HomeMy WebLinkAboutDWG 454-5A; PD 07-08; MARBELLA SLOPE STABILIZATION; 01-07~RADING NOTES
(IN ADDITION TO THE REQUIREMENTS Of CHAPTER 15.16 or THE
CARLSBAD MUNICIPAL CODE.) . ·. ·
29. THE Ov.ttEls/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE
TI,£ WORK OF THESE GRADING PLANS l'llTH THAT SHOY,1,1 ON BOTH THE LANDSCAPE
AND IRRIGATION PLANS AND TJ,E IIIPROVEMENT PLANS AS REQUIRED FOR THIS
WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS. 1. lHIS PLAN SUPERSEDES ALL OTHER Pt.ANS PREVIOUSLY APPRO~ BY lHE CITY
QF CARLSBAD REGARDING GRADING SHOl'hl ON lHIS SET QF Pt.ANS.
2 •. APPROVAL QF THIS PLAN DOES NOT LESSEN OR WAIVE: ANY PORTION OF THE 30. STORl,I DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE 111TH A MINIMUM
CARLSBAD MUNICIPAL CODE, RESOLUTION Of" CONDI.TIONAL APPROVAL, CITY D-LOAD OF 1,350. FOR PRIVATE STORI.I DRAIN PIPES, UP TO 15' PVC MAY BE
STANDARDS OR OlHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY UTILIZED PROVIDED DEPTH IS LESS THAN 15 FEET AND BACKALLED 111TH 3/4"
PERTAIN TO JHIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL ROCK PER SDRSD S-4 TYPE 'C' AND PIPE MEETS ASTM STANDARD 3034 FOR
REVISE THESE PLANS 111,EN NON-CONFORMANCE IS DISCOVERED. SOR 35 SOLID WALL PIPE.
3. i'.llK APf~~ALRg;,~/J?ES F~~T ~~u6~RE~~ON~LO~~;o~: {N~,~~SSl~S 31. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE
DISCOVERED DURING CONS=ucllON. ALL PL"' REVISIONS SHA" B~ PRO"Plt.Y GRADING OPERATION, IT SHALL BE REMOVED WITHIN Tl',ENTY FEET OF BUILDING '" N' ,.. ~ .• OR smEET AREAS AND REPLACED 111TH . PROPERLY COMPACTED SOILS. IN OTHER
SUBMITTED TO THE CITY ENGINEER FOR APPROVAL · AREAS THE PIPE WIU. BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY
4. A RIGHT-OF-WAY PERMIT FROt.4 THE CITY ENGINEER lllLL BE REQUIRED FOR ANY THE CITY ENGINEER.
WORK IN THE PUBLIC RICHT Of" WAY. PRIOR TQ PERMIT ISSUANCE, A •-AC 11cs CERTIACAl? Of" INSURANCE AS 'Mcl.L AS ADDITIONAL INSURED ENDORSEMENT MUST BE 32. THE CONTRACTOR SHAU. VERIFY THE LOCATION OF ALL EXIST!,,~ f ILi a
ALEO NAMING THE CITY Of" CARLSBAD AS AN ADDITIONAL INSURED ON THE ( ABOVE GROUND ANO UNDER GROUND ) 111THIN THE PROJECT SITE SUFACIENTLY
PERMlffiE°S POLICY IN THE MINIMUl,I AMOUNT OF $1.000,000.00 FOR EACH AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS
OCCURRAINCE OF LIABILITY. Il1E INSURANCE COMPANY \',lllTINO )HE POLICY MUST FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFL!Ct 111TH THE PROPOSED
HAVE A RATING OF "A-• OR BETTER AND A SIZE CATEGORY Of" CLASS V OR BETTER WORK.
AS ESTABLISHED sr "BESTs" KEY RATING GlJID~ · • . 33. THE CONTRACTOR SHALL NOTIFY /\FTECJEI) UTILITY COMPANIES (SEE BELOW) AT
~)
•
1
· N U LDING CODE, LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR 5. UNLESS EXEMPTED BY SECTION 301. b 5 OF THE U !FORM B 1 · FACILITIES AND SHALL COORDINATE THE WORK IIHH A COMPANY REPRESENTATIVE. RETAINING WALLS OUTSIDE Of" PUB. IC RIGHT OF WAY REQUIRE SEPARATE
PERMITS FROM THE BUILDING DEPARlMENT. UNDERGROUND SERVICE ALERT 800 422-4133
6. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROl,I ~ii}Tc BELL ggg g~~=ir1i
lHE CITY AND OTHER APPROPRIATE AGENCIES. TIME WARNER CABLE 760 438-7741
7. APPROVAL Of THESE PLANS BY THE CITY ENGINEER P<lES NOT AUTHORIZE ANY COX COMMUNICATIONS 760 806-9809
WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY 01\t;ER•s PERMISSION · CITY OF CARLSBAO(STREETS & STORIII DRAIN) 760 434-2980
HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN. ISSUED. 'CITY OF CARLSBAD(SE'M::R.WATER & RECLAIMED WATER) 760 438-2722
8. NO REVISIONS WILL BE MADE TO lHESE PLANS WllHOUT THE WRITTEN APPROVAL 'SAN DIEGUITO WATER DISTRICT 760 633-2650
OF 1H£ CITY ENGINEER, NOTED \\ITHIN lliE Rf;VISION BLOCK, ON THE 'LEUCADIA WASTEWATER DISTRICT . 760 753-0155
APPROPRIATE SHEET OF lHE PLANS AND THE TITLE SHEET. 'VALLECITOS WATER DISTRICT . 760 744-0460
•. TY . TY PON BENO 'OU"vt:NHAIN WATER DISTRICT 760 753-6466 9. ORIGINAL DRAWINGS SHALL BECOME THE PROPER OF lHE Cl U 1 '6UENA SANITATION DISTRICT 760 726-1340
SIGNED BY THE CITY ENGINEER, . 'AS APPROPRIATE
10. THE ORIGINAL DRAlllNG SHALt BE REVISED . TO REA.ECT AS-BUILT CONDITIONS 34, PERMIT COMPLIANCE REQUIREMENTS:
BY THE ENGINEER-Of'-1'/0RK PRIOR TO FINAL ACCEPTANCE Of" THE WORK BY THE A. FOR CONTROLLED GRAPING _ THE APPLICANT HIRES A CIVIL ENGINEER,
· 11• ~blJe:ss FOR ARE AND OTHER Et.4ERGENCY VEHICLES SHALL BE MAINTAINED To so1Ls ENC1NEER. AND/OR GE0LoG1sT To GIVE rrcHN1cAL ADVICE~
· ~E· PRO ~er SITE AT ALL Tl"ES DURING CONSTRUCTION. . OBSERVE AND CONTROL THE WORK IN PROGRESS 115.16.120 A.B1
on = '" 1' CARLSBAD MUNICIPAL CODE.
12. Wl-iERE TRENCHES ARE lllTHIN CITY EASEMENTS, A SOILS REPORT COMPRISED
Or: (Al SUMMARY SHEET, (B) LABORATORY .WORK SHEETS AND (Cl COMPACTION
CURVES SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER Of JHE STATE Of"
C AUFORNIA. PRINC JP ALL y. ' DOING BUSINESS li'l 1H£ · flEW OF APPLIED SOILS
MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO lHE CITY ENGINEERING
INSPECTOR 1'11THIN TIIQ WORKING DAYS Of THE COMPLETION OF FIELD TESTS.
13. A SOILS COMPACTION .• REPORT ANO COMPLIANCE VERIFICATION REGARDING
B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT -THE FOLLOWING
REPORTS MUST BE SUBMlffiD TO THE CITY ENGINEER V+A THE
PROJECT INSPECTOR {15.16.120 A.10J CARLSBAD MUNICIPAL COO£:
(1) FINAL REPORT BY SUPERVISINO GRADING ENGINEER STATING ALL
GRADING IS COMPLETE. ALL EROSION CONffiOL, SLOPE PLANTING
AND IRRIG~TION ARE INSTALLED IN CONFORMANCE 111TH CITY
CODE AND TJ,E APPROVED PLANS ( OBTAIN SAMPLE OF COMPLIANCE
LETTER FROM CITY ENGINEERING DEPARTMENT).
(2) AS-BUILT GRADINO PLAN.
(3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES
RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO
THE EXPANSIVE QUALITY Qt THE SOIL. AND SUMMARIES Of"
OWNER'S CERTIFJCATI
I ( WE ) HEREBY CERTIFY 11-IAT A REGISTERED SOILS ENGINEER OR
GEOLOGIST HAS BEEN OR 'MLL BE RETAINED TO SUPERVISE OVER-ALL
GRADING ACTIV+TY AND ADVISE ON THE COMPACTION AND STABILITY OF
THIS SllE.
I (WE) UNDERSTAND lHAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY
TI-IE CITY OF CARLSBAD DOES NOT RELIEVE THE ENGINEER(S) or V.ORK OF RESPONSIBILITIES
FOR PROJECT DESIGN.
I (WE) UNDERSTAND THAT THE APPROVAL OF THIS PLAN BY THE CITY OF CARLSBAD DOES
NOT tONSTITUTt APPROVAL FOR CONSTRUCTION OF ANY STRUCTURE OTHER lHAN THOSE
SHOl'hl ON THIS PLAN.
I (WE) UNDERSTAND THAT PRIOR TO THE APPROVAL Of PLANS AND/OR PERMITS FOR
SUBSEQUENT DEVELOPMENT Of" TJ,E Silt, ADDITIONAL GEOTECHNICAl. ANO GEOLOGIC FIELD
LYSIS, AND REPORTS BE REQUIRED BY THE CITY OF CARLSBAD.
PHONE (l(No/"C1~"1e/l-Jr (#>"',, , V.e.. . DATE
SITB ADDRESS
2431 LA COSTA AVE.
CARLSBAD, CA 92009
PROJECT LOCATION
1M' ~e~>
i
THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 216-240-55
THE C AUfORNIA INDEX Of" THIS PROJECT IS: N 1976 E 6252
LEGAL DESCRIPTJO!i
CARLSBAD TRACT NO. 73-7 BEING A SUBDIVISION Of LOT 206 Of" LA COSTA SOUTH UNIT 3
IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. APN 216-240-55
SOURCE or TOPOGRAPHY
TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERA TED BY FLOl'.N
PHOTOGRAMMETRY METI-IODS FROM INFORMATION GA THEREO ON
5/13/2005, BY R.J. LUNG AND ASSOCIATES.
TOPOGRAPHY SHOWN HEREON COMFORMS TO NATIONAL MAP
ACCURACY STANDARDARDS.
BASIS or BEARING
TJ,E BASIS OF BEARING FOR THIS SURVEY IS THE CALIFORNIA COORDIANTE SYSTEM -19B3,
ZONE VI, 1991.35 EPOCH, NORTH AMERICAN DATUM OF 1983 (NAD83).
REFERENCE DRAWINQS
-GRADING Pl.AN F286 PROJECT NO. 74-13 DWG NO. 176-6
-MAP NO. 7921 DWG NO. 73-7
-GRADING PLANS FOR mACT 75-7 PROJ NO. 76-4 DWG NO. 1B3-9
-DWG NO. 296-SHEETS 189, 199. 200
-GRADING Pl.ANS FOR LOT NO. 206, DIii, NO. 169-7A-1
-CITY QF CARLSBAD RETAINING WALL DWG NO. 437-7
-GRADING PLANS FOR MARSELLA INTERIM LANDSLIDE STABIUZATION DWG NO. 437-1A
EN~ll'IEER'S UTIUTY NOTB
ADHERENCE TO RECOl,tMEl'lDATIONS OUTLINED . JN THE SOILS REPORT IS REQUIRED
PRIOR TO THE ISSUANCE Of" A BUILDING PERMIT. Al,L CONTROLLED GRADING
SHALL BE DONE UNDER THE DIRECTION Of" A. PROFESSIONAL ENGINEER Of" THE
STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED
SOILS MECHANICS. ALL ALL OR FUTURE ALL AREAS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE CITY Of" CARLSBAD . STANDARD SPECIFICATIONS ANO THE
• EARTJ,WORK SPECIFICATIONS ' · ATTACHED TO THE PRELIMINARY SOILS
INVESTIGATION. DAILY FIELD COMPACTION REPORTS 1"11-L BE SUBMITTED TO 11-IE
PROJECT INSPECTOR.
14. A PRECONSTRUCTKlN MEETING SHALL BE HELD AT JHE SITE PRIOR TO THE
AELD ANO LABORATORY TESTS. THE REPORT SHALL ALSO
INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE THE LOCATIONS OF UNDERGROUND UTILITIES SHOl'hl HEREON ARE BASED ON ABOVE GROUND
GRADING WAS DONE IN ACCORDANCE WllH lHE REQUIREMENTS AND STRUCTURES AND RECORD DRAWINGS PROVIDED TO THE SURVEYOR, LOCATIONS OF UNDERGROUND
BEGINNING OE WORK AND SHALL BE ATTENDED BY Al L REPRESENTATIVES
RESPONSIBLE FOR CONSTRUCTION,, INSPECTION, SUPERVISION, TESTING AND ALL OlHER
ASPECTS OF THE ll«lRK, THE ~ONTRACTOR · SHALL REQUEST A PRECONSTRUCTIOl'l
MEETINO BY CAWNG lHE INSPECTIOl'l LINE .AT (760) 438-3891 AT LEAST f!VE(5)
WORKING DAYS PRIOR TO STARTING CONSTRUCTION. THE ',ONTRACTOR \\ILL lHEN BE
CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE
PRECONSffiUCTION MEEllNG. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO
SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR
AT THE MEETING.
15. Ai L INSPECTION REQUESTS OTHER )HAN FOR PRECONSTRUCTION MEETING WILL BE
-T . 4-38-3 E UEST UST BE T · D PM.
TJ,E DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE
THE NEXT WORK DAY UNLESS YOU REQUEST 0THER\\1SE. REQUESTS MADE AFTER
2:00 P.M. WILL BE SCHEDULED FOR TIIQ FULL WORK DA~ LATER.
16. lHE OWNER AND/OR APPLICANT lHROUGH TliE DEVELOPER AND/OR CONTRACTOR
SHALL DESIGN, CONSTRUCT ANO MAINTAIN ALL SAFETY DEVICES, INCLUDING
SHORING,. AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAi.,
STATE A~D FEDE:RAL SAFETY AND HEALTH ST/\NDARDS, LAWS AND REGULA.TIONS.
17. THE CONTRACTOR SHALL CONFORM TO LAIBOR CODE SECTION 6705 BY SUBMITTING
A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING
lHE DESIGN Of" SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE
OF IIORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING lHE
EXC AVA TIOl'l Of" sue H mENC H OR TRENCHES 0~ DURING THE PIPE INSTALLATION
lHEREIN. THIS PLAN MUST BE PREPARED fOR ALL TRENCHES FIVE FEET (5') OR
MORE IN DEPlH AND APPROVED BY THE CITY ENGINEER . ANO/OR CONCERNED
AGENCY PRIOR TO · EXCAVATION, It Il1E PLAN \/ARIES FROM lliE SHORING SYS)l:111
STANDARDS EST BUSHED BY THE CONSffiUCTION SAFETY ORDER Tilt. 8
CAUFOR S ATIVE COD lHE SHALL BE PREPARED BY A
I G EER AT O TORS' EXP . A COPY Of THE OSHA
EXCAVATIO~ PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO
EXCAVATION.
18, NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN
OBTAINED FROM lHE CITY Of' CARLSBAD, SUBMIT APPLICATION FOR BLASTING
PERMIT ll{LL IN ADVANCE OF THE SCHEDULING or BLASTING OPERA "f\ONS.
19. IF A Y ARCHAEOLOGICAL ESOURCE ARE DISCOVERED WITHI A Y
DURI CONSTRUCTICN, O ER 110 S C EDIATE Y, A D THE
PERMITTEE lllLL NOTIFY THE CITY INEER. OPERA.TIO S \\ILL OT RESTART
UNTIL THE,. PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY
ENGINEER ro DQ: ~o. . •
20. ALL OPERATIONS". CONDUCTED ON THE SITE OR ADJACENT lHERETO, INCLUDING
WARMING , UP, REPAIR. ARRIVAL, DEPAR]\JRE OR OPERATION Of" TRUCKS,
EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT ANO ANY OTHER ASSOCIATED
GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BET\\UN 7:00 A.M. ANO
SUNSET EACH QAV, MONDAY lHRU FRIDAY AND NO EARTHMOVING OR GRADING
OPERATIONl) SHALL BE CONDUCTED ON 11{(:KENDS OR HOLIDAYS, (A LIST OF CITY
HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARlMENT COUNTER.)
21 AL!._OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TQ IHE
• CHY ENGINEER FOR APPROVAL TWO FULL V.ORKING DAYS PRIOR TO BEGINNING Of
WORK.
22. IMPORT MATERIAL SHALL BE OBTAINED FROM. AND WASTE MATERIAL SHALL BE
DEPOSITED AT, A SITE APPROVED BY JHE· CITY ENGINEER. JHE CONlRACIOR
SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG D:1E HAUL
ROUTES OR ADJACENT SffiE£TS AS A RESULT OF lHE GRADING OPERATIOlt
23. BRUSH SHALL BE REMOVED ONLY 1'11THIN TJ-iE AREA TO BE GRADED. NO ffiEES ARE
TO BE REMOVED UNLESS SPECIFICALLY NOITO ON THE PLAN, .
24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING Of
WATER IS NOT PERMITTED. ALL EARTHEN SWALES ANO DITCHES SHALL HAVE A
MINIMUM ONE PERCENT SLOPE.
25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SET Of" EROSION
CONTROL PLANS. EROSION CONTROL SHALL SE AS SHOl'hl ANO AS APPROVED BY
THE CITY ENGINEER OR AS DIRECITD BY THS PROJECT INSPECTOR.
26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORIJ . ·
SURFACE AND CROSS SECTION. THE SITE' SHALL BE LEFT IN A NEAT ANO
ORDERLY CONDIT10N. ALL STONES, ROCTS QR OTHER DEBRIS SHALL BE REMOVED
ANO DISPOSED Of" AT A SITE APPROVED Of SY THE CITY ENGINEER.
27. ALL SLOPE~ SHALL BE IRRIGATED, STAIBILIZEO, PLANTED AND/OR HYDROSEEDEO ..
WlHIN TEN (10) DAYS Of lHE TIME Wl-iEN EACH SLOPE IS BROUGHT TO GRADE
AS SHOl'hl ON THE APPROVED GRADING PLANS.
28. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SI.OPES AND PADS AS REQUIRED BY THE
RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT UTILITIES\STRUCTURES MAY VARY FROM LOCATIONS SHO'M'i HEREON AND ADDITIONAL BURIED
ANO ANY SUPPLEMENTS THERETO. UTIUTIES\STRUCTURES MAY BE ENCOUNTERED. AMERICAN GEOITCHNICAL MAKES NO CLAI\I AS
(4) RCPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE TO THE ACCURACY OF UNDERGROUND UTILITIES.
CITY. . EARTHWORK QUANTITIES
35. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) CUT: 1 625 CY YEAR AFTER THE CITY ENGINEER•s APPROVAL. THESE PLANS MAY BE REQUIRED
TO BE RESUBMITTED FOR PLANCHECK. PLANCHECk FEES WILL BE REQUIRED FOR ALL: 1.625 CY
ANY SUCH RECHECK. o
36, THE SOILS REPORT Tilt.ED LANDSLIDE TREATMENT RECOMMENDATIONS, IMPORT: --"---Cy
PREPARED BY AMERICAN GEOTECHNICAL , DA 1ED 05118/07 EXPORT: 0 CY
SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. RE"EDIAL•. o c y ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE ••
RECOMMENDATION$ ANO SPECIFICATIONS CONTAINED IN SAID SOILS REPORT. EARTHWORK QUANTIES SHOWN ARE FOR BONDING AND PERMITTING PURPOSES ONLY. ACTUAL
37, IN ACCORDANCE 'MTH TI,£ CITY SUSMP, ALL STORM DRAIN INLETS 1NDICA1ED SHALL INCWDE QUANTITIES MAY VARY \\!TH SHRINKAGE, LOSSES DUE TO CLEARING OPERATIONS, REMOVAL &
· "STENCILS'" BE ADDED TO PROHIBIT WASTE DISCHARGES DOl'INSTREAt.4. STENCILS SHALL RECOMPACTION, SEffiEMENT, ETC •• CONTRACTOR SHOULD VERIFY QUANTITIES PRIOR TO BIDDING.
BE ADDEO TO THE SATISFACTION Of" THE C !TY ENGINEER.
"DECLARATION or RESPONSIBLE CH.ARQE"
I HEREBY DECLARE THAT I AM THE ENGINEER QF WORK FOR THIS PROJECT, THAT I
HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN or THE PROJECT AS DEFINED
IN SECTION 6703 Of THE BUSINESS AND PROFESSIONS CODE, AND lHAT lHE DESIGN IS
CONSISTENT VJITH CURRENT STANDARDS.
I UNDERST ANO TH,6, T THE C HEC ~ OF PROJEC T DRAWINGS ANO SPECIFIC AT IONS BY THE
CITY Of" CARLSBAD DOES Nor RELIE'/1:: ME, AS ENGINEER Of" \\ORK, OF MY
RESPONSIBILITIES FOR PR0-1;:CT DESIGN.
ARM:
ADDRESS:
CITY, STATE:
AMl;RICAN GEOTECHNICAL
227.250LDC
RBALIN
TELEPHONIEE1•~(--1.1-!
BY:
C.E. .:
REGISTRA llON EXP IRA Tl
--DA TE::_L/i,o:ty~lt42<4'-""--"0"'----
SOILS ENQI.NEER'S CBRTIFICATB
VICINITY
CITY or OCEANSIDE
'•
MAP
0
~ CITY or VISTA
P AC IFIC
OCEAN
o's'~' '1-i'.---"""o~, '-i--_,,.-r
~,~'?
BENCH MARX
DESCRIPTION: CLSB-020 SET ROD DRIVEN TO REFUSAL WITH CAP.
LOCATION: 220 FT WEST OF AOMERIA ST. ON THE SOUTH SIDE
OF LA COSTA AVE. AND 5 FT BACK OF CURB.
RECORDED •• · _ __,_R_,,_.0"'."'S,..,.M.,.AP=-..,N0,,_.'-'1"-7=27""1~--~------
ELEVATION:._..,1.,.04o.c..2.,,5~•---------'□~AscTU~M~:_..,N~G~V~D~2=9
ENGINEER or WORK
GREGORY W. AXTEN 111!11 American l&iil Geotechnical, lno.
22725 Old Canal Road, Yorba Linda. CA 92887
PHONE: (714) 685-3900, FAX: (714) 685·3909
SITE
· CITY OF CARLSBAD LANDSCAPE MANUAL. THE LANDSCAPING PLANS FOR lHIS PROJECT, .
DRAWING NO. 454-51. AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR.
. --·--~ ." 1 .. -----------------------
·-·-· -··--··-•-·•-•··•-•·•···C•'·'"T~~~--, ;_, ~-•, .,j ·.
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EASEMENTS
SAN DIEGO GAS AND ELECTRIC COIIIPANY RECORDED
SEPTEMBER 18, 1973 AS ALE PAGE NO. 73-26,1546
OF OFFICIAL RECORDS. UNDEFINED IN DEED AND
UNPLOTTABLE.
1o' WIDE DRAINAGE EASEMENT DEDICATED TO SAN DIEGO
COUNTY FLOOD CONTROL DISTRICT BY DEEDS RECORDED
8-17-70 AS f/P 74-0062230, O.R.
10' WlDE DRAINAGE EASEMENT DEDICATED TO SAN DIEGO
COUNTY FLOOD CONTROL DISTRICT BY DEEDS RECORDED
8-17-70 AS f/P NO. 146256, 6.K. 1970, O.R. & 4-30-71,
AS F/P NO. 88923, BK. 1971, D.R.
1o' SE11£R EASEMENT DEDICATED TO COUNTY Of" SAN DIEGO
ON MAP NO. 6533.
SHEET NO.
1.
SHEET ll'IDEX
DESCRIPTION
TITLE SHEET, GRADING NOTES
GENERAL NOTES ANO SPECIFICATIONS
TREATMENT PLAN
2.
3.
4.
5.
6.
7.
CROSS SECTION
TIEBACK ANCHOR BLOCK ANO FOUNDATION
UNDERPINNING DETAILS
EXCAVATION PLAN
EROSION CONTROL PLAN AND NOTES
TREATMENT PLANS
.FOB
LA COSTA DE MARBELLA
SLOPE ST.ABWZATION AND
FOUNDATION UNDERPINNJ.NQ
2403-2413 LA COSTA AVE, CARLSBAD
WORK TO Bl DONE
THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS,·
REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND
PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS,
AS-BUILT GEOLOGIC MAPS ANO REPORTS, ALL AS SHO'M'l OR REQUIRED ON THIS SET
OF PLANS ANO THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS
AND ORDINANCES CITED ON TJ,ESE PLANS. . •
' lHE GRADING IIQRK SHALL BE PERFORMED IN ACCORDANCE WITH lHE FOLLOWING /
DOCUMENTs, CURRENT AT THE TIME or CONSTRUCTION, AS DIRECTED BY THE CITY
ENGINEER.
1. CARLSBAD MUNICIPAL CODE
2. CITY Of" CARLSBAD ENGINEERING STANDARDS
3. lHIS SET Of" Pl.ANS
4. lHE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSffiUCTION (GREEl'l '
BOOK). ,
5. SOILS REPORT AND RECOMMENDATIONS BY: AMERICAN GEOTECHNICAL
DATED 05/18/07, REVISION DATED 08/22/08
6. lHE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIAED BY
THE CITY OF CARLSBAD STANDARDS.
7. tTfii:i ~~~~-':.°~~UTIO~~RE~~~~~ ~ ~i~:~~~~_A-~~~~ _N0}~13-!:<;Ml,.~---
6. STORI.I WATER MANAGEMENT PLAN (SWMP) PREPARED BY 11!!8.IYclL!J!'IJl_l,¥9_//f,_sNGll/fifil$__ DA ITO _opggfp_l_______________ SWMP 08-16
9. THE CALIFORNIA STORM WATER QUALITY ASSOCIATION (CASQUA), STORM WATER BEST
MANAGEMENT PRACTICE, CONSTRUCTION HANDBOOK ANO STATE Of" CALIFORNIA, DEPT. Of"
TRANSPORTATION, CONSTRUCTION SITE BEST MANAGEMENT PRACTICES (BMP) MANUAL.
LEGEND
DESCRIPTION DWQ.NO,
EXISTING CONTOUR ............................................................................... .
EXISTING CURB AND cumR .............................................................. .
EXISTING FIBER OPTIC LINE ........... ,, .................................................... .
EXISTING WA TtR LINE ................................... , ...................................... _
EXISTING SE\\£R LINE .......................................................................... -
EXISTING DRAIN INLET , ......................................................................... .
EXISTING STORM DRAIN •••••.• , ••.. ,, ........................................................ , ••
EXISTING POWER POLE ......................................................................... .
[)(!STING STREET LIGHT ....................................................................... .
EXISTING UTILITY VAULT ....................................................................... .
EXISTING ELECTRIC LINE ........................................................... ,, ......... .
EXISTING WATER METER ...................................................................... .
EXISTING WATER VALVE ...................................................................... .
EXISTING FIRE HYDRANT ...................................................... , ............... .
EXISTING SE'M::R MANHOLE .................................................................. .
EXISTING VARIOUS TREES ..................... , .... , .. :., ... , ................................ .
EXISTING SPOT ELEVATIONS ................................................................ .
EXISTING StGN ...................................................................................... .
EXISTING POST ...................................... ,, ............................................. .
EXISTING RETAINING WALL .......... , .. , ..................................................... .
EXISTING BENCH .................................................................................. .
EXISTING FENCE ................................................................................... .
EXISTING WALK ........................... , ... , .................................................... ,.
SURVEY CONTROL POINT ..................................................................... .
PROPERTY LINE .................................................................. 8 ............... .
EXISTING CONCRETE SWALE ................................................. b.!!.~} .... .
EXISTING 12' STORM DRAIN (PVT) ...................................................... .
EXISTING AC PAVEMENT ...................................................................... .
GRADING LIMITS .................................................................. $.b.~m,} ... .
EXISTING CONTOUR .................. , ....................................................... , ... .
EXISTING SPOT ELEVATIO~ ................................................................... .
EXISTING 24•)(24' CATCH BASIN ........................................................ .
OIREC TION OF DRAINAGE RUl'l-OfF (TYP) .......................................... .
CLEANOUT .......................................................... , .... , ............................ ..
APPROXIMATE LIMITS OF LANDSLIDE .................................. $.b..~~/.i/ ..... .
APPROXIMATE LOCATION OF CROSS-SEC TIONS ............... ;f./J.!11/l.J. ..•••
APPROXIMATE LOCATION Of TIEBACK AND ANCHOR BLOCKS ........... .
NEW CONCRETE SWALE ....................................................................... .
INLET SITNC !LS ................................................................. .§.b.~tl ... .
NOTE:
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QUAN TIES SHO'M'l ARE FOR BONDING & PERMITTING PURPOSES ONLY, ACTUAL
QUANTITIES MAY VARY. CONffiACTOR SHOULD VERIFY QUANTITIES PRIOR TO BIDDIN
SUSMP PROIECT PRJORl1Y1 . ji,~}~,..,
1-----1---4-----4----+---l----+---I\ '[TI CITY OF CARLSB
ENGINEERING DEPARTMENT
DATE INITIAL DATE DAii INITIAL
TREATMENT PLANS FOR:
LA COSTA DE MARSELLA
SLOPE STABILIZATION / FOUNDATION UNDERPINNING
2403-2413 LA COSTA AVE .• CARLSBAD, CALIFORNIA
~=------,,,-,-. 10/1, /o i
DEPUTY CITY ENGINEER PE 33081 EXPIRES 6 30 10 1 DATE
ENGINEER OF \\ORI< REVISION DESCRIPTION OTHcR APPROVAL C ITV APPROVAL
D B • I PROJECT NO. I DRA'MNG NO
CHKD B·Y~ PD07-08 454-5A RVWD BY:~.
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ENGINEERS' GENERAL NOTES ANO SPECIFICATIONS
A. GENERAL
1. An workmanship and materials and other aspects of construction shall conform to
the minimum standards of the latest editions of the Unifor~ Building code, _ACI 318, the
"Green Book.• Standard SpecificaUons for Public Works Construction ~d the County of
San Diego, ASTM test standards, EMA standard plans, and the requirement. of the City
of Carlsbad.
2. Unless cletailed, specified, or Indicated otheiwise, construction· shall, be as
indicated in the applicable typical details and general notes. In the event of any ambiguity;
uncertainty; or contradictions, the most restrictive criteria $hall govern.: American Geo-
technic~ (the project engineer) shall be responsible for any lnterpretatjqn required. Such
interpretation by the project engineer shal not result in any claimed extras by the contrac-
tor. ' ·
3. Any changes to the plana and specifications dictated by the s~e conditione and/or
requested by the contractor must be approved in writing by the project engineer and the
City. n required, prior to implementation. Any credit or extra charge a~lated with
changes shall be negotiated expeditiously, but In no case shall such negotiation result in
delay by the contractor in Implementing such changes and otherwise ciOntinuing with the
projeel.
4. The contractor and any subcontractors selected fat the design and COnstruction
shall be licensed with the State of California as a general contractor (9lass A ltcense) or
hold appropriate speciality contractor licenses.
5. contractor shall verify all dimensions and existing conditions prior to starting work
and notify the project engineer of any discrepancies or inponslstencie~ After receipt of
such notification. the project engineer shall be responsible for clariftcation of disGrepanciea
or Inconsistencies In the strUctural plans and specifications, but shall not be responsible
for claims or back charges.
6. Do not scale structural plans or details. Only written dimensions shall be used.
7. Notes and details take precedence over general notes and standard details.
8. Al work not specificany detailed or noted shall be constructed the same as other
similar work shown In the detaOs. In the event of any uncertainty, refer to general; A2..
9. The structural drawings represent the finished product and do not indicate the
method of construction. The contractor shall take all measures necessary to protect the
site and structures during construction. Such measures may include, blA are n,ot neces-
sarily limited to providing the design, materials, and fabrication of all temporary bracing
and shoring for a.II structural members including the installation of tiebacks on temporary
construction slopes. Toe contractor shall Immediately notify the p'roject engineer of any
condition which. in his opinion, might endanger the stability of property or stn.icture(s) or
might cause distress to property or stn.icture(s).
1 o. Toe contractor shall be responsible for the safety and security of the site untl
satisfactory completlon of the project as determined by the project engineer.
11. Observation visits to the site by the fiEHd represe.ntatlve of lhf project engineer
shall not include observation of the safety methods or bracings or construction
methods/techniques.
12. Observations, by the project engineer should not be considered a substitute for
inspections by the contractor and/or governing agency,
13. Toe contractor shall procure and maintain insurance coverage under portcies of
commercial general liability, automobile liability, and workers' compe~tion and
employol's Tiabilit~ during the entire progress of the work, and comnwrcial general liability
unUI ten (10) rears after the final notice of completion for the work has been recprded.
The details o such insurance shall be to the satisfaction of the owner. ·
14. Toe contractor shall obtain all necessary permits and be reimbursed for permit
costs in connection with the work to be completed.
15. Any property or improvements dafTlaged by the actlvity(s) of the colltractor or his
subcontractor{s) during the course of construction shall be the responslbllity of the
contractor to replace or _repair {like, kind, and quality l,K,O) as recommended by tho
project engineer. If additional design, plans, spocificatio_ns, and/or permits are required.
the contracitor will be responsible for the respective cost$.
18. At the compleUon of the work, contractor shall provide detailed as-built drawings
of all installatlons and locatlons. The contractor, project engineer, and City official shall
Walk the colf1)1eled project and a check list prepared of final items for the contractor to
correct.
B. DEMOLITION
1. Toe contractor shall be responsible for all demolition required to properly execute
the plans and speciftcafions. Temporary barriers and security devices as needed shaft also
b& th& responsibility of the contractor.
2. During construption the contractor shall be responsible for the control, safety and
security of all conslruciion areas.
3. Disconnect, remove and cap, as needed, utility services within the demolition
areas. Mark: and recor(J an disconnected utilities. As n~essary, the contractor shall
consult with the utility companies regarding fllrther ab8.11donment. relocation, and/or
reconstruction {If requl~d) of utllities.
C. GRADING AND EXCAVATIONS
1. To facilitate the Installation of tiebacks, grading will be required in the form of
excavation below grade to facilitate anchor block constrµction in slope areilS, The contrac-
tor shall remove the minimum amount of sol required tQ facilitate the installation. Al
grading shaU be ln accordance With the Uniform Building Code, good construction prac-
tlC&t and the recommendations of the project engineer.
2. AR excavation shalr proceed under continuous observation by a representative of
the project engineer. The contractor shall be responsible for the stability of all temporary.
construction excavations.
3. As approved by the project engineer, sol excavated should be placed/stockpiled
In such a manner that it wiU not surcharge the acUve landslide.
4. On completion of tieback anchor block constru.,::tion, the are1l$ below and adjacent
shaft be filled and contoured per the plans. Care shall be taken not to create any new,
adverse drainage conditions.
5. Areas to receive fill shall be reviewed by the project engineer. Upon acceptance
by project engineer, the con!racto, shall be responsible for surveyin1;1 rough excavation·
elevations for inclusion into the as-built plan.
6. Where subdrains/backdrains are required by the plans. !he contractor shalt
prepare the grade or review and acceptance by the project engineer. Thereafter, lhe
contractor shall place gravel, pipe and geofabric as dictated by the plans and have invert
elevations surveyed for inclusion into the as·built plan~
-,---
7. Following acceptance by the project engineer of areas to receive fill, the exposed
surfaces shaJI be thoroughly scarified Jo a depth of about six inches, moisture conditioned
to near optimum moisture. and then thoroughly compacted to at least 90 percent of tha
laboratory maximum density as determined jn accordance with ASTM method of test
D1557.
8. Fill placement !$hall proceed in loose lifts not exceeding six inches thickness.
E.wh tifl shall be thoroughly compacted by mechanical means to at least 90 percent of the
laboratory maximum density as determined in accordance with ASTM method of test
D1557.
9. Fill material shall be free of debris and oversized material, rock and similar
irreducible material greater than six Inches In maximum dimension.
1 o. Where geogrid soi reinforcement is required by the plans. it shall be placed as
specified, anchored to fix its location, then carefully covered with a thin layer of fill to
protecl the geogrld from dama98 resulting from earth movlng and compaction equipment.
11. Any slope face steeper than 2:1 (horizontal to vertical} shall be constructed by
overfilling. thoroughly compacting lhe overfillad areas by mechanical compaction in
horizontal lifts, and then cutting back to the compacted lnnef core. The minimum amount
of overfilflng shall be one foot verlical or greater as dictated by field conditions and as
recommended by the project engineer at the time of grading.
12. For slopes at 2;1 or flatter. slope face compaction may be attempted by conven-
tional filling. compacUon, backrolUng, and gridrolling techniques. Conventional, horizontal
compacUon shall extend to the planned line of slope. Backrolling shall be thoroughly
employed at intervals not exceeding four feet vertical. The conlractor shan generously
overlap backrolling sequences. Following acceptance of backrolling by the project engi-
neer, the contractor shall thoroughly grldroll slopes unUI accepted by the project engineer.
During fiR compaction, backroning and gridrolling operations. the contractor shall be
responsible for adjusting sol! moisture to nea.r optimum conditions. Where conventional
backromnQ and gridrolfing techniques faR to achieve the uniformly compacted conditions to
at least 90% of the laboratory max.im'-lm density o.e. 01557), lhe contractor shall remove
the failed areas as identified by the project engineer followed by rebullding utilizing overtill·
Ing aod cutting back techniques.
D. TIEBACK CONSTRUCTION
1. The tieback specifications hereirt shall be considered minimum performance,
criteria for tiebacks designed, detailed, COIJ::itructed, and tested by the contractor. Con-
tractOJ shall be responsible for all testing (tiebacks, grouting, and shotcrete).
2. The minimum bonded length of th& tieback$ shall be 80 feat.
3. The tieback service load requlrement{s) and lengths are as noted on the plans.
The tieback roads indicated on the plans assume an installation angle of 20 degrees
downward from horizontal. Special drilling methods such as double head rotary drilling
method, shall be used for the tieback construction to obtain accurate angnment.
4. AR tlebacks shall be tested under continuous observation by the proj&ct engineer.
All tieback& shaU be tested to 150% of the plan service loads. All tiebacks shan be locked
off at 110% of the service loads. Al least 48 hours prioT to actual testing. the contractor
shall provide to the project engineer specifecatlons on a! of the testing apparatus to the
satisfaction of the project engineer including curre~ calibrations on all jacking equipment
5. AR tieback grout shall develop a minimum compresslve strength of 4500 psi at 28
days and include type V cement and·a maximum water/cement ratio of 0.45. The contrao-
tor shall have cast not less than three test cubes par tieback and have tested sufficient
cubes to demonstrate to the satlsfaCtion of the project englneer conformance with this
specification. Sampling for the cubes should be such that representative number$ of
samples are obtained for each phase of grouting (I.e., low pressure vs. high pressure, post
grouting). Grout cubes may be cast by the contractor while under continuous observation
by the project engineer or alternatively the cubes may be cast by a representative of the
projec1 engineer. Special concrete deputy inspection is not a requirement.
8, AU tiebacks shall be detailed with double corrosion protection. The entire length of
pre--stresslng strands from anchor plate to the end of Ueback shall b& protected from
corrosion by encasing the pre-stressing strands in a corrugated plastic tube/sheathing
with cement grout filling the voids between Iha tube and the pr&-stressJng strands and the
tube and the soil. The cement grout between the son and the plastic sheathing shall be a
minimum of 1/2 inch thick and shal extend the entire length of the tieback. a smooth
plastic sheath shall encapsulate the entire unbonded length. The sheath shall have a
minimum thickness of 0.05 inches. A grease film compounded lo provide corrosion
inhibiting and lubricating properties shall be placed between the sheath and the pre-
stressing strands. The grease film shall have a minimum thickness ol 0.010 inches.
7. Contractor shall submit grot.rt design mix and shop drawings to the project engl•
neer for review and acceptance two weeks prior to placement
8. Multi-strand pre-stressing tiebacks shall be at least 0.60 inch diameter (0.217 in.2)
strands, grade 270, in accordance with ASTM M 16 low relaxation. The contractor sha.11
provide to the engineer ultimate strength test results from an approved laboratory verifying
tensile capacity of cable samples representing not less than 5% of the tieback anchors
instafied (Le. one break for every 20 tiebacks).
9. Contractor to submit complete tieback shop drawings with details stamped by a
California licensed engineer two weeks prior to placement.
11. All tieback bonded zones shall be post grouted under high pressure within 24
hours of initial grouUng. The contractor shall have a grout pressure pump capable of
delivering at least 1,000 ps.l gauge pressure at the he8:d of the tiebacks.
12. Toe project engineer shall observe on a continuous basis all aspects of the
tieback construction. Special concrf;!te deputy Inspection Is not required during anchor
grouting. Any variation from the structural drawings shalt be approved and verified in
writing prior to proceeding with construction.
E. TESTING OF TIEBACK ANCHORS
1. Each soil anchor shall be tested in accordance with ~Recommendations for
Prestressed Rock and Soll Anchors' by Post-tension_ing Institute, Third Edition, 1996.
2. Minimum two anchors (one per row) shall be creep tested, and 5% of the remain-
ing anchors, shall be performanc~ tested. The-remaining anchors shall be proof tested.
Prior to creep tests, adjacent anchors on both sides in the sal1)8 row shall be proof tested ·
and lockecJ.off. during creep testing, the adjacenl anchors shall be monitored for any loss
of tensile load. In the event of any unsatisfactory test results, additional creep
tests/performance tests will be required as directed by the project engineer.
3. The contractor shall keep a record at the job site of all test loads and total anchor
movements and shall certify their accuracy.
4. All of the anchors shall be tested to 150% of their design loads.
5. In the ~enl lhat the stated Umits in def/action are exceeded, the project engineer
will provide recommended reduced loading values and supplementary anchors may ba
required, at the contractots expense.
8. After satisfactory testing, each anchor shall be locke_d off at 110% of design load.
For the first three tiebacks and 5% of the remaining anchors, the lock-oft load shal be
verified by rechecking the load In the anchor. Jf the locked-off load varies by more than
10%, the load shaU be reset until the anchor is locked-off within 10% as af>Proved by the
project engineer. In the event ol variance of more than 10%, additional anchors will ba
specified by the project engineer lock•off load verification.
7. Toe contractor shan supply to the satisfaction of the project engineer current
certifications from an approved testing laboratory required for the calibration of the hydrau-
lic rams at least 48 hours prior to tensioning of anchors. Contractor should be aware that
speciality loading jack may be necessary for the anticipated large tendon elongations
during testing.
8. The contractor shaH provide for acceptance by the project engineer a detailed
tieback testing protocol no less than 24 hours before the start of actual testing.
F. ANCHOR BLOCK CONSTRUCTION
1. Anchor block construction shall be continuous along the row(s) of tiebacks over
vertical heights as dictated by the plans. The tieback rows will be spaced at vertical height
separations as dictated by the plans.
2. If the contractor wishes to construct anchor blocks in sections, the contractor shall
supply to the project engineer for acceptance proposed joint details ...
G. CONCRETE
1. All concrele construction, including bending of bars, shaK comply with AC.I.,
Building COde Requirements for Reinforced Concrete• (AC.I. 318--latest edition).
2. All concrete, shotcrete and tieback grout utilized in the construction shall have a
minimum ultimate compressive strength of (fc') 4500 psi at twenty-eight {28) days unless
otheiwise specified. Continuous special deputy inspection is required for concrete and
shotcrete placement
3. A minimum of seven sacks per cubic yard of type V cement shall be utilized in all
concrete. shotcrete. and tieback grout mix designs with amaximum water/cement ratio of
0.45. unless otherwise specified. A water reducing agent ma)' be utilized in the concrete
mix design to increase the workabllity as needed and as approved by the project engineer.
4. AJI concrete, unless otherwise noted, shall be regular weight hard rock typa
(150#/cf)_ aggregates shall conform to ASTM C-33 with proven shrinkage characteristics
of less than 0.005. aggregate size shall not exceed 1• unless otherwise approved by the
project engineer. Pea gravel concrete shall not be us~d.
5. concrete mix design shall be prepared by an approved testing laboratory and
submitted lo the projed engineer fOT review and acceptance prior to proceeding with
concrete placement.
8. Curing of concrete shall be accomplished by mainlaining concrete in a moist
condition for a minimum of seven days after placement. Alternate method$ may be
approved if satisfactory performance can be assured.
7. Where concrete placement does not require placement by a pressure pipe,
concrete shall not free fall more than six feet.
8. Location of construction joints not specified shall be approved by the project
engineer prior to placement.
9. Construction joints shall be approved by the project engineer in all cases. Con,.
slruction jolnls for concrete less lhan one week old shall be lhoroughly cleaned of
/aitance, wetted, and slushed with a coat of neat cement immediately before placing new
concrete. older concrete shall be cleaned as above, after which a suitable epoxy bonding
agent (e.g., Sika producl) approved by the project engineer shall be applied per the
manufacturer's specifications.
1 0. Prior to placing concrete reinforcing steel, other embedded items shall be well
secured in position. The project engineer and the inspector shaH be notified for inspection
of reinforcement prior to the placement of any concrete.
11. Concrete cover and reinforcement shall be as follows;
a. Surfaces not exposed directly to ground, weather or water after form
removal.. ........ 1 'l./2".
b. Concrete placed dire~tly against ground .......... 3•.
c. Surfaces exposed to ground, weather or water after form removal. .•.••.•.. 2!'.
d. Minimum cover .......... 1 ".
e. Reinforcement shall be placed within a tole,ce of plus or minus 114• of
positions specified.
12. Only one grade of concrete shall be allowed on site aJ one time.
H. SHOTCRETE (SEE ALSO G1, 2 AND 3)
1. The proportions of water to cement shall be accurately controllecl so as to
produce thorou!ilh and uniform hydration of the concrete which, when placed, will form a
homogeneous mass containing neither sags nor dry sand for1Tl8tion. An aocurately
calibrated pressure gauge shalf be provided in the water line. The wata, shall have a
minimum pressure of 60 psi plus an additional 5 psi for each \en feet of rise in elevation
between lhe pressure gauge and the nozzle.
2. The cement and aggregate shall be mixed without a~ded water In a batch mixer
for not less than one minute and shall be discharged completely before the mixer is
recharged. Other types of mixing equipment may be used wtjen approved by projacl
engineer. Nozzles used to place concrete for structural purposes shall have a maximum
size of 1 5/8 inches.
3. Shotcrete shall not be placed where the stream from the nozzle cannot directly
impinge on the surface on which the concrete is to be placed! Where shooting conditions
are difficult, tha proper results shall be obtained by maintainirlg normal alr pressure and
water ratio and reducing supply of material.
4. Whenever possible, except when enclosing reinforcing steel, the nozzle shall be
held at right angles to the surfaces and at a cf1Stance of not more than three feet.
5. Any deposits of loose sand or rebound shall be care~ully removed rrom the
surface before applying additional concrete. When enclosing· reinforcing steal, the nozzle
shall be held so as to direct the material around the bars. E~ch bar shall be shot from at
least two directions. A second experienced person equipped with an air jet shall attend
the operators whenever reinforcing steel is J)eing encased ar)d shaft carefully precede the
nozzle and blow out all rebound and sand.
6. Placing of shotcrete shall be started at the bottom of the section and the top
surface shall be held at a minimum of 45 degrees from hortzQntal to facilitate removal of
rebound. Pneumatic concrete shall be applied to beams fro/'fl the side to permit removal
of the rebound.
7. The air pressure at the machine end of the hose sh~I be not less than 45 psi for
hose lenglhs of 100 feet or less and shall be increased 5 psi for each additional 50 feat or
fraction thereof for hose lengths in excess of 100 feet. In addition, the air pressure shall
be Increased 5 psi fOf eact"I 25 feet or fraclion thereof of vertical rise,
8. Shotcr8te shall be kept constantly damp for a period: of not less than 14 days after
being depos/tec:I, unless olhar approved melhods are specifi~ on the stamped plans.
9. Rebound, pockets, sags, sloughing and other defects occurring in the work shall
be cut out and replaced.
10. A minimum of three cores shall be taken for each 150 cubic yards, or fraction
thereof, of shotcrete deposited. A suilable steel reinforcing detection technique shall be
employed to verify that steel reinforcement will not be cul by lhe coring. core extraction
shaft be conducted to the satisfaction of the project engineer. The cores shat be tested 28
days from the date the shotcrete is deposited and the tests shall show a 28 day strength
of at least 4,500 psi. A minimum of seven sacb per cubic yard ol type V cement with
maximum water/cement ratio of 0.45 shall be utilized in the construction.
11. Toe project engineer may approve cores taken from a representative test panel
made at the same time and under the same conditions as the concrete being deposited.
12. The application of all shotcrete shall be continuously inspected by the project
engineer and registered deputy inspector approved by the city.
13. The main reinforcing steel shall be securely tied in place In a manner that
prevents any movement during the shotcrete installation.
14. Shotcrete mix design shall be prepared by an approved testing laboratory and
submitted to the project engineer for review and acceptance prior to proceeding with,
shotcrete placement.
1 S. Shotcrete construction for anchor blocks may be spliced approximately at the
midpoint between tieback locations. At temporary termination locations, the shotcrate
shall be wood floated at a neat 45 degree angle from the alignment ol the facing such to
provide a positive connection with the next phase of construction. Prior lO placement of
new shotcrete, the exposed temporary termination surface shall be thoroughly cleaned,
exposing shotcrete aggregate and cement paste as approved by the project engineer.
I. REINFORCING STEEL
1. All detailing, fabrication and placing of reinforcing bars, unless otherwise noted,
shall be in accordance with the Manual of Standard Practice for Detailing Reinforced
Concrete Structures AC.I. -315, latest edition. ·
2. Reinforcement steel shall be deformed bars conforming in quality to the require-
ment of the specifications for deformed billet-steel bars for concrete reinforcement, ASTM
designation A-615, Grade 60.
3. Bars shall be clean of rust. grease or other materials likely to impair bond. Field
bends shall be made cold. No field bends shall be made for bar sizes greater than No. 6.
4. Bar supports and spacers shall be provided in accordance with A.C.I. recommen-
dations.
5. Stirrup support bars shall be provided between ends of top bars as required,
6. Toe minimum length of taps for splices shall be for class UB0 laps In accordance
with AC.I. 12.15.2.
7. As an alternative, bar connectors can be utilized. AU bar connectors shall be full
development capacity. Only I.C.B.0. approved bar connectors may be utillze(I.
8. Reinforcing bars and accessories shaft not be in contact with any metal parts
embedded In concrete.
J. EPOXY SET DOWELS AND RODS
1. Epoxy or resin adhesive shall be used in all locations where either all-thread rod
or rebar are b~ing embedded into existing concrete as tension rod or shear elements.
2. Contractor shall mix and install resin and hardener par manufacturer's specifica-
tion. All epoxy set threaded rods shall be set undBf special deputy inspection.
3. Holes in concrete may be drilled with rotary hammer drill. Size shall be per
manufacturer's recommendation. lmme<fiately before applying adhesive, holes shall be
reamed with a circular wire brush attached to a drill motor and then blown out with oU-frea
compressed air.
4. Adhesive for downward holes may be either non•sag or liquid type, normal set
Hol"gontaJ or ovethead holes shall be non-sag 1ype (gel type), normal set. Liquid epoxy
shall be poured slowly into the hole to avoid air entrapment. Non•sag epoxy shaD be
injected with a caulk gun with an extension nozzle fitted to reach the bottom of the hole.
In both types, the hole should be filled approximately half full. The contractor shall submit
proposed grout products and specifications to the project engineer for acceptance prior to
use.
5. Bar or rod shall be slowly inserted and turned a minimum of one rotation. Do not
pull up and down on the dowel or rod when installing. Remove any adhesive from around
hole before it has set.
6. _ Existing reinforcing required to remain shall not be cut or damaged unless permit•
led in writing by the project engineer.
I. MASONRY
1. Concrete block units shall have a minimum compressive strength (fm) of 2000
PSI. All concrete block construction shall be sortd grouted and conform to U.B.C. Stan-
dards.
2. Mortar shall be Type "M• and shall be proportioned in conformance with U.B.C.
standards. Mortar shall develop a minimum compressive strength of 2500 psi at 28 days.
3. Grout shall be proportioned in conformance with U.B.C. Standards. Grout shall
develop a minimum compressive strength of 2500 psi at 28 days.
4. Concrete block construction shall conform to the latest U.B.C. Standards. At the
ends and intersections of an walls. there shall be a minimum of two #5 vertical jamb bars.
Dowel concrete block walls wilh bar1 of the same size and spacing as vertical steel called
out In block waits.
5. Al the time of laying all masonry, units shall be free of excessive dirt and dust
6. All reinforcing shall be in place and secured prior to grouting. Reinforcement shall
be placed and secured in conformance with U.B.C.
7. Block walls shalf have a minimum of #4 @ 24" o.c. horizontal steel, unless noled
otherwise on plans. See details for vertical reinforcing.
9. Unless specifically detaITed or noted otherwise, vertical control joints shall be
provided in all concrete block wans and spaced at a distance of 16'-o• o.o. nor greater than
40' o.c.) Control joints shall extend the fuH height of the wall. Control joints shah not be
required when the wall length does not exceed 1.5 times the wall height
L SPECIAL INSPECTION AND STRUCTURAL OBSERVATIONS
1. Special inspections and structural obseIVations are required during different
stages of the proposed construction. These construction stages include but not limited to
the following:
a. Tieback instanation and testing (to be provided by the project engineer;
concrete deputy inspection is not required).
c. Steel, concrete, and shotcrete placement for structural elements (lo be
provided by licensed, concrete deputy inspector in addition to observations by the projecl:
engineer).
2. American Geotechnical will provide geotechnical ,1nd structural observations for
tieback instaHatlon and testlng and steel placement. A deputy inspector shall be respon-
sible for the continuous inspection of concrele and shotcrele placement and steel place-
ment. The deputy inspector does not need to be on-site during grouting operations for the
tieback anchors. A dally written report by the deputy inspector will be submilted to the
project engineer and building inspecto, at the end of each day and construction stage.
The project engineer shall prepare a final report and submit it to the buITding official at the
completion of the project.
3. A pre--conslruction meeting is advised This meeting shan include but not ba
limited to the American Geotechnical staff respansible for geotechnical and structural
observations, the contractor, deputy inspectors and the building official. The purpose of
the meeting is to identify and clarify the essential elements of the construction and to
review scheduTing of the required observations for the project's structural systems.
4. Toe project engineer shall be notified in case of any deficiencies observed during
construction. Upon receipt of such notification, the projed: engineer shall evaluate the
circumstances and make any necessary recommendations.
:
GEOTECHNlt AL I STRUCTURAL:
AMERICAN <')EOTECHNICAL
22725 Old C~I Road,
Yorbe Linda, 92687
PHONE: (714 685-3900
FAA : (714 685-3909
'
Project engin~ar
Project geolo~ist
Struciuraf deslgn
!
:Greg Axten, GE 103
;Kevin Rogers, CEG 2425
;Arumugam Alvappillal , ACE 53887
I
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ENGINEER OF WORK .. . ~~'J· ,
11
----G;::R;::E::G::O:::RY=w:-. AX=T::E:::lt;-------,-;--,-,
American / • Ni
22725 Old ;a::::~i::•CA 9288,t; , V:1;_~:i~!
PHO~E~(.7.1.4) 685-3900, FAX: (714) 685-.~~,J f.i\, ~f ~_', ,
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t /__ ..,:,..•,,..~!i. :. ··!.•:,• .. :.,;<·'
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~· . . '. ·. ·.,· . R:;_..1/..b:14.o \. •,. '.:. '4/~'I ~ . , ~ I f·l ,c . . ' ii· , •~ 7 · ' DATE <{!ff ·
a. All cells shalf be filled' solidly with grout Grout shall be a workable mix sU1labla lor : -;,:: 'ef · · 1v
pumping Without segregation and shall be thoroughly mixed. Grout shall be placed by I '.'. '. ···•.: .. · ', .,-, . [ •.•• '. • .•• ,~~t. ;,~ ·.~-R .. m-_v .. ·• .. · ... · •.. E .. _fJ~·.-~~--·.:."".·· .. •:'':~·.:' ... · ·. . -t,.•':; ... / •.. · pumping or an approved alternative method and shall be placed before inilial sat or . ; , , . .., "' · ,. · ... . , · s:··:/i~ !tJ.
hardening occurs. The conlractor shall take appropriale slaps to assure proper grout \'>I)~~ --LL--
consolidation (e.g., vibratory methods) while taking care not to segregi~~ ··~~-~~i-::.-::.-::_-::_-::_i-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_i' -::_-::_-::_-::_-::_-::_~-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_ir:.-::_-::_-::_-::_-::_i-::_-::_-::_-::_-::_i-::_-::_-::_i;;':.'. :i,fl_.T'II-. ~• ~~~{1·~11·:t;;J~~-~:~•;;;,~· ::::::;l,:::l:;~;S;P;E;t~T;:□::R::':;,,:;·_· ·;;. ',.2,~::;: ·=· ~ .;;· =·;:;;;:;;::::;;;;::;:::;:="~-~'.:;~·~!>;:/\::'::f!;:•=· :::;:;-1
I (/ ·•. . ' , fsi=iml CITY OF CARLSBAD I SHE7ETS I t---1--+------+! ---------+--+---+--+--..-!~ ENGINEERING DEPARTMENT
' TREAMNT PLAN FOR:
IA COSTA DE MARBELLA
SLOPE STABILIZATION/ FOUNDATION UNDERPINNING
! 2403-24131.A COSTA AVE., CARLSBAD, CALIFORNIA
I APPROVED: DAVID Pf iiA~:.E~ /t,/13'/6t
DEPUTY CITY ENGINEER PE 3J081 EXPIRES 6/30/10 DATE
DA TE IN111AL
ENGINEER or WORK REVISl9N DESCRIPTION
DA TE lf'ollllAI. INITIAL
OTHER APPROVAL CITY APPROVAL
Dm, BY: I PROJECT NO. I DRAWING NO.
CHKD BY~ P007-08 454-5A RVl/,0 BY:~
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SCALE : J" : 40,
10 20 40 60 -. Topographic m ap was adopted f . rom Burkett & W ong grading plan fo M r arbella.
ENGINEER OP WORK
W.AXfEN II GREGORY
American
Geotechnlcal I , no.
22725 Old C al PHONE: (71: 68:oad, Yorba Linda, CA 92887
-3900, FAX: (714) 685-3909
L_ ) ~-=j-) t1
DAlE !t-llT!AL
,NGINEER Of WORK
Explanation
lJnits demolished
Approximate limits of A recent landslide
----i 20 --pproximate lim·t is of pos 'bl
-~ aoA Approxin1ate location s1 e ancient landslide
lil -pproximate locaf of pre-development to -i-----A ion of existing to pography
3
, pproxlmate local' pography
.... _. --...1, A -. ion of tieback pprox1mate location of cross s::~nchor blocks 3
I
•
•
DATE z/~ ()
PE 33;81 EXPIRES /0 prjd, 6 30 10 '
PROJECT NO DATE
DA TE Jt-4ITIAL
REVISION DESCRIPTION OTHER APPROVM. CITY APPROVAL
PD07 -()8 • I DRA WINO NO 454-5A
-·-:-711111w·11ti· 1,:
<i '
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l--
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1
. AGl·B
200 (pmjected West = 20'}
Repaired A.O. Roads
4 N14°W
Storm drain inlet
in concrete v-dltch-~-----,
Existing topography
Pre-del/elopment
natural topography
Lot 229
Torrejan Pl.
1'
200
(
Repaired graded slOpe
1 '
;:::::::..I-uG-=---_----j Fill __ -
--? 160
120
AGM
{destroyed)
(Demolished garage)
(Demolished condo unit)
AGl-4
{destroyed) AGB-3A
A.C. Roads
2429A
Fill
/ _,,,,,
-I ----~-JI ---/ -----/ ::-----/ ----.
80
Emergency I-beam retaining
AGS-2A
AGl-2
(destroyed)
wall repair by Stoney Miller Consultants---,_
---0405 r:;J_.l-L:f'""~-,f
ry -----
s' .. ------'-., .-· Possible buried ancient landsride?
-_. · Pre-clevelopmellt Based on aerial photo analysis.
Pre-development
natural topography
40---1------
----
FiU
La Costa Ave _c . ,,
'-----1-Recenl:
landslide
np surface
natural topography
Santia90 Fm.
Claystone & st.TST
60' bonded lengch
2o" .....,_..--One row ol tie_backl
160
120
80
40
One row " tiebacks 250 kips each 220 kips each @ 1 O' o.c. 0-'--------------------------------~0!!!_c7-~~~o~.•~-~S~m~a;,l.!M~l~ll~~C~oa~s~una,,!;!!!te'!_ ___________________________________________ _LO
2
200
160
I
120
80
La Costa Ave
40
-----
Cross Section 1 -1'
Scale 1" : 40'
4 N23°W
Existi~ topography
Storm drain inlet
Pre-development
natural topography
Loi 220
In concrete v-dilch-~--l---
-
AGl-5
(projected ,,,7' East}
AGl-3 (destroyed)
24098
Santiago Frn.
Mudstone/SLTST
A.C. Roads
AGI-B
.2425 E (pmjected •1s· East)1 A...l.-L...........a_,,,
Fill
--,-a==+=-_J
¥ ~o 9121/06 (after 48 hrs.
Santiago Fm.
Mudstone/SLTST
jH,09/20/06 (afte<24 hn,.) 'j/ H,O 9fl0/06
,.,::::_
Fill/ /2---'
-----7
c_ __ --..,1 -I ---,-. -
-----7:.._J
Torrejan PL
2'
200
160
120
80
40
60' bonded length
L::~""~~one row of llebacks
O-'-----------,----------------------------------------...::C22=!o~•~il)~•.!:•!!!•c:!!h~@~1~o~·oc:.•::.· _____________________________________ j_ 0
3
200
160
120
La Costa Ave
AGl-8
Cross Section 2 -2'
Scale 1 " : 40'
N3°E J
Storm drain inlet
in concrete v-dilch
Pre-development natural topography
Existing topo~phy
lot 230 ----
-Fil
(projected:::: 125'Easl)
~ J // .;. 1
/~ ///
AGl-7
(pfot8Cted • 20' East)
Santiago Fm.
Cta.ystone & SLTST
A.C. Roads
2431.,_S-/
J.J.~1"
__,. I
¥ HaP 9/22/06
Ancient Landsli ?
::r? --1'/ '----
. -.,,..: / -Possible burled ancient landslide?
ill ? 'l ,..... _ '\__,,,,.. Based on aerial photo analysis. ----,.--Ancient Landslide ?
Santiago Fm.
Claystone & SLTST
Torrejan Pl
----
?
3'
200
160
120
80
40
0-'-------------------------------------------------------Lo
Cross Section 3 -3'
Scale 1" : 40'
ENCINEER or WORK
GREGORY W. AXTEN !liBI American ILiJI Geotechnical, Inc.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: (714) 685--3900, FAX: (714) 685-3909
._, _,_,.,. -,
i---t--+--------+-l---1--+--l~ CITY OF CARLSB l----t--1---------------1---+--l--+--.J ~ ENGINEERING DEPARTMENT
TREATMENT PLAN FOR:
DA TE INITIAL
EH<,NEER Of 'l«)RK REVISION DESCRIPTION
DATe: INITIAL DA Te: INITIAL
OlHER APPROVAL C ITV APPROVAL
LA COSTA DE MARSELLA
SLOPE STABILIZATION/ FOUNDATION UNDERPINNING
2403-2413 LA COSTA AVE., CARLSBAD, CALIFORNIA
APPROVED: DAVID~ lo)r/1Jt
DEPUTY CITY ENGINEER PE 33081 EXPIRES 6 30 10 DAlE
: PROJECT NO. DRAWING NO
CH~D BY~ PD07-08 454-5A RVWBY:~
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Concrete or shotcret
cap per contractor
~,./ 8'
\ ~~
Note: Tieback horizontal spacing @ 1 O' o.c.
Tieback service load = 220 kips
Provide performance tiebacks; Contractor is responsible for design,
detail and construction per minimum criteria provided.
ical Section @ Tieback/ Anchor Block 1
N.T.S.
=111-111-111-Til-iIT-iTt=lll=,;I JI 7@ 12' o.c.
I
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' 'I{,~, -.....:1;::
'f' ..
# 8@ 12' o.c.--.:
Trumpet
min. 3' Cir.
atbottom ~=
-
Note: Concrete for anchor block construction shall have minimum
compressive strength of 4500 psi and max. water to cement
ratio of 0.45. Minimum Type II (l'ype V preferred) cement
shall be used in all concrete construction.
# 4@ 12' o.c.
Concrete or shotcrete cap
upon final tieback tensioning
min. 3' cover to all metal surfaces,
Design I Detail by contractor
with approval by engineer.
Add su~able erosion control material as accepted by engineer.
~ :... :... :... /Repface irrigation and landscape to original condition.
t'}-,,.---'-..,,, j Finished ~lope surface to existing gradient
' ! v--Bearing plate
~"--'' min. 12"x12' New fill c9mpacted to min. 90% relative compaction.
-,-
.,I .. ::::J1i -11!~ -II'· 3' . ,~--=-ITU ~,~ ·•,.. Cir.
Tieback, min. S"iti
Note: Tieback horizontal spacing @ 10' o.c.
Tieback service load = 220 kips
_111=111
actual design
by other11.
20' shotcrete
or concrete
Provide performance tiebacks; Contractor is responsible for design, detail
and construction per minimum criteria provided.
Anchor Block Detail
N.T.S.
- ----T
Chimney drain or equivalent drainage blanket
(e.g. miradrain), max. 30' spacing.
Anchor block
Horizontal drain, min. 4"; perforated Sch. 40 PVC, wrapped
with min. 3 Cu/R. gravel and suitable geofabric (e.g. Mirafl 140N)
around gravel; min. 2% gradient to outlet pipes, use one drain pipe.
in each bench.
'
Outlet pipe, 2% gradient, 4"~ solid PVC,
Sch. 40,. max. 100' spacing between outlets,
project 12' out of slope face.
Slope Reconstruction with G~ogrid 3
ENGINEER OP WORK
•
American
Geotechnical, Inc.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: (714) 685-3900, FAX: (714) 685-3909
N.T.S. -
! '
DATE z/,~ 0
J/2~/;;
llATE
i-----t----t---------+---1---1----1---1 ~ CITY OF CARLSBAD ~ ENGINEERING DEPARTMENT
r
DA 1E ltilTIAL
ENGlNtl:R or l'A'.lRK REVISION DESCRIPTION
OAlE INlnAL DAlE 1~11\AL
OTHER N'PROV/>I. CITY APPROVAL
TREATMENT PLANS FOR!
LA COSTA DE MARSELLA
SLOPE STABILllATION I FOUNDATION UNDERPINNING
2403-2413 LA'cosTA AVE., CARLSBAD, CALIFORNIA
PROJECT NO.
PD07-08
DRAWING NO
454-SA
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1. All SfORM OR.'JN INI.ElS AND CATCH BASINS WITHIN THE PROJECT AREA SHALL HAVE ~ SfENCII. OR TILE
PLACED WITH PROHIBffiVE LANGUAGE (SUCH PS: "NO DUMPING -THIS OR.'JN TO OCEAN) AND/OR
GRAPHICAL ICONS TO OISCOU~GE ILLEGAL DUMPING.
2. LEGIBIUlY flf STENCILS, TIL£S AND SIGNS MUSf BE MAJNmNED ANO TILES MUSf BE PLACED FLUSH
WITH THE TOP Of CONCRETE TO REOUOE TRIPPING BY PEDESfRIANS.
ED BMP STENCIL PLACEMENT
NO SCALE
20 10 0 20 40 60
SCALI DC rm
l inch .a 20 fl
1'-0fESS10 ., ,_ ti "' --z " "' ~ !;
*
CAI-'~
, RCE 44976
ENGINEER OF WORK:
burkett ~
&wong~
engineers & surveyors
3434 fourth ave. san diego ca.
92103-5704 • (619) 299-5550
r-ir•or
DATE
,J;,::}1:;i,
ifj"
DA TE INITIAL
ENGINEER OF WORt<
NOTE: ,
1. UNDERPINNING OF' STRUCTURES
PER SEPARATE CITY OF' CARLSBAD BLDG PERMIT
NOT PER THIS SHEET
2. TIEBACKS SHOWN ON THI$ SHEET ARE SHOWN
TO AVOID STORM DRAIN CONF'UCTS SEE SHEET
3 FOR TIEBACK SEPARATION
i DATE INlllAL DATE INlllM. DCH D 8.Y: ~ t<
1
EVISION DESCRIPTION i---=c-=-i-=:;~....:;;.;;;:.....,_::.::.:.::.;=-l K : OTHER APPROVAL CITY APPROVM. RVWD BY:
\
BLDG 2401
95.6
X
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~KP-0,/-,,1/'10 . /:ATJ . 1 .
PROJECT NO.
PD07-08
.. . -__ -,-.~
DRAWINO NO.
454-5A
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TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION
ALL PfWNT AMJ IDIPOIINl'I' EROSION aJN1IIClt PLWrllC AMJ /RIIICATION S/W1. BC
INSTALLED AMJ -NNED AS IICQIJfl£D IH SECTION 212 AMJ J08 OF 1H£ sr.-
SP£CIFICA110NS, CASll'I ctJNSl1!IJC110H ,_ -1H£ FOtlOIIING:
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b. ALL SI.OPES 4 FffJ OIi IIOII£ IN HEJCHT.
2. Al!fAS G1W1ED FlAmR Tl/NI 6:1 111D -OF 1H£ fOOJJlfllNG CONDfOONS
DI/ST:
a. IIOT saEDtUD FOR IIIPfKN£IIENIS(CONSTl!tJCTION OIi GENERAL
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d. 4 ""'· PER /CR£ OF ACHUEA l«J£FOUI
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LEGEND
DIISCIUPTION DWG.NO.
E1/7 GRAIIEL BAGS .....•.....•....
E2/7 SILT FENCE. . . . . . . . . . . . . . . . . .
E3/7 SlRAW ROUS. •...............
SEE NOlES SHT 7 FlBER BLANKET. . . . . . . . . . . . . . . .
AND HYDROSEED AREA
SI.OPE DRAIN ...... c~1;r~~~s. ~S;-!1 .. .
DR ET SC-10 TYPE 3 STORM AIN INL . . . . . . . . . . . . • .
PROlECTION
STOCK PILE MANAGEMENT •.... ~.-.3 ...
TC-1 STABILIZED CONSlRUCTION ENlRANCE ...... .
NOi!::
SYIIBOL
Oc::.o --••-
FIi
111111111111
C9
nn
APPROXINAT-:
QUuilTIIS
720
640 LF
1900 LF
8350 Sf
80 LF
4 EA
LF
960Sf
QUANTl1JES SHOWN AR£ FOR BONDING & PERt.1/roNG PURPOSES 0NL Y. AC/UAL
QUANTITJES MAY VARY. CONTRACTOR SHOULD 1£RIFY QUANTITIES PRIOR TO BIDDING.
r I
t (
EROSION CONTROL NOTES
I. IN CASE EllE1lCENCY ~ IS IICQIJflf/Jt CONT/Cf ,.MSIJtj l.£lllS AT
(PHONC MMJfRJ (760) 505-lll/15
2. EQUIPIEJIT MID ~£RS FOR EJIERCENCI' ~ S/W1. BC l640C AIIAIIA&'.E AT ALL
111B OORJIIG Tl£ fWrr SfASON. ALL NEC£SSNrr IMIDiWS S/W1. 11£
SlDCKPfl.ED ON sm: AT caN£Jt/fNT LOCATIOHS ro FACILITA1!: IW'IO
CONSl11UCIION OF TEJIPORNrY DmCES WH£N l1A/H IS EIIIH£Nr.
J. DmCES SHOl'N ON PlANS S/W1. IIOT 11£ l«MD OIi II/JOlfl£D IIT1HOUT 1HC APf'liOVAL
OF TH£ £HG/H££RfllC INSPf.CIOR.
4. 11£ CONTl1AC10R SHW. R£SroRf ALL E110S10H CONrROL omas ro l'ORl<JHG OlllJCR ro 11£ SATISFICTION OF 11£ art EJIGIH£ER !FTCII EICH RUH-OFT PROOUCIIIG _.ALL
5. TH£ CONTl1AC10R SHAU. INSTALL NJOm<iNAL EROSION COlffllOL llfASUR£S AS IMY 11£
REOUlllfD BY TH£ art ENGINEER DU£ 11) UNCOlll'lETED GRADING OKl1A110NS OIi
UNFOIIESEIN CIICWSTAI/CfS JIHICH IMY NI/SE.
6. THC CONTl1AC10R SHAU. fl£ R£SPONS/fll£ AMJ SHAU. TNCf N£C£SSNrr PR£J:NJTKJNS ro
/IRCV£NT Pl!IU'.; Tlif5PASS ONro Al!fAS Illa£ IIIPOIJNOED IMlll!S C1/fA7!: A
HAlNlfXJUS CONIXIION.
7. ALL EROSION aJN1IIClt llfASUR£S Pfill\1IIED Pfll 11£ APfflOVfD Gl1NJING Pl,W SHW.
11£ IHCalf'ORAllD IEREON.
8. GIWIED Al!fAS lll()IM) TIE PRO.£CT PEJllllCIEJ! 1111ST DRNN AIIMY ,-TH£ Fli:C OF
SI.OK AT 11£ COHCWSION OF 00, IIOIIJUMl !MY.
9. ALL l'OPflfl.C Plft)JH:1M llEl!l:ES SIIOllfll SHIil 11£ IH PUCE AT TIE EMI OF EICH
11!1i111W1 IMY IIHEN TH£ FWC (5) !MY -PRCaallY FCJR£r.AST c:xcm>s FORTY
l'f1ICOIT («Ill). Sl'.T AM) UTID OfllTIS SHIil IE ll!MMJ IIFTER 00/ _.ALL.
10. ALL QIIIE. 811:s SIWJ. 11£ IUUP TrPf 1111H J/4 IHCII -.Al AOGllm'MIE
II. STNJllll£ ALL SM£5 MEIMIRY. SEID AMJ I/ULCH SM£5 AT A SI.OK OF LESS 11WI 5 P£RCElfl.
12. sa: CM:JIWIS STOl!JI !Mill! OUAIJIY HNalOO«S COHS11lfJCllOH sm: BEST W'fAGEIEJ(f PIIIICTICES -
FOIi l1'l'ICAI. DETM.S IIOT SIIOllfll ON Pl,W
IJ. TH£ /NfOIIIIAOON ON 1l£SE ~ Ni£ ACCIN!A1!: FOR IMl!:R POU.IIIION aJN1IIClt PURFOSES Otll.Y.
14. TH£ INfOIIIIATION ON 1H$ Pl,W IS INTD«D ro 11£ USED AS A GIMlflJN£ FOR THC CONTl1AC10R NID
SVBCON111i1Cmt! ro INSTALL *Ill! POUUTION aJN1IIClt DE\olCfS AT GENE1IAI. LOC4110NS THROUGHOUT
11£ SIT£ 1l£SE DfMlll'«lS Nif 7l) 11£ USED IH <XJNA/CTION 111111 TH£ -IM SCCTION OF TH£ !Mill!
POU..1/00N aJN1IIClt Pl,W (IIPCP) Al.SO LA8£l£D AS THE -AMJ 1H£ CALJlWIS CONSTRUCTION SfTl:
BEST ,ww;a/£NT PIIIICTICES IW«W.
IS. FELD CONIXl10NS IMY N£CESSITA1!: I/OIJIFICA110NS ro 1l£SE DIMill',GS.
16. oorwa/OU1lll 1'1£ IMS/I P£R CALIIWIS n:-J, LOCITION ro BC Df;1El!lllNED BY CONTIIAC10R.
GRA 'lf:L BAGS O'lf:RLAP
ONTO CURB llHERE OCOJRS
RUNOFF ~-__c_:::.:.::_:_...,_.
I : LA; CO .·
I
GAP BETWEEN BAGS
ACTS AS SPILLWAY 1HREE LAYERS ~ GRAI/El. BAGS
WITH ENOS IMRLAPPEI)
1. SET POSTS 00 EXCAVATE A 4 BY 4 IN
(10 BY 10 CII) lRENCH UPSLOPE FROM
AND ALONG THE LINE ~ POSTS.
-----
3. ATTACH THE FL TER FABRIC TO
THE '<IIIE FENCE AND EXTEND IT
INTO THE lRENCH.
GRAVEL BAGS
NOSCAU
2. STAPLE '<IIIE FENCING ll)
THE POSTS.
4. BACl(fllL Nil COMPACT THE
EXCAVATED SOL
i I
20 10 0 20 40 eo - ---
ICU•■nn
1 iDoh -20 ft.
NOTE:
1. SlRAW ROLL NSTALLAllON REQURES THE
PI.ACOIENT AND SECURE STAKING ~ THE ROLL IN
A !RENCH, 3•-5• (75-125mm) DEEP, DUG ON
CONTWR. R\JN<ff MUST NOT BE ALLOIIED TO RUN
UNDER OR AAOOND ROLL.
SEDIMENT, ORGANIC MA Tl[R,
AND NATI'lf: SEEDS ARE
CAl'llJR[I) BEHIND THE RW.S.
J"-5" (75-12!imm)
,
f • X f • Su4KE
(25 X 25mm)
C:i)~-:.-:.-:.1.-:.-:.-:i1:..-:.-:.-:.-:.-:.-:.-:.-:.-:.-:.-:.-:.-:.s-:.1 L-:.T-:.-:.~-:.E-~_-:_LE-_E7+---_-_,+---_--f1----_--f_-_-_:J-;::::;:;;;;;;;;:;-;:::;;;;;;;;;:;:::;:;;;;::::~~:;;;;;::N;:;o~sc~A;:;LE~;;:;i
v,!>fESs1
1----1---l----------+--+-+--+-----I L!JI CI~ ~~~AD II TI
~--1--+---------------+--+---+--+----t mllllll>II CvlliWiL l'IAII IOI: ENGINEER OF WORK:
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" l, ., --% ~ C44178 f:: .. ., tr . 3-ll-1 *
CIV\\.
e;.t_\t
, RCE +4976
'·'Z-(·lif'
DAlE
burkett
&wong
engineers & surveyors
343-4 fou,tt, av,. aan dlego ca.
92103-5704 * (619) 299-5S50
LA COSTA DE MARBELLA
SLOPE STABLILIZATION / FOUNDATION UNDERPINNING
2,403-2-413 LA COSTA AVE., CARLSBAD, CALIFORNIA
IAPPRCMIJ:DA\10 A. H~_,( _,,!,ii!• I t::::j::::t:::::::::::::::::::::::::::::~::::~~===~====~===~ DEPUTY QTY ENGINEER PEJiielm ..--30--10 DAlE
IMl1E 111W. IMl1E 111W. IDili BY:. 11 PROJECT NO. I DRA1111NG NO. ~-;;;;;;-;,,;;:,;;_;;;;'-ir,;ar~f-_;-~~~-=g~,"'!(j, ·-PD07-08 _ 454-SA
IMl1E 111W.
EMGlu,t 0,wrlll( REIIISION DESCRIPTION