SR SOILS REPORT ATTACHED
08/15/2000 21 Underground/Under Floor AP SR
08/15/2000 24Rough/Topout WC SR
FROM STRUCTURAL TRUSS, INC. FAX NO. : 17607220439 N. 37 2OO 5: 217PM P1
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STRUCTURAL TRUSS INC. 9S CERTIFIED INSPECTfON
IN STRICT ACCORDANCE
WITH U.S.C. 23116
PREFABRICATED
CAI 1 ril
p.11._N
ua spciricAflCS
SUE SFECU GRAM PANEL (S)
Top ctcAlm
2x4 OF $2
MUCK CI7;
2x OF #2 t.2
2x OF STAND t-3
!C LAEJ%M. SUPPORT - 120C. UON.
C LAIfllM StIPKFff ( 2QC: JON.
IUUSS SPIN 23- 6.0
LOAD UUR&1IU1 INCREASE • 1.25
SPAEC 24.0 Ot
LOAJIM
u.( iOi*I&t 7. 0) ON lOP U$) - 2.O PSI
Ui. ON BOTTOM OIIOPD - 10.0 psr*
TOTAL LOAD - ia.0 PS
95 PSE *OIJCTlUiI TAI" ON
UTTO$I 0 AXIAL SSS ONLY.
w
A14$L/1P1 S1N€E SN8E51 FORMS 4bGO
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LEFT • M9 U014T 658
8EAffi& ARE& REUMPEO 450. IN L
JUl10 I S.(* OF / t 62 Hr I I .55 F
juxur 5 1-65 OF I 162 Hr1 1 -55 5 -
1L*U REPAIR FOR 11-08-04 FI€1.O SW z
ATTACH 24 or ioo-o.i TO OP
1Mt WITH 460 MAILS CtUSItfi IP!0WfI5
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23-06-00 -.'
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pm t *- b.s.ni 1 41 Jr,*. down. Sn or wedge if LAP1 I.US kIC 1. N• Iy 44. I4 4N 4.M ..w Near- N4,d- . .*. dtoo '
- N rd pli 1hr rj SO 2Q83 72 -- — --- " 8. I. &* . d..t i 8-N- *f 10. 1,1c 4.1yn ys I cur M. 4 ic*4 bV iC N.ly y.Qmmf.4 8.y. 8.. .G •.t C. yes&C 40. 11 *S *CtNI ti Syr*l.* Rá idie1 bir It., sw*t., I H8 1*1 18 * C i-v Cfl$I?4S q. t*1t4,i,I 8IiNI * 4-I.
Z 002 1/01/00 WED 18:45 FAX 7604343373 TRUS JOIST MACMILLAN
a,
FJ- I
11.875" TJi®/Pro.250 JOIST @ 12.01 o/c
IASTh 51001 1*IIOO 5:18:25 PM
PUQe I c(2 Bud Cad*' 145 1
( Ore Mm.nslon a 5"
... Q6Q A'
r-
Product Diagram Is ConcepaI.
Matylis for Joist Member Supporting FLOOR - RES. Appcaon. Loadspst): 40 Live at 100% duration; 12 Dead: 0 ParV5ion; and.
TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT
PoinIbs.) Roof(1.25) 80 260 0 Adds to Roof & Wait Load
Poln1bs.) Roof(l.25) 205 255 V Adds to Stubbed Root Truss
SUPPORTS: INPUT BEARING REACflONS(lbe.)
W1DTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER
1 20 Pigs 3.51r 3.5" 607 16921 1299 1 11.9 Detail El TJIV 810c1dn0 Panel
2 PWaiISmPSL, PPCB 5.25' Hanger 1991.37 /162 1 11.9" Detail H11
- See Ti SPECIFIER'S I BUILDERS GUIDES for detaIl(s): El, Hi.
ItANQERS: Simpson Strong-TIs Ccnriectore
REVERSE T.F. T.F.
YODEL SLOPE SKEW FLANGES OF8ET SLOPE
1b4d Face It/Ill No No N/A N/A
-NalFr,g: Rht(IUTl1)-Faoe: 10-N10 Top: N/A, Member. 2-N1
LEFT END TO
01k HEIGHT WIDTH HOLE CENTER SPAN DESIGN CONTROL COMMENT
RecIvuler 7' 10.5' 3'S"
Vlno'm RATING SYSTEPI
The TJ-Pro (USA) RaIlrig System value provides additional floor performance information and is based on a GKed & Nailed 23132 '3S8
decng. The controlling span is supported by bums. Add$onal considerations for this rating incde: Cek!irg - None. A sucturet
waeis of tIe dick has not been performed by the program.
ADOI1J2tML NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (Ti). Ahowable product values sliowil are Ill
accordance with cur-eat T materials and code accepted design values. Ti Engineering has verifies the analysis. The input loads and
dimensions have been Provided by others ( ) and must be verIfied and. approved for the
specific epp&cabon by the design professional for tie project.
THIS ANALYSIS FOR IRLIS JOIST PRODUCTS OF&Y! PRODUCT SUBSTITUTION VOIDS THIS AN#
- Mowle Sess Design methodology was used for Code UBC analyz'irig the Ti Resideatfat product listed
PROJECT INQRMATIQN
R.sdadaI Remodel or
1370 Pine Avenue
Carlsbad, CA
Ron Ssver$nc
Severino Constfiioi, Inc.
QfRA9ft INFMAflQj
Ti-us Joist Corp., A Weyerhaeuser Business
Terry Meeker, P.E.
300 Carlsbad Vttsgo Drive, S.Me #216
Carlsbad, CA 92006
Ph: 780-434-3374 Fc780-434-3373
Governing Building Code: UBC-57
IC8O Approval: PFC-4354, ER4979
opy'4t" 0 2000 by Tf%,Jcet. eWeyert eus.t Giaen*U ', -J-Pro' eri are 1,idemaft of Tnz loiw
ripe w4 Pwgft 0 we regiesred tremelin at Trus JoW
SFarIe Cwnedw*0 lie re4sersd I adninerk of 5Unp.on aio-Tl. Corloarly,
tJS$,1Fis'645SFJ.1 aze
?1/01/00 WED 18:48 FAX 7604343373 TRUS JOIST MAC.11LLN
FJ-1
IJ.Spg' 11.875" TJ®IPro-250 JOIST Q 12.0' ofc
Me,$T,z7'i EtOol 11I100 52PI Pepe 2ri2 5 Code: t
DESIGN CONTROLS:
MA(JMUM DESIGN CONTROL CONTROL LOCATION
SheuQb) 912 904 1775 Pa3111ed(51%) Lt. Overhang under Roof loading
R.scbon(lb) 1299 1299 2538 Passsd(51%) Bearing I under Roof loading
Monwnt(ft-) 1376 1376 5538 Passed(25%) Lt. end Span I under Roof ALTERNATE span loading
Live Dell, (in) 0.043 0,200 Psssed(L1596) Li Overhang under TJ loading criteria
Total De(in) 0046 0.215 Pass.d(2U999+ Lt. Overhang under Roof ALTERNATE span loadift
TJ-Pro Railing 65 Any Passed Span I
Able moment was increased for r.pstltvo member usage.
- Oe8sccn Criteria: STANDARD(LL: U480, TL:IJ240). Additional checks follow.
l..ft ovsrtari(W 0.2k, TL:21.1240).
Deflection anaIyss Is based on composite uctan with single layer or the appropriate span-rated, GLUED & NAILED wood decking
Bracaig(Lu): Al compression edges (top and bottom) must be braced at 4'8" o/c unless detailed othe!wic.. Proper attachment and
pcsslsoning of lataral bracing is required to achieve member
- TP* load condo considered in this design kidud. Aitemste member loading
REPAIR NOTES
A hole 7' high by IO-I, wide ha be., cut in the web too close to the support.
5e pcs I. Re$r as falkxa5;
I, Romove pipes * wires from the hole hdixted dxwe.
Remove the stW -1/4' thick Thvber5trax Rlrv, joist From the side of the joist.
Pack web with 5/V thick 058 sheathing 15p Rating 32/241 an me face. 'Tack'
shwthFq In p1e using (2) 6d ba nails per piece.
Attach-me layer of 1-1/4' thick ThrarStrmd 1.3E reinforca'nertt an me Face. Join
r&rtfcrcw,t to tap t bottom flarign using me row of 12d bmi rolls (0.125' dia. x
3-1/4') at 6 oc into each flmge md (3) rows of 6d box nails driven into the
ueb/king anambly at 6' ac.
6. Re1nftarcent/pac3dng may be placed on either Face of the Joist.
TJl/Pr°'-20 JOIST
THICK IJSB PACKING
/4' THICK TimberStrand 1.31E REINFORCEMENT
PROJECT INFORMATION
Residdal Remodel at
1370 PIne Avenue
Cartsbed, CA
Ron Savanna
Sev.nno Con*uction, Inc
OPERATOR INFORMATION:
True Joist Corp., A Weyerhaeuser Business
Teny Mekor, P.E.
300 Carlsbad Village Drmve, Suite #216
Carlsbad, CA 92008
Ph: 760-434.3374 Fx:760-434-3373
Governing 8UIdlng Code: UBC-97
ICBO Approval: PFC-4354, ER4979
0 2000 by me Jolt, I W4y.ms.*el Bucin.u. Pt', 1J.Pro and TJ- zrg are tr0er,eice og Irija oist
Jsi and Ps,el,nOas reered trademeft of tn,e Jdst rrgson &con-t. OWSdOI0 a a roi,riid tr.decrun at Simpson St-T,e Company inc
\TJS(rlrN1npia1 .se49FJ-1.iie
10/23/2000 13:59 E19214243 SOUTH CUAST STRUCTL PAGE Ui
00,
00,
56
EW V Wi4i ve5lqo FROM; Viric NutiI
AM: 5rWr F ( w; 2
Al lh. FAX (7)- - 0/20/00
: 5aMci RO,.ECI*: 0004
13 DPaRe'ew DP/eapfq'-
•
Sam,
Here are the responses to your 10/16/00 fax for the two issues brought up by the recent job-site
Inspection:
1A Qotion, 1.
All new shearwalls along Line A shown on sheet 5-2 at the first story need to be
upgraded to Typ&2° shearwalls, per the shearwH schedule. The huldowns already
shown, HD2A / PHD2, may remain the same,
Maintain the Type '1' shearwalls shown along Line A; add a new Type '1' shearwail at the
insidof the garage along Line A. This new Type 1 sheatwall is to be 4.0 ft long, and no
holdowas are required. It should be located as dose to Line 3 as possible. (Calculations
enclosed)
lB Since the building paper & stucco mesh are already attached to the building, Mike & I
looked at our calculations again. Our Initial calculations were conservative in that we
used an R fdctor of 4.5. When only wood-sheathed shearwalls are utilized (which this
building has), we are allowed to use an R factor of 5.5. By recalculating these shearwalls
with this reduced loading, the twoiemalnfnçtType 2' shearwalls are sçtent. (This
reduced shearwall calculation Is enclosed). -
Therefore, n9l having the 3 & shearwalt at the entry area shown on sheet S-3 at Line 4
Is structurally acceptable
Please review, and call our office should you have any questions.
Respectfully,
PiZL9k
Vince Nutile, P.E.
21/5 5, Paw Avow Ji& 200 5ai Pieqz 6A 92//C
i'k (6/9) 29/-4221 fax' (619) 79/-474
1/23/2 13:59 6182914243 SOUTH COAST STRUCTL PAGE 02
-
-JOB
QHFFT NO. OF
- 614.LA Ai-J
SOUTH COAST -
STRUCTURAL DESIGN
CALCULATED BY __________
CHECKED BY. DATE._______________
SCALE
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10/23/2000 13:55 5192814243 SOUTH COAST STRUCTL PAGE @3
5OL1 60A51' 5V[rfU%00, Pool
%N
To. Wric$ 001M OM: Va l'jtle
AflN 5am Wrt4it PA6E5 ( Mudirp cover)
Ffr (7C) 25-l460 AJ 0/20/00
P?DXCf 00048
tht ] Paw D flr.se Ca D M,e Rep (q
Sam,
This letter is in response to your 10/19/00 fax. At the upper roof level of LIne 2, the shearwall at
that area has been designed to be a Type '1" sheatwall that Is 6-6" long.
The gable truss above the double top plate is only required to have Type 11' shearwall sheathing
and nailing directly above the designated shearwall. The top chord of the gable truss shall have
continuous roof sheathing boundary nailing (per structural details), so the top chord is sufficient
to act as a collector member,
Please call our office should you have any questions.
rTlI
Vince Nutile, P.E.
- - -.'--' - -- -__ -
-LU No. 4352
21/0 5a'i rVw Awm, e 2X 5M 1'Iez CA 921I0
7
V1,-r. 61455 1170 TO 176725253
INSPEMON SRULCES cpX NO. 7W, 737 0898 Oct. ze i
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CARL. SCHMIDT
. 1be. SPECAk PCR
P. Q.3g- 7*&13
tQ,C69211284a3
ie (619) 855922
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CARL SCHMIDT - For-
REGISTERED SPECLAL INSPECTOR
P.O. Box 178403
San {)ego, CA 92177-8403
Phone (619) 855-9252
SPECIAL INSPECTION REPORT
PROJECT: JOB START: //--10 0
ADDRESS: /37 /0/',-.k 4vt JOB STOP: 0
Oily': (7PrrId,4d PERMIT #: CS14,P lYi 7 PLAN FILE #:
TYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDING_ EPDX'(
PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING
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'MDRI( INSPECTED CONFOIIS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED
I k)' lJ,J ci Project Billing information:
Print Name Certflcation#
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Signature of Special Inspector
''iPInformation Ltf..!JTo Build On
Engineering • Consulting • Testing
August 16, 2000
Mr. Guy Sabala & Mrs. Anne Sabala
1370 Pine Avenue
Carlsbad, California 92008
Subject: Geotechnical Observation of Footing Excavations
Project: Proposed Second-Story Addition to Sabala Residence
1370 Pine Avenue
Carlsbad, California
PSI Project No. 062-95083
References: Professional Service Industries, Inc., 1999, Limited Geotechnical Exploration,
Proposed Second-Story Addition to Sabala Residence, 1370 Pine Avenue, Carlsbad,
California, PSI Project No. 062-95083, dated August 23, 1999.
Wright Design, 2000, Foundation Plan and Details, Sabala Addition, 1370 Pine
Street, Carlsbad, CA 92008, Sheets S-i and S-4, dated April 10, 2000.
Dear Mr. & Mrs. Sabala:
In accordance with your request, a representative of Professional Service Industries, Inc. (PSI) has
observed the excavations for the proposed foundations at the subject site. Our services have been
performed pursuant to the General Conditions contained in PSI Proposal No. 062-130 dated August
2, 1999.
Based on our observations, the foundation excavations appear to extend to the minimum
embedments and widths and into adequate bearing strata as recommended in our referenced report.
Our observations also indicate that the bearing soils appear to possess a very low expansion
potential and are generally consistent with those geotechnical conditions discussed in our
referenced report.
Prior to placement of concrete, the footing excavations should be cleared of any loose soil and
debris.
We appreciate this opportunity to be of service to you. If you have any questions or need further
information, please do not hesitate to contact us. -
Respectfully submitted,
Professional Service Industries, Inc.
William R. Morrison, RGE 2468
Regional Geotechnical Engineer
95083 fig
d.iOFESSio.
No. ZIT1
a: Exp.12I3i- :o
Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E SanT Phone 858/45-0544 • Fax 858/455-1170
EsGil Corporation
In Partnership with government for Building Safety
DATE: June 7, 2000
U APPL ANT
JURIS. JURISDICTION: Carlsbad U REVIEWER
U FILE PLAN CHECK NO.: 00-1427 SET: III
PROJECT ADDRESS: 1370 Pine Ave.
PROJECT NAME: Addition and remodel for the Sabala residence
The plans transmitted herewith have been corrected where necessary and
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The check list transmitted herewith is for your information. The plans are be
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Corporation until corrected plans are submitted for recheck.
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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 be
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Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS: Applicant shall provide a "Special Inspection Program" to the
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By: Sergio Azuela Enclosures: Esgil Corporation
H E-] GA DMB LIEJ EPC 5/31 trnsmthdot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In Partnership with government for Bui[41ing Safety
DATE: May 18, 2000 LI APPLi1qANT
JURIS.
JURISDICTION: Carlsbad LI PLAN REVIEWER
LI FILE
PLAN CHECK NO.: 00-1427 SET: H
PROJECT ADDRESS: 1370 Pine Ave.
PROJECT NAME: Addition and remodel for the Sabala residence
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Sam Wright
1287 Buena Vista Way, Carlsbad, CA 92008
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: Sam Wright N. H.') Telephone #: (760) 213-1460
Date'i:Sl:0ô (by: Fax #:
Mail ----Telephone,,-' Fax In Person
LII REMARKS:
By: Sergio Azuela Enclosures:
Esgil Corporation
LIGA IJMB EEJ LIPC 5/11 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Carlsbad 00-1427 II
May 18, 2000
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 1370 Pine Ave.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 5/11
REVIEWED BY: Sergio Azuela
PLAN CHECK NO.: 00-1427
SET: II
DATE RECHECK COMPLETED:
May 18, 2000
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,
1997 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 and submit two new sets of prints to:
Esgil Corp. or to the bldg. dept. of the juris.
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
the prior correction list, we have enclosed those pages containing the outstanding
corrections. Please contact me if you have any questions regarding these items.
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?
cJYes No
Carlsbad 00-1427 II
May 18, 2000
1. 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. 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, (858) 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, specifications and calculations shall be signed and sealed 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).
Structural plans shall be seated and signed by the engineer responsible of
the preparation of the structural calculations.
3. On the cover sheet of the plans, specify any items requiring special inspection, in
a format similar to that shown below. Section 106.3.2.
REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also require
Special Inspection in accordance with Sec. 1701 of the Uniform Building Code.
ITEM REQUIRED? REMARKS
SOILS COMPLIANCE PRIOR TO YES SOILS REPORT
FOUNDATION INSPECTION
EXPANSION/EPDXY ANCHORS YES S-PLANS
4. When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official for
approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
Carlsbad 00-1427 II
May 18, 2000
27. Provide construction details and specifications for any fire place chimney
extension. Additional corrections may follow. Provide ICBO # for the existing
pre-fabricated Fireplace, and also clearly specify on the plans that the
chimney extension shall be in accordance with the ICBO # and the
manufacturer's recommendations.
If you have any questions regarding these plan review items, please contact Sergio
Azuela at Esgil Corporation. Thank you.
EsGil Corporation
In Partnership with Government for 93ui(1ing5afet9
DATE: April 28, 2000
JURISDICTION: Carlsbad
PLAN CHECK NO.: 00-1427
PROJECT ADDRESS: 1370 Pine Ave.
SET: I
U PLAN REVIEWER
U FILE
PROJECT NAME: Addition and remodel for the Sabala residence
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Sam Wright
1287 .gonp Vista Way, Carlsbad, CA 92008
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: Sam Wright Telephone #: (760) 213-1460
Date contacted: 5_166 (by:) Fax #:
Mail vTelephone '- Fax In Person
REMARKS:
By: Sergio Azuela Enclosures:
Esgil Corporation
F-] GA Li MB []EJ []PC 4/18 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Carlsbad 00-1427
April 28, 2000
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 00-1427 JURISDICTION: Carlsbad
PROJECT ADDRESS: 1370 Pine Ave.
FLOOR AREA: Existing dwelling 1,620 SF STORIES: 2
New dwelling 1,225 SF
existing Garage 485 SF HEIGHT: 22 FT
REMARKS:
DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY
JURISDICTION: 4/14/00 ESGIL CORPORATION: 4/18
DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio Azuela
COMPLETED: April 28, 2000
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 the 1998 edition of
the California Building Code (Title 24), which adopts the following model codes: 1997 UBC,
1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99).
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,
1997 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.
Carlsbad 00-1427
April 28, 2000
. PLANS
1. 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. 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, (858) 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, specifications and calculations shall be signed and sealed 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).
Structural plans shall be sealed and signed by the engineer responsible of
the preparation of the structural calculations.
3. On the cover sheet of the plans, specify any items requiring special inspection, in
a format similar to that shown below. Section 106.3.2.
. REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also require
Special Inspection in accordance with Sec. 1701 of the Uniform Building Code.
ITEM REQUIRED? REMARKS
SOILS COMPLIANCE PRIOR TO YES SOILS REPORT
FOUNDATION INSPECTION
EXPANSION/EPDXY ANCHORS YES S-PLANS
4. When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official for
approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
Carlsbad 00-1427
April 28, 2000
STAIRWAYS, AND RAILINGS
5. Guardrails (Section 509.1):
Shall have a height of 36".
Shall be detailed showing adequacy of connections to resist the horizontal
force prescribed in Table 16-B.
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".
6. Handrails (Section 1003.3.3.6):
Handrails and .extensions shall be 34" to 38" above nosing of treads and
be continuous.
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.
Ends of handrails shall be returned or shall have rounded terminations or
bends.
7. Provide details of winding stairway complying with Section 1003.3.3.8.2:
Minimum tread is 6 inches at any point and minimum 9 inches at a point
12 inches from where the treads are narrowest.
Minimum width is 36 inches.
. ROOFING
8. Specify on the plans the following information for the roof materials, per Section
106.3.3:
Manufacturer's name.
Product name/number.
ICBO approval number, or equal.
9. Per local ordinance, a Class "A" roof is required.
10. Show the required ventilation for attics (or enclosed rafter spaces formed where
ceilings are applied directly to the underside of roof rafters). The 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 00-1427
April 28, 2000
11. Where eave vents are installed, insulation shall not block the free flow of air. A
minimum of 1" of air space shall be provided between the insulation and the roof
sheathing. To accommodate the thickness of insulation plus the required 1"
clearance, member sizes may have to be increased for rafter-ceiling joists.
Section 1505.3.
12. Note on the plans: "Attic ventilation openings shall be covered with
corrosion-resistant metal mesh with mesh openings of 1/4- nch in dimension."
Section 1505.3.
GARAGE AND CARPORTS
13. Garage requires one-hour fire protection on the garage side of walls and ceiling
common to the dwelling. Table 3-B, Section 302.4. Clearly show the 5/8" type
"X" on Section C/Al.
. FOUNDATION REQUIREMENTS
14. Investigate the potential for seismically induced soil Iiquefation and soil
instability in Seismic Zones 3 and 4. This does not apply to detached, single-
story dwellings. Section 1804.5
15. Note on the plan the soils classification, whether or not the soil is expansive and
note the allowable bearing value. Section 106.3.3.
16. 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."
17. 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 (required by the soil report - page
14).
18. Show foundation bolt size and spacing. Foundation bolt size and spacing for
shear walls must be clearly shown on the foundation plan. Section 1806.6.
Shear wall schedule was not included in the plans.
. FRAMING
19. Specify truss identification numbers on the plans.
Carlsbad 00-1427
April 28, 2000
20. Detail shear transfer connections, including roof and floor diaphragms, to shear
walls. Section 2315. Shear wall schedule was not included in the plans.
21. Specify nail size and spacing for all shear walls. Shear wall schedule was not
included in the plans
22. 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.
MECHANICAL (UNIFORM MECHANICAL CODE)
23. Note on the plans that the FAU closet or alcove must be 12 inches wider than
the furnace or furnaces being installed. UMC Section 304.7.
24. Show source of combustion air to furnace, per Chapter 7, UMC. Show the
location and size of the combustion air openings.
25. Specify on the plans the following information for the fireplace(s), per Section
106.3.3:
Manufacturer's name.
Model name/number.
ICBO approval number, or equal.
Show height of chimney above roof per I.C.B.O. approval or UBC Table
31-B.
Note on the plans that approved spark arrestors shall be installed on all
chimneys. UBC, Section 3102.3.8.
. ELECTRICAL (NATIONAL ELECTRICAL CODE)
26. 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.
. MISCELLANEOUS
27. Provide construction details and specifications for any fire place chimney
extension. Additional corrections may follow.
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.
Carlsbad 00-1427
April 28, 2000
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 El No fJ
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact Sergio Azuela at Esgil Corporation. Thank you.
Carlsbad 00-1427
April 28, 2000
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:
PLAN CHECK NUMBER: J+?__J OWNER'S NAME: 4+4-
I, as the owner, or agent of the owner (contractors may not employ the special inspector),
certify that I, or the architect/engineer of record, will be responsible for employing the special
inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction
project located at the site listed above. UB C Section 106.3.5.
Signed
I, as the engineer/architect of record, certify that I have prepared ti
inspection program as required by UBC Section 106.3.5 for the cc
the site listed above.
Signed
1. List of work requiring special inspection:
Soils Compliance Prior to Foundation Inspection
Structural Concrete Over 2500 PSI
E Prestressed Concrete
Structural Masonry
D Designer Specified
O Field Welding
High Strength Bolting
Expansion/Epoxy Anchors
Sprayed-On Fireproofing
O Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed
above:
3. Duties of the special inspectors for the work listed above:
ihbe&M*hJ
El r--Xl2iMb~Qp
Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the lob site.
Carlsbad 00-1427
April 28, 2000
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 00-1427
PREPARED BY: Sergio Azuela DATE: April 28, 2000
BUILDING ADDRESS: 1370 Pine Ave. Sabala residence addition and remodel
BUILDING OCCUPANCY: R-3 & U-i TYPE OF CONSTRUCTION: VN
BUILDING
PORTION
BUILDING AREA
(Sq. Ft.) VALUATION
MULTIPLIER
VALUE ($)
Dwelling addition 1,225 98.4 120,540
Dwelling remodel 1,620 28 45,360
Deck addition 110 14.4 1,584
Air Conditioning 1,225 3.6 4,410
Fire Sprinklers
TOTAL VALUE
171,894
199 UBC Building Permit Fee Z Bldg. Permit Fee by ordinance: $ 873.07
199 UBC Plan Check Fee Z Plan Check Fee by ordinance: $ 567.50
Type of Review: Z Complete Review Structural Only Hourly
Repetitive Fee Applicable Other:
Esgil Plan Review Fee: $ 454.00
Comments:
Sheet 1 of 1
macvalue.doc 5100
of Carlsbad
BUILDING PLANCHECK CHECKLIST
DATE: PLANCHECK NO.: CB&(-)/
BUILDING A6DRSS: -6 7c) Are
PROJECT DESCRIPTION:
ASSESSOR'S PARCEL NUMBER: EST. VALUE:
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has been
approved. The approval is based on plans,
information and/or specifications provided in your
submittal; therefore any changes to these items after
this date, including field modifications, must be
reviewed by this office to insure continued
conformance with applicable codes. Please review
carefully all comments attached, as failure to comply
with instructions in this report can result in
suspension of permit to build.
DENIAL
Please see the attached report of deficiencies
marked with 0. Make necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
By: Date:
IA Right-of-Way permit is required prior to
construction of the following improvements: By: Date:
By: Date:
FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT
By Date
II Dedication Application
LI Dedication Checklist
LI Improvement Application
El Improvement Checklist
LI Future Improvement Agreement
LI Grading Permit Application
LI Grading Submittal Checklist
LI Right-of-Way Permit Application
ENGINEERING DEPT. CONTACT PERSON
Name: JOANNE JUCHNIEWICZ
City of Carlsbad
Address: 1635 Faraday Avenue, Carlsbad, CA 92008
Phone: (760) 602-2775
CFD INFORMATION
Parcel Map No:
Lots:
Recordation:
Right-of-Way Permit Submittal Checklist Carlsbad Tract:
and Information Sheet
LI Sewer Fee Information Sheet A-4
Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (7601A22-8562 orm JJ.doc 1
~/ U
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BUILDING PLANCHECK CHECKLIST 5 3
SITE PLAN
2NDJ 3RDI
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow D. Property Lines
Existing & Proposed Structures E. Easements
Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
G. Driveway widths
2. Show on site plan:
A. Drainage Patterns
Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive
drainage of 2% to swale 5' away from building."
B. Existing & Proposed Slopes and Topography
3. Include on title sheet:
A. Site address
B.. Assessor's Parcel Number
C. 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
DISCRETIONARY APPROVAL COMPLIANCE
Li Li Li 4a. Project does not comply with the following Engineering Conditions of approval for
ProjectNo.________________________________________________________
Li Li Li 4b. All conditions are in compliance. Date:
H:\W0RD\D0CS\CHKLS1\BU11difl9 Plantheck Cklst BP000I Form JJ.dOC 2 Rev. 12F26196
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BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS
ND"' 3RD/
' L 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm
F ' 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 Carlsbad
Municipal 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 1A" x 11" plat map
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. Submit the
completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will rot be accept by mail or fax.
Dedication completed by: Date:
IMPROVEMENT REQUIREMENTS
All needed public improvements upon and adjacent :o the building site must be
r constructed at time of building construction whenever the value of the
construction exceeds $ , pursuant to Carlsbad Municipal Code
Section 18.40.040.
Public improvements required as follows:
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer must prepare the
appropriate improvement plans and submit them together with the requirements
on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the
checklist must, be submitted in person. Applications by mail or fax are not
accepted. Improvement plans must be approved, appropriate securities posted
and fees paid prior to issuance of building permit.
Improvement Plans signed by: Date:
Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a resent 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:
H:\WORDDOCS\C)1KLST\8UiIdifl9 Plaricheck Cklst BP0001 Form JJ.doc .91
Rev. 12126/96
BUILDING PLANCHECK CHECKLIST
sti' 2ndl 3rdl
U U U 6c. Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
U U U 6d. 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.
U U U 7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
U U U 7b. 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:
U U U 7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
U U 7d.No Grading Permit required.
U U U 7e.If grading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
/
U U 8. 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, tree trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-Way permit required for:
BUILDING PLANCHECK CHECKLIST
H:WORD\DOCSCHKLST\8U1Idifl9 Plantheck Cklst BP000I Form JJ.doc Rev. 12/26196
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2' 3rdl
9. A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
Li LI 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad
sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms and assistance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 435-2722, extension 153, for
assistance.
Industrial Waste permit accepted by:
Date:
LI LI 11.NPDES PERMIT
Complies with the City's requirements of the National Pollutant 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
7/ occurs first.
LI LI 12. LIired fees are attached
No fees required
LI LI LI 13. Additional Comments:
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C14 Cn
- o Q)
. . c. a . C) .c 0 0
cc .5 0 Q IL -
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB (1 Address r3' /iIi Ao
Planner Grea Fisher Phone (760) 602-4629
APN:
Type of Prect & Use: cR2— N
Zoning: General Plan:
CFD (in/nut) # _Date of participation: Circle One
(For non-residential development: Type of land used created by
this permit:______
et Project Density:DU/AC
Facilities Management Zone:
Remaining net dev acres:______
Legend: Item Complete Item Incomplete - Needs your action
F-1 Environmental Review Required: YES NO TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
Discretionary Action Required: YES NO TYPE
APPROVAL/RESO. NO. DATE
PROJECT NO.
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditicns which require action.
Conditions of Approval:________________________________________________
k
F Fill Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES____ NO____
CA Coastal Commission Authority? YES____ NO____
If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite
200, San Diego CA 92108-1725; (619) 521-8036
Determine status (Coastal Permit Required or Exempt):
Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
Floor Plans)
Complete Coastal Permit Determination Log as needed.
H:\ADMIN\COUNTER\BldgPlnchkRevChklst
fl Inclusionary Housing Fee required: YES
____ NO
(Effective date of Inclusionary Housing Ordinance May 21, 1993.)
Data Entry Completed? YES NO
(A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!)
Site Plan:
Provide a fully dimensional site plan drawn to scale. Show: North arrow,
I
' property lines, easements, existing and proposed structures, streets, existing
Street improvements, right-of-way width, dimensional setbacks and existing
topographical lines.
Provide legal description of property and assessor's parcel number.
Zoning:
I1 1. Setbacks:
Front: Required
____ Shown
__
\ Interior Side: Required Shown 8
Street Side: Required - Shown --
Rear: Required / ' Shown f'
2. Accessory structures s:
Front: Required Shown
lnterio)4d Required Shown
St Side: Required Shown
ear: Required Shown
Structure separation: Required Shown
LIII 3. Lot Coverage: Required Shown
LII LI 4. Height: Required Shown
LI LI 5. Parking: Spaces Required Shown
Guest Spaces Required Shown
LI LI LI Additional Comments______________________________________________________
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE_________
H:\ADMIN\COUNTER\BldgPInchkRevChkist
MAY-15-2000 1145 AM 9AMUEL.B.I4RICHT 760 944 1541 P.02
r,P=V.5A%8WP1;F'8 InformationTo Build On
lngln..dng ' C.niulUng • lb.th,g
May 12,2000
Mr. Guy Sabala & Mrs. Anne Sabala
1370 Pine, Avenue
Carlsbad, California 92008
Subject: Geotechnical Review of Foundation Plans and Details
Project: Proposed Second-Story Addition to Sabala Residence
1370 Pine Avenue
Carlsbad, California
PSI Project No. 062-95083
References: Professional Service Industries, Inc., 19, Limited Geotechnical Exploration,
Proposed Second-Story Addition to Sabala Residence, 1370 Pine Avenue, Carlsbad,
California, PSI Project No. 0(52-95083, dated August 23, I999
Wrih1 Dcsin, 2000, Foundation Plan and Details, Sabala Addition, 1370 Pine
Street, Carlsbad, CA 92008, Sheets S-i and S-4, dated April 10, 2000.
Dear Mr. ,& Mrs. Sabala:
Professional Sin-vice Industries, Inc. (PSI) has perfoiiiied a gcotcchnical review of the referenced
foundation plan and details for the proposed second-story building addition at the subject site in
Carlsbad, California. The purpose for our review is to verify that the plan and details have been
prepared in general accordance with geotcchnical considerations presented in our referenced
geotechnical report. It is our understanding that no grading is planned as part of the proposed
project and as such no grading plan has been submitted for review.
Based on our review, the referenced foundation plans and details for the proposed development
appear to properly incorporate the recommendations presented in our referenced geotechnical
report. We note that our report recommends that if moisture sensitive flooring areas are planned
upon new slabs-on-grade, the slabs should be underlain by at least 2 inches of clean sand over a 6-
mil Visqucen vapor barrier, which is in turn underlain by at least 2 inches of capillary break
material consisting of coarse sand, gravel or crushed rock. Other considerations for Visquccn
placement are presented in our referenced report.
proløsslonal 5&vjcg Industries, Inc. • 6867 Nancy R1de Drive, Suite C • San Olcgo, CA 2t1 • Phone 8.55/455.0544 • Fax 858/455-11170
MAY-15-2000 1146 AM 9AMUEL..B..WRIGI4T 760 944 1541 P.03
M & Mrs. Sabala
May 12, 2000
Page 2 PSI Project No. 062-95083
We appreciate this opportunity to be of service to you. If you have any questions or need further
information, please do not hesitate to contact us.
Respectfully submitted,
Professional. Service Industries, Inc.
William R. Morrison, ROE 246
Regional Geotechnical Engineer
9(153.rcv
Wright 15tign, Ann! Mr. Sam Wright
MAY-15-2000 11:46 AM SMUEL.WRIGHT 760 944 1541 P.04
f11nforination
PIE ToBuildOn
Englnsjtng $ Consulting • 7hat1ng
May 12. 2000
Mr. Guy Sabala & Mrs Anne Sabala
1370 Pine Avenue
Carlsbad, California 92008
Subject; Addendum to Limited Geotechnical Ecploration Report
Project; Proposed Second-Story Addition to Sabala Residence
1370 Pine Avenue
Carlsbad, California
PSI Project No. 062-95083
References: Professional Service Industries, Inc., 1999, Limited Geotechnical Exploration, Proposed
Second-Story Addition to Sabala Residence, 1370 Pine Avenue, Carlsbad, California, PS!
Project No. 062-95083, dated August 23, 1999.
Dear Mr, & Mrs. Sabala:
Professional Service Industries, Inc. (PSI) has prepared this addendum to our referenced report. The
purpose of this addendum is to address the subject site's susceptibility to liquefaction, given a design
earthquake along a nearby late Quaternary fault.
Our referenced subsurface exploration reveals that the project site is underlain by materials comprising the
Pleistocene-aged Bay Point Formation. 00f etperienee with these materials in the general vicinity of the
site indicates that the Bay Point Formation is weakly to moderately indurated and is not typically
susceptible to liquefaction. In addition, no groundwater was encountered in any of our exploratory
excavations during our referenced exploration.
Based on the geotechnical conditions encountered during our referenced exploration including: area
seismicity; the nature of the geologic materials underlying the site; and the anticipated lack of a static, near.
surface groundwatcr table, it is our opinion that the site possesses a low risk potential for liquefaction, given
a design earthquake along a nearby late Quaternary fault.
All othcr flings, recommendations, terms and conditions presented in our r€fèrenced report remain
applicable to the project and are included by reference herein.
We appreciate this opportunity to be of service to you. If you have any questions or need further
information, please do not hesitate to contact us.
Respectfully submitted,
Professio 1 Service Industries, Inc.
'IPA11(1/r,w141 William R. Morrison, RGE 2468 iI 1? No. 2465
Regional Gcc,tvchnical Engineer Exp. 12/3
5O83 add
cc: Wright Dcsign, Atm: Mr. Sam Wright ni-.
Professional Service Industrls. Inc. 9 667 Nancy Ridge Drive 92121 phone e5e/455-0544 Fix 01455-117O
- --
LIMITED GEOTECHNICA.L EXPLORATION
PROPOSED SECOND-STORY ADDITION TO
SABALA RESIDENCE
1370 PINE AVENUE
CARLSBAD, CALIFORNIA
f'fl Information
h LtfJJToBuildOn
L Engineering • Consulting • Testing
August 23, 1999
Mr. Guy Sabala & Mrs. Anne Sabala
1370 Pine Avenue
Carlsbad, California
Re: Limited Geotechnical Exploration
Proposed Second-Story Addition to
Sabala Residence
1370 Pine Avenue
Carlsbad, California
PSI File No. 062-95083
Dear Mr. & Mrs. Sabala:
Professional Service Industries, Inc. is pleased to submit our Limited Geotechnical
Exploration Report for the referenced project. This report includes our results of field and
laboratory testing, along with our recommendations for foundation design, and general site
development.
We appreciate the opportunity to perform this Geotechnical Study and look forward to
continued participation during the design and construction phases of this project. If you have any
questions pertaining to this report, or if we may be of further service, please contact our office.
Respectfully submitted,
PROFESSIONAL SERVICE INDUSTRIES, INC.
Eduardo Dizon, RCE 5721r'_~
Project Engineer (exp. 12/31/01)
ED/C
52618
cal Department N'
(. /.N o. 526!
Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 619/455-0544 • Fax 619/455-1170
LIMITED GEOTECHNICAL EXPLORATION REPORT
Proposed Second-Story Addition to Sabala Residence
1370 Pine Avenue
Carlsbad, California
PSI File No. 062-95083
PREPARED FOR
Mr. Guy Sabala & Mrs. Anne Sabala
1370 Pine Avenue
Carlsbad, California
August 23, 1999
mm
PROFESSIONAL SERVICE INDUSTRIES, INC.
TABLE OF CONTENTS
Page No.
EXECUTIVE SUMMARY .....................................................................1
PROJECT INFORMATION....................................................................2
Project Authorization ..................................................................2
Project Description ..................................................................... 2
Purpose and Scope of Services.......................................................2
SITE AND SUBSURFACE CONDITIONS .................................................3
Site Location and Description........................................................3
Regional Geology ......................................................................3
Foundation and Subsurface Conditions.............................................4
Groundwater Information .............................................................5
SEISMICITY.......................................................................................5
Regional Seismicity ....................................................................5
Seismic Analysis........................................................................5
Earthquake Design Parameters.......................................................6
EVALUATION & RECOMMENDATIONS ...............................................7
Site Preparation ........................................................................7
Foundation Recommendations .......................................................8
Structural Setback ......................................................................9
Floor Slab Recommendations ........................................................9
Lateral Earth Pressures and Resistance ............................................. 10
Pavement Recommendations .........................................................11
CONSTRUCTION CONSIDERATIONS 12
Moisture Sensitive Soils/Weather Related Concerns.............................12
Drainage and Groundwater Considerations........................................12
Excavations .............................................................................13
Trench Backfill ..........................................................................13
REPORT LIMITATIONS ......................................................................14
FIGURES
Figure 1: Site Location Map
Figure 2: Test Pit Location Map
APPENDICES
Appendix A: References
Appendix B: Exploration Logs
Appendix C: Laboratory Test Results
Appendix D: Seismic Analysis - Computer Output
Appendix E: Standard Guidelines for Grading Projects
1
EXECUTIVE SUMMARY
A limited geotechnical exploration of the subsurface conditions has been completed for
the proposed second-story addition to the existing residence located at 1370 Pine Avenue in
Carlsbad, California. Three exploratory test pits have been excavated and selected soil samples
were tested in the laboratory as part of our limited exploration. In general, the subject residence
appears to be underlain by soils comprising weathered Baypoint Formation/Topsoil materials,
which are mantled by approximately 12 inches of existing fill soils. The weathered
formational/topsoil materials were observed in our test pits to consist of dark reddish-brown to
medium orangish-brown silty sands with occasional rootlets (SM). These materials were
generally observed to be moist to very moist and medium dense at the time of our limited
exploration. The encountered fill materials were observed to typically consist of dark brown silty
sands with occasional rootlets (SM), which were damp to very moist and loose to medium dense
at the time of our limited exploration. Results of our laboratory testing indicate that the
encountered upper soils possess a very low expansion potential. Refusal/hard rock materials were
not encountered within either of our three exploratory test pits.
As noted during our limited subsurface exploration, the encountered portions of the
existing building foundation system were observed to have embedments of between 12 and 15
inches below existing site grades, which is within the current industry standards. Since it is not
known whether the foundations are adequately reinforced, it is recommended that the suitability
of the existing foundations to receive the additional second-story loading be further evaluated by
a structural engineer.
Based on the results of our limited subsurface exploration, the subsurface conditions at
the site generally appear to be suitable for the use of shallow foundations for the support of the
proposed structure loads, provided the recommendations contained herein are properly
incorporated into the proposed construction. Details related to site development, foundation
design, seismicity, and construction considerations are included in subsequent sections of this
report.
The owner/designer should not rely solely on this Executive Summary and must read and
evaluate the entire contents of this report prior to utilizing our engineering recommendations in
preparation of design/construction documents.
1370 Pine Avenue, Carlsbad, CA - Pro:ssional Service Industries, Inc.
Li 2
PROJECT INFORMATION
Project Authorization
Professional Service Industries, Inc. (PSI) has completed a limited geotechnical
exploration for the proposed second-story addition to the existing residence at 1370 Pine Avenue
in Carlsbad, California. Our services were authorized by Mrs. Anne Sabala on August 8, 1999
by signing our pioposal. This exploration was accomplished in general accordance with PSI
Proposal No. 062-130 dated August 2, 1999.
Project Description
Preliminary project information was provided to us by Mr. & Mrs. Sabala on August 2,
1999. Based on our review of the provided information, we understand the proposed
construction at the site will include a second-story addition onto the northern portion of the
existing structure, an expansion of the existing kitchen, and other associated improvements. In
addition, we understand that no site grading is currently planned (beycnd the clearing and
grubbing of existing vegetation and surficial debris as necessary).
The geotechnical recommendations presented in this report are based on the. provided
project information, proposed building locations, and the subsurface materials described in this
report. If any of the noted information is incorrect, please inform PSI in writing so that we may
amend the recommendations presented in this report if appropriate and if desired by the client.
PSI will not be responsible for the implementation of its recommendations when it is not notified
of changes in the project.
Purpose and Scope of Services
The purpose of this limited geotechnical exploration report was to explore the subsurface
conditions at the site to enable an evaluation of acceptable foundation systems for the proposed
construction. This report briefly outlines the testing procedures, describes the site and
subsurface conditions, and presents geotechnical recommendations for foundation design and for
general site development.
Our scope. of services included the excavation, logging and sampling of three exploratory
test pits at the site to depths on the order of 11/2 to 21/2 feet below the existing ground surface,
appropriate laboratory testing, and preparation of this geotechnical report. This report briefly
outlines the testing procedures, presents available project information, describes the site and
subsurface conditions, and presents recommendations regarding the following:
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
3
- Grading procedures for site development.
- Suitable foundation types, depths, allowable bearing capacities, and an estimate of
potential settlement.
- Lateral earth pressures for retaining wall design (if proposed).
- Comments regarding factors that will impact construction and
performance of the proposed construction.
Our scope of services did not include an environmental assessment for determining the
presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface
water, groundwater, or air on or below, or around this site. Any statements in this report or on
the exploration logs regarding odors, colors, and unusual or suspicious items or conditions are
strictly for informational purposes.
SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The subject site is located at 1370 Pine Avenue in Carlsbad, California. Current access
to the site is off of Pine Avenue which bounds the property to the southeast. The site is also
bounded to the northeast, northwest and southwest by existing residential developments.
Existing development at the site includes a single-story detached residence of wood-frame
and slab-on-grade construction and associated appurtenances. Our observation of the exterior of
the residence indicates that the existing foundation system appears to be performing reasonably
well.
The ground surface elevation at the relatively level site is approximately 120 feet above
Mean Sea Level (MSL). The approximate ground surface elevation was estimated from the San
Luis Rey, California 7.5 minute Topographic Survey prepared by the U.S. Geologic Survey.
Regional Geology
The subject site lies within the coastal portion of the Penninsular Ranges Geomorphic
Province of California. According to pertinent regional geologic literature, the project site is
underlain by Quaternary-aged Terrace Deposits associated with the Baypoint Formation
(Kennedy and Tan, 1996).
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
4
Foundation and Subsurface Conditions
The site subsurface conditions were explored with three exploratory test pits, each
directly adjacent to the existing residential structure (see Figure 2 - Test Pit Location Map). The
test pits were advanced utilizing manual excavation equipment and representative disturbed and
relatively undisturbed soil samples were routinely obtained during the excavation process.
Exploration and sampling techniques were accomplished generally in accordance with ASTM
procedures.
As encountered in our exploratory test pits, the subject residence appears to be underlain
by soils comprising weathered Baypoint Formation/Topsoil materials, which are mantled by
approximately 12 inches of existing fill soils. The weathered formational/topsoil materials were
observed in our test pits to consist of dark reddish-brown to medium orangish-brown silty sands
with occasional rootlets (SM). These materials were generally observed to be moist to very moist
and medium dense at the time of our limited exploration. The encountered fill soils were
- observed to typically consist of dark brown silty sands with occasional rootlets (SM), which were
damp to very moist and loose to medium dense at the time of our limited exploration. Results of
our laboratory testing indicate a very low expansion potential (UBC 18-2) for the encountered
upper soils. Refusal/hard rock materials were not encountered within either of our three
exploratory test pits.
The existing continuous foundations supporting the residence were observed in our test
pits to have embedments of between 12 and 15 inches below existing grade, which is within the
current Uniform Building Code Guidelines for footings supporting single-story structure. Our
scope of services did not include the evaluation of existing reinforcement (if any) within the
footings. As such, PSI cannot comment at this time about whether the existing foundations have
been adequately reinforced in accordance with industry standards.
J The above subsurface description is of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The exploration logs included in
the appendix should be reviewed for specific information at the individual test pit locations.
These records include soil descriptions, stratifications, penetration resistances, locations of the
samples and laboratory test data. The stratifications shown on the exploration logs represent the
} conditions only at the actual test pit locations at the time of our exploration Variations may
Li occur and should be expected at some distance from the test pits. The stratifications which
represent the approximate boundary between subsurface materials and the actual transition may
be gradual. The samples which were not altered by laboratory testing will be retained for 60 days
from the date of this report and then will be discarded.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
Select soil samples were tested in the laboratory to determine materials properties for our
geotechnical evaluation. Laboratory testing was accomplished generally in accordance with
ASTM procedures. A brief discussion of the laboratory tests performed and the results of our
testing are presented in Appendix C.
Groundwater Information
Groundwater was not encountered within the maximum explored depth of 21/2 feet below
the existing ground surface in our exploratory test pits, at the time of our exploration. However,
it is possible that transient oversaturated ground conditions at shallower depths could develop at a
later time due to periods of heavy precipitation, landscape watering, leaking water lines, or other
unforeseen causes.
SEISMICITY
Regional Seismicity
Generally, seismicity within California can be attributed to faulting due to regional
tectonic movement. This includes the San Andreas Fault, the Rose Canyon Fault, the offshore
segment of the Newport-Inglewood Fault, and most parallel and subparallel faulting within the
State. The portion of California which includes the subject site is considered seismically highly
active (UBC Seismic Zone 4). Seismic hazards within the site can be attributed to potential
groundshaking resulting from earthquake events along nearby or more distant faulting.
According to the regional geologic literature, the closest known Late-Quaternary fault is
the Rose Canyon Fault located approximately 5.4 miles southwest of the site. Several potentially
active and pre-Quaternary faults also occur within the regional vicinity. Currently, the
seismological literature presents varying opinions regarding seismicity for nearby potentially
active and pre-Quaternary faults. As such, the following Seismic Analysis only considers the
effects of active faulting.
Seismic Analysis
The seismicity of the site was evaluated utilizing deterministic methods for active
Quaternary faults within the regional vicinity. According to the Aiquist-Priolo Special Studies
Zones Act of 1972 (revised 1994) Quaternary faults have been classified as active faults which
show apparent surface rupture during the last 11,000 years (ie., Holocene time). This site is not
currently within a mapped Earthquake Fault Zone (Hart and Bryant, 1997).
ii 1370 Pine Avenue Carlsbad CA Professional Service Industries Inc
6
Deterministic Analysis - Deterministic seismicity at the site was evaluated with the
Eqfault computer program (Blake, 1995), which utilizes a digitized map of known late
Quaternary earthquake faults, a catalog of the estimated credible and potential earthquakes for
each fault, and a user specified attenuation relationship (Campbell, et. al., 1994). Output from
the Eqfault program is presented in Appendix D.
Based on our analysis, 18 Late-Quaternary faults were located within a 62 mile radius of
the site. The site is subject to a Maximum Credible Earthquake of 6.9 Magnitude along the Rose
Canyon Fault located approximately 5.4 miles southwest of the site, with a corresponding Peak
Ground Acceleration on the order of 0.39g. The Maximum Credible Earthquake is defined as
the maximum earthquake that appears capable of occurring under the presently known tectonic
framework.
Additionally, the site is subject to a Maximum Probable Earthquake of 5.8 Magnitude,
along the offshore segment of the Newport-Inglewood Fault, with its southern terminus located
approximately 5 miles northwest of the site, with a corresponding Peak Ground Acceleration of
approximately 0.22g. The Maximum Probable Earthquake is defined as the maximum
earthquake that is considered likely to occur during a 100-year time interval.
Earthquake Design Parameters
In accordance with the evaluation summarized in the Seismic Analysis section of this
J report, the Peak Ground Acceleration at the site ranges from 0.22g (Probable Earthquake
sources) to 0.39g (Credible Earthquake sources). For structural design purposes, a damping
ratio not greater than 5 percent of critical damping, and a soil profile type 5D (UBC Table 16-J)
J are recommended. Based upon a distance of approximately 8.5 km from the site to the Rose
Canyon Fault Zone and the offshore segment of the Newport-Inglewood Fault Zone (Type B
1 seismic sources per the 1997 edition of the Uniform Building Code), near source factors N a= 1.0
and N,=1.06 are recommended for the seismic design of the proposed addition. Other
earthquake-resistant design parameters are recommended to be obtained from the Uniform
j Building Code (UBC) 1997 Edition, Volume 2, Chapter 16, Divisions IV and V, utilizing a
Seismic Zone 4 and a Soil Profile Type SD.
If site-dependent earthquake response spectra or other specific design parameters are
deemed necessary by the project structural engineer, or are required by the local governmental
agency who has jurisdiction over the project, the geotechnical engineer should be promptly
informed for further evaluation. In addition, design of structures should comply with the
requirements of the governing jurisdiction's building codes and standard practices of the
Structural Engineers Association of California.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
J 7
EVALUATION AND RECOMMENDATIONS
The proposed construction at the site should be performed in accordance with the
following recommendations and the standard guidelines for grading projects included in
Appendix E. In case of conflict, the following recommendations shall supersede those in the
appendix.
Site Preparation
Initially, all trees, loose topsoil, undocumented fill and deleterious material, as well as
any existing structures, foundations, slabs, pavements, retaining walls, and utilities, must be
removed from the areas proposed for construction and the resulting excavations backfilled with
engineered fill as described below. The contractor should refer to local codes or ordinances for
proper removal and disposal of any existing underground tanks, fuel lines and soil or other tank
backfill material which may have been exposed to possible fuel leakage. Stripping operations
should extend a minimum of 5 feet beyond the proposed pavement and building limits.
After removal of any unsuitable materials as discussed above, the base of the resulting
excavations should be scarified to a minimum depth of 6 to 8 inches, moisture conditioned as
necessary to achieve a near optimum moisture content, and recompacted to a minimum 90
percent relative compaction (based on ASTM test method D-1557). The removed/replacement
soils should be moisture conditioned to a near optimum moisture content and recompacted to a
minimum 90 percent relative compaction (based on ASTM test method D-1557) until finished
grades are reached. This earthwork should extend a minimum of 5 feet beyond the proposed
building footprints.
Fill materials should be free of organic or other deleterious materials, have a maximum
particle size of 3 inches or less, have a liquid limit of less than 45 and a olasticity index of less
than 25. The on-site soils are generally considered suitable for use as structural fill, provided
they are properly processed.
Fill should be placed in maximum loose lifts of 8 inches and should be compacted within
the range of 3 percentage points below to 3 percentage points above the optimum moisture
content value. If water must be added, it should be uniformly applied and thoroughly mixed into
the soil by discing or scarifying. Each lift of compacted engineered fill should be tested by a
representative of the geotechnical engineer prior to placement of subsequent lifts. The edges of
compacted fill should extend at least 5 feet beyond the edges of buildings prior to sloping.
Structural fill should be compacted to at least 90 percent of the maximum dry density (based on
ASTM D1557).
1370 Pine Avenue, Carlsbad, CA - P:ofessional Service Industries, Inc.
- 8
Non-structural fill adjacent to structural fill should be placed in unison to provide lateral
support. Backfill along building walls must be placed and compacted with care to ensure
excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent
to below grade walls must be properly tested by the geotechnical engineer with consideration for
the lateral earth pressure used in the wall design.
Foundation Recommendations
As discussed previously, the observed portions of the existing foundation system
supporting the single-story residence had embedments of between 12 and 15 inches below
adjacent grade, which we note is within the current Uniform Building Code guidelines for
footings supporting single-story structures. It is not known if the existing footings are properly
reinforced, as evaluation of the foundation reinforcement was not within our authorized scope of
services. As a result, further evaluation of the suitability of the existing foundations to receive
second-story loading should be performed as necessary by a qualified structural engineer. At
that time, supplemental recommendations to improve the footings' suitability can be made (if
warranted).
Additional structure load imposed by the second story addition may be supported on
conventional continuous or isola,ted spread footings which are entirely supported by firm natural
soils or properly compacted fill soils. Footings for the one- or two-story residential structure
should be embedded at least 6 inches below the lowest adjacent finish grade. At this depth,
footings may be designed for an allowable soil bearing value-of 2000 psf. This bearing value
may be increased by one-third for loads of short duration, such as wind or seismic forces.
Continuous footings should have a minimum width of twelve inches, while isolated spread
footings should have a minimum width of 24 inches. Appropriate footing reinforcement should
be provided in accordance with the Structural Engineer's design
Attention should be given in designing the foundation for the addition adjacent to the
existing building. It is advisable to place the foundations for the addition at the same level as the
foundations for the existing building so that the new footings will not undercut the soil beneath
the existing footings. In spite of these precautions, small differential movements between the
adjacent structures may be experienced. Construction joints should be provided between the
existing building and the addition.
The foundation excavations should be observed by a representative of PSI prior to steel
or concrete placement to assess that the foundation materials are capable of supporting the design
loads and are consistent with the materials discussed in this report. Soft or loose soil zones
encountered at the bottom of the footing excavations should be removed as directed by the
geotechnical engineer. Cavities formed as a result of excavation of soft or loose soil zones
should be backfihled with lean concrete or dense graded compacted crushed stone.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
4
After opening, footing excavations should be observed and concrete placed as quickly as
possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water
should be drained away from the excavations and not be allowed to pond. If possible, the
foundation concrete should be placed during the same day the excavation is made. If it is
required that footing excavations be left open for more than one day, they should be protected to
reduce evaporation or entry of moisture.
Based on the known subsurface conditions and site geology, laboratory testing and past
experience, we anticipate thariroperly designed and constructed footings supported on the
recommended materials should experience maximum total and differential settlements between
adjacent columns of less than one inch and ½ inches, respectively. While settlement of this
magnitude is generally considered tolerable for structures of the type proposed, the design of
masonry walls should include provisions for liberally spaced, vertical control joints to minimize
the affects of cosmetic "cracking".
Be advised that as a part of the foundation design election process, there is always a cost
benefit evaluation. Although we are recommending a specific foundation type, we have not
accomplished the cost/benefit evaluation.
Structural Setback
We recommend a minimum horizontal setback distance from the face of descending
slopes and retaining walls for all structural footings and settlement-sensitive structures. This
distance is measured from the outside bottom edge of the footing, horizontally to the slope face
or the wall face and should be a minimum of H/2, where H is the wall height or slope height (in
feet). The setback should not be less than 5 feet and need not be greater than 10 feet. Please
note that the soils within the structural setback area possess poor lateral stability, and
improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within
this setback area may be subject to lateral movement and/or differential settlement.
Floor Slab Recommendations
New floor slabs-on-grade within the existing structure may be designed by the structural
engineer using a coefficient of subgrade reaction of 100 pci and assuming a very low expansion
potential (UBC 18-2). Based on geotechnical considerations, it is recommended that the interior
slabs be at least 4 inches in nominal thickness, and minimally reinforced with 6x6 - 10/10 welded
wire mesh, or in accordance with the structural engineer's requirements. Care should be taken
by the contractor to ensure that the reinforcement is placed and maintained at slab midheight.
Floor slabs should be suitably reinforced and jointed so that a small amount of independent
movement can occur without causing damage.
1370 Pine Avenue, Carlsbad, CA - Professional Service Industries, Inc.
10
Slabs should be underlain by a capillary break at least 4 inches thick, consisting of coarse
sand, gravel, or crushed rock. In moisture sensitive flooring areas, such as carpeted or linoleum
covered areas, the slab should be additionally underlain (between the slab and capillary break) by
at least two (2) inches of clean sand and a minimum 6-mil visqueen barrier. If the additional sand
layer and visqueen are placed beneath the slab, the thickness of the capillary break layer may be
reduced to 2 inches. The visqueen sheet should be sealed along the edges to prevent lateral
migration of soil moisture from adjacent non-visqueen areas. Prior to placement of clean sand
and slab-on-grade, the visqueen sheet should be thoroughly inspected for cracks, punctures,
tears, and holes. If necessary, the visqueen should be replaced or patched to assure a fully
functional entity.
Some minor cracking of slabs can be expected due to shrinkage. The potential for this
slab cracking can be reduced by careful control of water/cement ratios in the concrete. The
contractor should take appropriate curing precautions during the pouring of concrete in hot
weather to minimize the cracking of slabs. We recommend that a slipsheet (or equivalent) be
utilized if grouted fill, tile, or other floor sensitive floor covering is planned directly on concrete
slabs. All slabs should be designed in accordance with structural considerations.
Lateral Earth Pressures and Resistance
The following preliminary lateral earth pressure values for level or sloping backfill are
recommended for retaining walls backfilled (if proposed) with approved granular soils.
Equivalent Fluid Weight (pcfl
Conditions Level Backfill 2:1 Sloping Backfill
Active 35 55
At-Rest 55 70
Passive (Compacted Fill) 300 150 (sloping downward)
Unrestrained (yielding) cantilever walls should be designed for an active equivalent
pressure value provided above. In the design of walls restrained from movement at the top (non-
yielding) such as basement walls, the at-rest pressures should be used. The above values assume
backfill soils will have a very low expansion potential and free-draining conditions. If conditions
other than those covered herein are anticipated, the equivalent fluid pressures should be provided on
an individual basis by the geotechnical engineer. Wall footings should be designed in accordance
with the Foundation Recommendations section of this report and reinforced in accordance with
structural considerations. For all retaining walls, we recommend a minimum horizontal distance
from the outside base of the footing to daylight of eight feet.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
-
11
It is recommended that all below-grade walls and retaining walls be provided with a
positive foundation drainage system. A typical below-grade wall drain would consist of a
minimum 4-inch flexible or, rigid perforated pipe surrounded by 3/4 inch crushed rock and
wrapped in a non-woven geotextile fabric (consisting of Mirafi 140N or approved equivalent). The
subsurface drainage system should be tied to the storm drainage system, allowed to daylight
downslope, or collected in a sump and pumped out. This system typically is installed directly on
top of the retaining wall footing.
Retaining wall backfill should consist of approved granular material. This fill material
should be compacted to at least 90 percent of the maximum dry density (as determined by ASTM
D1557). Flooding or jetting of the backfill should not be permitted. Granular backfill should be
capped with relatively impervious fill to seal the backfill and reduce the potential for saturation.
Cantilever or restrained walls subject to uniform surcharge loads should be designed for
an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in the
case of the cantilevered walls (active conditions), and one-half the anticipated surcharge in the
case of restrained walls (at-rest conditions).
It should be noted that the use of heavy compaction equipment in close proximity to
retaining structures can result in wall pressures exceeding design values and corresponding wall
movement greater than normally associated with the development of active conditions. In this
regard, the contractor should take appropriate precautions during the backfill placement.
Lateral soil resistance developed against lateral structural movement can be obtained from
the passive pressure value provided above. Further, for sliding resistance, a friction coefficient
of 0.35 may be used at the concrete and soil interface. These values may be increased by one-
third when considering loads of short duration including wind or seismic loads. The total
resistance may be taken as the sum of the frictional and passive resistance provided that the
passive portion does not exceed two-thirds of the total resistance.
Pavement Recommendations
The providing of pavement design recommendations was not within our authorized scope
of services. Such recommendations, based upon additional laboratory testing of subgrade
materials, can be provided by this office upon request.
1370 Pine Avenue, Carlsbad, CA Prcfessional Service Industries, Inc.
I 12
CONSTRUCTION CONSIDERATIONS
It is recommended that PSI be retained to provide observation and t--sting of construction
activities involved in the foundation, earthwork, and related activities of this project. PSI cannot
accept any responsibility for any conditions which deviated from those described in this report,
nor for the performance of the foundation if not engaged to also provide construction observation
and testing for this project.
Moisture Sensitive Soils/Weather Related Concerns
The upper soils encountered at this site may be sensitive to disturbances caused by
construction traffic and to changes in moisture content. During wet weather periods, increases in
the moisture content of the soil can cause significant reduction in the soil strength and support
capabilities. In addition, soils which become wet may be slow to dry and thus significantly
retard the progress of grading and compaction activities. It will, therefore, be advantageous to
perform earthwork and foundation construction activities during dry weather.
The nature of the encountered soils makes them particularly susceptible to erosion during
periods of inclement weather. As a result, the Project Engineer/Architect and Grading
Contractor should take appropriate precautions to reduce the potential for erosion during and
after construction.
Drainage and Groundwater Considerations
Our experience indicates that surface or near-surface ground water conditions can develop
in areas where ground water conditions did not exist prior to site development, especially in
areas where a substantial increase in surface water infiltration results from landscape irrigation.
This sometimes occurs where relatively impermeable and/or cemented formational materials are
overlain by fill soils. In addition, during retaining wall excavations, seepage may be
encountered. We recommend that a representative of PSI be present during grading operations
to evaluate areas of seepage. Drainage devices for reduction of water accumulation can be
recommended if these conditions occur.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
13
Water should not be allowed to collect in the foundation excavation, on floor slab areas,
or on prepared subgrades of the construction area either during or after construction. Undercut
or excavated areas should be sloped toward one corner to facilitate removal of any collected
rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce
infiltration of surface water around the perimeter of the building and beneath the floor slabs.
The grades should be sloped away from the building and surface drainage should be collected
and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the
building.
Excavations
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department
of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better
insure the safety of workmen entering trenches or excavations. It is mandated by this federal
regulation that excavations, whether they be utility trenches, basement excavation or footing
excavations, be constructed in accordance with the new OSHA guidelines. It is our
understanding that these regulations are being strictly enforced and if they are not closely
followed, the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's "responsible
person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as
part of the contractor's safety procedures. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local, state,
and federal safety regulations.
We are providing this information solely as a service to our client. PSI does not assume
responsibility for construction site safety or the contractor's or other parties compliance with
local, state, and federal safety or other regulations.
Trench Backfill
r Except where extending perpendicular under proposed foundations, utility trenches
I should be constructed outside a 1:1 projection from the base-of-footings. Trench excavations for
utility lines which extend under structural areas should be properly backfilled and compacted.
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
14
Utilities should be bedded and backfilled with clean sand or approved granular soil to a
j depth of at least 1-foot over the pipe. This backfill shall be uniformly watered and compacted to
a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil, or
imported soil, which shall be placed in lifts not exceeding 8 inches in thickness, watered or
aerated to optimum moisture content, and mechanically compacted to at least 90 percent of
maximum dry density (based on ASTM D1557).
REPORT LIMITATIONS
The recommendations submitted are based on the available subsurface information
obtained by PSI and design details furnished by Mr. Guy Sabala and Mrs. Anne Sabala for the
proposed project. If there are any revisions to the plans for this project or if deviations from the
subsurface conditions noted in this report are encountered during construction, PSI should be
notified immediately to determine if changes in the foundation recommendations are required. If
PSI is not retained to perform these functions, PSI will not be responsible for the impact of those
conditions on the project.
The geotechnical engineer warrants that the findings, recommendations, specifications, or
fl professional advice contained herein have been made in accordance with generally accepted
J professional geotechnical engineering practices in the local area. No other warranties are
implied or expressed.
After the plans and specifications are more complete, the geotechnical engineer should be
retained and provided the opportunity to review the final design plans and specifications to check
that our engineering recommendations have been properly incorporated into the design
documents. At this time, it may be necessary to submit supplementary recommendations. This
report has been prepared for the exclusive use of Mr. Guy Sabala and Mrs. Anne Sabala for the
specific application to the proposed second-story addition to the residence at 1370 Pine Avenue
in Carlsbad, California.
1370 Pine Avenue, Carlsbad, CA - Professional Service Industries, Inc.
1370 Pine Avenue ,Carlsbad, CA - Professional Service Industries, Inc.
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Proposed Secotid-Story Addition Figure 1 - Site Location Map
To Sabala Residence
1370 Pine Avenue PROJECT NO. DATE
Carlsbad, California 062-95083 August 1999
T-2
T-3
Legend:
T-3 Approximate Location Of H Exploratory Test Pit
Not To Scale
PROJECT NAME
Proposed Second-Story Addition Figure 2 - Test Pit Location Map
To Sabala Residence
1370 Pine Avenue PROJECT NO. bATE
Carlsbad, California 062-95083 August 1999
1370 Pine Avenue ,Carlsbad, CA Professional Service Industries, Inc.
REFERENCES
Blake, T.F., 1995, Documentation for Egfault Version 2.01 Update, Thomas F. Blake
Computer Services and Software, Newbury Park, California, p. 79 and appendices.
Blake, Thomas F., 1998, New Fault-Model Files For FRISKSP and EQFAIILT, Thomas
F. Blake Computer Services and Software, Newbury Park, California.
California Division of Mines and Geology, 1998, Maps Of Known Active FaultNear-
Source Zones In California And Adjacent Portions Of Nevada.
Campbell, K.W. and Bozorgnia, Y., 1994, Near-Surface Attenuation of Peak Horizontal
Acceleration From Worldwide Accelerograms Recorded From 1957 to 1993,
Proceedings, Fifth U.S. National Conference on Earthquake Engineering, Vol III,
Earthquake Engineering Research Institute, pp. 283-292.
Foundations and Earth Structures, Naval Facilities Design Manual DM-7.2, 1982,
Department of the Navy, Naval Facilities Engineering Command, 224 p.
Hart, E.W. and Bryant, W.A, 1997, Fault-rupture Hazard Zones in California,
California Division of Mines and Geology Special Publication 42.
Hunt, R.E., 1984, Geotechnical Engineering Investigation Manual, McGraw-Hill, New
York, NY, 983 p.
Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, scale
1:750,000, California Division of Mines and Geology.
Kennedy, M.P. and Tan, S.S., 1996, DMG Open-File Report 96-32. Geologic Map of
the Oceanside. San Luis Rey and San Marcos 7.5' Quadrangles. Plate 1. California
Division Of Mines And Geology.
Proceedings. Seminar on New Developments in Earthquake Ground Motion Estimation
and Implications for Engineering Design Practice, January 1994, Applied Technology
Council and U.S. Geologic Survey, Redwood City, CA, 18 Chapters.
Seed, H .B., Idriss, I. M., and Arango, I., 1983, Evaluation of Liquefaction Potential
Using Field Performance Data, Journal of Geotechnical Engineering, ASCE, Vol 109,
No. 3, p. 458-482.
Soil Mechanics, Naval Facilities Design Manual DM-7.1, 1982, Department of Navy,
Naval Facilities Engineering Command, 348 p.
1370 Pine Avenue , Carlsbad, CA Professional Service Industries, Inc.
Tokimatsu, A.M. and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to
Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Vol 113, No. 8, p.
861-878.
Uniform Building Code, f997 Edition, International Conference of Building Officials,
Whittier, CA, 3 Volumes.
US Geological Survey, San Luis Rey, California Quadrangle. United States Department
of the Interior, Scale: 1:24,000, 1968 (photo-revised 1975).
Wesnousky, S.G., 1986, Earthquakes. Quaternary Faults, and Seismic Hazard in
California, Journal of Geophysical Research, Vol. 91, No. B12, P.2587-12631.
Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New
York, NY, Van Nostrand Reinhold, 751 p.
Wright Design, Undated, Floor Plans, Sabala Addition, 1370 Pine Avenue, Carlsbad.
CA 92008, 3 Sheets.
1370 Pine Avenue ,Carlsbad, CA - ?rofessional Service Industries, Inc.
APPENDIX B
EXPLORATION LOGS
1370 Pine Avenue , Carlsbad, CA P:ofessional Service Industries, Inc.
TERM (NON-COHESIVE SOILS) STANDARD PENETRATION RESISTANCE
Very Loose 4 or less
Loose 4to10
Medium Dense 10 to 30
Dense 30 to 50
Very Dense Over 50
TERM (COHESIVE SOILS)
Very Soft 3 or less
Soft 4t05
Medium Stiff 6to10
Stiff 11to15
Very Stiff 16 to 30
Hard 31 or More
PARTICLE SIZE
Boulders 8 in + Coarse Sand 5mm-0.6mm Silt
Cobbles 8 in-3 in Medium Sand 0.6mm-02mm Clay
Gravel 3 in-5 mm Fine Sand 0.2mm-0.074mm
QU - (TSF)
0 -0.25
0.25 -0.50
0.50-1.00
1.00 -2.00
2.00 -4.00
4.00 +
0.074 mm-0.005mm
0.005mm
Professional Service Industries =
GENERAL NOTES
SAMPLE IDENTIFICATION
The Unified Soil Classification System is used to identify soil unless otherwise noted.
SOIL PROPERTY SYMBOLS
N: Standard Penetration Value: Blows per foot of 140 pound hammer falling
30 inches on a standard split-spoon penetrometer.
Qu: Unconfined compressive strength (tsf).
Qp: Penetrometer value, unconfined compressive strength (tsf).
Mc: Water content (%).
LL: Liquid limit (%).
Pt: Plasticity index (%).
8d: Natural dry density (pcf).
V: Apparent groundwater level at time noted after completion.
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon - 1 3/8" l.D., 2" O.D.
SB: Spilt-Barrel - 2 3/8' l.D., 3" O.D.
ST: Shelby Tube - 3" O.D., except where noted.
BS: Bulk Sample.
AU: Auger Sample.
DB: Diamond Bit.
CB: Carbide Bit.
WS: Washed Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
- - . .---. . - - - - • -p----- — 't r
rlultbal.JuIoI Jcu v.
TEST PIT LOG
Trench or Hole No. T - I Surface Elevation ± 130' Above Mean Sea Level Date Started August8,1999
Location SeeTestPitLocationMap Elevation of Bottom ±128' Above Mean Sea Level Date Completed August8,1998
In-Situ Moisture
Depth Class Sample Dry Density Content Field Classification and Description of Material Field Sketch of Tess Pit or Test Trench
(pcf) (%) Excavation
—
SM EIjL. Dark Brown Silty Fine to Medium SAND, Moist, Loose to Medium
Dense Occasional Rootlets
Xs -
S Weathered _Bavoount_Formation/Toosoil Dark Reddish Brown Silty Fine
— 1 113.3 10.0 to Medium SAND Moist Medium Dense Occasional Rootlets
2
—
Test Pit Terminated at 2 feet
No groundwater encountered._______________________________
Backfilled on 8/9/99. X.
—
..:. XX
X.
5
-
6
xxx
PROJECT NO. PROJECT NAME
Sabala Residence Method of Excavation Manual Approximate Dimension: 2' x 2' x 2' 06295083
1370 Pine Avenue Sample Hammer: weight N/A Groundwater Elevation: N/A DATE:
Carlsbad, California Sample Hammer: Drop N/A Logged by: WRM August 1999
'SI A-100-14
--
L2 E3 - 3 L3 7E t tLjJ
Df.i.sn,I ør,il Intl. ,trip
TEST PIT LOG
Trench or Hole No. T -2 Surface Elevation ± 130' Above Mean Sea Level
Location See Test Pit Location Map Elevation of Bottom ± 128.5' Above Mean Sea Level
In-Situ Moisture
Depth Class Sample Dry Densit Content Field Classification and Description of Material
(pcf) (%)
Date Started August 8, 1999
Date Completed August 8, 1998
Field Sketch of Test Pit or Test Trench
Excavation
- SM Fill Dark Brown Silty Fine to Medium SAND, Damp to Moist, Medium
-
Dense Occasional Roots.________________________________
Weathered Baypoint Formation/Topso Dark Reddish Brown Silty
SM to Medium SAND Moist Medium Dense Occasional Rootlets
1 112.9 8.2
2' Test 1'itlerriiiriatedatl.5feet. ....::.:...:. ....
No groundwater encountered
Backfilled on 8/9/99 ___________________________________
..
4 -
5 - I
6 -
PROJECT NAME PROJECT NO.
Sabala Residence Method of Excavation Manual Approximate Dimension 2' x 2' x 1.5' 06295083
1370 Pine Avenue Sample Hammer: Weight N/A Groundwater Elevation: N/A DATE:
Carlsbad, California Sample Hammer: Drop N/A Logged by: WRrsl . August 1999
PSI A-100-14
tJ c' TT2 C EJLLJ c i -
.., i..,1...+...,
TEST PIT LOG
Trench or Hole No. T -3 Surface Elevation ± 130' Above Mean Sea Level
Location See Test Pit Location Map Elevation of Bottom ± 127.5' Above Mean Sea Level
In-Situ Moisture
Depth Class Sample Dry Density Content Field Classification and Description of Material
(pcf) (%)
Date Started August 8, 1999
Date Completed August 8, 1998
Field Sketch of Test Pit or Test Trench
Excavation
SM I I I I Eill. Dark Brown Silty Fine to Medium SAND, Very Moist, Loose, Roots.
1 11
- SM Weathered Bayooint Formation/Topsoil: Dark Reddish-Brown Silty Fine
- 1 130.6 10.7 to Medium SAND, Very Moist to Wet, Medium Dense, Occasional Rootlets.
2 = Becomes Medium Orangish-Brown in Color and Less Weathered.
3 - - Test Pit Terminated at 2.5 feet.
- No groundwater encountered.
- Backfilled on 8/9/99.
I 4
6
PROJECT NAME PROJECT NO.
Sabala Residence Method of Excavation Manual Approximate Dimension: 2' x 2' x 2.5' 062-95083
1370 Pine Avenue Sample Hammer: weight N/A Groundwater Elevation: N/A DATE:
Carlsbad, California Sample Hammer: Drop N/A Logged by: VRM August 1999
St A-100-14
APPENDIX C
LABORATORY TEST RESULTS
1370 Pine Avenue ,Car1sbad, CA Proèssional Service Industries, Inc.
LABORATORY TEST RESULTS
Laboratory Testing Program
Laboratory tests were performed on representative soil samples to determine their relative
engineering properties. Tests were performed in accordance with test methods of the American
Society for Testing Materials or other accepted standards. The following presents a brief
description of the various test methods used.
Classification - Soils were classified visually according to the Unified Soil Classification
System. Visual classifications were supplemented by laboratory testing of selected samples in
accordance with ASTM D2487. The soil classifications are shown on the Exploration Logs,
Appendix B.
Moisture-Density Relationship - Laboratory compaction tests were performed in
accordance with ASTM D1557, Method A. A mechanically-operated ram was used during the
compaction process.
Direct Shear Tests - Consolidated, drained, direct shear tests were performed on
undisturbed samples in accordance with ASTM D-3080. The undisturbed samples were tested in
a saturated condition using normal loads of 1 ksf, 2 ksf, and 4 ksf.
Expansion Index - Expansion testing was performed on representative samples of the
fl upper on-site soils, remolded and surcharged to 144 pounds per square foot in accordance with
ii the Uniform Building Code Standard No. 18-2.
Soil Sulfate Test - In order to estimate the concrete degradation potential of soils, the
content of soluble sulfates was determined in accordance with Cal Test Method 417A.
Particle Size Analysis - Particle size analysis was performed on selected representative
sample in accordance with ASTM D422.
1370 Pine Avenue Carlsbad, CA - Professional Service Industries, Inc.
SUMMARY OF LABORATORY TEST RESULTS
RESULTS OF MAXIMUM DENSITY TEST
(ASTM D 1557)
SAMPLE LOCATION MAXIMUM DENSITY OPTIMUM MOISTURE
CONTENT
T-1 @ 1-2' 128.0 pcf 8.5%
RESULTS OF DIRECT SHEAR TESTS
(ASTM D 3080)
SAMPLE LOCATION COHESION INTERCEPT
ANGLE OF INTERNAL
FRICTION
T-1@1.5' loopsf 360
1370 Pine Avenue , Carlsbad, CA Professional Service Industries, Inc.
RESULTS OF EXPANSION INDEX TEST
(UBC 18-2)
SAMPLE LOCATION EJANSIO\ INDEX
T-2 @ 1-2' 0 (Very Low)
SOIL SULFATE TEST
(Cal Test 417A)
SAMPLE LOCATION SOLUBLE SULFATES DEGREE OF ATTACK
T-1 @ 1.5' <50 ppm Negligible
1370 Pine Avenue ,Carlsbad, CA Professional Service Industries, Inc.
APPENDIX D
SEISHC ANALYSIS - COMPUTER OUTPUT
1370 Pine Avenue ,Carlsbad, CA - Professional Service Industries, Inc.
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_____________ --
370 Pine A)Lenue
Carlsbad, CA
REPORTL.1 SOIL i
PS! A-100-7
I
DATE: Friday, August 6, 1999
* ** *** * * ** * * * * * * * * ********** * *** * ****
* *
* E Q F A U L T *
* *
* Ver. 2.20 *
* *
* *
* *** ******** ** ** * * ****** * * * * *** * *** * *
(Estimation of Peak Horizontal Acceleration
From Digitized California Faults)
SEARCH PERFORMED FOR: ANNE & GUY SABALA
JOB NUMBER: 062-95083
JOB NAME: SABALA RESIDENCE - CARLSBAD, CALIFORNIA
SITE COORDINATES:
LATITUDE: 33.1632 N
LONGITUDE: 117.3358 W
SEARCH RADIUS: 62 mi
ATTENUATION RELATION: 1) Campbell & Bozorgnia (1994) Horiz. - Alluvium
UNCERTAINTY (M=Mean, S=Mean+l-Sigma): M
SCOND: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGSCE.DAT
SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A
-----------------------------
DETERMINISTIC SITE PARAMETERS
-----------------------------
Page 1
-----------------------------------------
MAX. CREDIBLE EVENTI MAX. PROBABLE EVENT I
I APPROX. - ------------------- II -------------------I
I ABBREVIATED IDISTANCE I MAX.1 PEAK I SITE 11 MAX. I PEAK I SITE
I FAULT NAME I mi (km) ]CRED.1 SITE IINTENSI IPROB. I SITE IINTENSI
I I I MAG.jACC. 91 MM II MAG.IACC. 91 MM I
------------- -
ISAN JACINTO-COYOTE CREEK I 52
--------- -
( 84)1
----- I ------I
6.801 0.0381
------II
V
-----I
11 6.201
------I
0.0231
------I
IV
I--------------------------I
ISAN TACINTO-ANZA I 46
---------I
( 4)I
----- - ------
7.201
I
0.0641
------
VI
II ----- -
II 6.901
------ I
0.0491
------
VI I
I-------------------------- I
SAN 3ACINTO-SAN JACINTO VAI 46
--------- -
( 75)1
----- I
6.901
------I
0.0491
------
VI
II ----- I
II 6.801
------I
0.0441
------
VI
-------------I
ISAN JACINTO-SAN BERNARDINOI 59
--------- I
( 95)1
----- I
6.701
------ I
0.0301
------
V
II ----- I
II 6.701
------I------
0.0301 V
I--------------------------I
IELSINORE-COYOTE MOUNTAIN I 58 ( 94)l
---------I-----I------
6.801
I
0.0331
------
V
II -----I
II 6.201
------I
0.0191
------
IV
I--------------------------I
IELSIN0RE-JULIAN I 24
---------I
( 38)l
----- I
7.101
------ I
0.1311
------
VIII
II ----- I
1 1 6.401
------I------I
0.0741 VII
-------------- I
ELSINORE-TEMECULA I 24
--------- I
( 38)l
----- I
6.801
------ I
0.1041
------
VII
II ----- I
II 6.301
------ I
0.0681
------ I
VI I
I--------------------------I
IELSIN0RE-GLEN IVY I 33
---------I
( 53)1
----- I
6.801
------ I
0.0691
------
VI
II ----- -
II 6.301
------ -
0.0441
------
VI I
-------------- -
IWHITTIER 1 51
--------- I
( 81)1
----- I
6.801
------ I
0.0401
------
V
II ----- I
II 5.901
------ I
0.0181
------ I
IV I
I--------------------------I
ICHINO-CENTRAL AVE. (Elsinol 48 ( 77)l
---------I-----I------I
6.701 0.0391
------II
V
----- I
II 5.501
------- I
0.0151
------ I
IV I
I-------------------------- I
IEARTHQUAKE VALLEY I 44
--------- I
( 70) I
----- I
6.501
------ I
0.0371
------
v
II ----- I
II 5.701
------I------I
0.0181 IV I
I--------------------------I---------I
CORONADO BANK I 22 ( 35)!
----- I
7.401
------ I
0.1841
------
VIII
II ----- I
II 6.301
------ I
0.0761
------ I
VII I
I-------------------------- I
INEWPORT-INGLEWOOD (Offshorl 5
--------- I
( 9)1
----- I
6.901
------ I
0.3871
------
X
II ----- I
II 5.801
------ I
0.2151
------I
VIII I
I--------------------------I
ROSE CANYON I 5
--------- I
( 9)1
----- I
6.901
----- -I
0.3891
------
X
II ----- I
II 5.701
------ I
0.1991
------ -I
VIII I
I--------------------------I
INEWPORT-INGLEwOOD (L.A.Basl 46
--------- I
( 74)1
----- I
6.901
------ I
0.0501
------
VI
II ----- I
II 5.601
------ I
0.0161
------ I
IV I
I-------------------------- I
IPALOS VERDES I 36
--------- I
( 58)1
----- I
7.101
------ I
0.0801
------
VII
II ----- I
II 6.201
------ I
0.0371
------ I
V
I -------------------------- I
ICOMPTON THRUST I 55
--------- I
( 89)!
----- I
6.801
------ I
0.0521
------
VI II 5.801
II -----I------I------I
0.0231 IV I
I--------------------------I---------I
ELYSIAN PARK THRUST I
I-------------------------- I
*** * * * * * * * * * ***** * * * ** * * * * **
58 ( 93)!
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6.701
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------II
VI
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II -----I------
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------ I
0.0221
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IV I
------I
* * * **
-END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.4 MILES AWAY.
LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.389 g
LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.215 g
CALIFORNIA FAULT MAR
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APPENDIX E
STANDARD GUIDELINES FOR GRADING PROJECTS
1370 Pine Avenue, Carlsbad, CA Professional Service Industries, Inc.
Standard Guidelines Li
For Grading Projects
STANDARD GUIDELINES FOR GRADING REPORTS
Presented By:
Professional Service Industries, Inc.
Standard Guidelines
For Grading Projects
TABLE OF CONTENTS
GENERAL.........................................................................................................................................SG- 1
DEFINITIONOF TERMS.................................................................................................................SG- I
OBLIGATIONSOF PARTIES .......................................................................................................... SG-4
SITEPREPARATION ........................................................................................................... ............ SG-4
SITEPROTECTION ............................................................................................................. ............. SG-5
EXCAVATIONS........................................................................................
.
........................................ SG-6
UnsuitableMaterials ............................................................................................. ........................ SG-6
CutSlopes ...................................................................................................................................... SG-6
PadAreas ....................................................................................................................................... SG-7
COMPACTEDFILL ....... .................................................................................................................... SG-7
Placement......................................................................................................................................SG-7
Moisture.......................................................................................................................................... SG-8
FillMaterial .................................................................................................................................... SG-9
FillSlopes ...................................................................................................................................... SG-lO
Off-Site Fill ....................................................................................................................................SG-1 1
Off-Site Fill ...................................................................................................................................SG-11
DRAINAGE.............................. . ........................................................................................................ SG-1 1
STAKING..........................................................................................................................................SG-12
SLOPEMAINTENANCE .................................................................................................................. SG-12
LandscapePlants ........................................................................................................................... SG-12
Irrigation.............................................................................................................. ......................... SG-12
Maintenance..................................................................................................................................SG-13
Repairs........................................................................................................................................... SG13
TRENCHBACKFILL ............................ . ............................................................................................ SG-13
STATUSOF GRADING ...................................................................................................................SG-14
-
GENERAL
The guidelines contained herein and the standard details attached hereto represent this firm's
- standard recommendations for grading and other associated operations on construction projects.
These guidelines should be considered a portion of the project specifications
All plates hereto shall be considered as part of these guidelines.
The Contractor should not vary from these guidelines without prior recommendation by the
Geotechnical Consultant and the approval of the Client or his authorized representative.
Recommendation by the Geotechnical Consultant and/or Client should not be considered to
preclude requirements for approval by the controlling agency prior to the execution of any
changes.
These Standard Grading Guidelines and Standard Details may be modified and/or superseded by
recommendations contained in the text of the preliminary Geotechnical report and/or subsequent
reports.
If disputes arise out of the interpretation of these grading guidelines or standard details, the
Geotechnical Consultant shall provide the governing interpretation.
DEFINITIONS OF TERMS
ALLUVIUM - Unconsolidated soil deposits resulting from flow of water, including sediments
deposited in river beds, canyons, flood plains, lakes, fans and estuaries.
AS-GRADED (AS-BUILT) - The surface and subsurface conditions at completion of grading.
BACKCUT - A temporary construction slope at the rear of earth retaining structures such as
buttresses, shear keys, stabilization fills or retaining walls.
BACKDRAIN - Generally a pipe and gravel or similar drainage system placed behind earth
retaining structures such buttresses, stabilization fills, and retaining walls.
BEDROCK - Relatively undisturbed formational rock, more or less solid, either at the surface or
beneath superficial deposits of soil.
BENCH - A relatively level step and near vertical rise excavated into sloping ground on which
fill is to be placed.
BORROW (Import) - Any fill material hauled to the project site from off-site areas.
BUTTRESS FILL - A fill mass, the configuration of which is designed by engineering
calculations to retain slope conditions containing adverse geologic features. A buttress is
generally specified by minimum key width and depth and by maximum backcut angle. A buttress
normally contains a back-drainage system.
CIVIL ENGINEER - The Registered Civil Engineer or consulting firm responsible for
preparation of the grading plans, surveying and verifying as-graded topographic conditions
SG - 1
CLIENT - The Developer or his authorized representative who is chiefly in charge of the
project. He shall have the responsibility of reviewing the findings and recommendations made by
the Geotechnical Consultant and shall • authorize the contractor and/or other consultants to
perform work and/or provide services.
COLLUVIIJM - Generally loose deposits usually found near the base of slopes and brought
there chiefly by gravity through slow continuous downhill creep (also see Slope Wash).
COMPACTION - Densification of man-placed fill by mechanical means.
CONTRACTOR - A person or company under contract or otherwise retained by the Client to
perform demolition, grading and other site improvements.
DEBRIS - All products of clearing, grubbing, demolition, contaminated soil materials unsuitable
for reuse as compacted fill and/or any other material so designated by the Geotechnical
Consultant.
ENGINEERING GEOLOGIST - A Geologist holding a valid certificate of registration in the
specialty of Engineering Geology.
ENGINEERED FILL - A fill of which the Geotechnical Consultant or his representative, during
grading, has made sufficient tests to enable him to conclude that the fill has been placed in
substantial compliance with the recommendations of the Geotechnical Consultant and the
governing agency requirements.
EROSION - The wearing away of the ground surface a s a result of the movement of wind,
water, and/or ice.
EXCAVATION - The mechanical removal of earth materials.
EXISTING GRADE - The ground surface configuration prior to grading.
FILL - Any deposits of soil, rock, soil-rock blends or other similar materials placed by man.
FINISH GRADE - The ground surface configuration at which time the surface elevations
conform to the approved plan.
GEOFABRIC - Any engineering textile utilized in Geotechnical applications including subgrade
stabilization and filtering.
GEOLOGIST - A representative of Geotechnical Consultant educated and trained in the field of
geology.
GEOTECITNICAL CONSULTANT - The Geotechnical Engineering and Engineering Geology
consulting firm retained to provide technical services for the project. For the purpose of these
specifications, observations by the Geotechnical Consultant include observations by the Soil
Engineering, Geotechnical Engineer, Engineering Geologist and those performed by persons
employed by and responsible to the Geotechnical Consultants.
SG-2
j Standard Guidelines
For Grading Projects
GEOTECHNICAL ENGINEER - A licensed Geotechnical Engineer of Civil Engineer who
applies scientific methods, engineering principles and professional experience to the acquisition,
interpretation and use of knowledge of materials of the earth's crust for the evaluation of
engineering problems. Geotechnical Engineering encompasses many of the engineering aspects
of soil mechanics, rock mechanics, geology, geophysics, hydrology and related sciences.
GRADING - Any operation consisting of excavation, filling or combinations thereof and
associated operations.
LANDSLIDE DEBRIS - Material, generally porous and low density, produced from instability
of natural or man-made slopes.
MAXIMUM DENSITY - Standard laboratory test for maximum dry unit weight. Unless
otherwise specified, the maximum dry unit weight shall be determined in accordance with
ASTM Method of Test D 1557-78.
OPTIMUM MOISTURE - Soil moisture content at the test maximum density.
RELATIVE COMPACTION - The degree of compaction (expressed as a percentage) of dry unit
weight of material as compared to the maximum dry unit weight of the material.
ROUGH GRADE - The ground surface configuration at which time the surface elevations
approximately conform to the approved plan.
SITE - The particular parcel of land where grading is being performed.
SHEAR KEY - Similar to buttress, however, it is generally constructed by excavating a slot
within a natural slope in order to stabilize the upper portion of the slope without grading
encroaching into the lower portion of the slope.
SLOPE - Is an inclined ground surface the steepness of which is generally specified as a ratio of
horizontal: vertical (e.g., 2:1).
SLOPE WAHS - Soil and/or rock material that has been transported down a slope by action of
gravity assisted by runoff water not confined by channels (also see Colluvium).
SOIL - Naturally occurring deposits of sand, silt, clay, etc., or combinations thereof.
SOIL ENGINEER - Licensed Geotechnical Engineer or Civil Engineer experienced in soil
mechanical (also see Geotechnical Engineer).
STABILIZATION FILL - A fill mass, the configuration of which is typically related to slope
height and is specified by the standards of practice for enhancing the stability of locally adverse
conditions. A stabilization fill is normally specified by minimum key width and depth and by
-
maximum backcut angle. A stabilization fill may or may not have a backdrainage system
specified.
SUBDRAIN - Generally a pipe and gravel or similar drainage system placed beneath a fill in the
alignment of canyons or former drainage channels.
SLOUGH - Loose, non-compacted fill material generated during grading operations.
TAILINGS - Non-engineered fill which accumulates on or adjacent to equipment haul-roads.
TERRACE - Relatively level step constructed in the face of graded slope surface for drainage
control and maintenance purposes.
TOPSOIL - The presumable fertile upper zone of soil which is usually darker in color and loose.
WIDROW - A string of large rock buried within engineered fill in accordance with guidelines
set forth by the Geotechnical Consultant.
OBLIGATIONS OF PARTIES
The Geotechnical Consultant should provide observation and testing services and should make
evaluations in order to advise the Client on geotechnical matters. The Geotechnical Consultant
should report his findings and recommendations to the Client or his authorized representative.
The Client should be chiefly responsible for all aspects of the project. He or his authorized
representative has the responsibility of reviewing the findings and recommendations of the
Geotechnical Consultant. He shall authorize or cause to have authorized the Contractor and/or
other consultants to perform work and/or provide services. During grading the Client or his
authorized representative should remain on-site or should remain reasonably accessible to all
concerned parties in order to make decisions necessary to maintain the flow of the project.
The Contractor should be responsible for the safety of the project and satisfactory completion of
all grading and other associated operations on construction projects, including but not limited to,
earthwork in accordance with the project plans, specifications and controlling agency
requirements. During grading, the Contractor or his authorized representative should remain on-
site. Overnight and on days off, the Contractor should remain accessible.
SITE PREPARATION
The Client, prior to any site preparation or grading, should arrange and attend a meeting among
the Grading Contractor, the Design Engineer, the Geotechnical Consultant, representatives of the
appropriate governing authorities as well as any other concerned parties. All parties should be
given at least 48 hours notice.
Clearing and grubbing should consist of the removal of vegetation such as brush, grass, wood,
stumps, trees, roots of trees, and otherwise deleterious natural materials from the areas to be
graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill
areas.
SG-4
Demolition should include removal of buildings, structures, foundations, reservoir, utilities
(including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts,
- -tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be
graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the
- project perimeter and cutoff and capping of wells in accordance with the requirements of the
governing authorities and the recommendations of the Geotechnical Consultant at the time of
demolition.
Trees, plants or man-made improvements not planned to be removed or demolished should be
protected by the Contractor from damage or injury.
Debris generated during clearing, grubbing and/or demolition operations should be wasted from
areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be
performed under the observation of the Geotechnical Consultant.
The Client or Contractor should obtain the required approvals from the controlling authorities for
the project prior, during and/or after demolition, site preparation and removal, etc. The
appropriate approvals should be obtained prior to proceeding with grading operations.
SITE PROTECTION
Protection of the site during the period of grading should be the responsibil:ty of the Contractor.
Unless other provisions are made in writing and agreed upon among the concerned parties,
completion of a portion of the project should not be considered to preclude that portion or
adjacent areas from the requirements for site protection until such time as the entire project is
complete as identified by the Geotechnical Consultant, the Client and the regulating agencies.
The Contractor should be responsible for the stability of all temporary excavations.
Recommendations by the Geotechnical Consultant pertaining to temporary excavations (e.g.,
backcuts) are made in consideration of stability of the completed project and, therefore, should
be considered to preclude, the responsibilities of the Contractor. Recommendations by the
Geotechnical Consultant should not be considered to preclude more restrictive requirements by
the regulating agencies.
Precautions should be taken during the performance of site clearing, excavations and grading to
protect the work site from flooding, ponding, or inundation by poor or improper surface
drainage. Temporary provisions should be made during the rainy season to adequately direct
surface drainage away from and off the work site. Where low areas can not be avoided, pumps
should be kept on hand to continually remove water during periods of rainfall.
During periods of rainfall, plastic sheeting should be kept reasonable accessible to prevent
unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the
Contractor should install checkdams, desilting basins, riprap, sand bags, or other devices or
methods necessary to control erosion and provide safe conditions.
During periods of rainfall, the Geotechnical Consultant should be kept informed by the
Contractor as to the nature of remedial preventative work being performed (e.g., pumping,
placement of sand bags or plastic sheeting, or other labor, dozing, etc.).
Following periods of rainfall, the Contractor should contact the Geotechmcal Consultant and
arrange a walk-over of the site in order to visually assess rain related damage. The Geotechnical
SG -5
I
- Consultant may also recommend excavation, and testing in order to aid in his assessments. At
the request of the Geotechnical Consultant, the Contractor shall make excavations in order to
- -evaluate the extent of rain related damage.
Rain related damage should be considered to include, but may not be limited to, erosion, silting,
and saturation, swelling, structural distress and other adverse conditions identified by the
Geotechnical Consultant. Soil adversely affected should be classified as Unsuitable Materials
and should be subject to overexcavation and replacement with compacted fill or other remedial
grading as recommended by the Geotechnical Consultant.
Relatively level areas, where saturated soils and/or erosion gullies exists to depths of greater that
1 foot, should be overexcavated to unaffected, competent material. Where less than 1 foot in
depth, unsuitable materials may be processed in-place to achieve near optimum moisture
conditions, then thoroughly recompacted in accordance with the applicable specifications. If the
desired results are not achieved, the affected materials should be overexcavated, then replaced in
accordance with the applicable specifications.
In slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1 foot;
they should be overexcavated and replaced as compacted fill in accordance with the applicable
specifications. Where affected materials exist to depths of 1 foot or less below, proposed finished
grade, remedial grading by moisture conditioning in-place followed by thorough recompaction in
accordance with the applicable grading guidelines herein may be attempted. If the desired
results are not achieved, all affected materials should be overexcavated and replaced as
compacted fill in accordance with the slope repair recommendations herein. As field conditions
dictate, other slope repair procedures may be recommended by the Geotechnical Consultant.
EXCAVATIONS
Unsuitable Materials
Materials, which are unsuitable, should be excavated under observation and recommendations of
the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose,
soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and non-
engineered or otherwise deleterious fill materials
Material identified by the Geotechnical Consultant as unsatisfactory due to its moisture
conditions should be overexcavated, watered or dried, as needed, and thoroughly blended to a
uniform near optimum moisture condition (per Moisture guidelines presented herein) prior to
placement as compacted fill.
Cut Slopes
Unless other wise recommended by the Geotechnical Consultant and approved by the regulating
agencies, permanent cut slopes should not be steeper that 2:1 (horizontal: vertical).
If excavations for cut slopes expose loose, cohesionless, significantly fractured or otherwise
unsuitable material, overexcavation and replacement of the unsuitable materials with a
compacted stabilization fill should be accomplished as recommended by the Geotechnical
SG-6
*
Consultant. Unless otherwise specified by the Geotechnical Consultant stabilization fill
construction should conform to the requirements of the Standard Details.
The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical
- Consultant should be notified by the contractor prior to beginning slope excavations.
If, during the course of grading, adverse or potentially adverse geotechnical conditions are
encountered which were not anticipated in the preliminary report, The Geotechnical Consultant
I should explore, analyze and make recommendations to threat these problems.
When cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion
swale (brow ditch) should be provided at the top-of-cut.
Pad Areas
All lot pad areas, including side yard terraces, above stabilization fills or buttresses should be
overexcavated to provide for a minimum of 3-feet) refer to Standard Details) of compacted fill
over the entire pad area. Pad areas with both fill and cut materials exposed and pad areas
containing both very shallow (less than 3-feet) and deeper fill should be overexcavated to
provide for a uniform compacted fill blanket with a minimum of 3-feet in thickness (refer to
Standard Details). Cut areas exposing significantly varying material types would also be
overexcavated to provide for a least a 3-foot thick compacted fill blanket. Geotechnical
conditions may require greater depth of over-excavation. The actual depth should be delineated
by the Geotechnical Consultant during grading.
For pad areas created above cut or natural slopes, positive drainage should be established away
from the top-of-slope. This may be accomplished utilizing a berm and/or an appropriate pad
gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is
recommended.
COMPACTED FILL
All fill materials should be compacted as specified below or by other methods specifically
recommended by the Geotechnical Consultant. Unless otherwise spccified, the minimum degree
of compaction (relative compaction) should be 90 percent of the laboratory maximum density.
Placement
Prior to placement of compacted fill, the Contractor should request a review by the Geotechnical
Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground
surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly
blended to achieve near optimum moisture conditions, then thoroughly comacted to a minimum
of 90 percent of the maximum density. The review by the Geotechnical Consultant should not
be considered to preclude requirements of inspection and approval by the governing agency.
Compacted fill should be placed in thin horizontal lifts not exceeding 8-inches in loose thickness
prior to compaction. Each lift should be watered or dried as needed; thoroughly blended to
achieve near optimum moisture conditions then thoroughly compacted by mechanical methods to
Ii SG-7
H1 a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a
like manner until the desired finished grades are achieved.
The Contractor should have suitable and sufficient mechanical compaction equipment and
watering apparatus on the job site to handle the amount of fill being placed in consideration of
moisture retention properties of the materials. If necessary, excavation equipment should be
"shut down" temporarily in order to permit proper compaction of fills. Earth moving equipment
should only be considered a supplement and not substituted for conventional compaction
equipment.
When placing fill in horizontal lifts adjacent to areas sloping steeper that 5:1 (horizontal to
vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area.
Keying and benching should be sufficient to provide at least 6-foot wide benches and minimum
of 4-feet of vertical bench height within the firm natural ground, firm bedrock or engineered
compacted fill. No compacted fill should be placed in an area subsequent to keying and
benching until the area has been reviewed by the Geotechnical Consultant. Material generated
by the benching operation should be moved sufficiently away from the bench area to allow for
the recommended review of the horizontal bench prior to placement of fill. Typical keying and
benching details have been included within the accompanying Standard Details.
Within a single fill area where grading procedures dictate two or more separate fills, temporary
slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should
be conducted in the same manner as above described. At least a 3-foot vertical bench should be
established within the firm core of adjacent approved compaëted fill prior to placement of
additional fill. Benching should proceed in at least 3-foot vertical increments until the desired
finished grades are achieved.
Fill should be tested for compliance with the recommended relative compaction and moisture
conditions. Field density testing should conform to ASTM Method of Test D 1557-64, D 29922-
78 and/or D 2937-71. Test should be provided for about every 2 vertical feet or 1,000 cubic
yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to
I be in conformance with the grading recommendations should be removed or otherwise handled
as recommended by the Geotechnical Consultant.
The Contractor should assist the Geotechnical Consultant and/or his representative by digging
test pits for removal determinations and/or for testing compacted fill.
As recommended by the Geotechnical Consultant, the Contractor should "shut sown" or remove
grading equipment from an area being tested.
The Geotechnical Consultant should maintain a plan with estimated locations of field tests.
Unless the client provides for actual surveying of test locations, the estimated locations by the
Geotechnical Consultant should only be considered rough estimates and should not be utilized
for the purpose of preparing cross sections showing test locations or in any case for the purpose
of after-the-fact evaluating of the sequence of fill placement.
Moisture
For field testing purposes, "near optimum" moisture will vary with material type and other
] factors including compaction procedures. "Near optimum" may be specifically recommended in
Preliminary Investigation Reports and/or may be evaluated during grading.
SG-8
Standard Guidelines
For Grading Projects
Prior to placement of additional compacted fill following an overnight or other grading delay, the
exposed surface or previously compacted fill should be processed by scarification, watered or
dried as needed, thoroughly blended to near-optimum moisture conditions, then recompacted to a
minimum of 90 percent of laboratory maximum dry density. Where wet or other dry or other
unsuitable materials exists to depths of greater than one foot, the unsuitable materials should be
overexcavated.
Following a period of flooding, rainfall or overwatering by other means, no additional fill should
be placed until damage assessments have been made and remedial grading performed as
described herein.
Fill Material
Excavated on-site material which are acceptable to the Geotechnical Consultant may be utilized
as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to
placement.
Where import material are required for use on-site, the Geotechnical Consultant should be
notified at least 72 hours in advance of importing, in order to sample and test materials from
proposed borrow sites. No import materials should be delivered for use on-site without prior
sampling and testing by Geotechnical Consultant.
Where oversized rock or similar irreducible material is generated during grading, it is
recommended, where practical, to waste such material off-site or on-site in areas designated as
"nonstructural rock disposal area". Rock placed in disposal areas should be placed with
sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition.
The disposal area should be covered with at least 3 feet of compacted fill, which is free of
oversized material. The upper 3 feet should be placed in accordance with the guidelines for
compacted fill herein.
Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill,
provided they are placed in such a manner that nesting of the rock is avoided. Fill should be
placed and thoroughly compacted over and around all rock. The amount of rock should not
exceed 40 percent by dry weight passing the %-inch sieve size. The 12-inch and 40 percent
recommendations herein may vary as field conditions dictate.
During the course of grading operations, rocks or similar irreducible materials greater than 12-
inches maximum dimension (oversized material) may be generated. These rocks should not be
JJ placed within the compacted fill unless placed as recommended by the Geotechnical Consultant.
fl Where rocks or similar irreducible materials of greater than 122-inches but less than 4 feet of
Li maximum dimension are generated during grading, or otherwise desired to be placed within an
engineered fill, special handling in accordance with the accompanying Standard Details is
recommended. Rocks greater than 4 feet should be broken down or disposed off-site. Rocks up
to 4 feet maximum dimension should be placed below the upper 10 feet of any fill and should not
be closer than 20-feet to any slop face. These recommendations could vary as locations of
improvements dictate. Where practical, oversized material should not be placed below areas
where structures or deep utilities are proposed.
Oversized material should be placed in windrows on a clean, overexcavated or unyielding
compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or
higher) should be placed and thoroughly flooded over and around all windrewed rock, such that
voids are filled, Windrows of oversized material should be staggered so that successive strata of
oversized material are not in the same vertical plane.
It may be possible to dispose of individual larger rock as field conditions dictate and as
recommended by the Geotechnical Consultant at the time of placement.
Material that is considered unsuitable by the Geotechnical Consultant should not be utilized in
the compacted fill.
During grading operations, placing and mixing the materials from the cut and/or borrow areas
may result in soil mixtures which possess unique physical properties. Testing may be required of
samples obtained directly from the fill areas in order to verify conformance with the
specifications. Processing of these additional samples may take tow or more working days. The
Contractor may elect to move the operation to other areas within the project, or may continue
placing compacted fill pending laboratory and field test results. Should he elect the second
alternative, fill placed is done so at the Contractor's risk.
Any fill placed in areas not previously reviewed and evaluated by the Geotechnical Consultant,
and/or in other areas, without prior notification to the Geotechnical Consultant may require
removal and recompaction at the Contractor's expense. Determination of overexcavation should
be made upon review of field conditions by the Geotechnical Consultant.
Fill Slopes
Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating
agencies, permanent fill slopes should not be steeper than 2:1 (horizontal to vertical).
Except as specifically recommended otherwise or as otherwise provided for in these grading
guidelines (Reference Fill Materials), compacted fill slopes should be overbuilt and cut back to
grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary
as field conditions dictate. If the desired results are not achieved, the existing slopes should be
overexcavated and reconstructed under the guidelines of the Geotechnical Consultant. The
degree of overbuilding shall be increased until the desired compacted slope surface condition is
achieved. Care should be taken by the Contractor to provide thorough mechanical compaction to
the outer edge of the overbuilt slope surface.
Although no construction procedure produces a slope free from risk of future movement,
overfilling and cutting back of slope to a compacted inner core is, given no other constraints, the
most desirable procedure. Other constraints, however, must often be considered. These
constraints may include property line situations, access, and the critical nature of the
development and cost. Where such constraints are identified, slope face compaction may be
attempted by conventional construction procedures including backrolling techniques upon
specific recommendation by the Geotechnical Consultant.
SG- 10
As a second best alternative for slopes of 2:1 (horizontal to vertical) or flatter, slope construction
may be attempted as outlined herein. Fill placement should proceed in thin lifts, (i.e., 6 to 8 inch
loose thicknesses). Each lifts should be moisture conditioned and thoroughly compacted. The
desired moisture condition should be maintained and/or reestablished, where necessary, during
the period between successive lifts. Selected lifts should be tested to ascertain that desired
U compaction is being achieved Care should be taken to extend compactive effort to the outer
edge of the slope. Each lift should extend horizontally to the desired finished slope surface or
more as needed to ultimately establish desired grades. Grade during construction should not be
allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of
the slope. Slough resulting from the placement of individual lifts should not be allowed to drift
down over previous lifts. At intervals not exceeding 4 feet in vertical slope height or the
capability of available equipment, whichever is less, fill slopes should be thoroughly backrolled
utilizing a conventional sheepsfoot-type roller. Care should be taken to maintain the desired
fl moisture conditions and/or reestablishing same as needed prior to backrolling. Upon achieving
final grade, the slopes should again be moisture conditioned and thoroughly backrolled. The use
of a side-boom roller will probably be necessary and vibratory methods are strongly
recommended. Without delay, so as to avoid (if possible) further moisture conditioning, the
slopes should then be grid-rolled to achieve a relatively smooth surface and uniformly compact
condition.
In order to monitor slope construction procedures, moisture and density tests will be taken at
regular intervals. Failure to achieve the desired results will likely result in a recommendation by
the Geotechnical Consultant to overexcavation the slope surfaces followed by reconstruction of
the slopes utilizing overfilling and cutting back procedures and/or further attempt at the
conventional backrolling approach. Other recommendations may also be provided which would
be commensurate with field conditions.
Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope
configuration as presented in the accompanying Standard Details should be adopted.
For pad areas above fill slopes, positive drainage should be established away from the top-of-
slope. This may be accomplished utilizing berm and pad gradients of at least 2 percent in soil
areas.
Off-Site Fill
Off-site fill should be treated in the same manner as recommended in these specifications for site
preparation, excavation, drains, compaction, etc,
Off-site canyon fill should be placed in preparation for future additional fill, as shown in the
accompany Standard Details.
Off-site fill subdrains temporarily terminated (up canyon) should be surveyed for future
relocation and connection.
DRAINAGE
Canyon subdrain systems specified by the Geotechnical Consultant should be installed in
accordance with the Standard Details.
SG- 11
LA Typical subdrains for compacted fill buttresses; slope stabilization or sidehill masses should be
r. installed in accordance with the specifications of the accompanying Standard Details.
H Roof, pad and slope drainage should be directed away from slopes and areas of structures to
- suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, concrete swales).
For drainage over soil areas immediately away from structures (i.e, within 4 feet), a minimum of
4 percent gradient should be maintained. Pad drainage of at least 2 percent should be maintained
over soil areas. Pad drainage may be reduced to at least 1 percent for projects where no slopes
exist, either natural or man-made,'
- or greater than 10-feet in height and where no slopes are
planned, natural or man-made, steeper than 2:1 (horizontal to vertical slope ratio).
Drainage patterns established at the time of fine grading should be maintained throughout the life
fl of the project. Property owners should be made aware that altering drainage patterns could be
detrimental to slope stability and foundation performance.
STAKING
In all fill areas, the fill should be compacted prior to the placement of the stakes. This
particularly is important on fill slopes. Slope stakes should not be placed until the slope is
thoroughly compacted (backrolled). If stakes must be placed prior to the completion of
compaction procedures, it must be recognized that they will be removed and/or demolished at
such time as compaction procedures resume.
In order to allow for remedial grading operations, which could include overexcavations or slope
stabilization, appropriate staking offsets should be provided. For finished slope and stabilization
backcut areas, we recommend at least a 10-feet setback from proposed toes and tops-of-cut.
SLOPE MAINTENANCE
Landscape Plants
In order to enhance surficial slope stability, slope planting should be accomplished at the
completion of grading. /slope planting should consist of deep-rooting vegetation requiring little
watering. Plants native to the southern California area and plants relative to native plants are
generally desirable. Plants native to other semi-arid and and areas may also be appropriate. A
Landscape Architect would be the best party to consult regarding actual types of plants and
planting configuration.
Irrigation
Irrigation piper should be anchored to slope faces, not placed in trenches excavated into slope
faces.
Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation
systems, provisions should be made for interrupting normal irrigation during periods of rainfall.
Through not a requirement, consideration should be given to the installation of near-surface
moisture monitoring control devices. Such devices can aid in the maintenance of relatively
uniform and reasonably constant moisture conditions.
SG - 12
Property owners should be made aware that overwatering of slopes is detrimental to slope
stability.
Maintenance
Periodic inspections of landscaped slope areas should be planned and appropriate measures
should be taken to control weeds and enhance growth of the landscape plants. Some areas may
require occasional replanting and/or reseeding.
Terrace drains and downdrains should be periodically inspected and maintained free of debris.
Damage to drainage improvements should be repaired immediately.
Property owners should be made aware that burrowing animals could be detrimental to slope
stability. A preventative program should be established to control burrowing animals.
p As a precautionary measure, plastic sheeting should be readily available or kept on hand; to J protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is
strongly recommended, beginning with the period of time prior to landscape planting.
Repairs
If slope failures occur, the Geotechnical Consultant should be contracted for a field review of site
conditions and development of recommendations for evaluation and repair.
If slope failures occur as a result of exposure to periods of heavy rainfall, the failure area and
currently unaffected areas should be covered with plastic sheeting to pro:ect against additional
saturation.
In the accompanying Standard Details, appropriate repair procedures are illustrated for
superficial slope failures (i.e. occurring typically within the outer 1 foot to 3 feet of a slope face).
TRENCH BACKFILL
Utility trench backfill should, unless otherwise recommended, be compacted by mechanical
means. Unless otherwise recommended, the degree of compaction should be a minimum of 90
percent of the laboratory maximum density.
As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted
in-place. Jetting should only be considered to apply to trenches no greater than 2 feet in width
and 4 feet in depth. Following jetting operations, trench backfill 3h0u1d be thoroughly
mechanically compacted and/or wheel-rolled from the surface.
Within slab areas, but outside the influence of foundations, trenches up to 1 foot wide and 2 feet
deep may be backfihled with sand and consolidated by jetting, flooding or by mechanical means.
If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a
firm condition. For minor interior trenches, density testing may be deleted or spot testing may be
elected if deemed necessary, based on review of backfill operations during construction.
SG - 13
If utility contractors indicate that it is undesirable to use compaction equipment in close
r - proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical
compaction equipment and/or shading of the conduit with clean, granular material, which should
be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction
procedures. Other methods of utility trench compaction may also be appropriate, upon review by
the Geotechnical Consultant.
Clean Granular backfill and/or bedding are not recommended in slop areas unless provisions are
made for a-drainage system to mitigate the potential build-up seepage forces.
STATUS OF GRADING
Prior of proceeding with any grading operation, the Geotechnical Consultant should be notified
fl at least two working days in advance in order to schedule the necessary observation and testing
Li services.
Prior to any significant expansion or cut back in the grading operation, the Geotechnical
J Consultant should be provided with adequate notice (i.e., two days) in order to make appropriate
adjustments in observation and testing services.
Following completion of grading operations and/or between phases of a grading operation, the
Geotechnical Consultant should be provided with at least two working days notice in advance of
commencement of additional grading operations.
SG- 14
DIAMETER PERFORATED
PIPE SAC:<DAAIN
DIAMETER NON-PERFORATED
PIPE LATERAL DRAIN
SLOPE PER PLAU,
IS• MINIMUM-'\
"I
SE N C H I N G
/2
PROVIDE BACK DRAIN PER BACKDRAIN
DETAIL. AN AD0ITONAL BACK DRAIN
AT MID-SLOPE WILL BE REQUIRED FOR
SLOPE IN EXCESS OF 40 FEET HIGH.
KEY-DI-MENSION PER SOILS ENGINEER
(GENERALLY 1/2 SLOPE HEIGHT, 1
MINIMUM)
TYPICAL STABILIZATION FILL DETAIL
ProfesscnaI Service IndUStXieS
TYPICAL BUTTRESS FILL DETAIL
ProlessSonal Service tndues
BACDRAIN DETAIL. AN
ADDITIONAL BACXDRAIN
AT MW-SLOPE WILL BE
REQUIRED FOR BACK
SLOPES IN EXCESS OF
40 FEET HIGH. LOCA-
TIONS OF BACKDRAINS
AND OUTLETS PER SOILS
ENGINEER AND/OR EN-
GINEERING GEOLOGIST
DURING GRADING.
BASE WIDTH 'W DETERMINED
BY SOILS ENGINEER
TYPICAL SHEAR KEY DETAIL
ProfesscnaI SeMce Industries
FINAL LIMIT OF DAYLIGHT
EXCAVATION LINE
FINISH PAD
OVEREXCAVATE
3' AND REPLACE
WITH COMPACTD
FILL
20' MAXIMUM
- \ - SOUND EEROCK
- I
- -
OVERBURDEN
PROVIDE BACKDRAIN PER BACKDRAIN
-2' MINIMUM TYPICAL BENCHING
OUTLETS PER SOILS ENGINEER AND/OR
DETAIL. LOCATION OF BACKDRAIN AND
ENGINEERING GEOLOGIST DURING
GRADING
EOUIPMENT WIDTH (MINIMUM 15'1
DAYLIGHT SHEAR KEY DETAIL
ProfessonaI Service Indusbies
p ,-SURFACE OF
/ FIR.4 EARTH
/
COMPACTED FILL
/\\ \
TYPICAL BENCHING-' // R EMOVE UNSUITABLE
MATE R I A L
I ''-INCLINE TOWARD DRAIN
SEE DETAILS BELOW
TRENCH DETAIL
6' MINIMUM CVERLAP
tlr-MINIMUM 9 F73 PER LINEAL CFTIONAL 'I—DI C DE iIL FOOT OF APPROVED DRAIN
Al MATERIAL
SUPAC 8-P FABRIC-' SUPAC -P FAERIC OR OR APPROVED EQUAL APPROVED EQUAL
6 MINIMUM OVERLAP
_ 24' I I MINIMUM'(
24' \ '-MINIMUM 9 FT3 PER LINEAL FOOT
MINIMUM \ OF APPROVED DRAIN MATERIAL
60° TO 90°
DRAIN MATERIAL TO MEET FOLLOWING
SPECIFICATION OR APPROVED EQUAL:
SIEVE SIZE PERCENTAGE PASSING
1 1/2' 88-100
0-17
3/8' 0-7
NO200 0-3
ADO MINIMUM 4' DIAMETER
APPROVED PERFORATED
PIPE WHEN GRADIENT IS
LESS THAN 2%
APPROVED PIPE TO BE
SCHEDULE 40 POLY-VINYL-
CHLORIDE (P.V.C.) OR
APPROVED EQUAL. MINIMUM
CRUSH STRENGTH 1000 pL
GEOFABRIC SUBDRAIN DETAIL
Prolessional Ser*e tndusbes
FINISH SURFACE SLOPE
3 FT3 MINIMUM PER LINEAL FOOT
APPROVED FILTER ROCK
COMPACTED FILL
Aj
-.
2% MINIMUj GRADIENT
4' MINIMUM DIAMETER
SOLID OUTLET PIPE
SPACED PER SOIL
ENGINEER REQUIRE-
MENTS DURING GRADING
'-4' MINIMUM APPROVED
PERFORATED PIPE
(PERFORATIONS DOWN)
MINIMUM 2% GRADIENT
TO OUTLET
'BENCH INCLINED TOWARD
DRAIN
TYPICAL BENCHING
DETAIL A—A
7-TEMPORARY FILL LEVEL
COMPACTED 4' MINIMUM DIAMETER
BACKFILL APPROVED SOLID
OUTLET PIPE
12' MINIMUM COVER
12' MINIMUM *FILTER ROCK TO MEET FOLLOWING
SPECIFICATIONS OR APPROVED EQUAL:
SIEVE PERCENTAGE PASSING
1' 100 *APPROVED PIPE TYPE:
314' 90-100 SCHEDULE 1,0 POLYVINYL CHLORIDE 3/8' 40-100 (P.V.C.) OR APPROVED EQUAL. NO.4 25-40 MINIMUM CRUSH STRENGTH 1000 PSI. NO.30 5-15
NO.50 0-7
140.200 0-3
TYPICAL BACKDRAIN DETAIL
Professona Service Industries
FINAL NATURAL SLOPE
LIMITS OF FINAL EXCAVATION
TOE OF SLOPE SHOWN
ON GRADING PLAN
FILL
10' TYPICAL EENCH
YllDT'X VARIES
COMPETENT EARTH
MATERIAL
--- - -
MI N I ?.4 U.1.4
DO WNS LOPE
KEY DEPTH
5% - 223M
I\ TYPICAL. BENCH
15 MINIMUM BASE KEY WIDTH.i'\ HEIGHT
PROVIDE BACKDRAIN AS
REQUIRED PER RECOM-
MENDATIONS OF SOILS
ENGINEER DURING GRADING
WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS.
BENCHING IS NOT NECESSARY. HOWEVER, FILL IS
NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT-
ABLE MATERIAL.
FILL SLOPE ABOVE NATURAL GROUND DETAIL
Professional Service Inc1ustiies
REMOVE ALL TOPSOIL. COLI.UVILJM
AND CREEP MATERIAL. FROM
I ft At I S IT I 0 II
CUT/FILL CO1ITACT SIIOWU
Oil GRADING I'LAtl FILl.
-
-
-
CUT/FILL COnTACT SIIOWU tO
Ott AS-DLJILT - I t JfTYPICAL
10 TYPICAL—/*
11ATIIR Al.
TOPOGR APIly
- - - I
}15' MIUII.ILIM_j' 'I I ---- SL OPE JIEDROC GOT SL
IC On APIflOVED
FOULIDATIOI1 MATERIAl.
NOTE: CLII SLOPE pOflhloll SIIAI.t. lIE MADE
P111011 TO PLACEMEUT OF FILL
FILL SLOPE ABOVE CUT SLOPE DETAIL
rI%,tJ Idi U1UIUI
FINISH SURFACE SLOPE
V MINIMUM 3 FT3 PER LINEAL FOCI
OPEN GRADED AGGREGATE*
TAPE AND SEAL AT CONTACT -
COMPACTED FILL
--------2% MINIMUM 1GRAO lENT
A-
4• MINIMUM DIAMETER
SOLID OUTLET PIPE
SPACED PER SOIL
ENGINEER REQUIREMENTS
SUPAC 8-P FABRIC OR
APPROVED EQUAL
\ MINIMUM APPROVED \ PERFORATED PIPE
\ (PERFORATIONS DOWN)
\ MINIMUM 2% GRADIENT
\ TO OUTLET
SENCH INCLINED TYPICAL TOWARD DRAIN BENCHING
DETAIL A-A
TEMPORARY FILL LEVEL
I COMPACTED
MINIMUM BAC-XFILL 12 COVER MINIMUM 4" DIAMETER APPROVED
SOLID OUTLET PIPE
MINIMUM
* NOTE: AGGREGATE TO MEET FOLLOWING
SPECIFICATIONS OR APPROVED EQUAL:
SIEVE SIZE PERCENTAGE PASSING
1 112" 100
1" 5-40
3/4" 0-17
318 0-7
NO. 200 0-3
BACKDRAIN DETAIL (GEOFABRIC)
Professional SeMce tndusbies
BUILDING
FINISHED GRADE
SLOPE FACE
\,—WINDROW
5' OR BELOW DE?TH OF
DEEPEST UTILITY TRENCH
(WHICHEVER GREATER)
TYFtCAL WINDROW DETAIL (EDGE VIEW)
GRANULAR SOIL FLOODED
TO FILL VOIDS
HORIZONTALLY PLACED \
COMPACTION FILL
PROFILE VIEW
ROCK DISPOSAL DETAIL
r—CLEAR AREA FOR
FOUNDATION, UTILITIES. '°
AND SWIMMING POOLS
cc
0 - 0 0 15
—71
TSTREET—
rTU1UI1dl aervice inuusm
CUT LOT
— — —
TOPSOIL. COLL'JVIUM AND
WEATHERED BEDROCK --
- - - -. -
__--- ORIGNAL
GROUND
- - - OVEREXCAVATE AND
-.------ UNWEATHERED BEDROCK REGRADE
CUT/FILL LOT (TRANSITION)
I ORIGINAL
GROUND
— — — - H — — -
COMPACTED FILL
\-OVE=I
REGRADE
EXCAVATE AND — — — —
TOPSOIL
..-COLLUVIUM AND
WEATHERED UNWEATHERED BEDROCK
BEDROCK
—
TRANSITION LOT DETAIL
MINIMUM 9 FT PER LINEAR F'
OF APPROVED FILTER MATERL
ER MATERIAL BEDDING
I 14 I
MINIMUM'f'
MUM . DIAMETER APPROVED
ORATED PIPE (PERFORATIONS
N)
Prossona Seè4ce Industries
SURFACE OF
FIRM EARTH
MATERIAL
N
COMPACTED FILL
TYF!CAL !ENc:ING-
/1REMOVE UNSUITABLE
MATERIAL
INCLINE TOWARD DRAIN SEE DETAIL BELOW
DETAIL
FILTER MATERIAL TO MEET FOLLOWING
SP!CF1CATION OR APPROVED EQUAL:
SIEVE SIZE
1 100
3/4 90-100
3/8 40-100
NO.4 25-40
NO.20 5-15
NO.50 0-7
NO .200 0-3
APPROVED PIP! TO BE SCHEDULE 40
POLY-VINYL-CHLORIDE (P.V.C.) OR
APPROVED EQUAL. MINIMUM CRUSH
STRENGTH 1000 pal
PIPE DIAMETER TO MEET THE
FOLLOWING CRITERIA. SUSJEC-rTO
FIELD REVIEW BASED ON ACTUAL
GEOTECHNICAL CONDITIONS
ENCOUNTERED DURING GRADING
LENGTH OF RUN PIP! DIAMETER
UPPER 503' 4-
NEXT 1003' 6.
>1500' B.
TYPICAL CANYON SUBDRAIN DETAIL
JUL-03-2000 03:42 PM SAMUEL.B.WRIGHT 760 720 7634 P.01
FAX TO:
NAME: g City of Carlsbad
FAX.: 2..
PHONE:
NO. OF PAGES:______
- - MechaIica1 Worksheet
DATE:_ ______ _ oject.Address 1 C'
Permit No.
Questions below refer to work being done for this permit only.
Number of new or relocated fixtures, traps, or floor drains?
New building sewer line
Number of roof drains?
Install/alter water line?
Number of water heaters?
Number of hose bibs?
Gas piping system -
Number of new or relocated gas outlets
New water meter -
'1
Yes No____
Yes__Nok
ØMI.-r.
I
..r . Install_ Repair •'
0••, :.... I.
No. of - Size A14T1
Potable Irrigation
ElectTicai
Number of new panels or subpanels? Size of New Service O#ivtp -
!A 1'1
Single Phase Size • Number of amperes -
Three Phase 13 . . S Number of amperes
Three Phase - 480 . S
Number of amperes -
Remodel (relocate existing outlets/switches or add outlets/switches Yes No -.
Mechankal
Number of furnaces, A/C, or heat pumps? .
Number of fireplaces?
-
Number of exhaust fans? .
Number of exhaust hoods?
Number of boilers or compressors? Number of HP?
New or relocated duct work? Yes 4No
BEFORE THE PERMIT CAN BE FEE'D OUT THIS FORM NEEDS TO RE RETURNED TO THE
BUILDING DEPARTMENT - FAX NTJMI1E1 (760) 602-8553.
City of Carlsbad
S UBuilding IJDepart ment' iU
CERTIFICATE OF COMPLIANCE
PAYMENT OF SCHOOL FEES OR OTHER MITIGATION
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project Name:
Building Permit
Plan Check Number:
Project Address: / 3 7( L _"
A.P.N.: oc - V. ô -vo
Project Applicant
(Owner(s) Name(s)) /97/72
Project Description:— 2-,/ t d4
Building Type:
Residential Number of New Dwelling Units
S Square Feet of Living Area in New Dwelling
Second Dwelling Unit: Square Feet of Living Area in SDU
Res. Additions: Net Square Feet New Area / 25
Comerc./ Ind.: S are Feet Floor Area
City' Certification of
APcanVs
information:
(4SHO!O~LDISTRICTS
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m4.Date:
61
WITHIN TJE CITY OF CARLSBAD
/ Carlsbad Unified School District San ~
rcoo
Unified School District
801 Pine Ave. 215 a
Cadsbad CA 92009729-9291 San CA 92069 (736-2200)
EncitasUioWSFooiitrict San Dieguito Union High School District
101 South Ranch Santa Fe Rd 710 Encinitas Blvd.
Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491)
Certification of Applicant /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the
information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square
footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and
that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is
authorized to sign on behalf of the Owner.
A
SiDnature: Date:
2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894
Revised 3-18-99
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE
BEEN OR WILL BE SATISFIED.
SCHOOL DISTRICT:
The undersigned, being duly authorized by the applicable School District, certifies that the
developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that
the applicant listed on page 1 has paid all amounts or completed other applicable school
mitigation determined by the School District. The City may issue building permits for this project.
SIGNATURE OF AUTHORIZED SCHOOL
DISTRICT OFFICIAL
TITLE
NAME OF SCHOOL DISTRICT
DATE
(rk1rd ifd Srhf,.ol District
I &11 Pe 11venue
PHONE NUMBER 9/, .
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