HomeMy WebLinkAbout1790 RATCLIFF RD; ; CBR2020-3060; PermitBuilding Permit Finaled
Residential Permit
Print Date: 04/05/2024
Job Address: 1790 RATCLIFF RD,
Permit Type: BLDG-Residential
Parcel#: 1562700400
Valuation: $14,790.00
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
CARLSBAD, CA 92008-1041
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Description: MENON : 600 SF RETAINING WALL
FEE
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
Property Owner:
SATISH MENON
1790 RATCLIFF RD
CARLSBAD, CA 92008
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-RESIDENTIAL
SWPPP INSPECTION FEE TIER 1 -Medium BLDG
SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM
Retaining Wall
Total Fees: $574.75 Total Payments To Date: $574.75
{cityof
Carlsbad
Permit No:
St atus:
CBR2020-3060
Closed -Finaled
Applied: 11/23/2020
Issued: 02/23/2021
Finaled Close Out: 04/05/2024
Final Inspection: 04/04/2024
INSPECTOR: Renfro, Chris
Contractor:
COTI DEVELOPMENTS INC
3755 VISTA CAMPANA N, # 32
OCEANSIDE, CA 92057
(760) 672-1111
Balance Due:
AMOUNT
$159.31
$111.52
$1.00
$1.92
$246.00
$55.00
$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 DO ES NOT APPLY to water and sewer connection
fees and ca pacity 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 t o this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in f ull force and effect. I also affirm under penalty of perj ury one of t he
following declarations:
Q 1 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. Policy No .. _______________________________________ _
0 I 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 Company Name: _____________________ _
Policy No. ____________________________ Expiration Date: _______________ _
0 Certificate of Exemption: I certify that in t he 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 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 the Labor Code,
interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name:. _____________________ Lender's Address: ____________________ _
CONTRACTOR PRINT: _________ SIGN: _________ DATE:
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's license law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
't1(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 Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
O•owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application.
0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors. / understand th a py of the applicable law, Section 7044 af the Busines a d Prof essions Cade, is ilable upon request when this application is
submitted ar at the fallawi ~ ~;3/r;:;;i1ot;:v;~1;;S·hltGmlN. ·.
OWNER PRINT: /v / k v~r 1,,,.;,,;,~~~~~~~-.;,,. ..__..;;;,;;,;__.,.ATE: If bzj2o2.o
J
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property
owner or contractor's behalf. 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 f or inspection purposes. I ALSO AGREE TO SA VE,
INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE
AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: A SHA permit is required f or excavations over 5'0' deep and
demolition or construction of structures over 3 stories in height.
APPLICANT PRINT, [h Vl"'-1[) Wn ~ ~s1GN, ...,w,..,i..,_,. __ .._ ____ DATE:
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 7 Email: Building@carlsbadca.gov
2 REV. 08/20
Building Permit Inspection History Finaled
{city of
Carlsbad
Permit Type:
Work Class:
Status:
Scheduled
Date
02/24/2021
PERMIT INSPECTION HISTORY for {CBR2020-3060)
BLDG-Residential
Retaining Wall
Closed -Finaled
Actual Inspection Type
Start Date
02/24/2021 BLDG-11
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item
Application Date: 11/23/2020
Issue Date: 02/23/2021
Expiration Date: 04/10/2024
IVR Number: 30131
Inspection No. Inspection
Status
151276-2021 Partial Pass
COMMENTS
Owner: SATISH MENON
Subdivision: LEBARR ESTS UNIT# 2
Address: 1790 RATCLIFF RD
CARLSBAD, CA 92008-1041
Primary Inspector Reinspection Inspection
Chris Renfro Reinspection Incomplete
Passed
BLDG-Building Deficiency Partial pass on Keystone block wall with
gravel footing. Call when wall is completed
and compaction of soil and gravel
complete. Have final soils & compaction
reports at final inspection
Yes
BLDG-66 Grout
Checklist Item
151277-2021
COMMENTS
BLDG-Building Deficiency Wrong inspection
Cancelled Chris Renfro Reinspection Incomplete
Passed
No
04/02/2024 04/02/2024 BLDG-Final Inspection 243871-2024 Partial Pass Chris Renfro Re inspection Incomplete
Checklist Item
BLDG-Building Deficiency
BLDG-Structural Final
COMMENTS
Missing required Soils Reports for
compaction behind retaining wall
04/04/2024 04/04/2024 BLDG-Final Inspection 244269-2024 Passed
Friday, April 5, 2024
Checklist Item
BLDG-Building Deficiency
BLDG-Structural Final
COMMENTS
Passed
No
Yes
Chris Renfro Complete
Passed
Yes
Yes
Page 1 of 1
SIERRA GEOTECHNICAL SERVICES
Gf:OT/:CHNICAl • Gf:OWGY • £NVIIIONM£N1'Al • HYOROGf:OLOGY • MINING • MATf:RIAlS
Ca/trans Lab# 214
DAILY JNSPECTION REPORT
Project: 1790 Ratcliff Road, Block Retaining Wall
Danny Wright Consulting Contact:
Client:
Location: Weather: Partly Cloudy
Contractor. Danny Wright Foreman: Danny
A.V .U.JMIDlnl
SGS Job No: ___ .;;.3."'3"--17--'3'"'0 __ _
PaQe No 1 of 1
Dale, 3/9/2021
Day Wednesday
Temperature: 60
Total Hours:
TYPE OF INSPECTION AND/OR TESTING CONCRETE/ MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
181 Construction observation □ Concrete/grout sampling Ticket No:
181 Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CMU construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F):
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Entrain(%):
181 Compaction testing □ Fire proofing Slump (in):
□ Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative Ory Dry Probe Field Opt Density Density Compaction [%)
Test LOCATION/ STATION / ELEVATION Depth Moist. Moist.
No. lin.l f%) (%) [pct) (pct) Actual
1
2
3
4
5
6
7
8
9
10
11
12
REMARKS: On-site for final inspection and testing of block wall. Contractor has placed final lift (see DIR 3/2)
up to top cap. Area probed fo r compaction. Top 2-3" were loose, but are considered topsoil and not part of
engineered fill. Material below is dense. Wall is complete and has been constructed in general accordance
with plans and our report dated 11/20/2020.
Signed: Joe Adler
www.sqsi.us
Spec
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAL • GEOLOGY • ENVIIIONMENTAL • HYDROGEOWGY • MINING • MATERIALS
Ca/trans lab# 214
www.sgsi.us
AIV ,1,,UH10NI
SGS Job No: -----'-3""'".3~17....c3..c..0 __
SIERRA GEOTECHNICAL SERVICES
G£0TliCIINIC/II, • GEOLOGY • £NVIRONM£NT/IL • I-IYDROG£0LOGY • MINING • MAT£RI/ILS
Ca/trans lab# 214
DAILY INSPECTION REPORT
Project: 1790 Ratcliff Road, Block Retaining Wall
Client: Dan ny Wrigh t Cons ulting Contact;
Location; Weather: Sunny
Contractor: Danny Wright Foreman: Danny
ADV .u ... o ....
SGS Job No: ___ ~3=.3-"'1""'73'--'0'----
Pa!!e No 1 ofl
Date: 3/1/2021
Day: Monday
Temperature: 65
Total Hours:
TYPE OF INSPECTION AND/OR TESTING CONCRETE/ MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
181 Construction observation □ Concrete/grout sampling Ticket No:
181 Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CMU construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F):
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Entrain(%):
181 Compaction testing □ Fire proofing Slump (in):
□ Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative
Probe Pield Opt Dry Dry Compaction (%)
Test LOCATION/ STATION/ ELEVATION Depth Moist Moist Density Density
No. /in.) (%1 (%1 (pcf) (pct) Actual Spec
1
2
3
4
s
6
7
8
9
10
11
12
REMARKS: On-site for compaction testing of wall backfill. Contractor has placed backfill -processed native -
up to approximately 48" above bottom (6th course of block). Area probed for compaction. 6-8" of loose soil
with roots encountered in multiple locations. Discussed with contractor. Roots to be removed, and a reas to be
recompacted. Will retest tomorrow.
Signed: Joe Adler
www.sgsi.us
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAL • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MATE.RIALS
Ca/trans Lab# 214
www.sqsi.us
AIV ...........
SGS Job No: __ ---=3:.:.::.3c.=.17:...:3:..::.0 __
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAl • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MATERIALS
Ca/trans lab# 214
DAILY INSPECTION REPORT
Project: 1790 Ratcliff Road, Block Retaining Wall
Danny Wright Consulting Contact Client·
Location: Weather. Sunny
Contractor: Danny Wright Foreman: Danny
SGS Job No: ___ ..:::3:..,:.3~17.:...:3::..::0:..._ __
Paee No 1 ofl
Date 2/26/2021
Day, Friday
Temperature: 60
Total Hours:
TYPE OF INSPECTION AND/OR TESTING CONCRETE / MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
181 Construction observation □ Concrete/grout sampling Ticket No:
181 Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CMU construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F):
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Entrain (%):
181 Compaction testing □ Fire proofing Slump (in):
□ Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative
Probe Field Opt Dry Dry Compaction (%)
Test LOCATION/ STATION/ ELEVATION Depth Moist Moist Density Density
No. (in.l (%1 (%1 (pct) (pd] Actual Spec
1 BF 10' N ofS end; 32" AB (retest 2/25) 12 8.5 9.5 112.6 124.S 90 90
2 BF 35' S of N end; 32" AB (Retest 2/25) 12 8.0 9.5 113.5 124.5 91 90
3 BF 50' S ofN end; 32" AB 12 8.3 9.5 111.8 124.5 90 90
4
5
6
7
8
9
10
11
12
REMARKS: On-site for compaction retesting of wall backfill from 2/25/2021. Level reworked. All tests met or
exceeded min 90% compaction. Work to continue.
Signed: Joe Adler
www.sqsi.us
SIERRA GEOTECHNICAL SERVICES
GEOTECf/NICAL • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MATl,RIALS
Ca/trans l ab# 214 SGS Job No: ___ ..c.3~.3cc.17'"'3c..c0 __ _
DAILY INSPECTION REPORT
Pa'1e No 1 of 1
Project: 1790 Ratcliff Road, Block Retaining Wall Dale:2/19/2021
Danny Wright Consulting Contact: Day: Friday Client:
Location: Weather Sunny Temperature: 70
Danny Wright Danny Total Hours:
Contractor: Foreman:
TYPE OF INSPECTION AND/OR TESTING CONCRETE/ MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
~ Construction observation □ Concrete/grout sampling Ticket No:
~ Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CM U construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F):
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Entrain (%):
~ Compaction testing □ Fire proofing Slump (in):
□ Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative Dry Dry Probe Field Opt Density Density Compaction (%)
Test LOCATION/ STATION/ ELEVATION Depth Moist Moist
No. fin.) (%1 (%1 (pcf) (pcf) Actual
1
2
3
4
5
6
7
8
9
10
11
12
REMARKS: On-site to review excavation for Keystone Block retaining wall. Contractor has excavated wall
keyway area and 1st bench behind key. See attached pictures. Excavation has exposed competent granular
soils, which are consistent with materials noted in our letter dated 11/20/2020. No adverse conditions noted.
Bottom ofkeyway was probed for density. Penetrations were less than 1". Area is considered suitable for
placement of leveling gravel. In addition, perforated subdrain pipe with filter sleeve was observed in key area
bottom.
Signed: Joe Adler
www.sqsius
Spec
SIERRA GEOTECHNICAL SERVICES
GEOTECIINICA/, • G£0WGY • £NVIRONME'NTA/, • HYDROG£0LOGY • MINING • MATERIALS
Ca/trans Lab fl 214
www.sqsi.us
AV .........
SGS Job No: -----=3c:..:::.3-=-1 7'-"3"'-0 __
SIERRA GEOTECHNICAL SERVICES
GF.OTF.CHNICAL • GEOLOGY • t:NVIRONMF.NTAL • 1/YDROGF.OLOGY • MINING • MATE'RIALS
Ca/trans Lab# 214
www.sqsi.us
SGS Job No: ___ 3c..c..3c...clc....7.c..30~--
SIERRA GEOTECHNICAL SERVICES
GEOTECf/NICAL • GEOLOGY • ENVIRONMENTAL • f/YDROGEOLOGY • MINING • MATERIALS
Ca/trans lab# 214 SGS Job No: ---=-3."'-3=-17:....:3:....:0 __ _
DAILY INSPECTION REPORT
Pa,:,e No 1 ofl
Project: 1790 Ratcliff Road, Block Retaining Wall Dale 2/25/20 21
Danny Wright Consulting Contact: Day: Thursday Client
Location: Weather: Sunny Temperature: 60
Contractor. Danny Wright Danny Total Hours: Foreman:
TYPE OF INSPECTION AND/OR TESTING CONCRETE/ MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
18] Construction observation □ Concrete/grout sampling Ticket No:
18] Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CM U construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F):
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Entrain(%):
18] Compaction testing □ Fire proofing Slump (in):
□ Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative
Probe Field Opt Dry Dry Compaction (%)
Test LOCATION/ STATION/ ELEVATION Depth Moist. Moist Density Density
No. rin.l (%1 (%1 (pd) (pd) Actual Spec
1 BF 20' S of N end; 32" AB 12 9.7 9.5 114.0 124.5 92 90
2 BF 10' N ofS End; 32" AB 12 7.3 9.5 94.8 124.5 76 90
3 BF 35' S ofN End; 32" AB 12 9.2 9.5 106.4 124.5 85 90
4
5
6
7
8
9
10
11
12
REMARKS: On-site for compaction testing of wall backfill. Contractor has placed backfill -processed native -
up to approximately 32" above bottom ( 4th course of block). Some compaction tests results were less than 90%.
Discussed failing tests with contractor. Areas to be recompacted. Will retest tomorrow.
Signed: Joe Adler
www.sqsi.us
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAL • GEOI.OGY • f:NV/RONMENTAL • 1-/YDROGEOLOGY • MINING • MATERIALS
Ca/trans Lab# 214
www.sqsi.us
SGS Job No: ___ ..c.3.-"-3"--17--'3'-'-0 __ _
SIERRA GEOTECHNICAL SERVICES
GEOTECHNICAL • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MA'l'EIIIALS
Ca/trans lab # 214
www.sqsi.us
A• ...... ,o ....
SGS Job No: __ ---=3.:.:::.3.::.:17:...::3-=-0 __
SIERRA GEOTECHNICAL SERVICES
GEOTECIINICAL • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MATERIALS
Ca/trans lab# 214
www.sqsi.us
SGS Job No: ___ =3=.3=17'--'3'--'0 __ _
AdOO a~003~
CHNICAL SERVICES
City of Carlsbad
APR O 4 2024 AV AA:WfOttl
GEOTECHNICAL • GEOLOGY
Ca/trans lab# 214 eortE>y ALS • BUILDING Dl\!§}Qi'!: __ ....::.3·=31:..:....:73:..::..0 __
DAILY INSPECTION REPORT
Pa11:e No 1 ofl
Project 179 0 Ratcliff Road, Block Reta ining Wa ll Dale: 2/23/20 21
Client: Danny Wright Consulting Contact.: Day: Tuesday
Location: Weather: Su nny Temperature: 7 0
Contractor: Danny Wright Da nny Total Hours:
Foreman:
TYPE OF INSPECTION AND/OR TESTING CONCRETE / MORTAR/ GROUT SAMPLE TEST DATA
□ Project/safety meeting □ Reinforcing steel Set No: 1 2 3 4 5
□ Site Inspection □ Batch plant operations Time:
181 Construction observation □ Concrete/grout sampling Ticket No:
181 Earthwork/mass grading □ Post tension Mix No:
□ Foundations/footings □ CMU construction Load No:
□ Subdrain installation □ Coring asphalt/concrete Mix Temp (°F);
□ Utility installation □ Welding Air Temp (°F):
□ Aggregate base placement □ Structural steel Air Eno·ain (%):
181 Compaction testing □ Fi re proofing Slump (in):
D Asphaltic concrete □ Other: Design Str (psi):
NUCLEAR FIELD DENSITY TEST SUMMARY Field Max. Relative Dry Dry Probe Field Opt Density Density Compaction (%)
Test LOCATION/ STATION/ ELEVATION Depth Moist Moist
No. lin.1 (%1 (%1 (pct) (pct) Actual Spec
1
2
3
4
5
6
7
8
9
10
11
12
REMARKS: On-site to review construction progress of Keystone Block retaining wall. Contractor has placed
four block -Keystone Compac Ill -courses and geogrid and is in process of backfilling key area with gravel. Gravel
backfi ll extends to face/top of vertical bench behind. Work progressing along Highland Drive to radius of Ratcliff.
Work consistent with plan. Contractor likely to place backfill starting tomo rrow. Will call when ready for compaction
testin .
Signed: Joe Adler
www.sqsi.us
SIERRA GEOTECHNICAL SERVICES
GEOTECIINICAL • GEOLOGY• ENVIRONMENTAL • 1-/YDROGEOLOGY • MINING • MATERIALS
Ca/trans lab# 214
www.sqsi.us
AV ........
SGS Job No: __ __:3:.:.::.3c=.17.:...::3:.::.0 __
SIERRA GEOTECHNICAL SERVICES
GEOTEC/INICAL • GEOLOGY • ENVIRONMENTAL • 1/YDROGF.OLOGY • MINING • MATERIALS
Ca/trans Lab# 214
www.sqsi.us
Allll .........
SGS Job No: ___ .::::3·.::::31c..:7..:::3.::..0 __
SIERRA GEOTECHNICAL SERVICES
GEOTECl·INICAl • GEOLOGY • ENVIRONMENTAL • HYDROGEOLOGY • MINING • MATERIAIS
Ca/trans Lab# 214
www.sqsi.us
Al!lif ........
SGS Job No: __ -----"3=.3-=--17'-=3--=--0 __
✓. EsG1I
A SAFEbu,lt' Company
DATE: 1-14-2021
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2020-3060.RC1
PROJECT ADDRESS: 1790 Ratcliff Road
SET: II
PROJECT NAME: Menon Residence-Keystone Retaining Wall
□ APPLICANT
□ JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D 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.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D 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.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted:
Mail Telephone
0 REMARKS:
(by:
Telephone#:
) Email:
Fax In Person
By: Erich A. Kuchar, P.E.
EsGil
1-5-2021
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad CBR2020-3060.RC1
1-14-2021
✓. EsG1I
A SAFEbuiltCompany
DATE: 12-11-2020
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2020-3060
PROJECT ADDRESS: 1790 Ratcliff Road
SET: I
PROJECT NAME: Menon Residence-Keystone Retaining Wall
D APPLICANT
D JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
D 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.
~ The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
D 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: Danny Wright Telephone#: 760-696-7794
Date contacted: (by: ) Email: unreadable
Mail Telephone Fax In Person
0 REMARKS:
By: Erich A. Kuchar, P.E. Enclosures:
EsGil
11 -24-2020
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad CBR2020-3060
12-11-2020
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2020-3060 JURISDICTION: Carlsbad
PROJECT ADDRESS: 1790 Ratcliff Road
FLOOR AREA:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION: 11-23-2020
DATE INITIAL PLAN REVIEW
COMPLETED: 12-11-2020
FOREWORD (PLEASE READ):
STORIES: 1
HEIGHT: 5'-0"
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 11-24-2020
PLAN REVIEWER: Erich A. Kuchar, P.E.
This plan review is limited to the technical requirements contained in the California Residential
Code, California Building Code, California Plumbing Code, California Mechanical Code,
California I 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 construction comply with the 2019 edition of the California
Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC,
2019 CPC, 2019 CMC and 2019 CEC.
The above regulations apply, 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. 105.4 of
the 2019 California 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 CBR2020-3060
12-11-2020
PLANS
1. Please make all corrections, as requested in the correction list. Submit FOUR new
complete sets of plans for commercial/industrial projects (THREE sets of plans for
residential projects). For expeditious processing, corrected sets can be submitted
in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. The City will route the plans to EsGil and the Carlsbad Planning,
Engineering and Fire Departments.
2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the
City Planning, Engineering and Fire Departments until review by EsGil is complete.
2. A reminder that due to Covid-19, the City will not permit counter corrections.
Please make sure all the items are satisfied ; otherwise, another round of
corrections will be necessary.
3. All plan sheets must be stamped and signed by active licensed Civil Engineer.
The three plan sheets submitted are missing this.
4. Provide a statement on the Title Sheet of the plans stating that this project shall
comply with the 2019 California Residential Code, which adopts the 2019 CBC,
2019 CMC, 2019 CPC and the 2019 CEC. Section R 106.1. Current plan sheets
call out 2013 CBC.
STRUCTURAL
5. Submit structural specs and details for foundation of the wall.
6. The plans shall indicate that special inspection will be provided for the following
work. (CBC Chapter 17 and Section 107.2)
a) Concrete construction. Special inspections and verifications should be
provided in accordance with Section 1705.3.
b) Masonry construction. Special inspection should be provided for all
masonry construction in accordance with Section 1705.4.
c) Soils. Special inspection should be provided for placement of fill 12 inches
or more deep in accordance with Section 1705.6.
Carlsbad CBR2020-3060
12-11-2020
MISCELLANEOUS
7. 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.
8. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
• Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes □ No □
9. The jurisdiction has contracted with EsGil, 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 Erich A. Kuchar, P.E. at EsGil. Thank
you.
COMPACII
&
COEMPAC III
Standardized Manual for Engineered
Retaining Walls up to 6 feet
SOILS REPORT REQUIRED.
PLEASE CHECK WITH YOUR LOCAL BUii.DiNG
DEPARTMENT •'OR FURTHER INFORMATION
ON BUU,DING PERMIT REQUIREMENTS.
CHULA VISTA LEMON GROVE SANTEE ENCINITAS ESCONDIDO MURRIETA
75 N. 4t1, Ave. 8240 Broadway 8755 Magnolia Ave. 577 N. Vulcan Ave. 1070 W. Mission Ave. 25725 Jefferson Ave.
(619) 474-1516 (619) 460-9101 (619) 448-2240 (760) 753-1164 (760) 480-9696 (951) 677-1489
® BLOCK & BRICK Reta i 11 i n g Ex c e I I e t1 c e~
~TENCATE
Mirafi
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COM PAC Ill UNITS MGF. BY RCP BLOCK & BRICK AND
MIRAGRID 2XT MANUFACTURED BY TENCATE
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
INTRODUCTION
This manual is specifically written, and all material contained within, for the Keystone Retaining Wall
System. Each Keystone retaining wall unit has different strength, weight, and size considerations which
requires an individual analysis. Geogrid soil reinforcement has performance properties which are unique to
the polymer type and material designation also requiring individual analysis. Different Keystone retaining
wall unit and geogrid combinations have unique design properties that require special analysis.
The purpose of Standardized Manual is to provide working parameters for the design and construction of
small Keystone retaining walls in accordance with current standard of practice. Larger or more complex
walls typically require site specific engineering analysis. Permitting may be required for any retaining wall
of any height so please check local requirements before proceeding with construction.
This Standardized Manual provides pre-engineered design for construction of segmental block retaining
walls (SRW) up to 6 feet high using 8-inch (203mm) high Keystone Compac II & Compac III units. The
designs provided are for walls no greater than 6' in total height with specific backfill and surcharge
conditions. The design is consistent with the National Concrete Masonry Association (NCMA) "Design
Manual for Segmental Retaining Walls, Third Edition."
COMPACT II AND COMPAC III BLOCK DETAILS
Compact II Block Unit
Tri-plane Face Unit Straight Split Face Unit
Piece Height Width Depth Core Weight Pcs/sq ft Available
Dimension Colors
Tri-plane 8" 18" 12" 4.5"x7" 76-81 lbs 1 Tan, Natural
Straight Split 8" 18" 12" 4.5"x7" 84-89 lbs I Tan, Natural
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COM PAC Ill UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
1
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
Compact III Block Unit
Tri-plane Face Unit Straight Split Face Unit
Piece Height Width Depth Core Weight Pcs/sq ft Available
Dimension Colors
Tri-plane 8" 18" 12" 5.6"x7.25" 67-72 lbs I Tan, Natural
Straight Split 8" 18" 12" 5.6"x7.25" 71-76 lbs I Tan, Natural
APPLICABILITY
This manual is applicable for retaining walls with total height of 6 feet or less, including a 6" deep
embedment below grade. The wall has either level backfill or sloping backfill with no greater than a
26.6-degree slope or traffic load of 250 pounds per square foot. The soils at the site classify as sand, silty
sand, clayey sand, silty gravel, clayey gravel, or mixtures thereof, and has the internal angle of friction
of 30° or greater. Such soils are soil types considered to be California Building Code (CBC) Class 4 type
soils.
BUILDING PERMIT
The user shall consult the local building authority for permit requirements for construction of retaining
walls for specific conditions at the site. The user shall use experienced construction contractor or should
have experience in construction of these walls and knowledge of soil compaction. The authority may
require a report from a licensed soils engineer for soil type and its strength parameters, and for
confirming applicability of this guideline.
DESIGN SUMMARY
The design presented in this guidance meets minimum acceptable factors of safety of 1.5 against sliding
failures, and 2.0 against overturning and bearing capacity failures. An Earthquake acceleration coefficient
of 0.15 g is used in the design. Wall batter considered is approximately 0-degree batter (almost vertical wall)
and approximately 8 degree batter. Geogrid reinforcements are Miragrid 2XT manufactured by Tencate.
The tables and plates that follow provide typical wall details and reinforcement schedule for Geosynthetic-
Reinforced SRWs up to 6' in height. The grading around the wall allows positive drainage of surface water
away from and around the wall. Hyrdrostatic pressures are not considered in the design.
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
2
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
STEPS FOR DESIGN SELECTION
1. Determine if Keystone Standard Manual is applicable to your project: This manual can be used
when acceptable to local building officials and when the wall height, surcharge load, and soil type
are consistent with those indicated in this manual.
2. Determine total wall height including proposed embedment: The total wall height is defined as
the exposed height plus embedment depth. The minimum wall embedment required is 6" for level
grade at the base of the wall, or depth required to achieve 5' distance to daylight at the base of the
wall.
3. Determine the type of soils that will be retained: Estimate the soil type based on visual soil
classification or soil testing. For more details on soil type at your site, contact a Soils Engineer.
4. Determine loading condition on the wall: All cases apply for a near-level soil surface at the toe of
the wall.
a. Case A depicts a near-level wall backfill with no surcharge load near the wall crest.
b. Case B depicts a near-level wall crest with surcharge load applied by traffic, for example, along
a driveway or a parking lot at the top of the wall.
c. Case C depicts a 2H : 1 V sloping surcharge (26.6 degrees maximum) above the wall.
5. Select proper wall design sections from the charts: Select geogrid reinforcement schedule from
Design Tables 1-3, or Plates 2 and 3.
6. Determine if building permits are required for wall construction: Building permit requirements
for segmental retaining walls are unique to each jurisdiction and can only be determined through
direct contact with local building officials. If permits are required, submit this Standard Engineering
Manual along with other site drawings, survey plans, literature, etc. that may be required by the
building departmen·t. • •
7. Wall Construction: Start wall construction only after you confirm that you do not need a permit, or
after a permit is obtained. Construct wall per details shown on Plate 1. Consult a Keystone
representative or hire a licensed engineer to understand the construction details and methods.
Note: Documentation of soil types by a licensed engineer or testing lab may be required to use
Standardized Engineering when obtaining permits. USCS soil classification types are defined by
ASTM 02487 & ASTM 02488.
EXCLUSIONS
Do not use this design guideline, if any of the following applies:
1) The user has no knowledge of strength parameters of soils,
2) Total wall height is in excess of 6 feet,
3) Back slope is steeper than 2 horizontal to 1 vertical (26.6 degrees),
4) Special surcharge loading conditions exist, such as, buildings or other structures, or,
5) Groundwater or drainage problems exist at the site.
LIMITATIONS
The design presented herein is based on the use of the specified product manufactured under license from
RCP Blocks & Bricks and for specific soil conditions. It is the responsibility of the user of this manual to
verify the actual site soil conditions, and to construct the wall in accordance with standard construction
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
3
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
procedures and manufacturer's recommendations. A qualified geotechnical engineer may be retained to
determine the soil type and any other geotechnical condition which may affect the design and stability of
the wall and surrounding area, and to provide inspection and testing services during wall construction. The
geotechnical engineer or his appointed representative shall observe and verify the installation of segmental
blocks, geosynthetic reinforcement, and compaction of fill soils. All fill soils should be compacted to at
least 90% of the maximum dry density determined using Modified Proctor Compaction Test per ASTM
D1557 Test Standards.
The design of the retaining wall assumes no build-up of hydrostatic pressures within the reinforced fill zone
of the wall. Therefore, construction of an effective subdrain system behind the wall is critical to the
performance of the wall. Any back-cut drain required shall be determined by the project geotechnical
engineer and shall be installed per the direction of the project geotechnical engineer.
The user of this design manual or his representatives agree, to the fullest extent permitted by law, to limit
the liability of RCP Blocks & Bricks and ABI Engineering Consultants, Inc. for any and all claims, losses,
cost, damages of any nature whatsoever or claims expenses from any cause or causes, so that the total
aggregate liability of RCP Blocks & Bricks and ABI Engineering Consultants, Inc shall not exceed $1,000
or the cost of the wall materials, whichever is less. Such claims and causes include, but are not limited to
negligence, professional errors or omissions, strict liability, breach of contract or warranty. The user of this
manual or his representatives also agree to fully protect, indemnify, hold harmless and defend RCP Blocks
& Bricks and ABI Engineering Consultants, Inc., their principals, officers, employees, and agents from and
against any and all loss, cost, damage, injury, liability claims, liens, demands, taxes, penalties, interest or
causes of action of every nature whatsC?ever resulting from the use of this document.
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COM PAC Ill UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
4
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE l(A)
Case A (1)-Level Backfill, No Surcharge -CBC soil type 4 or better (<I>= 30°)
Wall batter: No Batter (minimum setback per unit)
NO
SURCHARGE
REINFORCED:
SOILZONE I
Grid Length and Position above the base, between the
Numbers of blocks of the wall face
Total Wall Miragrid 2XT (Grid length is measured from the front face of the unit to the
Height(H) Layers back of the l!eo<>rid)
Grid 1 Grid2 Grid3
--2'-4 -
3'-0" I (4'-0") --
2nd & Jnl
3'-8" I (5'-0") --
3n1 & 4th
4'-4" 2 (4'-0") (5'-0") -
2nd & 3n1 4th&5th
5'-0" 2 (4'-0") (5'-0") -
2nd & 3n1 5th&6th
5'-8" 3 (4'-0") (4'-0") (5'-0")
2nd & 3rd 4th & 5th 6th&7th
6'-4" 3 (4'-0") (4'-0") (6'-0")
2nd & 3n1 5th & 6th 7th&8th
Note: Minimum Embedment Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill WALL UNITS,
MANUFACTU11.ED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE l(B)
Case A (II)-Level Backfill, No Surcharge -CBC soil type 4 or better (<I>= 30°)
Wall Batter: 8 Degrees (1" setback per unit)
REINFORCED /
SOILZONE /
I
I
I
Numbers or
Grid Length and Position above the base, between the
Total Wall blocks or the wall race
Height (H) Miragrid 2XT
Layers Grid 1 Grid 2 Grid3
--2'-4" --
3'-0" I (4'-0") --
2nd & 3m
3'-8" I (4'-0")
3m & 4th
4'-4" 2 (4'-0") (4'-0") -
2nd & 3m 4th&5th
5'-0" 2 (4'-0") (5'-0") -
2nd & 3m 5th & 6th
5'-8" 3 (4'-0") (4'-0") (5'-0")
2nd & 3m 4th & 5th 6th&7th
6'-4" 3 (5'-0") (5'-0") (5'-0")
2nd & 3rd 4th&5th 7th&8th
Note: Minimum Embedment Depth= 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill WALL UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE 2(A)
Case B (I) -Level Backfill, Uniform Surcharge of 250psf -CBC soil type 4 or better ( <I>= 30°)
Wall batter: No Batter (minimum setback per unit)
Grid Length and Position above the base, between the
blocks of the wall face
Total Wall Numbers of (Grid length is measured from the front face of the unit to the
Height(H) Miragrid back of the 11eoin 'd)
2XT Layers
Grid 1 Grid2 Grid3
REINFORCED:
SOILZONE I
2'-4" I (4'-0:') . .
I"& Znd
3'-0" z (4'-0") (4'-0") .
I" & Znd zoo & 3•d
3'-8" z (4'-0") (4'-0") .
I"& Znd 3ro&4th
4'-4" z (4'-0") (5'-0") . zoo & 3,d 4th&5th
5'-0" z (4'-0") (6'-0") .
zoo & 3,d 5th & 6th
5'-8" 3 (5'-0") (5'-0") (6'-0")
2nd & 3,d 4th & 5th 6th & 7th
6'-4" 3 (5'-0") (5'-0") (6'-0") zoo & 3,d 4th & Slh 7th&8lh
Nole: Minimum Embedmenl Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill WALL UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRA GRID 2XT MANUFACTURED BY TENCATE
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE 2(B)
Case B (II) -Level Backfill, Uniform Surcharge of 250psf -CBC soil type 4 or better (<I>= 30°)
Wall Batter: 8 Degrees (1" setback per unit)
REINFORCED/
SOILZONE /
I
I
I
Numbers Grid Length and Position above the base, between the blocks or
Total the wall race
Wall or (Grid length is measured from the front face of the unit to the back
Height Miragrid of the 1wolrrid) 2XT (H) Layers Grid 1 Grid 2 Grid3 Grid4
2'-8" I C4'-0"l.t I 1&21
3'-0" I (4'-0") ---2nd & 3rd
3'-8" 2 (4'-0") (4'-0") --I" &2nd 3rd&4th
4'~411 2 (4'-0") (4'-0") --2nd & 3rd 4th & 5th
5'-0" 2 (4'-0") (5'-0") -
2nd &3rd 5th&6th -
5'-8" 3 (5'-0") (5'-0") (5'-0") -2nd & 3rd 4th&5th 6th&7th
6'-4" 4
(5'-0") (5'-0") (5'-0") (5'-0")
200 & 3rd 4th & 5th 7th&g1h gth&9th
Note: Minimum Embedment Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC III WALL UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE 3(A)
Case C (I)-2H: lV (26.6°) sloped backfill, no surcharge-CBC soil type 4 or better (<I>= 30°)
Wall batter: No Batter (minimum setback per unit)
REINFORCED II SOIL ZONE
I
Grid Length and Position above the base, between the blocks of the
Numbers of wall face
Total Wall Miragrid 2XT (Grid length is measured from the front face of the unit to the back of the
Height (H) Layers 2eo2rid)
Grid I Grid 2 Grid3 Grid4
2'-4" I (4'-0") . .
I" & 2nd
2 (4'-0") (4'-0") . .
3'-0" 2nd & 3rd 3rd&4lh
3 (4'-0") (4'-0") (4'.Q") .
3'-8" ("&2nd 3n1&4lh 4"'&5"'
3 (4'-0") (4'.Q") (4'.Q") .
4'-4" zo<1 & 3rd 4"'&5"' 5"'&6"'
3 (5'-0") (5'-0") (5'.Q") .
5'-0" zoo & 3rd 5"'&6"' 6"'&7"'
4 (5'-0") (5'-0") (5'-0") (5'-0")
5'-8" zoo & 3rd 4"'&5"' 6"'&7"' 7"'&8"'
4 (6'-0") (6'-0") (6'-0") (6'-0")
6'-4" zoo & 3rd 4"'&5"' 7"'&8"' 8"'&9'h
Note: Minimum Embedment Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC III WALL UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
H
KEYSTONE COMPAC II & COMPAC III STANDARDIZED MANUAL
DESIGN TABLE 3(B)
Case C (II)-2H: lV (26.6°) sloped backfill, no surcharge -CBC soil type 4 or better (<t>= 30°)
Wall Batter: 8 Degrees (1" setback per unit)
REINFORCED II
SOIL ZONE
__ _J
I
I
I
I
Grid Length and Position above the base, between the blocks
Total Numbers of of the wall face
Wall Miragrid (Grid length is measured from the front face of the unit to the
Height 2XT back of the I eoo-rid)
(H) Layers Grid l Grid2 Grid3 Grid4
2'-4" I (4'-0") --
1"&2nd
3'-0" 2 (4'-0") (4'-0") --
2nd & 3n1 3nt&4lh
3'-8" 3 (4'-0") (4'-0") (4'-0") -
I"& 2nd Jnl &4lh 4lh&5lh
4'-4" 3 (4'-0") (4'-0") (4'-0") -
2nd & 3n1 41h &511, 511,&611,
5'-0" 3 (5'-0") (5'-0") (5'-0") -
2nd & 3,d 511,&611, 61h&71h
5'-8" 4 (5'-0") (5'-0") (5'-0") (5'-0")
2nd & 3n1 41h & 511, 61h&71h 711,&811,
6'-4" 4 (5'-0") (5'-0") (5'-0") (5'-0")
2nd & 3n1 4lh & 5lh 7lh & 811, 81h&91h
Note: Minimum Embedment Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC II & COMPAC Ill WALL UNITS,
MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE
Sl0~~ ••
KEYSTONE CAP UNIT COMPACTED LOW
• I PERMEABILITY SOIL
WALL
HEIGHT
KEYSTONE UNIT
KEYSTONE FIBERGLASS PIN
(2 PER BLOCK)
I
I
I
:I ITI ' 'm1 11m' 11ml.L, ,
-:ITT ITT Ill JR ! ,i.. _ _.,~~~~-0--0---c>--.:_:".:,_1 ~1;,:_11-_•:.._·,. "'-COMPACTED SOIL I
I
I UNIT DRAINAGE FILL /
/ (RETAINED SOIL)
I
~--J~~~-GEOGRID LENGTH ---i 1'-LIMIT OF EXCAVATION
FINISHED GRADE
EMBEDMENT
LEVELING PAD
I
I
I ____________ _J
3"0 PERFORATED DRAIN PIPE
( FOUNDATION SOIL)
Glossary
KEYSTONE UNIT -Keystone Compac II or Compac Ill pinned units. Fill core with 3/4" clean crushed stone.
GEOGRID (TYP.)
KEYSTONE CAP UNIT -4" high cap unit. cap units are secured to upper wall units with KapSeal adhesive per manufacturefs recommendations.
BLOCK SETBACK -Block setback is determined by the multiple pin locations in each unit as required by the wall geometry and design.
EMBEDMENT -Embedment required is a function of wall height and top slope. General recommendation is minimum embedment of 6"
below the grade in front of the wall.
WALL HEIGHT -Wall height is defined as the total wall height from top of leveling pad to top of wall.
LIMIT OF EXCAVATION -The limit of excavation is defined as the excavation necessary to install the wall system, leveling pad, drainage fill, drain
pipe, and the geogrid reinforcement when required.
LEVELING PAD -Leveling pad is typically constructed of compacted 3/4" crushed stone or gravel, 6" deep and 6" wider than the wall units
front and back. Concrete may also be used.
DRAIN PIPE -3" perforated pipe placed behind bottom of wall to provide additional drainage. Pipe shall be discharged to drainage
swale or storm drainage system.
UNIT DRAINAGE FILL-Drainage fill i~ a free draining crushed stone that i~ placed within units and for a dista~ of 12" behind the wall units.
REINFORCED SOIL -Reinforced soil backfill is placed and compacted in 8" think lifts to a minimum 90% maximum dry density (ASTM 01557)
with geogrid levels included at the design locations and lengths.
GEOGRID -Geogrid is Mirafi Miragrid 2XT polyester reinforcement. Geogrid lengths are measured from the wall face to the end of
reinforcement. Geogrid is placed on level compacted backfill and tensioned behind wall prior to backfilling.
FINISHED BACKSLOPE -Finished backslope shall be low permeable soil to prevent surface runoff into wall backfill.
KEYSTONE SEGMENTAL BLOCK WALL -COMPAC II & COMPAC III UNIT
GEOGRID REINFORCED WALL TYPICAL SECTION
SOIL TYPE = CBC SOIL TYPE 4 OR BETTER (~=30°)
SEISMIC DESIGN ACCELERATION= 0.15g ® BLOCK & BRICK
PLATE
1
O" SETBACK WALL-NEAR VERTIAL WALL
CASE A -LEVEL BACKFILL WITH NO SURCHARGE
r
H
-4.0' ~K H = 1'-8' H = 2'-4' H = 3'--0' H = 4'-4'
CASE B -LEVEL BACKFILL WITH 250PSF SURCHARGE
250PSF r
H
~ H = 1'-8' H = 2'-4"
CASE C -2H:1V SLOPING BACKFILL
r
H
l
LEGEND
2 11'7
£ . H = 1'-8' H = 2'-4"
••••• GEOGRID LOCATION
@ GEOGRID LENGTH
H TOTAL WALL HEIGHT
H = 3'--0'
H = 3'-8' H = 4'-4"
KEYSTONE 'SEGMENTAL BLOCK WALL -COMPAC II & COMPAC Ill UNIT
GEOGRID REINFORCED WALL DESIGN CHART -O" BLOCK SETBACK VERTICAL WALL
SOIL TYPE= CBC SOIL TYPE 4 OR BETTER (<1>=30°)
SEISMIC DESIGN ACCELERATION= 0.15g
GEOGRID = MIRAFI MIRAGRID 2XT
H =5'--0' H=5'-8"
H = 5'--0' H=S-8" H = 6'-4'
H =5'--0' H = 5'-8" H = 6'-4'
® BLOCK & BRICK
PLATE
2
1" SETBACK WALL-NEAR VERTIAL WALL
CASE A -LEVEL BACKFILL WITH NO SURCHARGE
Ii
H
1-
H =3'-8"
CASE B -LEVEL BACKFILL WITH 250PSF SURCHARGE
250PSF
H
l Kil ,.........HW
!· ~ • .
H = 1'-8" H = 3'-0'
CASE C -2H:1V SLOPING BACKFILL
Ii
H
2 117
b§.::::· 5·-jf~:-.,
H = 1'-8" H = 2'-4" H = 3'-0"
LEGEND
••••• GEOGRID LOCATION
@ GEOGRID LENGTH
H TOT AL WALL HEIGHT
H = 3'-8"
.4_0· a =:g.-
-4 O'
--cJ .. • 4 O'
H = 3'-8'
H = 4'-4"
H = 4'-4"
/ b ::_g,·
• 4.0'
H = 4'-4'
KEYSTONE SEGMENTAL BLOCK WALL -COMPAC II & COMPAC 111 UNIT
GEOGRID REINFORCED WALL DESIGN CHART -1' BLOCK SETBACK 8' BATTER WALL
SOIL TYPE = CBC SOIL TYPE 4 OR BETTER (<!>=30')
SEISMIC DESIGN ACCELERATION= 0.15g
GEOGRID = MIRAFI MIRAGRID 2XT
•• 1.. ..
H = 5'-0" H = 5'-8"
H = 5'-0' H = 5'-8'
• 5.0'
• 5.11
H = 5'-0"
RCP.
BLOCK & BRICK
• 5.11
• 5.0'
H = 6'-4'
• 5.11
• 5.0'
PLATE
3
RECE\VED
NO\J 2 3 2020
SIB , INC.
cnY OF ,
BU\LOl
l SB <:>TECHNICAL• GEOLOGY• HYDROGEOLOGY • MATERIALS TESTING• INSPECTION
, 1 10N
Danny Wright Consulting
3760 Vista Campana South, #25
Oceanside, CA 92057
Danraydub1@cox.net
November 20, 2020
Subject: KEYSTONE RETAINING WALL GEOTECHNICAL DESIGN
PARAMETERS AND PLAN REVIEW
1790 Ratcliff Road
Carlsbad, California
The following soil values may be used in the design for the 6-foot tall Keystone Compac
III retaining wall to be constructed at the toe-of-slope along the west property line at
the subject site (Figure 1). The recommendations included herein are based upon a site
review, a review of the project site plan and cross sections (attached), the 2020
Keystone Compac III Standardized Manual for Retaining Walls, and the Plan Review
Geotechnical Update Report prepared by Vinje & Middleton Engineering, Inc. and dated
October 1, 2003, for the adjacent property at 2245 Highland Drive, Carlsbad, California,
found on the City of Carlsbad Public Records Access website. •
Earth Pressures
Allowable Bearing Capacity .................................................................................................. 2000 psf
Passive Resistance .................................................................................................................... 150 psf /ft
Active Lateral Earth Pressure for level backfill... ........................................................ 40 psf /ft
Coefficient of friction against sliding ................................................................................ 0.25
Soil Unit Weight ........................................................................................................................ 125 pcf
Internal Angle of Friction ( <f,) .............................................................................................. 31 °
Based upon our plan review, the wall will be a 6-foot maximum height (6'4" with top
cap), Keystone Compac III block retaining wall. Blocks will be 8" in height, 18" wide, and
12" deep. The lowest course will be embedded 6". The wall will meet Keystone Design
Table 1 (B), Case A (II) requirements, and will include three levels of Geogrid
reinforcement. Backfill will be level, no surcharge, and the· wall will not support any
structures.
Further, based upon our experience and a review of the above noted Geotechnical
Update Report, soils in the site area consist of shallow granular surficial soils over dense
granular Old Paralic Deposits. This is consistent with the Kennedy and Tan, 2007 site
geologic map of the area (Figure 2).
MAMMOTH OFFICE: PO BOX 5024, MAMMOTH LAKES, CA 93546 • Phn: (760) 937-4608
BISHOP OFFICE: 169 WILLOW STREET, BISHOP, CA 93514 • Phn: (760) 937-4789
CARLSBAD OFFICE: 7040AVENIDA ENCINAS, SUITE 104-469, CARLSBAD, CA 92011• Phn: (760) 937-4608
>-t=
0
~~mn... (.~'2D20-J°'C)
1790 Ratcliff Road
Keystone Wall Recommendations
Project Number 3.31730
November 20, 2020
Soils were also found to be non-expansive, and meet the Keystone required Class Type 4
material, per CBC Table 1806A.2.
CBC Seismic Parameters
Table I presents the seismic parameters for use in preparing a Design Response Spectra, if
needed. The Site coordinates of latitude 33.1752, -117.3401 were estimated using the
computer program Google Earth.
TABLE I
SEISMIC PARAMETER TYPE RECOMMENDED
(ASCE 7-161 VALUE
Site Class D -Default
Fa 1.2 I!
Ss 1.029 g
S1 0.375 e
SMs 1.235 g
Sos 0.823 g
PGA/PGAM 0.451/0.541 g
Risk Category II
Wall Desi~n and Construction
Per the Keystone Compac III Standardized Manual for Retaining Walls, mm1mum
acceptable factors of safety are 1.5 against sliding, and 2.0 for overturning and bearing
capacity failures. An earthquake acceleration coefficient of 0.15g was used in the design.
Hydrostatic pressures were not considered.
Wall batter for this project is approximately 8-degrees. Geogrid reinforcements are
Miragrid 2XT manufactured by Tencate. Walls shall be constructed in general accordance
with the attached Plate 1. • • •
Earthwork
Excavation should be observed by SGS!. Such observations are considered essential to
identify field conditions that may differ from those anticipated, to adjust design to actual
field conditions, and to determine that the earthwork is accomplished in general
accordance with the recommendations of this letter.
(
1790 Ratcliff Road
Keystone Wall Recommendations
Project Number 3.31730
November 20, 2020
Earthwork recommendations which include guidelines for site preparation fill compaction,
slope work, temporary excavations, and trench backfill are provided in Appendix A.
Site soils are suitable for use as compacted fill if they are processed in accordance with the
recommendations in Appendix A. Approved fill soils should be placed in thin lifts (8-inches
loose thickness) and moisture conditioned to at least optimum moisture content. All fill
should be compacted to a minimum of 90-percent of the laboratory maximum dry density
per ASTM D1557.
All backfill soils should be tested by for suitability in advance by the project Geotechnical
Engineer. Soil backfill should have an expansion index (EI) of no greater than SO, a sand
equivalent (SE) greater than 15, maximum plasticity index of!:, 12, a liquid limit less than
40, when measured in accordance with ASTM D 4318, and shall not contain more than 1-
percent of organic materials (by volume).
We appreciate the opportunity to be of service to you. Should you have any questions
r~garding this report, plea,se do not hesitate to con_tact us.
Respectfully,
SIERRA GEOTECHNICAL SERVICES, INC.
Joseph A. Adler
Principal Geologist
CEG 2198 (exp 3/31/2021)
~OH --OS
NA
0 219
RTIFI
!NEE
L
Thomas A. Platz
Principal Engineer
PE C41039 (exp 3/31/2021)
*
NOT TO SCALE
1>,onga.,()
"\ /. { 1 ) ✓ , ... I '--~
.....
J
.. ..
\\ I
ir I
PROJECT• SITE LOCATION MAP
1790 RATCLIFF ROAD
COORD• 33.1752, -117. 3401 11/2020
DRAVINGo FIGUR£DWG DRAVN BY•
JAA
FIGURE•
. -·-
ll
JOB NO,, 3.31730 FIGURE 1
...
Old paralic deposits, undivided, Units 2-
4
Age Middle PletStocene Late Pleistocene (0 781 -0 0117 Ma)
Oescnption Poorly sorted, moderately permeable, reddish-brown,
interlingered strandhne, beach estuanne and colll.JVl8l deposits
composed of siltstone, sandstone and conglomerate These deposits
rest on the n<HI emergent wave rut abrasion platfoon preser,,ed by
regional uplrft
Reference Kennedy.MP and S S Tan dtgrt:11 prep by Bovard et al, 2007,
Geologic Map of the Oceanside 30' x 60' Quadrangle. Cahforma Cahfomia
Department of ConservabOn Cahfomia Geological Sun,ey 2703818
NOT TO SCALE
PROJECT• SITE GEOLOGIC MAP
1790 RA TCLIFF ROAD
CO□RD• 33. 1752, -117. 3401 DATE•
11/2020
DRAYING, F/GURE.DWG DRA'JN BY•
JAA
JOB NO., 3.31730
FIGURE•
FIGURE 2
WALL
HEIGHT
KEYSTONE CAP UNIT
KEYSTONE UNIT
KEYSTONE FIBERGLASS PIN
(2 PER BLOCK)
I
'j__ COMPACTED LOW
PERMEABILITY SOIL I
I
I
I
I ~1 Ii 1= I _1 ti I '1-m '"'
.-'--41~---e-..!,i--,!O~....,--o---o---o---'_',__-c, '~"-"_ ;-COMPACTED SOIL
I
I
I
I (RETAINED SOIL)
I
UNIT DRAINAGE FILL
i----~~4'"'+---GEOGRID LENGTH ---;1 t'--LIMIT OF EXCAVATION
r'-4~ ...... ..,.._-o.,.....,...--0---0---0---0---.. I
FINISHED GRADE
EMBEDMENT
LEVELING PAD
Glossaiy
( FOUNDATION SOIL)
I
I
I ____________ _j
3"0 PERFORATED DRAIN PIPE
KEYSTONE UNIT -Keystone Compac Ill pinned units. Fill core with 3/4" clean crushed stone.
GEOGRID (TYP.)
KEYSTONE CAP UNIT -4" high cap unit. Cap units are secured to upper wall units with KapSeal adhesive per manufacture(s recommendations.
BLOCK SETBACK -Block setback is determined by the multiple pin locations in each unit as required by the wall geometry and design.
EMBEDMENT -Embedment required is a function of wall height and top slope. General recommendation is minimum embedment of 6"
below the grade in front of the wall.
WALL HEIGHT -Wall height is defined as the total wall height from top of leveling pad to top of wall.
LIMIT OF EXCAVATION -The limit of excavation is defined as the excavation necessary to install the wall system, leveling pad, drainage fill, drain
pipe, and the geogrid reinforcement when required.
LEVELING PAD -\ Leveling pad is typically constructed of compacted 3/4 • crushed stone or gravel, 6" deep and 6' wider than the wall units
front and back. Concrete may also be used.
DRAIN PIPE -3' perforated pipe placed behind bottom of wall to provide additional drainage. Pipe shall be discharged to drainage
swale or storm drainage system.
UNIT DRAINAGE FIL~ -Drainage fill is a free draining.crushed stone that is placed within u_nits and for a distance of 12" behind.the wall units.
REINFORCED SOIL -Reinforced soil backfill is placed and compacted in 8" think lifts to a minimum 90% maximum dry density (ASTM D1557)
with geogrid levels included at the design locations and lengths.
GEOGRID -Geogrid is Mirafi Miragrid 2XT polyester reinforcement. Geogrid lengths are measured from the wall face to the end of
reinforcement. Geog rid is placed on level compacted backfill and tensioned behind wall prior to backfilling.
FINISHED BACKSLOPE -Finished backslope shall be low permeable soil to prevent surface runoff into wall backfill.
KEYSTONE SEGMENTAL BLOCK WALL-COMPAC Ill UNIT
GEOGRID REINFORCED WALL TYPICAL SECTION
SOIL TYPE= CBC SOIL TYPE 4 OR BETTER (~=30°)
SEISMIC DESIGN ACCELERATION= 0.15g
® BLOCK & BRICK
PLATE
1
H
KEYSTONE COMPAC III STANDARDIZED MANUAL
DESIGN TABLE l(B)
Case A (II) -Level Backfill, No Surcharge -CBC soil type 4 or better (<p=30°)
Wall Batter: 8 Degrees (1" setback per unit)
REINFORCED//
SOIL ZONE
I
I
I
I
Numbers of Grid Length and Position above the base, between the
Total Wall blocks of the wall face
Height (H) Miragrid 2XT
Layers Grid 1 Grid 2 Grid 3
---2'-4" -
3'-0" I (4'-0") --
2nd & 3nt
3'-8" I (4'-0")
3rd & 4th
4'-4" 2
(4'-0") (4'-0") -
2nd & 3nt 4th&5th
5'-0" 2 (4'-0") (5'-0") -
2nd & 3nt 5th &6th
5'-8" 3 (4'-0") (4'-0") (5'-0")
2nd & 3nt 4th & 5th 6th& 7th
6'-4" 3 (S'-0") (S'-0") (5'-0")
2nd & 3nt 4th&5th 7th&8th
Note: Minimum Embedment Depth = 0'-6"
DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE COMPAC III WALL UNITS, MANUFACTURED
BY RCP BLOCK & BRICK AND MIRA GRID 2XT MANUFACTURED BY TENCATE
.... ...
X ... ... z 0 ,... z f
A ◄ -,
PRINT ON 11 X 17 I ······· -•••••• I 101·---------------'----4
" N
~ a "i ~ ,..
:i ..
49'
JJ
drain inlet 1 ■ •
drain outlet
EL160
◄
:I
I
~
House
....... ~~ -~-, .,,.______ ..
curb
82' I
cross section A-A see page 2 A ◄:-1
Scale used: 1 "= 8'
(. City of
Carlsbad
Community & Economic
Devek>pment
Site Plan for
PooJs &
Retaining Walls
1\8 inch scale shown
Site Address: 1790 RATCLIFF RD, CARLSBAD, CA 92008
Legal Description: LOT 39
Contractor's Name DANNY WRIGH1'
Owner's Name SATISH MENON
Address: 1790 RATCLIFF RD, CARLSBAD, CA 92008
Driveway
.
,.,.~ ...
EL 160
+ !
.!!!!!!!!!-"
,.;--.JJ .....
\~
OI!!!!!!!.
~
A.P.N 1562700400
Phone: 760-696-TT94
Phone: 650-464-4264
,:, a:
:E u -' «s a:
Site Plan Checklist
~imensioned & to scale
Shown:
II North Arrow
)(All existing and proposed
structures
J( Property lines dimensions
)(Drainage patterns
ll(Existing & proposed slopes
~lope cross section
NA Distance from pool to property
lines and all structures
NA Distance-house to water's edge
NA Distance-pool heater to P/L and
any operable window
NA Length, width & sq. ft. of pool
NA Existing topography and pool's
distance from toe/top of slope
Ji!!'Easements
NA Pool fencing w/height & gate
compliance noted.
~ROW permit required.
l'.I Indicate what will happen w/ soil
excavated
For Retaining Walls Add:
Jl(wall heights at ends of walls or at
any change in height. TW=top of
wall, BW=bottom of wall.
.e(cross-section of wall stating wall
height above and below grade
?Grading quantities: ~ _Frn 40YDS
lmpo port
lhe dhcharp of polutants to any Jtorm dr ....
Pf'U-ffl Is ptclhlbited. No M>ld waste, p.-a,alewn
byproducts, $OI pardculau, construction ~,ui
matenlls, or wnta wat• 1.n.rat.d on
cOMtrYCtion slta or bV construC1ion actMdft sh~
N plamd, c~ Of dlscharpd lntothrt strfft,
autt• or storm drain system.
This project shall comply with the 2013 CA
Building co«, 2013 CA M«honkal Code;
Z013 CA Plumbing Code, 1013 CA Electrical
Cade, 2013 CA Energy E/fic~ncy Standards
and City of Carlsbad Municipal Code.
" .-4
X
.-4 .-4 z 0 ... z a: Cl.
I s· I
T
P/L
PRINT ON 11 X 17
Note: All soil excavated wi II
_be put back into the wall!
10' setback P/L
,-
3'
Scale used:
( City of
Carlsbad
Community & Economic
Development
Existing slope
tallest case
PA.
10' setback
+,:---footing trench
Temporary back cut
tallest case
P/L
TW158 ~ + EL 160 ._ EL 161
• to· •ell>-~ • ,_ • I
Min 6" burial
Bottom footing 153
Site Plan for
Pools &
Retaining Walls
1\8 inch scale shown
Section A-A
Site Address: 1100 RATCLIFF RD, CARLSBAD, CA 92009
Legal Description: LOT39
Contractor's Name DANNYWRIGHT
Owner's Name SATISH MENON
Address: 1790 RATCLIFF RD, CARLSBAD, CA 92008
A.P.N 1562700400
Phone: 760-696· TT94
Phone: 650-464-4264
Site Plan Checklist
[i) Dimensioned & to scale
Shown:
Ii) North Arrow
Iii All existing and proposed
structures
[i] Property lines dimensions
lil Drainage patterns
[i) Existing & proposed slopes
lil ·slope cross section
NA Distance from pool to property
lines and all structures
NA Distance-house to water's edge
NA Distance-pool heater to P/L and
any operable window
NA Length, width & sq. ft. of pool
NA Existing topography and pool's
distance from toe/top of slope
lxJ Easements
NA Pool fencing w/height & gate
compliance noted.
[i] ROW permit required.
[i] Indicate what will happen w/ soil
excavated
For Retaining Walls Add:
lil Wall heights at ends of walls or at
any change in height. TW=top of
wall, BW=bottom of wall.
[i) Cross-section of wall stating wall
height above and below grade
lil Grading quantities:
Cut Fill 40 cy
Qmpo9xport
The discharge of pollutants to any storm drainage
system is prohibited. No solid waste, petroleum
byproducts, soil particulate, construction waste
materials, or waste water generated on
construction site or by construction activities sha II
be placed, conveyed or discharged into the street,
gutter or storm drain system.
This project shall comply with the 2013 CA
Building Code, 2013 CA Mechanical Code,
2013 CA Plumbing Code, 2013 CA Electrical
Code, 2013 CA Energy Efficiency Standards
and City of Carlsbad Municipal Code.
APPENDIX A
EARTHWORK AND GRADING RECOMMENDATIONS
These earthwork and grading specifications are for the grading and earthwork shown on
the approved grading or construction plan(s) and/or indicated in the geotechnical
report(s). Earthwork and grading should be conducted in accordance with applicable
grading ordinances, the current California Building Code, and the recommendations of this
report. The following recommendations are provided regarding specific aspects of the
proposed earthwork construction. These recommendations should be considered subject
to revision based on field conditions observed by the geotechnical consultant during
grading.
Geotechnical Consultant of Record
Prior to commencement of work, the owner shall employ the Geotechnical
Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing
the approved geotechnical report(s) and accepting the adequacy of the preliminary
geotechnical findings, conclusions, and recommendations prior to the
commencement of grading or construction.
During grading and earthwork operations, the Geotechnical Consultant shall
observe, map, and document the subsurface exposures to verify the geotechnical
design assumptions. lfthe observed conditions are found to be significantly different
than the interpreted assumptions during the design phase, the Geotechnical
Consultant shall inform the owner, recommend appropriate changes in design to
accommodate the observed conditions, and notify the review agency where
required. Subsurface areas to be geotechnically observed, mapped, elevations
recorded, and/or tested include natural ground, after it has been cleared for
receiving fill but before it has been placed, bottoms of all "remedial removal areas,
all key bottoms, and benches made on sloping ground to receive fill.
The Geotechnical Consultant shall observe the moisture-conditioning and processing
of the subgrade and fill materials and perform relative compaction testing of fill to
determine the attained level of compaction. The Geotechnical Consultant shall
provide the test results to the owner and the contractor on a routine and frequent
basis.
The Earthwork Contractor
The Earthwork Contractor shall be solely responsible for performing the grading in
accordance with the plans and specifications. The Earthwork Contractor shall review
and ·accept the plans, geotechnical report(s) and these Specifications prior·to the
commencement of grading. The Earthwork Contractor shall have the sole
responsibility to provide adequate equipment and methods to accomplish the
earthwork in accordance with applicable grading codes and agency ordinances,
these Specifications, and the recommendations in the approved geotechnical
report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant
unsatisfactory conditions; such as unstable soil, improper moisture condition,
inadequate compaction, adverse weather, etc ... are resulting in a quality of work less
than required in these Specifications, the Geotechnical Consultant shall reject the
work and may recommend to the owner that construction be stopped until the
conditions are rectified.
Site Preparation
General: Site preparation includes removal of deleterious materials, unsuitable
materials, and existing improvements from areas where new improvements or new
fills are planned. Deleterious materials, which include vegetation, trash, and debris,
should be removed from the site and legally disposed of off-site. Unsuitable materials
include loose or disturbed soils, undocumented fills, contaminated soils, or other
unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these
removals depending on specific site conditions. Earth fill material shall not contain
more than 1-percent of organic materials (by volume). Nesting of the organic
materials shall not be allowed.
If potentially hazardous materials are encountered, the contractor shall stop work in
the affected area, and a hazardous material specialist shall be informed immediately
for proper evaluation and handling of these materials prior to continuing to work in
that area.
As presently defined by the State of California, most refined petroleum products
(gasoline, diesel fuel, motor oil, grease, coolant etc ... ) have chemical constituents that
are considered to be hazardous waste. As such, the indiscriminate dumping or
spillage of these fluids onto the ground may constitute a misdemeanor, punishable
by fine and/or imprisonment and shall not be allowed.
Any existing subsurface utilities that are to be abandoned should be removed and
the trenches backfilled and compacted. If necessary, abandoned pipelines may be
filled with grout or slurry cement as recommended by, and under the observation of,
the Geotechnical Consultant.
Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by
the Geotechnical Consultant during grading. The actual extent of removal shall be
determined by the Geotechnical Consultant based on the field evaluation of exposed
conditions during grading. Where fill-over-cut slopes are to be graded, the cut
portion of the slope shall be made, evaluated, and accepted by the Geotechnical
Consultant prior to placement of materials for construction of the fill portion of the
slope, unless otherwise recommended by the Geotechnical Consultant.
In addition to removals and over-excavations recommended in the approved
geotechnical report( s) and the grading plan, soft, loose, dry, saturated, spongy,
organic-rich, highly fractured, or otherwise unsuitable ground shall be over-
excavated to competent ground as evaluated by the Geotechnical Consultant during
grading.
All areas to receive fill, including removal and processed areas, key bottoms, and
benches, shall be observed, mapped, elevations recorded, and/or tested prior to
being accepted by the Geotechnical Consultant as suitable to receive fill. The
Contractor shall obtain a written acceptance from the Geotechnical Consultant prior
to fill placement. A licensed surveyor shall provide the survey control for
determining elevations of processed areas, keys, and benches.
Fm compaction
The onsite soils are suitable for placement as compacted fill provided the organics,
oversized rock (greater than 6-inches in diameter) and deleterious materials are
removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed
in the bottom of deeper fills or approved areas provided they are selectively placed
in such a manner that no large voids are created. All rocks shall be placed a minimum
of 4-feet below finish grade elevation unless used for landscaping purposes. Any
import soils shall be tested for suitability in advance by the project Geotechnical
Engineer.
After making the recommended removals prior to fill placement, the exposed ground
surface should be scarified to a depth of approximately 12-inches, moisture
conditioned as necessary, and compacted to at least 95-percent of the maximum dry
density obtained using ASTM D1557 as a guideline. Surfaces on which fill is to be
placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that
the fill placement occurs on relatively level ground.
For parking areas and other improvements, a one-foot removal is recommended
depending on site conditions (i.e. depth of root zone, and depth of disturbance which
may have locally deeper removal depths). The removal bottom should be observed
(tested as needed) by the geotechnical consultant prior to placing fill soils. The upper
12-inches of subgrade material along with the Class II Aggregate Base and the
Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials
maximum dry density as determined by ASTM D1557. The subgrade and aggregate
base shall be moisture-conditioned and compacted to 95-percent of the material's
maximum dry density as determined by ASTM D1557 to a depth of 12-inches.
All fill and backfill to be placed in association with the proposed construction should
be accomplished slightly over optimum moisture content using equipment that is
capable of producing a uniformly compacted product throughout the entire fill lift.
Fill materials at less than optimum moisture should have water added and the fill
mixed to result in material that is uniformly above optimum moisture content. Fill
materials that are too wet can be aerated by blading or other satisfactory methods
until the moisture content is as required. The wet soils may be mixed with drier
materials in order to achieve an acceptable moisture content.
The fill and backfill should be placed in horizontal lifts at a thickness appropriate for
equipment spreading, mixing, and compacting the material, but generally should not
exceed eight inches in thickness.
No fill soils shall be placed during unfavorable weather conditions. When work is
interrupted by rains, fill operations shall not be resumed until the field tests by the
geotechnical engineer indicate that the moisture content and density of the fill are as
previously specified.
Slopes
All slopes shall be compacted in a single continuous operation upon completion of
grading by means of sheepsfoot or other suitable equipment, or all loose soils
remaining on the slopes shall be trimmed back until a firm compacted surface is
exposed. Slope compaction tests shall be made within one foot of slope surface.
Cut and fill slopes shall be a maximum of 2: 1 (horizontal to vertical) unless approved
by the Geotechnical Consultant.
Planting and irrigation of cut and fill slopes and/or installation of erosion control and
drainage devices should be completed due to the erosion potential of the soil.
Jemporacy Excavations
Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The
recommended slope for temporary excavations does not preclude local raveling and
sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering
may be necessary. In areas of insufficient space for slope cuts, or where soils with
little or no binder are encountered, shoring shall be used.
All large rocks exposed above temporary cuts shall be removed prior to foundation
excavation. In addition, any rocks exposed during development from raveling and
sloughing should be removed immediately.
All excavations should comply with the requirements of the California Construction
and General Industry Safety Orders and the Occupational Safety and Health Act and
other public agencies having jurisdiction.
Utility Trench Backfill
All utility trenches in structural areas shall be compacted to a minimum of90-percent
per ASTM D1557. All trenches in non-structural areas shall be compacted to a
minimum of85-percent per ASTM D1557.
All material used for utility trench backfill shall be approved by the Geotechnical
Engineer prior to placement. All bedding and backfill of utility trenches shall be done
in accordance with the applicable provisions of Standard Specifications of Public
Works Construction. Bedding material shall have a Sand Equivalent greater than 30
(SE>30). The bedding shall be placed to 1-foot over the top of the conduit and
densified by jetting. Backfill shall be placed and densified to a minimum of90-percent
of maximum from 1-foot above the top of the conduit to the surface.
Lift thickness of utility trench backfill shall not exceed those allowed in the Standard
Specifications of Public Works Construction unless the Contractor can demonstrate
to the Geotechnical Consultant that the fill lift can be compacted to the minimum
relative compaction by his alternative equipment and method.
Regulations of the governing agency may supersede the above, and all trench
excavations should conform to all applicable safety codes. The Contractor shall follow
all OSHA and Cal/OSHA requirements for safety of trench excavations.