HomeMy WebLinkAboutDWG 422-4B; CT 02-28; LA COSTA CONDOMINIUMS SLOPE STABILIZATION; 01-06GRADING NOTES
(IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE
CARLSBAD MUNICIPAL CODE.)
1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY
OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS.
2. .O.PPRCVAL CF THIS PLAN DOES NOT LESSEN OR WAIVf. ,\NY PORTION OF THE
CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY
STANDARDS OR OTHER ADDl"lONAL DOCUMENTS L STED 1-iEREON AS THEY MAY
PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL
REVIS£ THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED.
3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEi/ELOPER OR ENGINEER-OF-
WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS
DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY
SUBMITTED TO THE CITY ENGINEER FOR APPROVAL.
4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY
WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A
CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE
FILED NAMII-JG THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED 00 THE
PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH
OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY \\BITING THE POLICY MUST
HA\/E A RA TING OF • A • OR BETTER AND A SIZE GA TEGORY OF CLASS V OR BE HER
AS ESTABLISHED BY "BESTS" KEY RATING GUIDE.
5. UNLESS EXEMPilll BY SECTION 301.(b)5 OF THE UNIFORM BUILDING CODE,
RETAINING WALLS OUTSIDE OF PUBLIC RIGHT OF WAY REQUIRE SlEPARATE
PERMITS FROM THE BUILDING DEPARTMENT.
6. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM
THE CITY AND OTHER APPROPR ATE AGENCIES.
7. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY
WORK CR GRADING TO BE PERFORMED UN11L THE PROPERTY OWNER'S PERMISSON
HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED.
8. NO REVISIONS WILL BE MADE TO THESE PLANS IMTHOUT THE WRITTEN APPROVAL
OF THE CITY ENGINEER, NOTED WITHIN TI1E REVISION BLOCK, ON THE
APPROPRIATE SHEET OF TH£ PLAr-!S AND THE 11TLE SHEET.
9. ORIGINAL DRAWINGS SHAUL BECOME THE PROPERTY OF THE CITY UPON BEING
SIGNED BY THE C l~Y ENGINEER.
10. THE ORIGINAL DRAWING SHALL BE REVISED ID REFLECT AS-BUILT CONDITIONS
BY THE ENGINEER-OF-1\0RK PRIOR TO FlNAL ACCEPTANCE OF THE \\IJRI< BY THE
CITY.
11. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAlNTAINED TO
THE PROJECT SITE AT ALL 11MES DURING CONSTRUCTION.
12. v.l-lERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED
OF; (A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION
CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF
CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS
MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING
INSPECTOR WITHIN 00 'M'.lRKING DAYS OF THE COMPLETION OF FIELD TESTS.
13. A SOILS C::JMPACTION REPORT AND COMPLIANCE VERIFlCATION REGARDING
ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED
PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONiROLLED GRADING
SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE
STATE OF CALIFORNIA PRINCIPAULY DOING BU9NESS IN THE FIELD OF APPLIED
SOILS MECHANICS. AUL FILL OR FUlURE FlLL AREAS SHALL BE CONSTRUCTED IN
,',CCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFlCATIONS AND THE
" EARTHWORK SPEC IFlC A TIONS " ATTACHED ID THE PRELIMINARY SOILS
INVESTIGATION. DAILY FIELD COMPACTION REPORTS Will BE SUBMITTED TO THE
PROJECT INSOECTOR.
14. A PRECONSTRl:CTION MEETING SHAI I BE HEID AT JHE SIJE PRIOR TO THE
BEGINNING OF 'IIQRK AND SHAI I BE ATTFNDED BY Al I REPRESFNTATI\ifS
RESPONSIBLF FOR CONSTRUCTION. INSPECTION, SUPERVISION. TESTING AND ALL OTHER
ASPECTS OF 11-IE WORK. THE CONTRACTOR SHALL REQUEST A PRECONSTRUCTION
MEETING BY CALLING THE INSPECTION LINE AT (760) 43B-3891 AT LEAST FIVE(5)
YKJRKING DAYS PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR l'llLL THEN BE
CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE
PRECONSTRUCTION IAEE11NG. APPROVED DRAWINGS MUST BE 1..VAlLABLE PRIOR TO
SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR
AT THE MEETING.
15. AU. INSe.ECTION REOUFSTS DJHER THAN FOR PRECONSTRlJCTION MEETING WII I BE
MADE BY C Al I ING JHE ENGINEERING 24 HOUR INSPEG TION REOllEST LINE AT
{760) 4J8-38SJ. INSPECTION REQUEST MUST BE RECEII/ED PRIOR TO 2:00 P,M.
ON THE DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE
THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER
2:00 P,M. WILL BE SCHEDULED FOR TW'.l FULL V.ORK DAYS LATER.
16. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACIDR
SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING
SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL.
STATE AND FEDER.~L SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
17. THE CONTRACTOR SHALL COl'IFORM TO LAEOR CODE SECTION 6705 BY SUBMITTING
A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING
THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROV!SIONS TO BE MADE
OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE
EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION
THEREIN. THIS PLAN Mus~ BE PREPARED FOR AUL TRENCHES FIVE FEET (5') OR
MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED
AGENCY PRIOR TO EXCAVATION, IF THE PLAN VARIES FROM THE SHORING SYSTEM
STANl:iABDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE B
CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A
REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA
EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO
EXCAVATION.
18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN
OBTAi"JED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING
PERMIT 'M::LL IN ADVANCE CF THE SCHEDULING Of BLAS11NG OPERATIONS.
19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA
DURING CONSTRUCTION, OPERATIONS Y,ILL CEASE IMMEDIATELY. AND THE
PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART
UNTIL THE PERMITTEE HAS RECEII/EC WRITTEN AUTHORITY FROM THE CITY
ENGINEER TO DO SO.
20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO. INCLUDING
WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS,
EARTHMO\/ING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED
GRADING EQUIPMENT SHALL BE LIMITED ID THE PERIOD BETWEEN 7:00 A.M. AND
SUNSET EACH DAY, MONDAY THRU FRIDAY AND NO EARTHM0\11NG OR GRADING
OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY
HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.)
21. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE
CITY ENGINEER FOR APPROVAL T'AO FULL WORKING DAYS PRIOR TO BEGINNING OF
'#JRK.
22. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE
DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR
SHALL BF RESPON~BLE FOR ANY DEBRIS OR DAMAGE OCCURRING AIOIIJG JHE HAUL
ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
23. BRUSH SHAL~ BE REMOVED ONLY 'MTH!N THE AREA TO BE GRADED. NO TREES ARE
TO BE REMOVED UNLESS SPECIFlCALLY NOTED ON THE PLAN.
24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF
WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A
MINIMUM ::>NE PERCENT SLOPE.
29. THE OWNER/APPLICANT SHALL INSURE TI1AT Ale CONTRACTORS SHALL COORDINATE
THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE
AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS
WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS.
30. STORM DRAIN PIPE SHALL BE RE!t,(FORCED CONCRETE PIPE v.lTH A Mil,ilMUM □-LOAD OF 1,350. FOR PRIVATE STORM DRAIN PIPES, UP TO 15" PVC MAY BE
UTILIZED PROVIDED DEPTH IS lESS THAN 16 FEET AND BACKFILLED W1TH 3/4"
ROCK PER SDRSD S-4 TYPE •c• AND PIPE MEETS ASTM STANDARD 3034 FOR
SDR 35 SOLID WALL PIPE.
31. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE
GRADING OPERATION, IT SHAUL BE REMOvt::D WITHIN TWENTY FEET OF BUILDING
OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER
AREAS THE PIPE \ltlLL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY
THE CITY ENGINEER.
32. THE CONTRACTOR SHALL VERIFY THE LOCATION Of ALL EXISTING FACILITIES
( ABOVE GROUND AND UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY
AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS
FOUND THAT THE AGTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED
WORK.
33. THE CONTRACTOR SHALL ~OTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT
LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR
FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE.
UNDERGROUND SERVICE ALERT 800 422-4133
SDG&E 800 660-7343
PACIFIC BELL 800 892-0123
TIME WARNER CABLE 760 1438-7741
COX COMMUNICATIONS 760 806-9809
CITY OF CARLSBAD(STREETS & STORM DRAIN) (760 434-2980
"CITY OF CARLSBAD(SEYIER,WATER & RECLAIMED WATER) 76Q 438-2722
"SAN DIEGUITO WATER DISTRICT 760 633-2650
'I.EUCADIA WASTEWATER DISTRICT 760 753-0155
"VALLEGITOS WATER DISTRICT 760 744-0460
-OLIVENHAIN WATER DISTRICT 760 753-6466
'BUENA SANITATION DISTRICT 760 726-1340
*AS APPROPRIATE
34. PERMIT COMPLIANCE REQUIREMENTS:
A, FDR CONTROLLED GRADING -THE APPLICANT HIRES A CIVIL ENGINEER,
SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE,
OBSlERv[ AND CONTROL THE WORK IN PROGRESS {15.16.120 A.8\
CARLSBAD MUNICIPAL CODE.
B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT -THE FOLLO~NG
REPORTS MUST BE SUBMITTED m THE CITY ENGINEER VIA THE
PROJECT INSPECTOR !15.16.120 A.10} CARLSBAD t.lUNICIPAL CODE;
(1) FINAL REPORT BY SUPER\11SING GRADING ENGINEER STATING ALL
GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING
AND IRRIGATION ARE INSTALLED IN CONFORMANCE 'MTH CITY
CODE AND THE APP'lOVED PLANS ( OBTAIN SAMPLE Of COMPLIANCE
LETTER FROM CITY ENGINEERING DEPARoiENT).
(2) AS-BUILT GRADING PLAN.
(3) REPORT FROM THE SOILS ENGINEER, WHICH INCWD[S
RE.COMMENDED SOI. BEARING CAPACITIES, A STATEIIENT AS TO
THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF
FIELD AND LABORATORY TESTS. THE REPORT SHALL ALSO
INCLUDE A STATEIIENT BY THE SOILS ENGINEER THAT THE
GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND
RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT
AND ANY SUPPLEMENTS THERETO.
(4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE
CITY,
35. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1)
YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED
TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILIL BE REQUIRED FOR
ANY SUCH RECHECK.
36. THE SOILS REPORT TITLED LANDSLIDE STABILIZATION RECOMMENDATIONS,
PREPARED BY AMERICAN GEOTECHNICAL , DATED 03/27/07
SHALL BE CONSIDERED AS A PART OF THIS GRA~ING PLAN.
,',LL GRADING SHALL BE DONE IN ACCORDANCE WITH THE
RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID SOILS REPORT.
•DECLARATION OF RESPONSIBLE CHARGE"
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I
HAVE EXERCISED RESPONSIBLE CHARGE OVER TI1E DESIGN OF THE PROJECT AS DEFINED
IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS
CONSISTENT WITH CURRENT STANDARDS.
I UNDERSTAND THAT THE CHECK Of PROJECT DRAWINGS AND SPECIFICATIONS BY THE
CITY OF CARLSBAD DOES NOT RELIE\IE ME, AS ENGINEER OF WORK, OF MY
RESPO.,c,,,111TIEC FOO PRru:-rT DE"'"·' ,,__,,...,,. .. , II .._.. 1, ..,.,.,._.._,_ __,,,._.11•
FIRM:
ADDRESS:
AMERICAN GEOTECHN:CAL
22725 OLD CANAL ROAD
YORBA LINDA, CA 9288? ~ CITY, STA TE:
TELEPHONE: (714) 6!15-3900 _/ /'
BY: __ . .v ( _fd 1 ~ L---...
G.E. NO.:
_./ GREGbQY w, AXTEN
103
REGISTRATION EXPIRATION DA TE: 03/31108
/
OA Tc: 03/27107
sons ENGINEER'S CERTIFICATE
I, GREGORYW.AXTEN , A REGISTERED (GEOTECHNICAL) ENGINEER OF
THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUS1NESS IN THE FIELD OF
APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY
OF TI-JE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME
OR UNDER MY DIRECTION BETWEEN THE DATES o;-/IUG 3, 2006 AND AUG 29, 2006.
TWO COPIES OF THE SOILS REPORT COl.lPILED FROM THIS STUDY, WITH MY
RECOMMENDATIONS, HAS BEEN SUBMITTED TO fHE OFFICE Jlf THE CITY
ENGINEER. __ ,.{ ·. n. /'"
SIGNED: , . · /~
G.E. NO.: 1 ✓ "::) ,
DA TE: 03/27107 _ __)
LICENSE EXPIRATICN DATE: 03/31108
GRADING PLANS
FOR
BANICH, POWERS, CALSO
WORK TO BE 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 AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET
Of PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIO!sS
AND ORDINANCES CITED ON THESE PLANS.
THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING
DOCUMENTS. CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY
ENGINEER.
1. CARLSBAD MUNICIPAL CODE
2. CITY OF CARLSBAD ENGINEERING STANDARDS
3. THIS SlET OF PLANS
4. RESOLUTION NO. N/ A
5. THE STANDARD SPECIFICATIONS FOR PUBLIC V.ORKS CONSTRUCTION (GREEN
BOOK).
LANDSLIDE STABILIZATION
2416 SACADA CIRCLE, CARLSBAD
6. SOILS REPORT AND RECOMMENDATIONS RY AMERICAN GEOTECHNICAL
_____ DATED 3-27-07
7. THE SAN DIEGO REGION,O.L STAND/\RD DRM'IINGS AND AS MAY BE MODIFIED BY
THE CITY OF CARLSBAD STANDARDS.
8. ~~~gRN~/XOASTAL COMMISSION DEI/ELOPMENT PERMIT CONDITIONS
SOURCEOFTOPOGRAPHY
TOPOGRAPHYCONFORMSTONADONALMAPACCURACY
STANDARDS AND WAS GENERATED BY SANLO AERIAL SURVEYS
DATE: OCTOBER 11, 2005
PROJECT LOCATION
9. ENVIRONMENTAL APPROVAL DOCUMENTS DATED ~~~A~-----
10. STORM WATER POLLUTION PREVENTION PLAN PREPARED
BY N/A DATED -------WDID NO. 9 375 ___________ _
11. STORM WATER MANAGEl.lENT PLAN PREPARED
BY NLA DATED---------
12. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND
CALTRANS CONSTRUCTIOr-1 SITE BMP MANUAL
LEGEND
THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL No. 216-190-47-01, No.216-190-47-02, AND No. 216-160-27-01
THE CALIFORNIA COORDINATE INDEX FO THIS PROJECT IS: 334-1689
DESCRIPTION DWG.l'\O. SYMBOL QUANTITY
A'
REFERENCE DRAWINGS
168-t0A
L-5731
VICINITY
CITY OF OCEANSIDE
HIGHWAY, -7-8
MAP
~ ~JOT TO g--SC,'.LE
Location of Cross Section
Location of Finish Contour
Location of Tieback Wall System
Location of Proposed Key Excavation
Location of Surface Drain
Approximate Location of Slope Access Road-cut
For Leighton Large Diameter Boring (1998)
Estimated Location of Original Slope Access
Road-cut By Leighton
FL = Rowline @ bottom elev. of v-ditch
Sheet3
Sheet3
Sheet3
Sheet3
0-75
Sheet3
Sheet3
Sheet3
4
--215--
1 l I I
171.50FL
~ ,-.... / ... ,
Cosf1 .1,....AVE..L, r \ ~ 2
Approximate Limits of Landslide Sheet3 I ' ' I \ OC [At,,
CITY
I ( WE ) HERE~Y ERTIFY THAT A REGISTERED SOILS ENGINEER OR
GEOLOGIST HAS ~ WILL 81;.-;, RETAINED TO SUPERVISE OVER-ALL
GRADING A~'S,, ~ VISE 01)( TJ-rE COMPACTION AND ~ABILITY OF
THIS Sl'\5.-, ( ///~_,// ~(/)-.,,~/ 07
/ PR ERTY OWNLR; BANICH / DJ1E ,
/
OWNER'S CERTIFICATE
I ( WE ) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR
GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL
GRADING ACTI'v1TY AN.•IJ:/ ADVISE ON THE COMPACTION AND STABILITY OF
THIS SITE. ;J I l
I/ tf t/L "'-7° ~ or:/ I PROPERTY OWNER: PO't\£RS )DAT! .
OWNER'S CERTIFICATE
~ ~',!
~ SITE OF ENCINITAS "-s...-''--'-=-:..:....=::...._
BENCH MARK
DESCRIPTION: STANDARD M• 10 CENT[RUNE
WELL MONUM[..'/T
LOCATION; CENTERLINE OF EL CAMINO REAL
AT ENGINEER'S STATION 454+92
PER RS. 1800-1
RECORDED: COUNTYBENCHLEVELS
(NO. COUNTY VER[ CONTROL lll!TA)
ELEVATION: 68.479 DATUM: U.S.C. & G.S.
EARTHWORK QUANTITIES
CUT: 14.260 CY
FILL: 15 16D CY
IMPORT· 900 CY
EXPORT: 0 CY
' \ I I I , \ .,, , _____ , __ __
SHF.F.T INnF.X
SHEET NO. DESCRIPTION
1.
2.
3.
4.
TITLE SHEET, GRADING NOTES
[NGl"IEER'S S::>[CIAL NOTIS AND SPECIFICATIO!-iS
GRADING PLAN
CROSS SECTION
6. DETAILS
6. EROSION CONTROL PLAN AND NOTES
NOTE: FOR LANDSCAPE AND IRRIGATION
PLANS SEE DRAWING NO. 422-4M
Pl itNN~~DEPARTMENT APPROVAL_ . , I II( as BUILT ...
,, / 1"'' DAl'll: 8° r>;;-J--7 / , '. ~) /J? ✓ / ~
(SIGNED) t~t--~ ~--f'tr.r'
DON NEU, PLANNING DIRECTOR R',E /t:;2} ,, !Ji~ i~ DATE
I ( \\£ ) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR
GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL
GRADING AC IVITY AND ~D SE ON THE COMPACT!ON ANAklLITY OF
REMEDIAL· 0 CY
v~,* ""''l"/01 ,,_,,,,rn•;r "'
RICOllm'DED BY· UA\,C,,.J ~•FF ~f✓ .J ·G.-.-.
(PRINT NAME) {NSPECT □R
/. I, ll 1.r'. l}f
DATE
THIS SITE. "'~.I . i: · .. -v-q '"'11!
Ii\ (_ff 1 1 ,._ , ,.,,.-y n, rv 1
PROPffiTY OWNER: CAI.SO · DA TE
fsHml CITY OF CARLSBAD f---f---+---------------~1---l.--+---l---L...2_j ENGINEERING DEPARTMENT I SH~ETS I
GRADING AND EROSION CONTROL PLANS FOR: 25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SET OF EROSION
CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROI/ED BY
THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. / (r.-'j BANICH, POWERS, CALSO LANDSLIDE STABILIZATION
SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ~I\O!ESS10~ , _btt, · . TITLE SHEET 26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM II American fJ P.i , ·
ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED Geotechnical, Inc. ~'I "'"'·-Iii' /,. ~ !JI"'. . \
AND DISPOSED OF AT A SITE APPROI/ED OF BY THE CITY ENGINEER. ~ '/',.,-. ",•-·_'fi,i:,'t~,,n-, 1,1,"--:,.,f-, --:C-;::-;A;::R~LS;::;B;::-:-A;::D-;-;M~U~N:;:IC:::-;l:;::P:--;A-;-L-;;-W;:-A-::;:T;::E;::R~D;:::l:;::S::;T;::R;:IC;--:T;----f..--+--if-----------------1----1---+--+---J APPROVED: ~\11.D /. • ~S-ER /_ -,
27. ALL SLOPES SHALL BE IRRIGATED, STAS ILIZED, PLANTED AND/OR HYDROSEEDED ::' · , . .--"'-~ ---8 rz "1 (c,?
WITHIN TEN (10) D,\ YS Of THE 11ME WHEN EACH SLOPE IS BROUGHT ID GRADE 22725 Old Canal Road, Yorba Linda, CA 92887 * e,,_ ·,.n,(16 ':fl n(, {ct 6,. '4 A l2.\ As bv ,If Con<\,-!-, n" ~ .,D;;E::::;PU:::TY:;::'C'::ITY::::::::E::':N::G::IN'::EE;-';R':=P:::E:::'3:::3:::08=:'1::::E::XP::::l:::RE:::S:::6=i/:::30'::l/::10::B==DA:::i:::E:::::::
AS SH0\11111 ON THE APPROVED GRADING PLANS. ( ~ 1 c.lf.",,f, HI,:~ Lr:,, 5Kf.~i'I-R1.,.,1:i,1!' ,..,.5.~ G.Vr ~
28-~N~~~~ lr~LkR~[s ~\1~6~~~ o~AN~'iL, ~ES L!~gs~1irr1c ASP~~UI~~~ PHONE: (714) 685-3900, FAX: (714) 685-3909 "';,};~~ ,-~~JTt·c~tu~N~l''EER DATE ;;ER o/::~ REVISION DESCRIPTION DATE INITIAL DATE INITIAL g:os ~'y. @ I ~~~-Eg;_2~ I ~~~~~ NO
THIS PROJECT, AND/OR AS DIRECTED BY THE CITY ~':?" ,, R.C.E. 33081 EXP. 6/30/08 011,ER APPROVAL CITY APPROVAL RVWD BY: . .
ENGIN~ER OR PLANNING DIRECTOR. ./ -..__,,.. '------------... .;....-----------------------------------------------------...... .;..+,-------------------~--------------------------------------------------------.....J
100507
ENGINEER'S SPECIAL NOTES AND SPECIFICATIONS
A. GENERAL
1. ALL WORKMANSHIP AND MATERIALS AND OTHER ASPECTS OF CONSTRUCTION SHALL
CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITIONS OF THE UNIFORM BUILDING
CODE, ACI 318, THE "GREEN BOOK," STANDARD SPECIFICATIONS FOR PUBLIC WORKS CON-
STRUCTION AND THE COUNTY OF SAN DIEGO, ASTM TEST STANDARDS, EMA STANDARD PLANS,
AND THE REQUIREMENTS OF THE CITY OF CARLSBAD.
2. UNLESS DETAILED, SPECIFIED, OR INDICATED OTHERWISE, CONSTFlUCTION 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 SHALL
GOVERN. AMERICAN GEOTECHNICAL (THE PROJECT ENGINEER) SHALL BE RESPONSIBLE FOR
ANY INTERPRETATION REQUIRED. SUCH INTERPRETATION BY THE PROJECT ENGINEER SHALL
NOT RESULT IN ANY CLAIMED EXTRAS BY THE CONTRACWR.
3. ANY CHANGES TO THE PLANS AND SPECIFICATIONS DICTATED BY THE SITE CONDITIONS
AND/OR REQUESTED BY THE CONTRACTOR MUST BE APPROVED IN WRITING BY THE PROJECT
ENGINEER AND TI-IE CITY, IF REQUIRED, PRIOR TO IMPLEMENTATION. ANY CREDIT OR EXTRA
CHARGE ASSOCIATED 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 CONTINUING WITI-l THE PROJECT
4. THE CONTRACTOR AND ANY SUBCONTRACTORS SELECTED FOR THE DESIGN AND CON-
STRUCTION SHALL BE LICENSED WITH THE STATE OF CALIFORNIA AS A GENERAL CONTRACTOR
(CLASS A LICENSE) OR HOLD APPROPRIATE SPECIALITY CONTRACTOR LICENSES.
5. CONTRACWR SHALL VERIFY ALL DIMENSIONS AND EXISTING .CONDITIONS PRIOR TO
STARTING WORK AND NOTIFY THE PROJECT ENGINEER OF ANY DISCREPANCIES OR INCONSIS-
TENCIES. AFTER RECEIPT OF SUCH NOTIFICATION, THE PROJECT ENGINEER SHALL BE RESPON-
SIBLE FOR CLARIFICATION OF DISCREPANCIES 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 TAKF PRECE'DENCE OVER GENERAL NOTES AND !>TANDARD DETAILS.
8. ALL WORK NOT SPECIFICALLY DETAILED OR NOTED SHALL BE CONSTRUCTED THE SAME
AS OTHER SIMILAR WORK SHOWN IN THE DETAILS. IN THE EVENT OF ANY UNCERTAINTY, REFER
TO GENERAL; A2.
9. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED PRODUCT AND DO NOT INDI-
CATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE ALL ~ .. 1EASU RES NECES-
SARY TO PROTECT THE SITE AND STRUCTURES DURING CONSTRUCTION. SUCH MEASURES MAY
INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO PROVIDING THE DESIGN, MATERIALS, AND
FABRICATION OF ALL TEMPORARY BRACING AND SHORING FOR ALL STRUCTURAL MEMBERS
INCLUDING THE INSTALLATION OF TIEBACKS ON TEMPORARY CONSTRUCTION SLOPES. THE
CONTRAGmR SHALL IMMEDIATELY NOTIFY THE PROJECT ENGINEER OF ANY CONDITION WHICH,
IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF PROPERTY OR STRUCTURE($) OR MIGHT
CAUSE DISTRESS TO PROPERTY OR STRUCTURE(S).
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY AND SECURITY OF THE
SITE UNTIL SATISFACTORY COMPLETION OF THE PROJECT AS DETERMINED BY THE PROJECT ENGINEER.
11. OBSERVATION VISITS TO THE SITE BY THE FIELD REPRESENTATIVE OF THE 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 SUBSTI-
TUTE FOR INSPECTIONS BY THE CONTRACTOR AND/OR GOVERNING AGENCY.
13. THE CONTRACTOR SHALL PROCURE AND MAINTAIN INSURANCE COVERAGE UNDER
POLICIES OF COMMERCIAL GENERAL LIABILITY, AIJTOMOBILE LIABILITY, AND WORKERS' COM-
PENSATION AND EMPLOYER'S LIABILITY, DURING THE ENTIRE PROGRESS OF THE WORK, AND
COMMERCIAL GENERAL LIABILITY UNTIL TEN (10) YEARS AFTER THE FINAL NOTICE OF COMPLE-
TION FOR THE WORK HAS BEEN RECORDED. THE DETAILS OF SUCH INSURANCE SHALL BE TO
THE SATISFACTION OF THE OWNER.
14. THE 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 DAMAGED BY THE ACTIVITY(S) OF THE CONTRACTOR
OR HIS SUBCONTRACWR(S) DURING THE COURSE OF CONSTRUCTION SHALL BE THE RESPON-
SIBILITY OF THE CONTRACTOR TO REPLACE OR REPAIR (LIKE, KIND, AND QUALITY L,K,Q) AS
RECOMMENDED BY THE PROJECT ENGINEER. IF ADDITIONAL DESIGN, PLANS, SPECIFICATIONS,
AND/OR PERMITS ARE REQUIRED, THE CONTRACTOR WILL BE RESPONSIBLE FOR THE RESPEC-
TIVE COSTS.
16. AT THE COMPLETION OF THE WORK, CONTRACTOR SHALL PROVIDE DETAILED AS-BUILT
DRAWINGS OF ALL INSTALLATIONS AND LOCATIONS. THE CONTRACTOR, PROJECT ENGINEER,
AND CITY OFFICIAL SHALL WALK THE COMPLETED PROJECT AND A CHECK LIST PREPARED OF
FINAL ITEMS FOR THE CONTRACTOR TO CORRECT.
B. DEMOLITION
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DEMOLITION :~EQUIREDTO PROP-
ERLY EXECUTE THE PLANS AND SPECIFICATIONS. TEMPORARY BARRIERS AND SECURITY
DEVICES AS NEEDED SHALL ALSO BE THE RESPONSIBILITY OF THE CONTFlACTOR.
2. DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL.
SAFETY AND SECURITY OF ALL CONSTRUCTION AREAS.
3. DISCONNECT, REMOVE AND CAP; AS NEEDED, UTILITY SERVICES W,THIN THE DEMOLITION
AREAS. MARK AND RECORD ALL DISCONNECTED UTILITIES. AS NECESSARY, THE CONTRAGmR
SHALL CONSULT WITH THE UTILllY COMPANIES REGARDING FURTHER ABANDONMENT, RELOCA-
TION, AND/OR RECONSTRUCTION (IF REQUIRED) OF UTILITIES.
C. GRADING AND EXCAVATIONS
1. TO FACILITATE THE INSTALLATION OF TIEBACKS, GRAD ING WILL BE REQUIRED IN THE
FORM OF EXCAVATION BELOW GRADE TO FACILITATE ANCHOR BLOCK CONSTRUCTION IN SLOPE
AREAS. TI-IE CONTRACTOR SHALL REMOVE THE MINIMUM AMOUNT OF SOIL REQUIRED TO
FACILITATE THE INSTALLATION. ALL GRADING SHALL BE IN ACCORDANCE WITH THE UNIFORM
BUILDING CODE, GOOD CONSTRUCTION PRACTICE, AND THE RECOMMENDATIONS OFTI-lE
PROJECT ENGINEER.
2. ALL EXCAVATION SHALL PROCEED UNDER CONTINUOUS OBSERVATION BY A REPRESEN-
TATIVE OF TI-IE PROJECT ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
STABILITY OF ALL TEMPORARY, CONSTRUCTION EXCAVATIONS.
3. AS APPROVED BY THE PROJECT ENGINEER, SOIL EXCAVATED SHOULD BE
PLACED/SWCKPILED IN SUCH A MANNER THAT IT WILL NOT SURCHARGE THE ACTIVE LAND-
SLIDE.
4. ON COMPLETION OF TIEBACK ANCHOR BLOCK CONSTRUCTION, THE AREAS BELOW AND
ADJACENT SHALL BE FILLED AND CONTOURED PER THE PLANS. CARE SHALL BE TAKEN NOT m
CREATE ANY NEW, ADVERSE DRAINAGE CONDITIONS.
5. AREAS TO RECEIVE FILL SHALL BE REVIEWED BY THE PROJECT ENGINEER. UPON
ACCEPTANCE BY PROJECT ENGINEER, THE CONTRAGmR SHALL BE RESPONSIBLE FOR SUR-
VEYING ROUGH EXCAVATION ELEVATIONS FOR INCLUSION INTO THE AS-BUILT PLAN.
6. WHERE SUBDRAINS/BACKDRAINS ARE REQUIRED BY THE PLANS, THE CONTRACTOR
SHALL PREPARE THE GRADE OR REVIEW AND ACCEPTANCE BY THE PROJECT ENGINEER.
THEREAFTER, THE CONTRACTOR SHALL PLACE GRAVEL, PIPE AND GEOFABRIC AS DICTATED BY
TI-tE PLANS AND HAVE INVERT ELEVATIONS SURVEYED FOR INCLUSION INTO THE AS-BUILT
PLANS.
7. FOLLOWING ACCEPTANCE BY THE PROJECT ENGINEER OF AREAS TO RECEIVE FILL, THE
EXPOSED SURFACES SHALL BE THOROUGHLY SCARIFIED TO A DEPTH OF ABOUT SIX INCHES.
MOISTURE CONDITIONED TO NEAR OPTIMUM MOISTURE, AND TI-lEN THOROUGHLY COMPACTED
TO AT LEAST 90 PERCENT OF THE LABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCOR-
DANCE WITH ASTM METHOD OF TEST D1557.
8. FILL PLACEMENT SHALL PROCEED IN LOOSE LIFTS NOT EXCEEDING SIX INCHES THICK-
NESS. EACH LIFT SHALL BE THOROUGHLY COMPACTED BY MECHANICAL MEANS TO AT LEAST 90
PERCENT OF TI-IE LABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCORDANCE WITH
ASTM METHOD OFTEST D1557.
9. FILL MATERIAL SHALL BE FREE OF DEBRIS AND OVERSIZED MATERIAL, ROCK AND SIMI-
LAR IRREDUCIBLE MATERIAL GREATER THAN SIX INCHES IN MAXJMUM DIMENSION.
10. WHERE GEOGRID SOIL 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 PROTECT THE GEOGRID FROM DAMAGE RESULTING FROM EARTH
MOVING AND COMPACTION EQUIPMENT.
11. ANY SLOPE FACE STEEPER THAN 2:1 (HORIZONTAL TO VERTICAL) SHALL BE CON-
STRUCTED BY OVERFILLING, THOROUGHLY COMPACTING THE OVERFILLED AREAS BY MECHANI-
CAL COMPACTION IN HORIZONTAL LIFTS, AND THEN CUTTING BACK TO THE COMPACTED INNER
CORE. THE MINIMUM AMOUNT OF OVERFILLING SHALL BE ONE FOOT VERTICAL 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
CONVENTIONAL FILLING, COMPACTION, BACKROLLING, AND GRIDROLLING TECHNIQUES. CON-
VENTIONAL, HORIZONTAL COMPACTION SHALL EXTEND TO THE PLANNED LINE OF SLOPE. BACK•
ROLLING SHALL BE THOROUGHLY EMPLOYED AT INTERVALS NOT EXCEEDING FOUR FEET VERTI-
CAL. THE CONTRACTOR SHALL GENEROUSLY OVERLAP BACKROLLING SEQUENCES. FOLLOW-
ING ACCEPTANCE OF BACKROLLING BY THE PROJECT ENGINEER, THE CONTRACTOR SHALL
THOROUGHLY GRIDROLL SLOPES UNTIL ACCEPTED BY THE PROJECT ENGINEER. DURING FILL
COMPACTION, BACKROLLING AND GRIDROLLING OPERATIONS, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR ADJUSTING SOIL MOISTURE TO NEAR OPTIMUM CONDITIONS. WHERE CON-
VENTIONAL BACKROLLING AND GRIDROLLING TECHNIQUES FAIL m ACHIEVE THE UNIFORMLY
COMPACTED CONDITIONS TO AT LEAST 90% OF THE LABORATORY MAXIMUM DENSITY (I.E.
D1557), THE CONTRACTOR SHALL REMOVE THE FAILED AREAS AS IDENTIFIED BY THE PROJECT
ENGINEER FOLLOWED BY REBUILDING UTILIZING OVERFILLING AND CUTTING BACK TECH-
NIQUES.
D. TIEBACK CONSTRUCTION
1. TI-tE TIEBACK SPECIFICATIONS HEREIN SHALL BE CONSIDERED MINIMUM PERFORMANCE
CRITERIA FOR TIEBACKS DESIGNED, DETAILED, CONSTRUCTED, AND TESTED BY THE CONTRACTOR.
2. THE MINIMUM BONDED LENGTH OF THE TIEBACKS SHALL BE 50 FEET.
3. THE TIEBACK SERVICE LOAD REQUIREMENT(S) AND LENGTHS ARE AS NOTED ON THE
PLANS. THE TIEBACK LOADS 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 ALIGNMENT.
4. ALL TIEBACKS SHALL BE TESTED UNDER CONTINUOUS OBSERVATION BY THE PROJECT
ENGINEER. ALL TIEBACKS SHALL BE TESTED TO 150% OF THE PLAN SERVICE LOADS. ALL
TIEBACKS SHALL BE LOCKED OFF AT 110% OF THE SERVICE LOADS. AT LEAST 48 HOURS PRIOR
TO ACTUAL TESTING, THE CONTRACTOR SHALL PROVIDE TO THE PROJECT ENGINEER SPECIFI-
CATIONS ON ALL OF THE TESTING APPARATUS TO THE SATISFACTION OF THE PROJECT ENGI-
NEER INCLUDING CURRENT CALIBRATIONS ON ALL JACKING EQUIPMENT.
5. ALL TIEBACK GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI
AT 28 DAYS AND INCLUDE TYPE V CEMENT AND A MAXIMUM WATER/CEMENT RATIO OF 0.46. THE
CONTRACTOR SHALL HAVE CAST NOT LESS THAN THREE TEST CUBES PER TIEBACK AND HAVE
TESTED SUFFICIENT CUBES TO DEMONSTRATE WTHE SATISFACTION OF THE PROJECT ENGI-
NEER CONFORMANCE WITH THIS SPECIFICATION. SAMPLING FOR THE CUBES SHOULD BE SUCH
THAT REPRESENTATIVE NUMBERS 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 TI-IE PROJECT ENGINEER OR
ALTERNATIVELY THE CUBES MAY BE CAST BY A REPRESENTATIVE OF THE PROJECT ENGINEER.
SPECIAL CONCRETE DEPUTY INSPECTION IS NOT A REQUIREMENT.
6. ALL TIEBACKS SHALL BE DETAILED WITH DOUBLE CORROSION PROTECTION. THE ENTIRE
LENGTH OF PRE-STRESSING STRANDS FROM ANCHOR PLATE TO THE END OF TIEBACK SHALL BE
PROTECTED FROM CORROSION BY ENCASING THE PRE-STRESSING STRANDS IN A CORRU-
GATED PLASTIC TUBE/SHEATHING WITH CEMENT GROUT FILLING THE VOIDS BETWEEN THE TUBE
AND THE PRE-STRESSING STRANDS AND THE TUBE AND THE SOIL. THE CEMENT GROUT
BETWEEN THE SOIL AND THE PLASTIC SHEATHING SHALL BE A MINIMUM OF 1/2 INCH THICK AND
SHALL EXTEND THE ENTIRE LENGTH OF THE TIEBACK. A SMOOTH PLASTIC SHEATH SHALL
ENCAPSULATE THE ENTIRE UNBONDED LENGTH. THE SHEATH SHALL HAVE A MINIMUM THICK-
NESS OF 0.05 INCHES. A GREASE FILM COMPOUNDED TO 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 OF 0.010 INCHES.
7. CONTRACTOR SHALL SUBMIT GROUT DESIGN MIX AND SHOP DRAWINGS m THE PROJ-
ECT ENGINEER FOR REVIEW AND ACCEPTANCE TWO WEEKS PRIOR TO PLACEMENT.
B. MULTI-STRAND PRE-STRESSING TIEBACKS SHALL BE AT LEAST 0.60 INCH DIAMETER
(0.217 lN.2) STRANDS, GRADE 270, IN ACCORDANCE WITH ASTM A416 LOW RELAXATION. THE
CONTRACTOR SHALL PROVIDE TO THE ENGINEER ULTIMATE STRENGTH TEST RESULTS FROM AN
APPROVED LABORATORY VERIFYING TENSILE CAPACITY OF CAIJLE SAMPLES REPRESENTING
NOT LESS THAN 5% OF THE TIEBACK ANCHORS INSTALLED (I.E. ONE BREAK rOR EVERY 20
TIEBACKS).
9. CONTRACTOR m 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 WITI-llN
24 HOURS OF INITIAL GROUTING. THE CONTRACTOR SHALL HAVE A GROUT PRESSURE PUMP
CAPABLE OF DELIVERING AT LEAST 2,000 PSI GAUGE PRESSURE AT THE HEAD OF THE TIEBACKS.
12. THE PROJECT ENGINEER SHALL OBSERVE ON A CONTINUOUS BASIS ALL ASPECTS OF
THE TIEBACK CONSTRUCTION. SPECIAL CONCRETE DEPUTY INSPECTION IS NOT REQUIRED
DURING ANCHOR GROUTING. ANY VARIATION FROM THE STRUCTURAL DRAWINGS SHALL 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 SOIL ANCHORS" BY POST-TENSIONING INSTITUTE, THIRD EDITION, 1996.
2. MINIMUM TWO ANCHORS (ONE PER ROW) SHALL BE CREEP TESTED, AND 5% OF THE
REMAINING ANCHORS, SHALL BE PERFORMANCE TESTED. THE REMAINING ANCHORS SHALL BE
PROOF TESTED. PRIOR TO CREEP TESTS, ADJACENT ANCHORS ON BOTH SIDES IN THE SAME
ROW SHALL BE PROOF TESTED AND LOCKED-OFF. DURING CREEP TESTING, THE ADJACENT
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 EVENT THAT THE STATED LIMITS IN DEFLECTION ARE EXCEEDED, THE PROJECT
ENGINEER WILL PROVIDE RECOMMENDED REDUCED LOADING VALUES AND SUPPLEMENTARY
ANCHORS MAY BE REQUIRED, AT TI-IE CONTRACTOR'S EXPENSE.
6. AFTER SATISFACTORY TESTING, EACH ANCHOR SHALL BE LOCKED OFF AT 110% OF
DESIGN LOAD. FOR THE FIRST THREE TIEBACKS AND 5% OF THE REMAINING ANCHORS, THE
LOCK-OFF LOAD SHALL BE VERIFIED BY RECHECKING THE LOAD IN THE ANCHOR. IF THE
LOCKED-OFF LOAD VARIES BY MORE THAN 10%, THE LOAD SHALL BE RESET UNTIL THE ANCHOR
IS LOCKED-OFF WITHIN 10% AS APPROVED BY THE PROJECT ENGINEER. IN THE EVENT OF
VARIANCE OF MORE THAN 10%, ADDITIONAL ANCHORS WILL BE SPECIFIED BY THE PROJECT
ENGINEER LOCK-OFF LOAD VERIFICATION.
7. THE CONTRACTOR SHALL SUPPLY TO THE SATISFACTION OF THE PROJECT ENGINEER
CURRENT CERTIFICATIONS FROM AN APPROVED TESTING LABORATORY REQUIRED FOR THE
CALIBRATION OF THE HYDRAULIC RAMS AT LEAST 48 HOURS PRIOR TO TENSIONING OF
ANCHORS. CONTRACTOR SHOULD BE AWARE THAT SPECIALllY LOADING JACK MAY BE NECES-
SARY FOR THE ANTICIPATED LARGE TENDON ELONGATIONS DURING TESTING.
8. THE CONTRACTOR SHALL 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 TI-IE CONTRACTOR WISHES TO CONSTRUCT ANCHOR BLOCKS IN SECTIONS, THE
CONTRACWR SHALL SUPPLY TO THE PROJECT ENGINEER FOR ACCEPTANCE PROPOSED JOINT
DETAILS.
G. CONCRETE
1. ALL CONCRETE CONSTRUCTION, INCLUDING BENDING OF BARS, SHALL COMPLY WITH
A.C.I., BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (A.C.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. 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, ~NO TIFBACK GROUT MIX flESIGNS WITH A MAXIMUM
WATER/CEMENT RATIO OF 0.45. A WATER REDUCING AGENT MAY BE UTILIZED IN THE CONCRETE
MIX DESIGN TO INCREASE THE WORKABILITY AS NEEDED AND AS APPROVED BY THE PROJECT
ENGINEER.
4. ALL CONCRETE, UNLESS OTHERWISE NOTED, SHALL BE REGULAR WEIGHT HARD ROCK
TYPE (150#/CF). AGGREGATES SHALL CONFORM TO ASTM C-33 WITH PROVEN SHRINKAGE CHAR·
ACTEAISTICS OF LESS THAN 0.005. AGGREGATE SIZE SHALL NOT EXCEED 1" UNLESS OTHERWISE
APPROVED BY THE PROJECT ENGINEER. PEA GRAVEL CONCRETE SHALL NOT BE USED.
5. CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LABORATORY
AND SUBMITTED TO THE PROJECT ENGINEER FOR REVIEW AND ACCEPTANCE PRIOR TO PRO-
CEEDING WITI-l CONCRETE PLACEMENT.
6. CURING OF CONCRETE SHALL BE ACCOMPLISHED BY MAINTAINING CONCRETE IN A
MOIST CONDITION FOR A MINIMUM OF SEVEN DAYS AFTER PLACEMENT. ALTERNATE METHODS
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 BYTI-lE
PROJECT ENGINEER PRIOR TO PLACEMENT.
9. CONSTRUCTION JOINTS SHALL BE APPROVED BY THE PROJECT ENGINEER IN ALL CASES.
CONSTRUCTION JOINTS FOR CONCRETE LESS THAN ONE WEEK OLD SHALL BE THOROUGHLY
CLEANED OF LAITANCE, 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 PRODUCT) APPROVED BY THE PROJECT
ENGINEER SHALL BE APPLIED PEA THE MANUFACTURER'S SPECIFICATIONS.
10. PRIOR TO PLACING CONCRETE REINFORCING STEEL, OTHER EMBEDDED ITEMS SHALL
BE WELL SECURED IN POSITION. THE PROJECT ENGINEER AND THE INSPECTOR SHALL 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. ......... 1 112''.
B. CONCRETE PLACED DIRECTLY AGAINST GROUND .......... 3".
C. SURFACES EXPOSED TO GROUND, WEATHER OR WATER AFTER FORM
HEMOVAL .......... 2".
D. MINIMUM COVER .......... 1".
E. REINFORCEMENT SHALL BE PLACED WITHIN A TOLERANCE OF PLUS OR MINUS
1/4" OF POSITIONS SPECIFIED.
12. ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED ON SITE AT ONE TIME.
H. SHOTCRETE (SEE ALSO Gl, 2 AND 3)
1, THE PROPORTIONS OF WATER TO CEMENT SHALL BE ACCURATELY CONTROLLED SO AS
TO PRODUCE THOROUGH AND UNIFORM HYDRATION OF THE CONCRETE WHICH, WHEN PLACED,
WILL FORM A HOMOGENEOUS MASS CONTAINING NEITHER SAGS NOR DRY SAND FORMATION.
AN ACCURATELY CALIBRATED PRESSURE GAUGE SHALL BE PROVIDED IN TI-IE WATER LINE. THE
WATER SHALL HAVE A MINIMUM PRESSURE OF 60 PSI PLUS AN ADDITIONAL 5 PSI FOR EACH TEN
FEET OF RISE IN ELEVATION BETWEEN THE PRESSURE GAUGE AND THE NOZZLE.
2. THE CEMENT AND AGGREGATE SHALL BE MIXED WITHOUT ADDED WATER IN A BATCH
MIXER FOR NOT LESS THAN ONE MINUTE AND SHALL BE DISCHARGED COMPLETELY BEFORE
TI-IE MIXER IS RECHARGED. OTHER lYPES OF MIXING EQUIPMENT MAY BE USED WHEN
APPROVED BY PROJECT 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, THE PROPER RESULTS SHALL BE OBTAINED BY MAIN-
TAINING NORMAL AIR 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 DISTANCE OF NOT MORE THAN
THREE FEET.
5. ANY DEPOSITS OF LOOSE SAND OR REBOUND SHALL BE CAREFULLY REMOVED FROM
TI-IE SURFACE BEFORE APPLYING ADDITIONAL CONCRETE. WHEN ENCLOSING REINFORCING
STEEL, THE NOZZLE SHALL BE HELD SO AS TO DIRECT THE MATERIAL AROUND THE BARS. EACH
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
BEING ENCASED AND SHALL CAREFULLY PRECEDE THE NOZZLE AND BLOW OUT ALL REBOUND
AND SAND.
6. PLACING OF SHOT CRETE SHALL BE STARTED AT THE BOTTOM OF THE SECTION AND THE
mp SURFACE SHALL BE HELD AT A MINIMUM OF 45 DEGREES FROM HORIZONTAL TO FACILITATE
REMOVAL OF REBOUND. PNEUMATIC CONCRETE SHALL BE APPLIED TO BEAMS FROM THE SIDE
TO PERMIT REMOVAL OF THE REBOUND.
7. THE AIR PRESSURE AT THE MACHINE END OF THE HOSE SHALL BE NOT LESS THAN 45 PSI FOR
HOSE LENGTHS OF 100 FEET OR LESS AND SHALL BE INCREASED 5 PSI FDR EACH ADDITIONAL 50 FEET
OR FRACTION THEREOF FDR HOSE LENGTHS IN EXCESS OF 100 FEET. IN ADDITION, THE AIR PRESSURE
SHALL BE INCREASED 5 PSI FOR EACH 25 f'E.ET DR FRACTION THEREOF OF VERTICAL RISE.
8. SHOTCRETE SHALL BE KEPT CONSTANTLY DAMP FOR A PERIOD OF NOT LESS THAN 14
DAYS AFTER BEING DEPOSITED, UNLESS OTHER APPROVED METHODS ARE SPECIFIED ON TI-IE
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 BETAKEN FOR EACH 150 CUBICYAROS, OR FRAC-
TION THEREOF, OF SHOTCRETE DEPOSITED. A SUITABLE STEEL REINFORCING DETECTION
TECHNIQUE SHALL BE EMPLOYED TO VERIFY THAT STEEL HEINFORCEMENT WILL NOT BE CUT BY
THE CORING. CORE EXTRACTION SHALL BE CONDUCTED TO THE SATISFACTION OF THE PROJ-
ECT ENGINEER. THE CORES SHALL 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 MINI-
MUM OF SEVEN SACKS PER CUBIC YARD OF TYPE V CEMENT WITH MAXIMUM WATER/CEMENT
RATIO OF 0.45 SHALL BE UTILIZED IN THE CONSTRUCTION.
11. THE 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 TI-IE PROJECT ENGINEER FOR REVIEW AND ACCEPTANCE PRIOR TO PRO-
CEEDING WITH SHOTCRETE PLACEMENT.
15. SHOTCRETE CONSTRUCTION FOR ANCHOR BLOCKS MAY BE SPLICED APPROXIMATELY AT
THE MIDPOINT BETWEEN TIEBACK LOCATIONS. AT TEMPORARY TERMINATION LOCATIONS, THE
SHOTCRETE SHALL BE WOOD FLOATED AT A NEAT 45 DEGREE ANGLE FROM THE ALIGNMENT OF
THE FACING SUCH TO PROVIDE A POSITIVE CONNECTION WITH THE NEXT PHASE OF CONSTRUC-
TION. PRIOR TO 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 A.C.I. -315, LATEST EDITION.
2. REINFORCEMENT STEEL SHALL BE DEfORMED BARS CONFORMING IN QUALITY TO THE
REQUIREMENT 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. BAA SUPPORTS AND SPACERS SHALL BE PROVIDED IN ACCORDANCE WITH A.C.I. RECOM-
MENDATIONS.
5. STIRRUP SUPPORT BARS SHALL BE PROVIDED BETWEEN ENDS OF TOP BAAS AS
REQUIRED.
6. THE MINIMUM LENGTH OF LAPS FOR SPLICES SHALL BE FOR CLASS "B" LAPS IN ACCOR-
DANCE WITI-l A.G. I. 12.15.2.
7. AS AN ALTERNATIVE, BAR CONNECTORS CAN BE UTILIZED. ALL BAR CONNECTORS SHALL
BE FULL DEVELOPMENT CAPACITY. ONLY I.C.8.0. APPROVED BAR CONNECTORS MAY BE
UTILIZED.
8. REINFORCING BARS AND ACCESSORIES SHALL 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 BEING EMBEDDED INTO EXISTING CONCRETE AS TENSION ROD OR
SHEAR ELEMENTS.
2. CONTRACTOR SHALL MIX AND INSTALL RESIN AND HARDENER PER MANUFACTURER'S
SPECIFICATION. ALL EPOXY SET THREADED RODS SHALL BE SET UNDER SPECIAL DEPUTY
INSPECTION.
3. HOLES IN CONCRETE MAY BE DRILLED WITH ROTARY HAMMER DRILL. SIZE SHALL BE PER
MANUFACTURER'S RECOMMENDATION. IMMEDIATELY BEFORE APPLYING ADHESIVE, HOLES
SHALL BE REAMED WITH A CIRCULAR WIRE BRUSH ATTACHED TO A DRILL MOTOR AND THEN
BLOWN OUT WITH OIL-FREE COMPRESSED AIR.
4. ADHESIVE FOR DOWNWARD HOLES MAY BE EITHER NON-SAG OR LIQUID TYPE, NORMAL
SET. HORIZONTAL OR OVERHEAD HOLES SHALL BE NON-SAG TYPE (GEL TYPE), NORMAL SET.
LIQUID EPOXY SHALL BE POURED SLOWLY INTO THE HOLE TO AVOID AIR ENTRAPMENT. NON-
SAG EPOXY SHALL 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 APPROXI-
MATELY 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 ADHE-
SIVE FROM AROUND HOLE BEFORE IT HAS SET
6. EXISTING REINFORCING REQUIRED TO REMAIN SHALL NOT BE CUT OR DAMAGED UNLESS
PERMITTED 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 SOLID GROUTED AND CONFORM TO
U.B.C. STANDARDS.
2. MORTAR SHALL BE lYPE "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 ALL WALLS, THERE SHALL BEA MINIMUM OFTW0#5
VERTICAL JAMB BARS. DOWEL CONCRETE BLOCK WALLS WITH BARS OF THE SAME SIZE AND
SPACING AS VERTICAL STEEL CALLED OUT IN BLOCK WALLS.
5. AT 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. REINFORCE-
MENT SHALL BE PLACED AND SECURED IN CONFORMANCE WITH U.B.C.
7. BLOCK WALLS SHALL HAVE A MINIMUM OF #4@ 24" O.C. HORIZONTAL STEEL, UNLESS
NOTED OTHERWISE ON PLANS. SEE DETAILS FOR VERTICAL REINFORCING.
8. ALL CELLS SHALL BE FILLED SOLIDLY WITI-l GROUT. GROUT SHALL BE A WORKABLE MIX
SUITABLE FOR PUMPING WITHOUT SEGREGATION AND SHALL BE THOROUGHLY MIXED. GROUT
SHALL BE PLACED BY PUMPING OR AN APPROVED ALTERNATIVE METHOD AND SHALL BE
PLACED BEFORE INITIAL SET OR HARDENING OCCURS. THE CONTRACTOR SHALL TAKE APPRQ..
PRIATE STEPS TO ASSURE PROPER GROUT CONSOLIDATION (E.G., VIBRATORY METHODS) WHILE
TAKI NG CARE NOT TO SEGREGATE THE GROUT
9. UNLESS SPECIFICALLY DETAILED OR NOTED OTHERWISE, VERTICAL CONTROL JOINTS
SHALL BE PROVIDED IN ALL CONCRETE BLOCK WALLS AND SPACED AT A DISTANCE OF 16'-0" O.C.
NOR GREATER THAN 40' O.C.) CONTROL JOINTS SHALL EXTEND THE FULL HEIGHT OF THE WALL.
CONTROL JOINTS SHALL 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 OBSERVATIONS ARE REQUIRED DURING
DIFFERENT STAGES OF THE PROPOSED CONSTRUCTION. THESE CONSTRUCTION STAGES
INCLUDE BUT NOT LIMITED TOTI-IE FOLLOWING:
A. TIEBACK INSTALLATION AND TESTING (TO BE PROVIDED BY THE PROJECT ENGI-
NEER: CONCRETE DEPUTY INSPECTION IS NOT REQUIRED).
B. STEEL, CONCRETE, AND SHOTCRETE PLACEMENT FOR STRUCTURAL ELEMENTS
(TO BE PROVIDED BY LICENSED, CONCRETE DEPUTY INSPECTOR IN ADDITION TO OBSERVA-
TIONS BY THE PROJECT ENGINEER).
2. AMERICAN GEOTEC! INICAL WILL PROVIDE GEOTECHNICAL AND STRUCTURAL OBSERVA-
TIONS FOR STEEL PLACEMENT AND TIEBACK INSTALLATION AND TESTING. A DEPUTY INSPEC-
TOR SHALL BE RESPONSIBLE FOR THE CONTINUOUS INSPECTION OF CONCRETE AND SHOT-
CRETE PLACEMENT AND STEEL PLACEMENT. THE DEPUTY INSPECTOR DOES NOT NEED TO BE
ON-SITE DURING GROUTING OPERATIONS FOR THE TIEBACK ANCHORS. A DAILY WRITTEN
REPORT BY THE DEPUTY INSPECTOR WILL BE SUBMITTED TO THE PROJECT ENGINEER AND
BUILDING INSPECTOR AT THE END OF EACH DAY AND CONSTRUCTION STAGE. THE PROJECT
ENGINEER SHALL PREPARE A HNAL HE:POITT AND SUBMIT IT ro THE 8Ull DING OFFICIAL AT THE
COMPLETION OF THE PROJECT.
3. A PRE-CONSTRUCTION MEETING IS ADVISED. THIS MEETING SHALL INCLUDE BUT NOT BE
LIMITED TO THE AMERICAN GEOTECHNICAL STAFF RESPONSIBLE FOR GEOTECHNICAL AND
STRUCTURAL OBSERVATIONS, THE CONTRACWR, DEPUTY INSPECTORS AND THE BUILDING
OFFICIAL THE PURPOSE OF THE MEETING IS TO IDENTIFY AND CLARIFY THE ESSENTIAL ELE-
MENTS OF THE CONSTRUCTION AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVA-
TIONS FOR THE PROJECT'S STRUCTURAL SYSTEMS.
4. TI-IE PROJECT ENGINEER SHALL BE NOTIFIED IN CASE OF ANY DEFICIENCIES OBSERVED
DURING CONSTRUCTION. UPON RECEIPT OF SUCH NOTIFICATION, THE PROJECT ENGINEER
SHALL EVALUATE THE CIRCUMSTANCES AND MAKE ANY NECESSARY RECOMMENDATIONS.
GEOTECHNICAL / STRUCTURAL:
AMERICAN GEOTECHNICAL
22725 OLD CANAL ROAD,
YORBA LINDA, CA 92887
PHONE: (714) 685-3900
FAX : (714) 685-3909
PROJECT ENGINEER
PROJECT GEOLOGIST
STRUCTURAL DESIGN
:GREG AXTEN, GE 103
:KEVIN ROGERS, CEG 2425
:FEI-CHIU HUANG, ACE 55670
.----------------·-------.---#.-"'%,.aFEss,~ II American 11,:,,~ 9--~ V<•~-t~~ ,
. . Geotechnical, Inc. (}ff,? ~\ · I )
; <t ~io. r.;i: -:·~ "'-e-.)§ V
22n5 00 Caaal Rood, To,ba Ueda, CA 92887 ' •: :~
PHONE: (714) 685-3900, FAX: (714) 685-3909 •·~~~ .. , ~~, [\ f~OFc W ·.~J FN. 23080.02 ,,,-1
.12.t,@1
INSPECTOR DATE
I SH2EET I CITY OF CARLSBAD I SHEETS' J---J---t-----------------J---t--+--+---1 ENGINEERING DEPARTMENT 6 J---t--+----------------;,---t---t---+---l
DATE INITIAL
ENGINEER Of WORI< REVISION DESCRIPTION
DATE INITIAL DATE INITIAL
OTHER APPROVAL CITY APPROVAL
GRADING AND EROSION CONTROL PLANS FOR:
BANICH, POWERS, CALSO LANDSLIDE STABILIZATION
ENGINEER'S SPECIAL NOTES & SPECIFICATIONS
APPROVED: DAVID AuA7:;{ . ~/'t."1/4 7
DEPU"IY Cl"IY ENGINEER PE 3308t EXPIRES 6/30/08 DATE
DIM-l BY: ?""' I PROJECT NO~ I DRAWING NO. 2~ iJi ~ . C.T. 02 • 28 _ 422-4B
100507
Approximate Proposed Key Excavation
(See Cross Section A-N., Sheet 4)
Construct 4 ft. long splash wall
(See Sheet 5, detail -EB)
All surface drainage system
should be directed into the
uppermost drainage swale
(See Sheet 5, detail-ffi)
Construct energy dissipator
100 lb t rock (See Sheet 5, detail-@)
0
CAt:::SO PROPERTY
C
216-160-27 Approx. Scale: 1" =20'
► 2: 1 Slope
NOT A PART OF SLOPE REPAIR
Approximate location of down drain swale
See Sheet 5, detail -EB)
1Xi: 1 Slope
See DWG 422 -4A for grading
of balance of slope
I.
For t>.<S H : 1V portio of the slope, place
geogrid (Synteen ~F@(:j) in between fill
layers at a ~ .. vertical spacing.
See Sheet 4, cross section A -A' for details .
~~--r-"----~,~"'¾~%'1>'i;:~~;.-.: ,.· -------,lii,,.,,-d:<~E== , I
's
~
Remove and replace, as
necessary, top of slope wall
and patio .
AREA Dl'sAINS AND STORM DRAIN PIPE TO !3E
INSTALLED AT THE TO P OF SLOPE TO DELIVER
WATER 10 THE CALSO PROPERTY DRAINAGE
SYSTEM PER DRAWING 422-4A.
I l '
\
' i
Explahation
A
i,
A'
J.
--215--
I J.
I --------1
L--------.,_-.1
~
Approximate Location of Cross Se,ci.ioh
Ap/)roximate Location of Finish Cohtour
Approximate Locatioh of Treback Wall System
Approximate Locatioh oF key Excavation
A pproxima-te Location of Vertical Ch irnney braih
Approxirnate locatioh of Horizontal 13ac:.k Drain
Approxim2te Loc;;i-liori of Tensioh Soil Crack5
____ __,, ___.A_---------"~ ~·-------------
171.50Fl
-------
Fl;:: Flow\ine@ b◊tlorn elev. of v-ditch
INSPECTOR
0 AS BLJIL T 0
DATE
DATE
I SH3EET I CITY OF CARLSBAD I SHEETS I ~====t===~============================t===j====t====t==j ENGINEERING DEPARTMENT 6
1111!111 American lliSil Geotechnical, Inc.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: (714) 685-3900, FAX : (714) 685-3909
FN. 23080.02
A~,i,, : ~
40-I, ~e
,Ce -,~
t
DATE INITIAL
ENGINEER OF \\l'lRK REVISION DESCRIPTION OTHER APPROVAL
DATE INITIAL
CITY APPROVAL
GRADING AND EROSION CONTROL PLANS FOR:
BANICH, POWERS , CALSO LANDSLIDE STABILIZATION
GRADING PLAN
APPROVED: DAVID
DEPUTY CITY ENGINEER
DWN BY:~_,_
C HKD BY· P/J''
RVWD BY:
s/-z.7/47
EXPIRES 6 30 08 r DA TE
PROJECT NO. I DRAWING NO
C.T. 02 -28 . 422-48
100 507
070708
~ w G')
0 .I:>, .... I\) en I\)
I
.I:>,
OJ
A
300
280
260
240
180
160
140
120
100
CONSTRUCT 5' AND 11' (WIDTH) 2
BY 1 O' LONG ENERGY
DISSIPATOR (MIN. 100 LB. , -------
/AREA DRA INS AND STORM DRAIN PIPE TO BE
/ INSTALLED AT THE TOP OF SLOPE TO DELIVER
WATf.R TO THE CALSO PROPERTY DRAINAGE
SYSTEM PER DRAWING 42-2-4A.
R/W
ROCKS) ,.--~-
-;_;~~/ --
__ .,,, :· ___ . ,..,. -•···'
As-b01H ~<>.ck d~o.-in5
App'Cox. o5-built
b<>e,K ~ot \)eVlc.y,e4 2
De_l m "' Form o.·h ol\
),l\u ds-lo ne,,
---~'c-"As-buil-i key .,.,,J bo.ck 4!'Cl-,h
+----MIN 2'l . TYPICAL BACKD I : 15 FT MAX. VERTICAL SPACING; TIP OUT
OF SLOPE AT AS LOW AN ELEVATION AS POSSIBLE TO ALLOW FOR 5\' A,-~-~ -~ OUTLETTING (•APPROXIMATE LOCATION OF HORIZONTAL DRAINS
2. ~ AT 15' MAX. VERTICAL SPACING).
Key Jcqin ouf/eJ+o tewipov-ory 5eepc,5e fyew-~0 ....._
Approximate Scale: 1" = 20'
l■.!I] American lliS!IJ Geotechnical, Inc.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: (714) 685-3900, FAX: (714) 685-3909
FN. 23080.02
9'~ A~ '!fl
,. NO f-:!: 1'
Exµ 3-31 -
SACADA CIRCLE
56' R.O.W
R/W
.+----EXISTING WATER MAIN
5oV\ti<l_9o fonno.tioh
S<>.n&slohe
A'
300
280
260
240
220
200
180
160
140
120
100
BUIL TN
EXP.
A. _1 z/tt1~
~c, DATE -
ll-1/J'llJf
INSPECTOR DATE
i---t---t--------------4--4--J------I-----I I SH4EET I CITY OF CARLSBAD I SHEETS I
::==:::::=..==:::E::::N:=GI:::N:::E:=ER::::::I::::N:::G:::::D::E:::P:::::A::::RT:::::M:::E:::N:::T==~=6===:
DATE INITIAL DATE INITIAL
ENGINEER OF \\l'.lRK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
GRADING AND EROSION CONTROL PLANS FOR:
BANICH, POWERS, CALSO LANDSLIDE STABILIZATION
CROSS SECTIONS
APPROVED: .g/z,/o ;;,-,
DEPUTY CITY ENGINEER PE 33081 EXPIRES 6 30 08 'DATE
DWN BY: ,q PROJECT NO. I DRAWING NO ~~ ~~-C.T. 02 -28 _ 422-48
100507
C :E
.i::,. C')
0 .i::,.
-I\) (j) I\)
J:.,
OJ
Down drain anchor,
@ every 1 0' vertical
height
1
1~
8"
~t--=-#4 bars
•
10'
8"
'---A
12" bend
Construct 6' long, 2 courses of 6" th ick CMU
splash wall, where noted, solid grout cells.
' .
j
min. 3" clr.f
5" Thick concrete
with #4 @ 16" o.c.e.w.
l-+---3' 0"----
Section A-A
(not to scale)
. ·7
.. 16"
I
Ol
C: '5 C: :, e
(I)
0.
0 610mm <I)
(2')min
Cut or
Fill Slope
3" 470-C-200 concrete or
1.42m (5'} min
3" 2500 psi, air placed concrete
with 38mm (1 1/2")x38mm (1-1/2")
17 gage stucco netting.
TYPED
152mm
{6")min
min.12"
~in.3"clr.
REF. San Diego Regional Standard Drawings (D-75)
NOTES:
Terrace Ditch Detail (I)
N.T.S. 5
1. Longitudinal slope of lined ditch shall be 2% minimum.
2. Over slope down ditches shall employ 152mm (6") thickened edge section of both
sides of ditch.
3. Concrete shall be type V minimum, 0.45 maximum water to cement ratio, and have a
minimum ultimate compressive strength at 28 days of 4500 p.s.i. Concrete may be
pneumatically placed and shall conform to all current Uniform Building Code requirements.
100 lb t rocks embedded
in 6" x 2500 psi concrete slab
I ◄ s· ►I
Top View
(not to scale)
2 course of blocks
with 2" spacing
2 course of block
with 2" spacing
;_. ·,.,····c .. ,,.·;.,,.·.,.··.;-c-.· \
Side View
(not to scale)
6" X 2500 psi
concrete slab
2 course of blocks
with 2" spacing
Down Drain Swale Detail ED 4. Reinforcing shall be #4 bars at 16" o.c.e.w. or approved equal.
#4's @ 16" o.c.e .w.
Concrete v-ditch
I .
I ~ Existing surface drainage system
I I
I
Connect surface drain piping
into drainage swale at angle
close to alignment of swale.
Surface Drainage System
To Drainage Swale Detail (])
N.T.S. 5
(Not To Scale)
Concrete or shotcrete
cap per contractor
8' ~/'
I
I ',
5
Note: Tieback horizontal spacing @ 8' o.c.
Tieback service load = 280 kips
Provide performance tiebacks;
Contractor is responsible for design,
detail and construction per minimum
criteria provided.
Typical Section @ Tieback / Anchor Block
N.T.S.
5. Ground shall be pre-wetted to the satisfaction of the Building Official or Engineer prior to
placement of concrete. Moisture loss retardant approved by the engineer shall be used
following concrete placement.
6.Concrete or concrete block diverter (splash) wall to be constructed when/where indicated
by the engineer. ~11=1 ~1=11~11~1 --1~11 =111~11~1 =1~11=111-
# 8 @ 12" o.c. I= _,
11t -_L.--t!iT
# 4@ 12" o.c. II,
Concrete or shotcrete cap
upon final tieback tensioning
min. 3" cover to all metal surfaces,
Design / Detail by contractor
with approval by engineer ----
Bearing plate-,,
min. 12"x12"
actual design
by others
Trumpet
min. 3" Cir.
at bottom
,.
L_
,~
-:::JI J-I -111:........ ~ ::::::.1
--:-Ll.!:111:......
3 " m1·n . -.,.., ·~111--:-.--j!:... -1 11 Cir.
Tieback, min. 8"¢
Note: Tieback horizontal spacing @ 8' o.c.
CD
22" shotcrete
or concrete
...
Anchor Block Detail
N.T.S. CD
Tieback service load = 280 kips
Prov·d
Cont
detai
criter
1 e pe ormance tie ac s; rf . b k
ractor is responsiqle for design,
I and construction per minimum
ia provided.
111!!1] American lli'JI Geotechnical, Inc.
127,/oi I:,, w Pr-i2\ As-h»·,11 CcaJ:+·,cY'~
DAlE INITIAL
Elevation View
(not to scale)
Energy Dissipater Detail ED N.T.S.
HAS ~UIL TH
I / ~~:~/-,,, 11 _;.;I,,,. /
I/ , ..) / ' ~ . I I
R1E t,,,, '-'l XP ~J,J ,C(1. DATE
RE&ffl /.t~J-/4
INSPECTOR DATE
I SH~ET I CITY OF CARLSBAD I SHEETSI
ENGINEERING DEPARTMENT 6
GRADING AND EROSION CONTROL PLAN FOR:
BANICH, POWERS, CALSO LANDSLIDE STABILIZATION
DETAILS
APPROVED: DAVID A. (J;:}Y'~/ ~ j.
C ' (?-z.'/ O?
DEPUTY CITY ENGINEER PE 33081 EXPIRES 6/30/08 ' DATE
DATE INITIAL DATE INITIAL DWN BY: • PROJECT NO.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: {714) 685-3900, FAX: {714) 685-3909
FN.23080.02 ENGINEER OF V.URK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL I
I DRAWING NO CHKD BY· Y C.T. 02 -28 RVWD BY: 422-48
100507
011309
0
01 ~
0 ~
-I\) a, I\)
' ~
CJ
I
EROSION CONTROL NOUS
f. fl CASE Et,IERGENCY WORK rs REQUIRED, CONTAcT GREGORY w. AXTEN, FEI-CHIU HUANG
AT (714) 685-3900 OR TOM MARSH, KEVIN ROGERS AT (858) 450-4040
2, EQUIPt,IENT AND 'M)Rl<ERS FOR El,IERGENCY 11\'.lRI< SHALL BE t,IADE AVAIL.AaLE AT All
llt,IES Ill.RING 1HE RAINY SEASON. ALL NECESSARY t,IA1ERIALS SHALL BE STOCKPILED ON
Sl1E AT CON'v£N1Efn LOCATIONS TO FACIUTA"IE RAPID CONSTRUCTION OF TE.WORARY
DEvlCES W1-1EN RAIN IS EMINENT.
3. DEVICES SHO~ ON PLANS SHALL llOT BE l,IO\IED OR t,l()l)IFIED ~OUT 1HE APPROVAL
OF 1HE ENGINEERING INSPECTOR. •
4. 1HE C ON1RAC TOR SHALL RESTORE Al.I. EROSION C ONlROL DEVICES TO WORKING ORDER . m 1HE SATISFACTION Of 1l1E CITY ENGINEER AFTER EACH RUN-arr PRODUCING RAINfAl.L
!5. 1HE CONlRACTOR SHALL INSTALL ADDITIONAi. EROSION CONlROl MEASURES AS t,IAY Bt
REQUIRED BY 1HE CITY ENGINEER DUE TO UNCot.lPLETED GRADlt.lG OPERATIONS OR
~FORESEEl>l CIRCWSTANCES 'MilCH 1/,AY ARISE.
6. 1HE CONlRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO
PREVENT PUBLIC TRESPASS ONTO AREAS WHERE lt,IPOUNDED WATERS CREATE A
HAZARDOUS CONDITION. .
7. All. EROSION CONlROL MEASURES PROVIDED PER TI-lE APPROVED GRADING PLAN SiALL
BE INCORPORAlED HEREON.
8. GRADED AREAS AROUND 11-IE PROJECT PERlVE1tR MUST DRAIN AWAY FROIA lHE FACE OF
SLOPE AT 1HE CONCLUSION or EACH WORKING DAY.
9. ALL REMOVABLE PROTEClM: DE\/ICES SHQY,i,I SHALL BE IN PLACE AT THE END OF EACH
lORKJNG DAY IM-IEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST E)(CEEDS FOR1Y
PERCENT (40%). SILT AND 01H£R 0EBRIS SHALL BE REl,IOl/ED AnER EACH RAINFALL.
10. ALL GRAVEL BAGS SHALL BE BURLAP 1'1>E WllH 3/4 INCH l,IINll,I\JM AGGREGRATE.
11. SHOULD GERMINATION or H)'[)ROSEEDED SLOPES FAIL 10 PROVIDE trrECTI\,E COVERAGE
or GRADED SI.OPES {90% COVERAGE) PRIOR TO NO'fOIBER 15, 1HE SLOPES SHALL BE
STABILIZED BY PUNCH SlRAW 1NSTAlilll IN ACCORDANCE Wll-1 SECTION 35.023 OF 1HE
EROSION AND SEDIMENT CON1ROL HANDBOOK or 11-£ DEPARTMENT or CONSERVATION,
STATE or CAUfORNIA.
· TIMPORARY EROSION CONTROL
fIANTING AND IRRIGATION
ALL PERMANENT AND TEl,IPORARY EROSION CONTROL Pi.AATING AND IRRIGATION SHALL BE ·
IHS1AU.ED AND 1.tMHAINED "5 REQUIRED 14 SECTION 212 OF TI-£ STANDARD
. SPECIFICATIONS Al-4D 1HE FOU.OWING: ·.
A. H'!DROSEEDING SHALL BE APPLIED 10: . .
1. ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VER11CAL) OR STEEPER WHEN 1HEY ARE: · · ·
a. THREE FEET OR l,IORE IN HEIGHT ANO ADJACENT TO A PUB L\C WALL OR STREET.
b, ALL SLOPES 4 FEET OR WORE IN HEIGHT.
2. AREAS GRADED FLATTER THAN 6:1 "4-<Et.l ANY OF lHE FOLLO'ttlNG CONDITIONS
EXIST:
a. NOT SCHEDUlED FOR IMPRO'v£MENTS(CONS1RUCTION OR GENERAL
I.ANOSC APING) WITHIN 60 DAYS OF ROUGH GRADING. b. IDENTIFIED BY THE PARl<S ANO RECREATION DIRECTOR AS HIGHl Y
\'[SIBLE TO THE PUBLIC.
c. HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER
1HAT WARRANTS 11,!MED\ATE lREAlMENT.
' B, H'IDROSEEDED AREAS SHALL BE IRRJGA 1ED IN ACCORDANCE WITH TliE FOLLOWING
CRITERIA: .
1. ALL SJ.OPES THAT ARE GRADED 6!1 OR STEEPER AND THAT ARE:
a. lHREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND
WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL
s'YSTEM or LOW PRECIPITATION ~RINKLER HEADS PROVIDING 1<Xm
CO\,ERAGE.
b. GREAlER THAN 8 FEET Ii HEIGHT SHALL BE WATERED BY A
CON\'ENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS
PROvIDING 100% COVERAGE.
2. AAE.As SLOPED LESS THAN 6: 1 SHALL BE IRRIGATED ~ APPROVED BY THE CITY
ENGINEER, PRIOR TO HYDROSEEDING. 1HE DEVELOPER SHALL SUBMIT A PROPOSED
SCHEME TO PROVIDE IRRIGA TJON TO THE CI TY ENGINEER, THE PROPOSAL SHALL BE
SPECIFIC REGARDING THE NUMBERS, TYPES AND COSTS OF 1HE ELEMENTS OF THE
THE PROPOSED SYSID,I.
3. IRRIGATION SHALL W.INTAIN THE MOISTURE 1.£\£1. OF n£ SOIL AT 1HE OPTIMUM lf.VEL FOR lHE GROWll-1 or THE HYDROSEEDED GROWTH. .
C. HYDROSEEDING MIX SHALL CONSIST OF ALL OF lHE FOLLOWING:
I. SEED ~)( SHAl.1 CONSIST OF NO LESS THAN! a. 20 lbs. PER ACRE OF ROSE CLO\lER
b. 20 lbs. PER ACRE OF ZORRO F'ESCUE
c.. 3 lbs. PER ACRE OF E SCHOOL CIA CALIFORNICA
d. 4 lbs. PER ACRE OF ACHILLEA MILLEFOUA
e. 3 lbs. PER ACRE or AL YSSUM (CARPET OF SNOW)
f. 1/2 lb. PER ACRE or [)11,tORPHOLECA
II• ITEMS c,Cl,e, AND f OF 11-US SUBSECTION !JAY BE ot.llTTED ON
LOCATIONS v.,-iERE THE AREA BEING H'l'DROSEEDED IS NOT VISIBLE
fROt,I EITHER A PUBLIC SlREET OR RESIDENTIAL SlRUC TURES.
II. ITEt,I a OF lHIS SUBSECTION MUST BE INOCULATED Will-I A
NllROGEN Rl(ING BACTERIA AND APPLIED DRY EllHER BY DRILLING
OR BROADCASTING BEFORE H'r'DROSEEDING.
I, ALL SEED 1,4AlERIALS SHALL BE TRANSPORTED TO lHE JOBSITE IN
UNOPENED CONTAINERS Will-I THE CALIFORNIA DEPARThAENT OF
rooo AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR
PRINTED ON sAID CONTAINERS. i NON-PHYTO-TOXIC VETTING AGENTS MAY BE ADDED TO lHE
H'l'DROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR.
2. TYPE 1 MULCH APPLIED AT lHE RA TE or No LESS rnAN 2000 lbs PER AC RE.
TYPE 6 MULCH (SlRAV., t,IAY BE SUBSTITUTED, ALL OR PART, FOR
H'!t)RAUUCALLY APPLIED FIBER MATERIAL WHEN S1RAW IS USED IT l,!UST BE
ANCHORED TO 11-IE SLOPE BY MECHANICAi.LY PUNCHING NO LESS lHAN 50% or
lHE SlRAW INTO lHE SOIL
3. FERTILIZER CONSISTING or Al.tMoNIUl,t PHOSPHATE SULFATE. 16-20-0, Vtlll-1 151'
SULPHUR APPLIED AT THE RATE OF 500 lbs. PER ACRE.
D. AREAf> TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY:
1. ROUGHENING lHE SURFACE TO BE PLANTED BY ANY OR A COMBINATION or:
a. TRACK WALKlNG SLOPES STEEPER TIJAN 6:1
b. HARROWING AREAS 6: 1 OR FLATTER THAT ARE SUFFlCIENTL Y
F'RJABLE.
c. RIPPING AREAS lHAT W.Ll NOT BREAK UP USING ITEl,!S o OR b
ABOVE.
2. CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: o. AfJJUS11NG THE SURFACE SOIL MO\SllJRE TO PROVIDE A DAMP
BUT NOT SAnJRATED SEED BED.
b. THE ADDITION or SOIL AMENDMENTS, PH AOJUSlMENT, LEACHING
COI/ERlNG SALINE SOILS TO PROVIDED VIABLE CONDITlONS FOR
GROWTH.
E. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS OOOWTH UNTIL TI-IE
lHE PRO..ECT IS PERl,IANENTL Y LANDSCAPED OR, FOR APJ:.AS 'M-iERE HYDROSEEOING IS '!HE
lHE PERMANENT LANDSCAPING, UNTIL lHE PROJECT IS CO!,IPLETED AND ALL BONDS
REI.EASED.
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Note: Contractor _to access the site from La Costa Avenue
through the Calso property. Existing stabilized
construction entrance to be maintained by contractor.
\ ,'
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Construct 4 ft. long sp!asli
All surface drainage system
should be directed into the
upperrnost drainage swale
(See detail)
Install 3 rows of tiebacks for temporary support,
280 kips each @ 8' o.c .. See cross section A -A'
for details
Note: On completion of grading apply
hydromu!ch spray with seed mix
acceptable to city and homeovvners.
Re-establish slope irrigation systern,
like, kind and quality to pre-existing
systern.
II American
Geotechnical, Inc.
22725 Old Canal Road, Yorba Linda, CA 92887
PHONE: (714) 685-3900, FAX: (714) 685-3909
FN. 23080.02
I ,
,' / C:ALSO PROPERTY ..
,/, 216:, 60-27 / Approx. Scale 1" =20'
,,.' /
Provide plastic cover during rain events.
Remove temporarily during grading.
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Remove and replace, as
necessary, top of slope wall
and patio.
2418
Circ\e
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LEGEND
• DESCRIPTION
GRAVEL BAGS
PLASTIC COVER
SCH. 40 SOLID
DRAIN PIPE
, SYMBOL
------
QUANTITY
850 E.A.
25,300 S.F.
10 L.F.
NOTE: QUANTITIES SHOWN HERE ARE FOR
BONDING PURPOSES ONLY.
.J
/ Inlet
'
· ACTUAL QUANTITIES MAY VARY
4" sch. 40 solid
drain pipe .
TYPICAL DRAIN OUTLET SANDBAG DETAILS 1
N.T.S. 6
4" sch. 40 solid drain pipe
3" min. Opening ,
between bags
top row
TYPICAL DRAIN OUTLET SANDBAG DETAILS ' 2 ',
N.T.S. ._: 6 , '
•
'AS BUILT'
RCE. __ _
REVIEWED BY• \
INSPECTOR DATE
'
,, , . •
I SH~ET I CITY OF CARLSBAD fSHmsJ
t====1===~t============================t====t===.::tc===.:::c==j ENGINEERING DEPARTMENT ~
DATE INITIAL DATE INITIAL
DIGINEER OF llORI< REVISION DESCRIPTION OlHER APPROVAi CITY APPROVAL
GR.MJING AND EROSION CONTROL PLAN FOR:
BANICH, POWERS, CALSO LANDSLIDE STABILIZATION
EROSION CONTROL
APPROVED: DA V!D A.
DWN BY:_?:',..,,.<<-1
CHKD BY· ~
RVWD BY:
B /4.,,{.7
EXPIRES 6 30 08 DATE
PROJECT NO. I DRAWING NO
C.T. 02 -28 _ 422-4B