HomeMy WebLinkAbout1245 BASSWOOD AVE; ; CBR2020-1684; PermitPrint Date: 08/24/2020
Repair
Job Address: 1245 BASSWOOD AVE,
Permit Type: BLDG-Residential
Parcel #: 2051123500
Valuation: $12,500.00
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Permit No: CBR2020-1684
Status: Closed - Finaled
Applied: 07/24/2020
Issued: 08/12/2020
Finaled Close Out:
Inspector: PBurn
Final Inspection: 08/24/2020
CARLSBAD, CA 92008-1902
Work Class:
Track #:
Lot #:
Project #:
Plan #:
Construction Type:
Orig. Plan Check #:
Plan Check #:
L(/007 ity Of
Building Permit Finaled Carlsbad.
Residential Permit j
Project Title:
Description: DRELLESHAK: FOUNDATION REPAIR (FOR DOCUMENTATION ONLY AND DOES NOT GUARANTEE A FIX)
Property Owner: Contractor:
DRELLESHAK LAURA D TRUST 12-02-98 FOUNDATIONS ON THE LEVEL
1245 BASSWOOD AVE 2744 CARLSBAD BLVD, # 106
CARLSBAD, CA 92008 CARLSBAD, CA 92008-2251
(760) 889-8150
FEE AMOUNT
BUILDING PERMIT FEE ($2000+) . $141.57
BUILDING PLAN CHECK FEE (BLDG) $99.10
SB1473 GREEN BUILDING STATE STANDARDS FEE $1.00
STRONG MOTION-RESIDENTIAL $1.62
SWPPP INSPECTION FEE TIER 1- Medium BLDG $246.00
SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00
Total Fees: $544.29 Total Payments To Date: $544.29 Balance Due: $0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
135 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 .760-602-8560 f I www.carlsbadca.gov
ccityr of
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-I
Plan Check OW Jim[
Est. Value lc •-1 U1 PC Deposit
Date :71A4/tO
Job Address /%14Y 4i)$ Y2XSF Suite: APN: 2o5-//Z'-c72-øo
CT/Project 41: Lot 41:
Fire Sprinklers: 0 YES NO Air Conditioning: 0 YES NO Electrical Panel Upgrade: 0 YES ID NO
BRIEF DESCRIPTION OF WORK:
L)IV#M77C1V PP/t,i
O Addition/New: • Living SF, Deck SF, Patio SF, Garage SF
Is this to create an Accessory Dwelling Unit? 0 V 6 N New Fireplace? 0 V 9 N, if yes how many? 'Y4
0 Remodel: N,4 SF of affected area Is the area a conversion or change of use ? Cv Q N
0 Pool/Spa: SF Additional Gas or Electrical Features? IVA N4
OSolar: ,414 KW, _Modules, Mounted:ORoofOGround, Tilt:O VON, RMA:OYON,
Battery:OY ON, Panel Upgrade: Cv ON
O Reroof: /V4'
O Plumbing/Mechanical/Electrical Only: A"44
PIL B Ici2260
APPLICANT (PRIMARY CONTACT) PROPERTY OWNER
Name: /lrl 2'xii*ic V'2. Name: L/Ifr 6. /LrSi#4X
Address:_ft1, 2€0 Address: _/2't5 1040,O'tb A-t4
City: State: O\ Zip: 9204 City:_c'ts4'16 State: k Zip: 9 2408
Phone: _7é6- 'J'9J'5O Phone: 710-56%- 2-857 /
Email: P ,NYWW$A1I0,&.ib14 Email: 1 #2k 6) 'Cofl
DESIGN PROFESSIONAL
Name: //p4ic11-,4 JSOC/A
Address: 3CMPOM/J77iv 4'7'
City: /?ff6J/WD? State:'4_Zip: 9z73
Phone: 909-38-73/6
Email: YiZ'/U1 X/4 Lb/I
Architect State License: '0 - 0'
CONTRACTOR BUSINESS
Name: 4407t7154
Address: /D /9)-,
City: 0eA) State:_Zip: Y2,8
Phone: '7,4V -/WV
Email: I
State Ucense: 9'70.T46 Bus. License:/J233
(Sec. 7031.5 Business and Professions Code: Any city or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its
Issuance, also requires the applicant for such permit to file a signed statement that he/she 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/she Is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
B-I Page 1 of 2 Rev. 06/18
(OPTION A): WORICERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one ofthefoiowlng declarations: Di have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued.
ffil have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
Issued. My workers' compensation insurance carrier and policy number are: Insurance mpny Name: Policy No. £xpfratlon Date:________________
0 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 be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and sh
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criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of
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Interest and attorney's fees.
CONTRACTOR SIGNATURE: GENT DATE: V2 )/Z 0
(OPTION 6 ): OWNER-BUILDER DECLARATION:
I hereby affirm that lam exempt from Contractor's License Low for the following reason:
01, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale).
Di, 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).
Di am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property Improvement. OYES ONO I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name address / phone/ 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 / contractors' license number):
S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name/address / phone/type of work):
OWNER SIGNATURE: 0 AGENT DATE:
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there Is construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address:______________________________________
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 2550S. 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? lYes / No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes F No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes.! 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 POLW11ON CONTROL DISTRICT.
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 hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY I
N
CONSEQUENCE OF THE GRANTING OF THIS PERMrT.Ostik An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories In h
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EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire byftmltation and become null and void if the building or work authorized by such permit Is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced fora period of 365 *52913).
APPLICANT SIGNATURE: QnAt DATE: 712-.312-.o
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingIcarIsbadca.gov
B-I Page 2 of 2 Rev. 06/18
Building Permit Inspection History Finaled
(ity of
Carlsbad
Permit Type: BLDG-Residential Application Date: 07/24/2020 Owner: TRUST DRELLESHAK LAURA D TRUST
12-02-98
Work Class: Repair Issue Date: 08/12/2020 Subdivision: MULLS ADD
Status: Closed - Finaled Expiration Date: 02/17/2021 Address: 1245 BASSWOOD AVE
-
IVR Number: 27653 CARLSBAD, CA 92008-1902
Scheduled Actual Inspection Type inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
08/17/2020 08/17/2020 BLDG-SW-Pre-Con 135783-2020 Passed Paul Burnette Complete
Checklist Item COMMENTS Passed'
BLDG-Building Deficiency Yes
08/2112020 08/21/2020 BLDG-Il 136298-2020 Passed Paul Burnette Complete
Foundation!FtglPiers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
08/2412020 08/2412020 BLDG-Final Inspection 136422-2020 Passed Paul Burnette Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Plumbing Final No
BLDG-Mechanical Final No
BLDG-Structural Final Yes
BLDG-Electrical Final No
Monday, August 24, 2020 Page 1 of 1
DATE: 8-7-2020
JURISDICTION: Carlsbad
EsGil
A sArEbuilt Company /AP
RIS.
PLAN CHECK #.: CBR2020-1684 SET: I
PROJECT ADDRESS: 1245 Basswood Ave
PROJECT NAME: Foundation Repair
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 codes
when minor deficiencies identified below are resolved and checked by building department staff.
El The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
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:
EsGil staff did not advise the applicant that the plan check has been completed.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted11 l2-kbfl1) Email:
Mail Telephone Fax In Person
LI REMARKS:
By: Erich A. Kuchar, P.E. Enclosures:
EsGil
7-27-2020
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Carlsbad CBR2020- 1684
8-7-2020
(DO NOT PAY— THIS IS NOT AN INVOICE)
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK #.: CBR2020-1684
PREPARED BY: Erich A. Kuchar, P.E. DATE: 8-7-2020
BUILDING ADDRESS: 1245 Basswood Ave
BUILDING OCCUPANCY: R-3
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
foundation repair 12,500
Air Conditioning
Fire Sprinklers
TOTAL VALUE 12,500
Jurisdiction Code Icb TBy Ordinance
11997 UBC Building Permit Fee
1997 UBC PlanCheck Fee [j
Type of Review: ! Complete Review r Structural Only
r Repetitive Fee 1`7 Other
flIJ Repeats r Hourly
EsGil Fee
F F I $91.781/'
Sheet 1 of 1
- hi. FJOW90 mowffmft,
P.0.8 1921, Carlsbad, Ca. 92018
760-889-8150
20-953 Plan
/Zc45 1f//vaij
AUG 122020
f'r- ,-. L.I4 T L)r
BUILDING D!V13!cy.4
w
ORM WATER COMPLIANCE FORM
TIER I CONSTRUCTION SWPPP.
E-29
RECEIVED
AUG 11 2020
CITY OF CARLSBAD
BUILDING DIVISION
CB R2O2O-1
SW_ - STORM WATER POLLUTION PREVENTION NOTES
ALL t€CESSMY EQUFIIDIT AND MATERIALS SMALL BE AVM.AINZ DU 91E To FAISUTATE RAPE VISTAU.A1IthI
OF EROSION AND SMOOT CDi4IRIS. DUPe WHEN RAIN Is EMINENT.
THE O'MWI/CFJIlRACTCR THAU. RTCRE Ni tOSDi1 DUIIIRDi. DEMBES TO WDiXING CROER TO TIE SATIWACIIDU OF THE alY WRECTOR AFTM EACH RUN—DiT PROCuONG RAINFALL
THE O*IER/CCNTRACTCR SIMi VISTAU. ADDiTIONAL CR050 CONIRDi. UEAOIR5 AS MAY BE REQUIRED BY THE 01! INSPECTOR DUE TO V4CDiIE1E CRAEIIG OPERATIONS CR UWDiD4 ORCUUSTANBES EON MAY ARIBE.
ALL ROJOVAINE PROJECTIVE O(b1S 54AU. BE IN RABE
AT TIE END OF EACH WOOING DAY NMEN IN! FIN! (5) DAY RAIl PRORAINUTY FORECAST EXCEEDS FORTY PENT (40%). 54.1 MOO OTHER OS 94*11. BE REMOVED AFTER
EACH RAINFALL
4. ALL CRAWL BAGS SHALL CONTAIN 3/4 11104 UBIIMUM AGOREGAIL
6. .tDCRJA1E CR0554 AND BEOUBIT CONTROL. AND PERIOD PROTECTION BEST UNIACENDIT PRACIN! NEASJRES MUST BE INSTAL AND MAINTAINED.
1. THE air INSPECTOR 54AU. HAVE THE AUTHORITY TO ALTER THIS FUN DURING OR BEFORE CONSTRUCTION AS NEEDED TO DISIPE COMPLIANCE lATh O1Y STORM WATER QUALITY REGULATIONS.
OWNR5 CER11RCAl
I 11ISTA1O NO ADOIOILDGE NAT I MUST'
IrI __J .fL
BESTN AGEMENT PRACTICES (CuP) SELECTION TABLE
IlNCetd54Pe
JII'IjIIitIb.bLbb!I,.t,1ItJtJ1L
ItT1T --- --- _ - -- — --- — — _ -- -- _ — -------
.rrri. 2. (.ecetgd dme the t of the 6 Te b allot 11 . atth It. rii Cititonla Stnotu 4.nlity Amodetlm (0*50*) dmlllotloo manb. 0ie one or me RIPh joo mmd to uze An*ig wettuctlm tt the flat. 0ieds the boo nba the dicoth mdMly roe F1ONDi 11th the DIP c*ailI.
3 Rotor to the 0*50* emotluotbi hoodienli hr rtom.Um and detofe of the diassa BlIPs and how to aiI, then to the projaot.
SHOW THE LOCATIONS OFALL CHENB?APsABOVE ON THEAROJECTS SITE PLAN.)EROSION CONTROL PLAN. SEE THE REVERSESIDE OF THIS SHEET FORA S#MPLE EROSION CONTROL PLAN.
PROJECFINPORMA110N
Ste
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—, Nene -
24KesPtiJ,t_________
CmsI,ugtb, Throot to storm War GidDy (Diedi Des)
v5%m )ow
Pee I oil
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Project:
Foundation Stabilization
1245 Basswood Avenue
Carlsbad, CA 92008
Design Calculations
For:
Foundations on the Level
Calculations Prepared by:
Date:
July 16, 2020
Helfrich-Associates, Inc.
30640 Kristin Court
Redlands, CA 92373
(909) 389-7316
Project No.
2020-58 / 200608
(
A L-
Project Info.
Project Information: 2020-58 1200608 A-I
Project: Foundation Rehabilitation
For: Foundations on the Level
Owner: Laura D. Drelleshak
Project Address: 11245 Basswood Avenue
Carlsbad, CA 92008
A.P.N. 205-112-35-00
Year Built: 1935/1960
# Stories: 2
Garage - sf
1st Floor (approx.) 2.408 Isf
2nd Floor mci.
3rd Floor -
Total Building Area: 2.408 sf
Work Scope: Structural analysis/design
References: DaFinghaus Repair Plan, Google
Design Criteria: Roofing: IComposition Singles
Exterior Wall Framing: IWood frame / Stucco / Wood
Interior Wall Framing: IWood frame
Foundation I Walls: IConcrete I N/A
Snow Load: 10 psf
Table of Contents
Contents: f_Section Pages Page #
Cover f_A
Project Info. 1 A-I
Loads B
Gravity Loads 1 B-I
Design C
Pier Design I C-I
Pier Load Table I C-2
Foundation & Pier Load Checks 2 C-3
References 0
FdnlPier Plan I D-1
ECP Helical Piers ESR-3559 (Coversheet) I D-2
Total Pages 8
7/16/2020 3:35 PM Page 1 2020-58 FOTL-Basswood - Fdn Stab. Caics
Loads
Gravity Loadè
202048 I 200808
1245 Basswood Ave, Carlsbad, CA 92008
Roof load I -
lUnit Rise = 4.00 Slope = 12.651 18.4 - Unit Run = 12 Ratio = 1.05 - Item I lAdiusted Notes - Composition Shingles = 3.001 3.16 psf (hor.) - 115/32" Plywood = 1.67 1.76 psf (hor.) - Roof rafters, 2 x 8 @ 27 O.C. = 3.02 3.18 psf (hor.)
Blocking, ties & beams = 0.50 0.53 psf (hor.) - CIg Jsts @ 16" OC 1= 0.00 0.00 psf (hor.) -
- 5/8" GWB, Ceiling 1= 2.22 2.22 psf (hor.) -
- Insulation, R-30 0.801 0.80 psf (hor.) - IMisc. loads 1= 0.351 0.35 psf (hor.) -
I I 0.001 Total DL 1= 11.561
Roof LL 1= sI
Roof
(Not Crit.)
snow load
L12.00 sf
Basic
= sI (non reducible)
Total load (DL + Snow controls) = Critical Load sI -
2nd Floor
lUnit Rise = 0.00 Slope = 12.00 0.0 - Unit Run = 121 Ratio = 1.00
Item Adjusted Notes - ISturdi-Floor, 3/4" Th. Floor deck 1= 2.50 2.64, psf (hor.)
2 x 12 Floor Joists @ 16" OC 1= 3.521 3.52 psf (hor.) - 1= 1.001 1.00 psf (hor.) - 4Blocking
Drywall ceiling 1= 2.221 2.22 psf (hor.)
nsulation 0.801 0.80 psf (hor.) - IMisc. (carpet, ducts, Its, etc.) 1= 1.821 1.821p5f(hor.) -
Total DL 1= 9.361 12.001psf
IFloor LL 1= (Not Crit.) 40.00
lCtifical Load 52.00
[psf
Motel load (DL + LL controls) 1= psI - Exterior Wall (Stucco) I I________________________________ F Height =1 8.001 p11 psf
- _Stucco Siding, 7/8" Th. 1= 87.501 10.94 psf - Stud wall, 2 x 4 @ 16" OC = 19.691 2.46 psf - 3/8" plywood = 10.001 1.25 psf - 1/2" GWB (x I side) 13.36 1.67 psI
Insulation, R13 2.80 0.35 psf - IMisc, loads 1= 2.64 0.331p51 - IDL J= 136.or 17.00psf
psI - Interior Wall (Wood Frame) _____________________ I Height = 8.00 p11 psf
- Stud wall, 2 x4 @ IT OC = 17.501 2. 191 psf
3/8" plywood = 0.00 0.00 psf - GWB. 1/2" (x 2 side) = 35.20 4.40 psf
Insulation, R-13, 3-1/2" = 2.80 0.35 psf - Misc. loads = 8.48 1.06 psf
IDL = 64.01 8.00 psf - 8.0 psf - Exterior Foundation Wall I Height =1 0.001 plf I _________
psf I -
Concrete wall 1= 0.00l 0.00 Ipsf - Concrete footing. 18" x 24" = 300.00 300.00 psf - GWB, 1/2" (x 2 side) = 0.00 0.00 psf - Insulation, R.13, 3-1/2" = 0.00 0.00 osf - Misc. loads 1= 0.001 0.00 psf
DL 1= 300.01300001ps1
7/16/2020 3:34 PM Page 1 2020-58 FOTL-Basswood - Fdn Stab. Calcs
30640 KRISTIN COURT, REDLANDS, CA 92373 • 909-389-7316 • 909-389-7326 FAx • WWW.HELFRICH-ASSOCIATES.COM
Pier Table - ECP
2020-58 1 200608 I I
1245 Basswood Ave. Carlsbad, CA 92008
Fdn Max. Struct. Helical Pier Helical Pier Helical Pier
Pier No. Type Span (ft.) Load (k) Load (k) * Cap.- Soil (k) ** Cap.- Steel (k) ** Notes
I - A 7.0 10.1 10.1 22.5 22.6135.4
2 —B --F-7.0 7.5 7.5 22.5 22.6135.4
3 B 7.0 7.5 7.5 22.5 22.6135.4
4 B 7.0 7.5 7.5 22.5 22.6135.4
5 - B 7.0 - 7.5 7.5 22.5 22.6135.4
_________ Max 10.1 kips
Min= 7.5 kips
*Based on Soils (F.S.= 2.0)
** Based onECP TAH-288-60-08-10 Helical Pier (F.S.= 2.0)
Ref. 1:E5R3559 I_I_I_I
7/16/2020 3:33 PM Page 1 2020-58 FOTL-Basswood - Fdn Stab. Calcs
C-,
Project No.: 200608
Project Name: Drelleshak 1245 Basswood Avenue, Carlsbad
FOUNDATION STABILIZATION -Support spacing design
Footing - Reinforced (for bending only) Mark No. A Relnf. =
2-story f, =
7/1612020
2,500 psi
40,000 psi
0.31 in."
5 bar
d= 16.7
Determine distributed loads on fdn:
Roof Dead Load: 12.0 psf
Tributary width of roof: 15.0 ft
2nd Wall weight: 17.0 psf
2nd Wall height: 8.0 ft
2nd Floor & partition dead load: 12.0 psf
2nd Tnb. width of floor (0 for 1 story): 15.0 ft
2nd Floor balcony dead load: - psf
2nd Floor balcony trib. width -ft
1st Wall weight: 17.0 psf
1St Wall height: 9.0 ft
1st. Floor dead load: - 52.0 psf
1st Trib. width of floor (0 for 1 Story): 8.0 ft
Foundation Wall wt.: 84.0 pIt
Foundation Wall ht.: - ft
Weight of Foundation: 375.0 plf
Roof load: 180 plf
2nd Floor loads: 316 pIt
1st Floor loads: 569 pIt
Foundation Wall: - plf
Footing load: 375 plf
Total applied DL (per ft.): 1,440 plf
Total applied LL (per ft.): 1,300 pIt
Unfactored w = DL + LL 2,740 pit
Factored DL (w = 1.4w): 2,016 pit
Factored DL + LL (w = 1.413 + 1.6L): 4,096 plf
Determine lift spacing based on bending:
M=wL2I8
Solve for L:
L=(8MJw)A0.5
Substitute for M:
L= 7.8 ft
Determine lift spacing based on shear:
V=wLI2
Solve for L:
L = (2VJw)
Substitute V for V:
L= 17.9 ft.
Max. pier spacing of: I 7.8ft.
Design pier spacing = I 7.0ft.
Exist Soil Pressure: I 1,827 Ip8f
= 20
18"
Clear= 3.00 in. Ajft. = 0.31 ifl.2/ifl.
a= 0.19 in. 0.625 in.
Footing geometry
10
Area -
Sm= 1,200
Allowable Moment:
M = A5f.,(d-312)
0.90
tMn = 185,148 in-lbs
15,429.04 ft-lbs.
15.4 ft-kips
Allowable Shear: ACI 11.2
V. = 21(f)12bd
30,038 lb.
1.0 ACI 8.6.1
0.60 ACI 9.3.5
18,023 lb.
PnIax= I 15.81k
Factored l 14.11k
Unfacto red i 10.1lk
Reinf. =
Project No.: 200608
Project Name: Drelleshak 1245 Basswood Avenue, Carlsbad
FOUNDATION STABILIZATION - Support spacing design
Footing - Reinforced (for bending only) Mark No. B Reint. V. =
1-story fy
711612020
2,500 psi
40,000 psi
0.31 in.2
S bar
d= 16.7
Determine distributed loads on fdn:
Roof Dead Load:
Tributary width of roof:
2nd Wail weight:
2nd Wall height:
2nd Floor & partition dead load:
2nd Tnb. width of floor (0 for I story):
2nd Floor balcony dead load:
2nd Floor balcony trib. width
1st Wall weight:
1st Wail height:
1st. Floor dead load:
1st Trib. width of floor (0 for 1 story):
Foundation Wall wt:
Foundation Wall ht.:
Weight of Foundation:
Roof load:
2nd Floor loads:
1st Floor loads:
Foundation Wall:
Footing toad:
Total applied DL (per ft.):
Total applied LL (per ft.):
Unfactored w = DL + LL
Factored DL (w = 1.4w):
Factored DL + LL (w= 1.4D + 1.6L):
Determine lift spacing based on bending:
M=wL2/8
Solve for L:
L(8MJw)A0.5
Substitute $M for M:
9.1 ft
Determine lift spacing based on shear:
VwL/2
Solve for L:
L = (2VJw)
Substitute V for V:
L = 21.5 ft.
Max. pier spacing of: I 9.1ft.
Design pier spacing = I 7.Oft
Exist Soil Pressure: I 1,324Jpst
12.0 psf
15.0 ft
17.0 psf
- ft
12.0 psf
- ft
- psf
- ft
17.0 psf
8.0 ft
52.0 psf
8.0 ft
84.0 plf
- ft
333.3 pit
180 pIt
- pit
552 plf
- pit
333 pit
1,065 pIt
700 pIt
1,765 p1t
1,491 pIt
2,611 pIt
Reinf. =
h, = 20
16
Clear 3.00 in. As/ft. =
a= 0.19 in.
0.31 iri 24n.
0.625 in.
Footing geometry
10
Area -
Sm = 1,067
Allowable Moment:
M = A5f,(d-a/2)
0.90
= 185,148 in-lbs
15,429.04 ft-lbs.
15.4 ft-kips
Allowable Shear: ACt 11.2
= 2A(?)bd
V: 26,700 lb.
1.0 ACt 8.6.1
0.60 ACI 9.3.5
16.020 lb.
Pmax = I 13.61k
Factored l 10.41k
Unfactoredi 7.51k
FORTRESS STASIUZATER4 SYSTEMS ERTE
CRACK STITCHING AND REINFORCEMENT
PRODUCT DESCRIPTION: APRE.LMPRE FXIERNRLI.Y RONDAD SPINPORCEMENT
MASONRY STRUCTURES, FORTRESS GRID
14500 RESIN TO FORM A CARBON FIBER RE
,-.FORTRESS GRI
SCAlE
SLAB CRACK REPAIRS - GREA
CRACKS GREATER THAN 112 INCHES OR MORE mA
SEE OETAII. SON THIS SHEET. THE CRACKED SEC INTO THE EXISTING SLAft THE REMOVED PORTIOF
THICKNESS OR THICKER. THE REPLACEMENT $1.45
PLACED IN BOTH DIRECTIONS AT 15 INCHES ON ONE-THIRD OF THE SLAB HEIGHT. IT IS RECOMMENC OF THE REINFORCEMENT. WElDED WIRE MESH IS N RECONSTRUCTED THE CONCRETE UTILIZED IN THE
14 REBAR 0 IFO.C. (MAX BOTH
OIRECflONS. MID-SLAB
I CRUSJO
OFF sm,
—
1YPICA IL SPACING
7POU (MAX)
CUTTOAOEPTH
OF 11251.45 THICKNESS
I SECTION
FORTRESS GRID-STITCH
PIER
/DKELAND EPDXY IOREOAR DOWELS 0 UT O.C.INTO EXJSTI
7
TEST
SLAB V.5TH SIMPSON SET XP ES 5552505)
UMWHft AND THE
5CC
VAPOR BARRIER (STI
Go
TYPICAL SLAB
NO SCALE
FLOORIPIER PLAN r(j
114 1-0'
LEGEND
-'- SLAB CRACKS
D-z
ICC-ES Evaluation Report ESR-3559
Reissued August 2019
This report is subject to renewal August 2021.
www.icc-eLorQ I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 3100 00—EARTHWORK
Section: 3163 00-8ored Piles
REPORT HOLDER:
EARTH CONTACT PRODUCTS, LLC.
EVALUATION SUBJECT
EARTH CONTACT PRODUCTS (ECP) HELICAL
FOUNDATION SYSTEMS
1.0 EVALUATION SCOPE
Compliance with the following codes:
2015. 2012 and 2009 International Building Code® (IBC)
Properties evaluated:
Structural and geotechnical
2.0 USES
ECP Helical Foundation Systems are used either to
underpin foundations of existing structures or to form deep
foundations for new structures; and are designed to
transfer compression and tension loads from the supported
structures to suitable soil bearing strata. Underpinning of
existing foundations is generally achieved by attaching the
helical piles to the retrofit brackets (Type A side-load
brackets), which support compression loads only. Deep
foundations for new construction are generally obtained by
attaching the helical piles to new construction brackets
(Type B direct-load brackets) that are embedded in
concrete pile caps or grade beams, which support both
tension and compression loads.
3.0 DESCRIPTION
3.1 General:
The ECP helical foundation systems consist of a helical
pile and a bracket that allows for attachment to the
supported structures. Each helical pile, consisting of a lead
section and one or more extension sections, is screwed
into the ground by application of torsion to a depth that
conforms to project requirements for avoidance of
unsatisfactory subsurface conditions and ensures a
suitable soil or bedrock bearing stratum has been reached.
The bracket is then installed to connect the pile to the
concrete foundation of the supported structure.
3.2 System Components:
The ECP helical foundation systems include either a Model
TA-150 or a Model TA-288 helical pile (shaft with helices)
and either a Type A side-load bracket (TAB-288-LUB and
Model-300 underpinning brackets for use with Model
TA-288 pile) or a Type B direct-load bracket (new
construction bracket TAB-1 50-T for use with Model TA-150
pile), for attachment to concrete foundations.
3.2.1 Helical Pile Lead Sections and Extension
Sections: The ECP Model TA-150 and TA-288 helical pile
lead sections consist of multiple helical-shaped circular
steel plates (helices) factory-welded to a central steel
shaft. The depth of the helical piles in soil is typically
extended by adding one or more steel shaft extensions
that are mechanically connected together by integral,
forged steel couplings, to form one continuous steel pile.
The extensions do not include helical bearing plates.
The TA-150 central steel shafts of the lead section and
extension sections are 11/24nth (38.1 mm), solid, round..
cornered, square (RCS) steel bars. The TA-288 central
steel shafts of the lead section and extension sections
are round, 27/a.4nch-outside-diameter (73 mm), nominally
0.262-inch-wall-thickness (6.7 mm), hollow structural steel
sections (HSSs). Figures 1 and 2 provide details for lead
section, coupler and extension section of TA-288 and
TA-150, respectively.
3.2.2 Helix Plates: Each circular, helical, steel bearing
plate (helix) is split from the center to the outside edge with
spiral edge geometry. Each helix is formed to a clockwise
downward spiral with all radial sections normal to the
shafts central longitudinal axis ±10 and with a 3-inch
(76 mm) nominal pitch. The pitch is the distance between
the leading and trailing edges. The helices are shop fillet-
welded to the pile shaft. For both TA-150 and TA-288
helical piles, each helix plate is 0.375 inch (9.5 mm) thick
and has an outer diameter of 8, 10, or 12 inches (203, 254,
or 305 mm). Figure 3 provides helix details for TA-288 and
TA-150 pile shafts.
3.2.3 Couplings: At one end of each extension section,
an upset socket is made from the RCS steel bar and the
round HSS, for TA-150 and TA-288, respectively, which
allows the upper end of the lead shaft or the other end
(the end without the upset socket) of an extension section
to be snug-fitted into the upset socket. Holes (one pair of
diagrammatically opposite holes at TA-150 shaft, and three
pairs of diagrammatically opposite holes at TA-288 shaft)
are factory-drilled at each end of an extension section and
at the upper end of the lead section, so as to allow the
multiple shaft sections (between the lead and the
extension section or between two extension sections) to be
through-bolted together during the installation. For TA-150
helical piles, each coupling connection includes one
1CC-ES Evaluaflon Reports are not to be construed as representing aesthetics or any other attributes not .cpecj/kally addressed, nor are they to be construed
as an endorsement 0/the subject of the report or a recommendationfor its use. There is no warranty by ICC Evaluation Service, LLC express or implied, as 40 to anyfinding or other matter in this report, or as to any product covered by the report.
Copyright 020191CC Evaluation Service, I.I.C. All rights reserved. Page 1 of 20
HELFRICH
ASSOCIATES
ENGINEERING • CONSTRUCTION
CONSULTING
July 7, 2020
Laura Drelleshak
I,
Email: drelleshak@aol.com
neter@foundationsonthelevel.com/>
SUBJECT: SOILS REPORT b
1245 Basswood Avenue 4' ' Carlsbad, CA 92008 0 .'
Project No. 200608 $
This report was prepared to provide geotechnical recommendations for underpinning and
stabilization of the foundations of the structure. Based on our understanding of the
project, it appears that the west side of the structure has experienced some movement.
A floor level survey performed by Foundations on the Level (FOTL) indicates a differential
elevation of up to about 7/8-inch. A crack in the floor slab was also noticed beneath the
carpet. A site visit was performed by the undersigned (on June 25, 2020) to assess site
conditions.
Based on our review of the information provided and our site visit, it is our opinion that soil
movement associated with improper drainage and possible high groundwater conditions
is the cause of the observed distress to the slab and foundations. It is our recommendation
that re-leveling of the structure should be performed by installing helical piers to lift and
re-level the building.
SITE DESCRIPTION
The house on the above property was originally constructed more than 70 years ago and
was originally an approximately 800-square-feet, single story structure. Several
modifications were made to the house since the late 1970's, consisting of a two-story
addition in 1986 at the back of the home. The portion of the home that has been affected
by foundation movement is a single-story, slab-on-grade portion of the house
(approximately 180-square-feet) near the front door. In addition to settlement of the west
side of this part of the house, a significant slab crack can be felt below the carpet in this
room.
GEOLOGIC HAZARDS
GROUNDWATER
Groundwater was encountered at approximately 7-feet-depth in a boring drilled on the
neighbor's property to the east. This shallow groundwater level was described as a
perched condition by a geotechnical report prepared in 2005.
30640 Kristin Court, Redlands, CA 92373 - 909-389.7316 - Fax 909.389-7326 - www.heIfrichassocates.com
cwo. I i,*4
Soils Report
1245 Basswood Avenue
FAULTING AND GROUND RUPTURE
The site does not lie within an Aiquist-Priolo (AP) Special Studies zone. The nearest active
fault (Rose Canyon Fault Zone) is about 5 miles west of the site.
LANDSLIDES
The property is relatively level, and no slopes are nearby that could affect the stability of
the improvements.
LIQUEFACTION
Due to the dense nature of the soils at the site, liquefaction is not considered to be a
geologic constraint at the subject site.
LABORATORY TESTING
Laboratory testing was performed by Hilltop Geotechnical, Inc on a sample obtained from
the test pier location near the northwest corner of the home. Expansion index testing was
performed on a representative sample to evaluate the expansion potential of the soils. A
representative sample was tested for corrosivity characteristics including sulfates,
chlorides, minimum resistivity and pH.
Laboratory test results appear in the Appendix A. Soil classifications provided in our
geotechnical investigation are in general accordance with the Unified Soil Classification
System (USCS). Helfrich-Associates has reviewed the laboratory test results and accepts
the results for use in our analysis.
The results of our expansion index testing indicate that the soils encountered at the site
are considered non-expansive.
TEST PIER
A helical pier was installed by FOTL at the location indicated on the attached site plan.
The test pier was installed to a depth of 16-feet before reaching a final torque of about
5000 ft-lbs. Based on these results, we recommend that the piers be installed to a target
depth of 15-feet.
CONCLUSION
On the basis of our research and field and laboratory investigations, it is the opinion of this
firm that the proposed underpinning project is feasible from a geological and geotechnical
engineering standpoint, provided the recommendations contained in this report are
implemented during design and construction.
RECOMMENDATIONS
RE-LEVELING USING HELICAL PIERS
The re-leveling/ underpinning of exterior footings can be performed utilizing 2-7/8-inch
square or round bar helical anchor piers with helical underpinning brackets installed to a
minimum torque of 5000 ft-lbs. For a minimum torque of 5000 ft-Ibs, the allowable
capacity of the helical pier is 22.5-kips (FS = 2). The capacity of the helical piers is
30640 Kristin Court, Redlands, CA 92373 - 909-389-7316 - Fax 909-389-7326 - www.helfrich-assoclates.com
Page 2 of 10
Soils Report
1245 Basswood Avenue
determined from published correlations with the installation torque and should be verified
during installation.
The helical piers should consist of 8-inch and 10-inch diameter helical plates. The piers
should be installed to a target depth of 15-feet bgs.
The effect of group action will not be significant when the piles are spaced at least 3 times
the diameter.
Helical piers for this project are not intended to resist seismic, wind, or lateral soil loads.
Total and differential settlement of the foundations where the piers have been installed
under their design loads is expected to be less than 1/2- and 1/4-inch, respectively.
CORROSION
Due to the corrosive potential of the onsite soils to ferrous metals, the piers should be
galvanized or designed with adequate sacrificial thickness redundancy to provide a
minimum 50-year design life.
EXTERIOR REPAIR RECOMMENDATIONS
The stabilization should be performed by coordinated raising of the perimeter of the
structure until the maximum differential elevation is no more than 1/2-Inch across the
living room/entry area of the home. Upon completion of the stabilization operation, it is
recommended that the foundation be observed for cracks in the footings and stemwalls.
Cracks in the footings and stemwalls greater than 1/8-inch should be structurally
evaluated and repaired so that the structural integrity of the footing is maintained.
Foundation cracks less than or equal to 1/8-inch-wide should be injection grouted with
Simpson ETI-LV or GV epoxy.
After the piers are installed and the building is lifted, structural grout should be injected
into the space below the foundations and slabs to restore the original soil support to the
structure.
Additionally, the stabilization may cause distress to the utility connections to the building.
Care should be taken to protect the connections, and they should be monitored and tested
upon completion of the stabilization activities and repaired, as necessary.
Exterior repairs should be performed after the foundation repairs are made to restore the
landscaping, irrigation, and patios/sidewalks to their preconstruction condition. Planters
should be provided with area drains to prevent water ponding. Irrigation systems should
be carefully installed and monitored to ensure that soils near the building and/or slopes
are not over-irrigated.
DRAINAGE
Surface drainage should be maintained sloping away from the structure to ensure that
water does not pond next to the foundations. The site should be graded so that surface
water flows away from structures at a minimum gradient of 5 percent for a minimum
distance of 10-feet from structures. Impervious surfaces within 10-feet of structures
30640 Kristin Court, Redlands, CA 92373 - 909-389-7316 - Fax 909-389-7326 - www.helfrich-associates.com
Page 3 of 10
Soils Report
1245 Basswood Avenue
should be sloped a minimum of 2 percent away from the building. Water should not be
allowed to flow over graded areas or natural areas so as to cause erosion. Graded areas
should be planted or otherwise protected from erosion by wind or water.
INTERIOR REPAIR RECOMMENDATIONS
Additional distress to the building, such as drywall cracking may occur during the
stabilization. Therefore, it is recommended that a qualified contractor who specializes in
performing such stabilization performs the repairs. Cosmetic repairs to the building are
likely to consist of repairs to the interior and exterior walls, ceilings, and floor surfaces.
This work should be done after the stabilization work is completed. It is recommended that
any cracks within the interior floor slab be repaired as detailed below.
Slab cracks less than or equal to 1/4-inch-wide should be injection grouted with Simpson
ETl-LV or GV epoxy.
Slab cracks greater than 1/4-inch-wide but less than 1/2-inch-wide should be filled with
Simpson ETl-LV or GV epoxy and reinforced with Fortress Carbon Fiber Staples at 18 inches
on center across the crack.
Cracks greater than 1/2-inches or more than 1/8-inches vertical offset should be removed
and replaced. The cracked section should be saw-cut and replaced with a new slab
doweled into the existing slab. The removed portions of the slab may be replaced with a
new slab of the same thickness or thicker. The replacement slab should be reinforced with
at least No. 4 steel reinforcing bars placed in both directions at 18-inches on center. The
reinforcement should be located in the middle one-third of the slab height. It is
recommended that "chairs" be utilized to aid in the placement and support of the
reinforcement. Welded wire mesh is not recommended.
If a moisture barrier is present, it should be reconstructed. The concrete utilized in the new
slab should have a slump of 4-inches or less. Cracks in the concrete can occur due to
shrinkage. The above recommendations regarding the reinforcement and concrete design
should be taken only as minimal and should be verified by the project Structural Engineer.
In the event that ceramic tiles are installed as a future floor covering, it is recommended
that the floor tiles be underlain with a slip sheet or other method for reducing the potential
for future cracking of the tiles. Any underlayment should be installed in accordance with
the recommendations of a qualified tile contractor.
Earthwork at the site is anticipated to be relatively minor and limited to excavation for the
lifting points, minor site grading, and subgrade preparation associated with the floor slab
and foundation repair. Excavation difficulties are not anticipated, and conventional
grading equipment may be used.
Within areas where earthwork is to be performed, any existing ground improvements,
vegetation, or loose debris should be removed to expose the underlying soils. The subgrade
should be verified to be firm and unyielding. Compacted fill should be placed in horizontal
30640 Kristin Court, Redlands, CA 92373 - 909489-7316 - Fax 909-389-7326 - www.helfrich-assoclates.com
Page 4 of 10
Soils Report
1245 Basswood Avenue
lifts not more than 8-inches in loose thickness and compacted to at least 90 percent of
the maximum dry density, as evaluated by the latest version of ASTM D1557. The moisture
content of the fill during compaction should be brought to 2 to 4 percent above optimum
moisture content.
The on-site soils, less any contaminated soil, debris, organic matter, or other deleterious
materials, may be used in the site fills. Rock or other soil fragments greater than 4-inches
in size should not be used in the fills.
Temporary, shallow excavations with vertical side slopes will generally be stable, but there
is a potential for minor sloughing. All excavations should be made in accordance with Cal-
OSHA requirements.
ADJACENT PROPERTIES STATEMENT
Based on our field investigation and laboratory testing results, it is our opinion that the
proposed underpinning will be safe against hazards from landslide, settlement or slippage
and the proposed construction will have no adverse effect on the geologic stability of the
adjacent properties or future developments provided the recommendations presented in
this report are followed.
CLOSURE
The recommended repairs are intended to stabilize the foundations and slabs in the
affected parts of the site. Due to the nature of the subsurface conditions at the property,
additional future movement of the building and surrounding concrete slabs should be
anticipated. Areas of the property that have not been repaired may experience damage in
the future, although the extent of this damage is anticipated to be minor, provided good
irrigation and maintenance practices are followed as provided in Appendix B.
We appreciate the opportunity to submit this report. Please call if you have any further
questions.
Very truly yours,
Helfrich-Associates, Inc.
C4k No OHM
Exp.12131121 I
Up. 12131/21 ZIF
Steven C. Helfrich, P.E., G.E.
OF C
Enclosures: References
Site Plan
Appendix A - Laboratory Test Results
Appendix B - Maintenance Recommendations
30640 Kristin Court, Redlands, CA 92373 - 909-389-7316 - Fax 909-389-7326 - www.helfrlch-associates.com
Page 5 of 10
Soils Report
1245 Basswood Avenue
REFERENCES
American Concrete Institute, 2014, Building Code Requirements for Structural Concrete
(ACt 318-14), Commentary on Building Code Requirements for Structural Concrete (ACI
318R-14), American Concrete Institute
California Department of Conservation, Geological Survey, 2002, Tan, S.S., Geologic Map
of the El Cajon 7.5' Quadrangle, California, Regional Geologic Map Series, Scale:
1:24,000.
California Department of Conservation, Division of Mines and Geology, 1995, Tan, S.S.,
and Giffen, D.G., Landslide Hazards in the Northern Part of the San Diego Metropolitan
Area, San Diego County, California, Relative Landslide Susceptibility and Landslide
Distribution Map, El Cajon Quadrangle, Plate 33C, DMG Open File Report 95-03, Scale:
1:24,000.
California Department of Water Resources, Interactive Web Site,
http://www.water.ca.gov/waterdatalibrary/groundwater/
Coduto, D. P., Young, M. R., and Kitch, W. A., 2010, Geotechnical Engineering Principles
and Practices, 2nd Edition, Pearson Higher Education, Inc., New Jersey.
Day, R. W., 2012, Geotechnical Engineer's Portable Handbook, Second Edition, McGraw-
Hill, New York
Foundation Supportworks, 2014, Technical Manual, Second Edition, Helical Piles and
Anchors, Hydraulically Driven Push Piers, Polyurethane Injection, Supplemental Support
Systems, July 2014
) Harden, D.R., 1997, California Geology: Prentice Hall.
International Conference of Building Officials, 2019, California Building Code, 2019
Edition, Whittier, California.
U.S. Department of Homeland Security, Federal Emergency Management, 2012, Flood
Insurance Rate Maps, Panel 06073C 1653G.
U.S. Department of the Interior, U.S. Geological Survey, 2018, El Cajon Quadrangle,
California, 7.5-Minute Series (Topographic), Scale: 1:24,000.
U.S. Department of the Interior, U.S. Geological Survey, 2018, La Mesa Quadrangle,
California, 7.5-Minute Series (Topographic), Scale: 1:24,000.
30640 Kristin Court, Redlands, CA 92373 - 909.389-7316 - Fax 909-389-7326 - www.heifrlch-associates.com
Page 6 of 10
ii. IHELFRICH SITE PLAN PAGE 1OF1 MA IASSOCIATES 1245 BASSWOOD AVENUE
ENGINEER NG- CONSTRUCTION CARLSBAD, CA 92008 DATE: 7-7-2020 CONULTING
oI-o',
l
s-AREA OF
I
TP-1' REPAIR
I
4 ,•
:•••••• Ot i
BASSWOOD AVENUE
Page 7 of 10
30640 KRISTIN COURT, REDLANDS, CA 92373 • P:909-389-7316 0 F.909-389-7326 0 WWW.HELFRICH-ASSOCIATES.COM 0 INFO@HELFRICH-ASSOICATES.COM
Soils Report
1245 Basswood Avenue
APPENDIX A - LABORATORY TEST RESULTS
30640 Kristin Court, Redlands, CA 92373 - 909-389-7316 - Fax 909-389-7326 - www.helfrich-associatescom
Page 8 of 10
July 1, 2020 1072-1-20
SUMMARY OF LABORATORY TEST RESULTS
BASSWOOD
EXPANSION INDEX TEST RESULTS
(ASTM D4829 Test Method)
MOISTURE
CONTENT DRY SATURATION MOISTURE
PRIOR TO DENSITY PRIOR TO CONTENT EXPANSION
SAMPLE TEST PRIOR TO TEST AFTER TEST EXPANSION POTENTIAL*
NO. (%) TEST (pci) (%)* (%) INDEX *
I 8.0 [ 116.6 48.5 13.6 0 Non-Expaansive
CHEMICAL / MINIMUM ELECTRICAL
RESISTIVITY TEST RESULTS
RESISTIVITY SOLUBLE
Minimum CHLORIDE SULFATE
SAI,IPLE (ohm-cm) p11* SULFIDE (ppm)**
1 7153 7.17 1 Neg.*** 34.3 0.0039
* Test performed by A & R Laboratories in accordance with EPA9045 C
procedures.
** Test performed by A & R Laboratories in accordance with EPA 300.0
procedures.
Neg. - Negative.
ND . Not Detected (Reportable Detection Limit (>lOppm = 0.0010%).
STANDARD PRACTICE FOR DESCRIPTION AND
IDENTIFICATION OF SOILS, VISUAL-MANUAL PROCEDURES
(ASTM D2488)
Silty Fine sand, Trace Gravel -1",
Dk. Brown (SM)
PLATE NO. 1.
HILLTOP GEOTECHNICAL, INC.
Page 9 of 10
Soils Report
1245 Basswood Avenue
APPENDIX B - MAINTENANCE RECOMMENDATIONS
The most important aspect of slope maintenance is proper control of surface drainage.
Uncontrolled water from broken pipes, improperly maintained irrigation systems, and
rainfall are the most prevalent cause of slope instability in Southern California. The
following recommended procedures should be followed by the property owner to minimize
slope instability:
Homes should be provided with roof drains, gutters, and downspouts, and these
facilities should be checked at least twice per year.
All drainage devices should be checked at least twice per year to ensure that they
are not blocked. All blockages should be cleared.
Drains at the top of slopes should not allow water to overflow onto the slope.
Terrace drains and brow ditches on slopes or at the tops of slopes are designed to
carry runoff water to an appropriate discharge point. These drains should be
checked at least twice per year and cleaned of any accumulation of dirt and other
debris. Water that backs up in surface drains will overflow and seep into the slope,
creating instability.
Water should not be permitted to collect or pond in yard areas. This water will either
seep into the ground (loosening the soils) or will overflow onto the slope. Once
erosion is started, it is difficult to control and severe damage can occur quickly.
Loose soil or debris should not be left on slopes. Loose soils soak up water more
readily than compacted fill and will often slide downslope. This material may clog
terrace drains and may cause additional slope damage.
Slopes should not be over-irrigated. Naturally, ground cover will require some
moisture during the hot summer months, but during the wet season, irrigation can
cause heavy ground cover to move, which not only destroys the cover, but also may
begin slope surface erosion. Heavy ground cover can cause surface sloughing when
saturated due to the increased weight and weakening of the near surface soil.
Water should not be allowed to collect against foundations, retaining walls, or
basement walls. These walls are typically built to withstand the effects of normal
soil moisture and may require subsurface drains to collect and transfer excessive
water away from the structures.
Irrigation systems should not be left running on or near a slope, particularly during
the rainy season.
1O)Swales that have been graded around the home or on the lot should not be blocked.
These swales are typically constructed to provide drainage toward the driveways,
street or other positive outlet.
30640 Kristin Court, Redlands, CA 92373 - 909.389.7316 - Fax 909-389-7326 - www.helfrich-associates.com
Page 10 of 10
(èity of
Carlsbad
CONSTRUCTION WASTE
MANAGEMENT PLAN
B-59
PyrngnL Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Many of the materials generated from your project can be recycled. You are required to list materials thatwill be
reused, recycled or disposed from your project. If you have questions about the recycling requirement or completing
this form, please contact Waste Management at (760) 929-9400, a certified C&D recycler, or the Carlsbad Building
Division at (760) 602-2700. Please note: Unless 'yob are self-hèuling, Waste Management or approved haulers must be
used for all construction projects within the City of Carlsbad.
PART 1 Complete and submit this form when applying for a Building Permit. Note: Permits will not be issued
without a completed Construction Waste Management Plan.
Applicant Information
Permit No. Project Title /'-Mf44770/V /E#4't'A
Project Z /AP/ A 92 2tD5-/12 -12--co
Applicant Name /X.?& 74
Owner Contractor Architect Other
07N 0 C) Last A First
Applicant Address 6'I / 92-1 I5b4J CA 9ZO/
Phone (74 94 E-mail Address fl75RCAy yxW.gw ?.7t5 LeYZ .41"/
Applicant Mailing Address C4.-92.c,
(If different than project address)
Project Type Residential Commercial Pubil Building Industrial (check all that apply): 0 LI
Brief Description /'c'V17?0,0V 77Pg(b/1A2711/
Project Size A4 Estimated Cost of Project $_14f ?L -
(square footage)
Please check the appropriate box:
ElI plan on using WASTE MANAGEMENT roll-off bin(s) for all materials and will provide all receipts after construction.
I plan on self-hauling to a certified recycling facility and will provide all receipts after construction.
17 This is a proposed LEED certified project and I plan on separating materials on site in conjunction with WASTE
MANAGEMENT.
Acknowledgement: I certify under penalty of perjury under the laws of the State of California that the information
provided in and with this form pertains to construction and demolition debris generated only from the project listed'
in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the
best of my knowledge and belief. I
Print 122-12-0 Name/C1 iq -Z9 C/i4 '1k Signaturej Date
Page 1 of 4 Rev. 11/12/18