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HomeMy WebLinkAbout2901 OCEAN ST; ; CB911142; Permit* B U I L DI N P'E R M I T Permit No: CB.911142 09/30/91 11:14 Project No: A9101426 Page 1 of Development No: Job Address: 2901 OCEAN ST Str: FL Ste: Permit Type: RETAINING WALL - 4613 09/30/91 0001 01 02 Parcel No: 203_234L01_00 C-PRMT 525.00 Valuation: 72,800 Construction Type: SIN . Occupancy Group: Class Code: Staths: ISSUED Description: 5600 SF TO COMPLETE GRADING Applied: 08/07/91 Apr/Issue: 09/30/91 ValidatedBy: DC Appl/Ownr : CALIFORNIA BUILDERS 619 434-3125 PO BOX 14O -. CARLSBAD, CA 92008 '. *** Fees Required ***Y 'FeesColiected & Credits / - \c \'. / U) + ______________________________________________________ Fees: 862.00) - '- '( , Adjustments: •/ r1.00 TotakCredits: .00 Total Fees: /862.'00 -' 17.. Total PavmtItT: 337.00 - 525.00 Fee description / Ext fee Data - ------------------- Building Permit" 518.00 Plan Check 337.00 Strong Motion Fee t .7.00 * BUILDING TOTAL \\ t' / 862.00 - p.- - - FIW7i'PROVAL IcSPI Jv\ DATE - CLEARANCE_- ON 'C ITY OF OF CARLSBAD 2075 Las Palmas Dr., Carlsbad CA 92009 (619) 438-1161 PERMiT APPLICATION S City of CarLsbad BuiLding Department 2075 Las PaLiims Dr., CarLsbad, CA 92009 (619) 438-1161 .. 1. PERMIt TYPE A - U Commercial U New Building U Tenant Improvement B -0 Industrial 0 New Building 0 Tenant Improvement C - U Residential a Apartment 0 Condo 0 Single Family Dwelling U Addition/Alteration 0 Duplex U Demolition 0 Relocation 0 Mobile Home 0 Electrical a Plumbing 0 Mechanical a Pool a Spa 0 Retaining Wall 0 Solar 0 Other__________ PLAN CHECK NO. IVA y— /~ C/~- C-PRMT 337.00 2. PRQWZr INFORMATION J FOR OFFICE USE ONLY Address 2g0/ Oc.E,4i-' ST Building or Suite No. %,01 Cross Street FA (_?'_ 73- 02 Energy Calcs 02 Structural Calcs 02 Soils Report Dl Addressed Envelope DESCRIPTION OF WORK 5T, XSQ. FF5''OO /54 # OF STORIES" - - NAME .. - ADDRESS CITY STATE ZIP CODE DAY TELEPHONE APPLICANT U CONTRACtOR U AGENT FOR CONTRACtOR U OWNER U AGENT FOR OWNER NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE PROPERTY OWNER ,NAME _dS7~7eaP 2..- Ic/n 7' ADDRESS Ac. A60k /4' 2....- STATE (.24. ZIP CODE 920/8 DAY TELEPHONE - NAME ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # LICENSE CLASS LIC. # IJLIUi'Lfl Vi,/ /)f4p, lWL)flL 74G /3 7' 4L 7 CITY.,,tI STATE (az.- ZIP CODEZ/O / DAY TELEPHONEI-4TATE LIC. #3S77r63 Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of lnclustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason: U I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). o 1 am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). SIGNATURE DATE COMPLETE ThIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES E3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES 0 N Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES ONO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFIER JULY 1, 1989 UNLESS THE APPLICANT HAS NET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISrRICr. ereby affirm that there is a construction lending agency for the performance or the work for which this permit is issued (Sec 3097(i) Civil COdJ LENDER'S NAME LENDER'S ADDRESS 10. APPlICANT CER11FICAI1ON I certify that 1 have read the application and state that the above information is correct. I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARlSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height. in. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the or wor,authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by n3jpen4or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). DATE: 10127792 INSPECTION HISTORY LISTING FOR PERNIT# CB911142 DATE INSPECTION TYPE INSP ACT COMMENTS 05/12/92 Ftg/Foundation/Piers RI RI 05/12/92 Ftg/Foundation/Piers MP AP 04/30/92 Steel/Bond Beam RI RI 04/30/92 Steel/Bond Beam MP NR 04/24/92 Grout RI RI 04/24/92 Grout MP AP 04/09/92 Steel/Bond Beam RI RI 04/09/92 Steel/Bond Beam PK PA 02/05/92 Footing RI RI 02/05/92 Footing MP PA 02/05/92 Grout RI RI 02/05/92 Grout NP PA- 01/31/92 Ftg/Foundation/Piers MP AP 01/31/92 Grout NP AP 01/30/92 Grout RI RI 01/30/92 Grout NP NR 01/24/92 Footing RI RI 01/24/92 Footing NP PA 01/17/92 Footing RI RI 01/17/92 Footing NP PA 11/08/91 Steel/Bond Beam RI RI 11/08/91 Steel/Bond Beam NP 'PA 11/08/91 Grout RI RI 11/08/91. Grout MP PA 10/18/91 Ftg/Foundation/Piers RI RI 10/18/91 Ftg/Foundation/Piers MP PA 10/15/91 Footing RI RI 10/15/91 Footing NP PA NH/ 434-3125 MARKED ON JOB CARD NH/ 434-3125 MH/ 434-3125 PEND SPEC INSP REPORT RS/CAL BLDRS/434-3125 SEE REQ DATED 4-9-92 MH/CHARLIE/434-3125 SEE INSP NOTES MH/CHARLIE/434-3125 SEE INSP NOTES SEE INSP NOTES SEE INSP NOTES NH/434-3 125 NH/ 434-3125 SEE INSP NOTES MH/ 434-3125 INT. FOOTINGS RS/CAL BLDRS/434-3125 MARKED ON PLANS RS/CAL BLDRS/434-3125 MARKED ON PLANS MH/ 434-3125 OK TO BUTTON WALL MH/MR. ROWE/434-3125 MARKED BACK JOB CARD HIT <RETURN> TO CONTINUE... 13 e4ue A -+b '7 - I -. I 4-i r•' fl f e 7'?-' 1,-I- S',s ,' I - WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 '-IALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92025 Project Name: Client: CCA __________ Location:__________ Building Permit No. Plan File No.______ Other: n FOUNDATION EXCAVATION INSPECTION REPORT - Date: -5 /11 /1 2 joOZ 3 Job No.633 Signature: /'4flO M! I 1c Fodadoo MA & A©©ll ARCHITEC T URE AND ENGINEERING to , (qv QQfçJ 4h"o P.o tv Aq,éUL' C#k1 i/ooJ t (044'111AOI JaiQ 2L't 'l' -b J'-Aatv ' (( \_o /~'- 9 C/ - O'c. c ERIC FOTIADI, AlA & ASSOCIATES • 740 THIRTEENTH STREET • SUITE 407 • SAN DIEGO, CALIFORNIA 92101 • PHONE (619) 234-3775 • FAX (619) 233.6828 MEMBER AMERICAN INSTITUTE. OF ARCHITECTS -- I - - fl4C *.,'*__._S •_ ___J___ - - .__ - __.-v-,.- -___ --_-__---. - ,- -- - _________________ • T - - -. WESTERN SOIL. AND FOUNDATION ENGINEERING, INC. PWONE 746-353 423 'IALE AVENUE AE QOE 619 EcoND'Q0, CALIFORNIA 92025 FOUNDATION EXCAVATION INSPECTION REPORT Date: -- Apr, 3 Project Name; Jrb No.833 Client: - 72L1-Location; Building Permit No._____________ Plan File No. - Other: --- - -'. - -.---- -" I signature: 7~7 77--e 1. -62c1 /ii) q>- SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 R1VERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 2804321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 7464544 COMPRESSIVE STRENGTH TEST REPORT FILE NUMBER 9112158 DATE: Feb. 12, 1992 CR CONCRETE (ASTM C39) PROJECT TITLE St. Tropez - Sea Wall C3 MORTAR (UBC 24-22) PROJECT LOCATION 2901 Ocean Avenue, Carlsbad D GROUT (ASTMC1O19) ARCHITECT Fotiadi & Associates PRISMS (ASTM E447) PERMIT No. C000526-91 ENGINEER; CONTRACTOR St. Tropez PLAN FILE No. LOCATION IN STRUCTURE GB 1 line A, 5.2 Concrete Temperature: 70° MATERIAL SUPPLIER Palomar Transit Air Temperature: 680 ADMIXTURE(S) MIX DESIGNATION C564CWP4 TIME IN MIXER, MINUTES 53 SLUMP, INCHES 3-3/4 SAMPLES FABRICATED BY AA SAMPLES TESTED BY ORB TRUCK No. 95 TICKET No. 664769 LABORATORY No. 9002 9003 9004 9005 MARK DATE MADE 02-05-92 Discarded DATE RECEIVED 02-06-92 DATE TESTED 02-12-92 03-04-92 03-04-92 DIAMETER, INCHES 6.00 AREA, SQUARE INCHES 28.27 MAXIMUM LOAD. LBS 89,500 134 750 135,500 COMPRESSIVE STRENGTH. psi 3,170 4,770 4,790 AGE TESTED, DAYS 7 28 28 REQUIRED 28 DAY STRENGTH, PSI 3,000 UNIT WT./CU. FT. (PLASTIC) DISTRIBUTION (4) St. Tropez (1) City of Carlsbad (1) McCarthy Concrete SOUTHERN CALIFORNIA SOIL & TESTING, INC. REVIEWED BY: Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 2804321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 7464544 COMPRESS WE STRENGTH TEST REPORT FILE NUMBER 9112158 DATE: NOV. 8, 1991 FX1 CONCRETE (ASTM C39) PROJECT TITLE St. Tropez Condominiums EJ MORTAR (UBC 24-22) PROJECT LOCATION 2901 Ocean Street, Carlsbad GROUT (ASTM C1O19) ARCHITECT Eric Foti adi El PRISMS (ASTM E447) PERMIT No. 91-1142 ENGINEER El CONTRACTOR St. Tropez PLAN FILE No. LOCATION IN STRUCTURE Seawall-public stairway and private stairway MATERIAL SUPPLIER Sorrento Ready Mix ADMIXTURE(S) MIX DESIGNATION 507009 .. - TIME IN MIXER, MINUTES 92 SLUMP, INCHES 3-1/2 SAMPLES FABRICATED BY SD SAMPLES TESTED BY ORB TRUCK No. 75 TICKET No. 14751 LABORATORY No. 6133 6134 6135 6136 MARK DATE MADE 110191 Discarded DATE RECEIVED 11-02-91 DATE TESTED 11-08-91 11-29-91 11-29-91 DIAMETER, INCHES 6.00 AREA, SQUARE INCHES 28.27 MAXIMUM LOAD, LBS 103,500 137,250 130,500 COMPRESSIVE STRENGTH, PSI 3,660 4 9850 4,620 AGE TESTED, DAYS 7 28 28 REQUIRED 28 DAY STRENGTH, PSI 4,000 UNIT WT./CU. FT. (PLASTIC) DISTRIBUTION (4) St. Tropez (1) Cityof Carlsbad (1) Sorrento Ready Mix (1) McCarthy Concrete SOUTHERN CALIFORNIA SOIL & TESTING, INC. REVIEWED BY- B. Mi c 1 Wheeler, R.C.E. #45358 E01 SOUTIIERN CALIFORNIA SOIL & TESTING, INC. (6280 RIVERDALE STREET, P.O. BOX 600627 SAN DIEGO, Ca. 92160, Phone (619) 280-4321 747 ENTERPRISE STREET, ESCONDIDO, Ca. 92029, Phone (619) 7464544 FIELD INSPECTOR REPORT PROJECT TITLE St. Tropez West Condominiums SCS&T FILE No. 9112158 I.R. No. 8 PROJECT LOCATION 2901 Ocean Avenue, Carlsbad PERMIT No. 91-:1142 -. PLAN FILE No. ARCHITECT Eric Fotiadi AlA & Associates ENGINEER Eric Fotiadi AlA & Associates GENERAL CONTRACTOR California Builders SUB CONTRACTOR California Builders 11/01/91 Time Arrived: 0700 Time Departed: 1100 Scott A. DeMars Reinforcing Concrete 356 Reinforcing Steel; ASTM A615, Grade 60 Sorrento Ready Mix Design #507009, 4000psi Provided continuous inspection during placement of eight cubic yards of concrete at seawall public stairway and seawall private stairway. Placed by pump truck and consolidation by mechanical vibrator. Reinforcing steel inspected and accepted prior to concrete placement. Made one set of four concrete test cylinders. Slump test results 3-1/2"; Air temperature = 75 degrees; Concrete temperature = 79 degrees. Work inspected is in accordance with the approved drawings and specifications. DISTRIBUTION: (4) St. Tropez, Attn: Charlie Roe SOUTHERN CALIFORNIA (1) City of Carlsbad SOIL & TESTING INC. (1) Palomar Transit Mix (1) McCarthy Concrete WED BY: SAVED FILE#, REPORT II 2158118 James E. Oliverson SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 2804321 747 ENTERPRISE STREET, EsCoNDmo, CA. 92025, (619) 7464544 COMPRESSIVE STRENGTH TEST REPORT FILE NUMBER 9112158 DATE: Oct. 22, 1991 fTj CONCRETE (ASTM C39) PROJECT TITLE-- St. .Tropez West - - - MORTAR (UBC 24-22). PROJECTLOCATION 2901 Ocean Avenue, Carl.sbad .:G .GROUT (ASTMC1O19) ARCHITECT Eric Fotiadi & Associates J PRISMS (ASTME447) PERMIT No. 91-1142 ENGINEER CONTRACTOR California Builders PLAN FILE No. LoCAlION IN STRUCTURE Footing/Grade Beam on line F Concrete Temperature: 72° MATERIAL SUPPLIER Sorrento Air Temperature: 700 ADMIXTURE(S) Flyash Type F MIX DESIGNATION 506470 TIME IN MIXER, MINUTES 40 SLUMP, INCHES 4 - SAMPLES FABRICATED BY SD SAMPLES TESTED BY ORB TRUCK No. 110 TICKET No. 10457 LABORATORY No. 5685 5686 5687 5688 MARK DATE MADE 101591 Discarded DATE RECEIVED 10-16-91 DATE TESTED 10-22-91 11-12-91 11-12-91 DIAMETER, INCHES 6.00 AREA, SQUARE INCHES 28.27 MAXIMUM LOAD, LBS 130,000 157,750 162 250 COMPRESSIVE STRENGTH, PSI 4,600 5,580 AGE TESTED, DAYS 28 REQUIRED 28 DAY STRENGTH, PSI C40 - UNIT WT.ICU. FT. (PLASTIC) " DISTRIBUTION (4) St. Tropez (1) City of Carlsbad (1) Sorrento (1) McCarthy Concrete SOUTHERN CALIFORNIA SOIL & TESTING, INC. REVIEWED BY: MjCW B. Wheeler, R.C.E. #45358 n-,I SOUTHERN CALIFORNIA SOIL & TESTING, INC. (6280 RIVERDALE STREET, P.O. BOX 600627 SAN DIEGO, Ca. 92160, Phone (619) 2804321 747 ENTERPRISE STREET, ESCONDJDO. Ca. 92029, Phone (619) 7464544 FIELD INSPECTOR REPORT PROJECT TITLE St. Tropez West Condominiums SCS&T FILE No. 9112158 I.R. No. 7 PROJECT LOCATION 2901 Ocean Avenue, Carlsbad PERMIT No. 91-1142 PLAN FILE No. ARCHITECT Eric Fotiadi AlA & Associates ENGINEER Eric Fotiadi AlA & Associates GENERAL CONTRACTOR California Builders SUB CONTRACTOR California Builders 10/21/91 F Time Arrived: 0700 Time Departed: 0830 Scott A. DeMars Reinforcing Concrete 356 Reinforcing Steel; ASTM A615, Grade 60 Inspected the reinforcing steel installation for 16' foot high wall, location on F line per details section 1-1 on sheet 1 of approved drawings. Inspected reinforcing steel for size, lap , grade, location and clearance. ts - : DISTRIBUTION: (4) St. Tropez, Attn: Charlie Roe SOUTHERN CALIFORNIA (1) City of Carlsbad SOIL & TESTING INC. (1) Palomar Transit Mix (1) McCarthy Concrete IEWED BY: SAVED :L::gEpoR1,#2158R7 James E. Oliverson JE00008 SOUTHERN CALIFORNIA SOIL & TESTING, INC. (280 RIVERDALE STREET, P.O. BOX 600627 SAN DIEGO, Ca. 92160, Phone (619) 280-4321 47 ENTERPRISE STREET, ESCONDIDO. Ca. 92029, Phone (619) 7464544 FIELD INSPECTOR REPORT PROJECT TITLE St. Tropez West Condominiums SCS&T FILE No. 9112158 I.R. No. 6 PROJECT LOCATION 2901 Ocean Avenue, Carlsbad PERMIT No. 91-1142 PLAN FILE No. ARCHITECT Eric Fotiadi AlA & Associates ENGINEER Eric Fotiadi AlA & Associates GENERAL CONTRACTOR California Builders SUB CONTRACTOR California Builders 10/15/91 Time Arrived: 0700 Time Departed: 1230 Scott A. DeMars Reinforcing Concrete 356 Reinforcing Steel; ASTM A615, Grade 60 Sorrento Ready Mix Design #506470, 4000psi Provided continuous inspection of placement of concrete, 123.5 cubic yards, placed at footing/grade beam on line F per drawing sheet 1, section 1-1. Concrete consolidated by mechanical vibrator. One set of four cylinders were made for lab testing, Slump results = 4"; Air temperature = 70 degrees; Concrete temperature = 72 degrees. Reinforcing steel inspected and accepted prior to placement of concrete. Work inspected is in compliance with the approved details. (61uu10777 (L 0101 RECEIVED I? DISTRIBUTION: (4) St. Tropez, Attn: Charlie Roe SOUTHERN CALIFORNIA (1) City of Carlsbad SOIL & TESTING INC. (1) Palomar Transit Mix (1) McCarthy Concrete REVIEWED BY: CC SAVED FILE#, REPORT N 2158 James E. Oliverson LJc-)- - ;.- . - •i•wmW1t,._r . - . WESTERN • SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 42 HALE AVENUE AREA CODE 69 • ESCONDIDO, CALIFORNIA 92025 FOUNDATION EXCAVATION INSPECTION REPORT Date:)Oi 10/ Project Name: S -r\ I rccQa Job No. Client: ('c IrrA)..ts wLlA4'(c Location: CDC c'(A-f\ 31-CPQL C'rtiklia?J Building -Permit No. Plan File No. Other: 1 [CIA[ INSPECTION SERVICE REGISTERED INSPECTOR'S WEEKLY REPORT Is1 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL 1" THE SPECIAL INSPECTOR OF REINFORCED CONCRETE 0 PRE.STRESSED CONCRETE 0 REINFORCED MASOMY :::::not. .. Ax 91 STRUCT. STEEL ASSEILY 0 GLUE. L. FABRICATION 0 REINFORCED G"YPSUM 0 OTHER 0 PILE OPIVING ............................:. JOS LODNEII p 'ee264iV ,1€hE • SUILOSNI PERMIT NUMSEN // IL 1 PLAN PSLI NUMSIN OWN ON P50.1CC? NAME 4?6 (r>- . .; ANCMIYE c ?o? ,.ç',Pnsr CONSTR. MAT.. ITYWIL GRADC. EYC.I1 DEISS STNENOYI4 SOI..PE ON UPON. ENOINE DEICISE MAY-L. IMIX 011 8104. R&WA GRACE i UPN.. WELD-ROD. ETC.) - - - - -; OEM CONTRACTOR J'..ith? I' CON N. 00N0 NEPONTEDWO*K -L Am. N CI INC I CITING CONSTR. MAtL. SAMPLES INSPH. DATE LOCATIONS CF WORK INSPECTED. TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS, PROGRESS, REMARKS. ETC INCLUDZI NPONMATIOP. ASOIJT - AMOUNTS OVUATENIAI. PLACED ON WORK PENPONMED; NUMSEN. TYPE. IN I DENT. N01. OF TEST I1MP..EI TAKEN) ITNUCT. CC4NECTIONI (WELDS MADE. N.Y. SOL?5 TONGUED) CHECKED; ETC. .9&fI5 7 7%' 4i4ir Q, V • • . •• V•VV ______ '-V I - V .1 -• . .-.-- •: . (; V ' .. V .-- • - -. •V• V . - -•• •' •. •: V - V • V - (L Sbthilic.rniá Soil & Testing, Inc. 42 RIVERDALE ST.. P.O. BOX 20127 SAN DIEOO, CAUF 52120. PHONI 2504321 CERTIFICATIP4 OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED AL. Of THE ABOVE REPORTED WORK. UNLESS OTHERWISE NCTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLI:ASLE SECTIONS OF THE GOVERNING BUILDING LAWS. SIGN UNE NEGISTEREO vpdSPEC C0 CAYCrNDONT NEGISTENNUMSEN DenMar 539 Telegraph Canyon Road, Suite 407 Chula Vista, CA 91910-6497 (619) 482-7318 REPORT OF SPECIAL INSPECTION Ldsc t c a:-.s 7 C. _4 S ' Concrete Supplier: - -. Mortar Supplier: — - Crout Supplier: -.----- Rinforcirw Steel: Other; Other: - Type of Inspection: Project 'Name, Project Address: Owner: General Contractor: Architect: Concrete Strength (psi): Mortar Strength (psi): Grout Strength (pal): Concrete Mix Design No.: Mortar Mix Design No.: Grout Mix Design No.: Inspection Date: rr' FP 7/7Z i' ew zv 2-9,- $ 7 • / — - 4S- CC i?iE NA (Print S i gnat -,-- - City of S ion No.: - - .- Sójthern Cailfóinià Soil & Testing, Inc. mkwilm B210 RIVERDALL ST P.O PDX 20 27 SAN DIESO. CALIF 12120. PHONE 2004321 .REGISTERED IN$PCTOR'$ WEEKLY REPORT I 'c 9i/iiI .:: '4 "91 COVERING WORK PEPPORED WHICH REQUIRED APPROVAL IV THE SPECIAL INSPECTOR OF REINFORcED CORCRETE 0 PRE -STRESSED CONCRETE fJ REINFORCED MASY 0 STRUCT. STEEL ASSEMBLY 0 GLuE.L. FABRICATION 0 REINFORCED GYPSLN 0 OIH.R 0 PILE DRIVING JOB £ODCSS . 29ai ve SUILDS'IS PERMIT P4UUSE NUMBER 1 .. .. OwWSO •SOJIC?NSadl .- ' -, ARCHITECT COWITN.MATL..(TYC. GRACE.(7C.I • OSZISN StRtNO1W$ SOURCE ON UQS. I I CHOINCIS . ,. - — O(SCSSSC MAT-L. IMIK 0C$,ON.10t.010S ONaDE I p.IFGS.. W(LD.SOO. CTC.I Sfee-e ' SCN( CONTRACTOR CON It DOIN6,09POSITS0 WORK - 45ç - fi . • AS. 911VII.Y SITING CONITS. IATL. SAMPLES __________________________________ IwsP'N: DATE LOCATIONS OF WORK INSPECTEC. TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS, PROGRESS. REMARKS, ETC. INCLUDES 114r05U&TION ASOT - AMCUNTI OF MATCSS*I. PL ACED 05-NOOK PERFORMED; NUMSI. tYPt. I IDCNT. N01. OF TEST SAMPLES TALNj ItNUCT. CNNCCTIONSIC..O$tdAOC. N.Y. BOLTS tOROUCOl CH9C*4t0- ETC. ____ .. - ,/. /2 s-, _,A'v d fC,Zf' ' ., 5! 47r , 4vper4 I ?;,'i.04 cc ALo .4.,- CERTICICATION OF COMPLIANCE I HERESY CERTIFY THAT I .4AVE INSPECTED ALL OF THE MOVE REPORTED WORK. UNLESS OTHERWISE NOTED, I HAVE FOUID THIS WORK TO COMPLY WIH THE APPRVEO PLA1S. SPEC IFICATIO*4S. AND APPLICABLE SECTIONS OF THE GOVERNING BULOING LAWS. - zz-, 4~ 1 - ~1'114_01 SuGNaTuBCOFRCGSTCREOlNS C,O, DATE O,RC.ORY REGISTCRP*UMSER NUMBER UU395 .i., 40. C. . 011.1 OF LADING NUMBER L I A*MC0ø POST OFFICE BOX 325 ETIWANDA, CALIFORNIA 91739 - . (714) 987-2521 - -- ., )'it AI'U) CHAII:. - COMMODITYrIn I LENGTH -- . I •-- .•?• DESCRIPTION I r. . I Shipping Memo S P 1 1 0 i.I() II1)W00D nVI: T I ijrf I i'jJ) S O FANCIIo STEEL.. LNC 1.1.000 REDW000 AVE T. o i. (NTANt'. i.:n '?::3' E25() - 71.6206 ?.16406 L 6366 6() 1.7 t,E::I: Fl "WIN I'$61 5.-/ 'r,i 60 . . r ('2006 • C3025 60.00 10 PET I I 1tIr. 06V.5-07 (ii 'I rV 00 9 IEE I:I::I:tr 061.5-43"? f:n: 60 • 5? • . C;3550 (:;1 :io 60 .00 :f3 f),F: IFAR A6 15-07 Or:: .n . . . ...-. i. I . .— -..-•---•-•.,../-.•.,I-..... (1 II . RECEIVED BY: PRODUCT CERTIFICATION . HEAT NO. C MN P S SI CE 17 YIELD — TENSILE EL BD I WT.% G3006 39 1. 00) 0i 2 .033 .20 .59 LI .500 1.2. SQ oi: 95..'IO C u A 019 051 (4 I ' ') 0 "' 1 ''0 (II 96 1-E) 37 1 . 00 02: . 0 'F? . 30 59 69 • 7 fit u I U 11 0 c:3550 :1 i .. 00 023 C) ii 15, 62 75 . 000 1. 1) F) • 000 ii. oo in 1' 1 6 I I '' 056 I ' ' , 5f) I ')' '')'i $ ' 00 til M 5/ 47 1.1" 0i7 0,11 .20 y .''IF :1.10. •/ (() 1)1 Y 60 We hereby certify that the material described herein has been made and tested in acCOrdanCe x •. with the above specitications as contained in the records of this company. UALITY CQ1R EPARTMEPlT "We hereby certify that these goods were produced in compliance with all applicable require ants of Sections S. 7 and 12 &the Fair Labor Standards Act, as amended, and of regulations and orders of the United States Department of Labor issued under Section 14 thereof." I\CUSTOMER *MCO i-.1 + POST OFFICE BOX 325 ETIWANDA, CALIFORNIA 91739 .,•. .. .,. ..1 -. (714) 987-2521 —_- NUMBER- 3i697. • Shipping Memo • , .r%.- I • I(I1U in ri it tl( iui hit s i ii i 10C, L .1 i010 Rl:Dwt:)c)I) AVE I :1.0€0 r;:EDwof.i:f) nI,II: - p T f:f)1(II' (::(; F r•l.r,' I1 tv½ 92335 USTOMER NUMBER CUSTOMER P.O. NUMBER FOB. POINT OUR ORDER NUMBER SHIP DATE - FtAI /1 R VF1 r f•ANI•'fi • .:v 9/fl /t EIGHT ROUTING NUMBER BILL OF LADING NUMBER PtY NI) CHARGE irr Y -•--i ii'c ICARITRUCK . • COMMODITY LENGTH DESCRIPTION . UNITS LIFT POUNDS CODE . SD ECES _ SHIPPED I '' 0o ''I A' 1' 1 ('Ii 0 I 1 63! > f:329 206 66 00 t5 DEF REFiAR A/-,.l.5....87 0, F" .co . •' ''' 1.3 /15I (:3 ?Li I 62'16 60.00 4 I)EF IEi A61.5-8 I GI: c(; . to 9 i [3H. — - I _ RECEIVED BY: cm PRODUCT CERTIFICATION HEAT NO. -. C MN P S SI CE YIELD TENSILE EL BO WT.% .'I Q:i 05 1 5f (if.0'' 10?...5e .1.1.01' 0t 9.65 I I ') 1 O' 04' 6 73 1:117 i II') '11 11 0' Ui I ''1 9"i 1:371.4 . •. '1) j. , I 04!) ),6, 1 72 0 1 1.1, 9:! . •.) IH< 99,, 3. __ ,.1., ___ -i.1 . ..02 _ .0i!' ___ .2 .1 6i .••7ii 7 ...•.• 16 fl 2 __C 0 ' .1:2.(1 _ (n 5,7 __I yve nareny Cm")' urini inn ,n.ier,mu oennuuu nnrnin nm vnmn nnun ww mama in acumuanc, , with the above specifications as contained in the records 01 this company. • . (•, "We hereby certify that these goods were produced in compliance with all applicable requfr'ments of Sections 6, 7 and 1201 the Fair Labor Standards Act, as amended, and of regulations-and orders of the United States Department of Lauor issued under Section 14 thereof." -. CUSTOMER OF-, rA MCO® POST OFFICE BOX 325 t\ ETIWANDA. CALIFORNIA 91739 (714) 987-2521 NUMBER - Shipping Memo 89216 1(uJ( 110 STI It Itif H Ruth ho Till I(t D :1. j(i0 Ir::)i,Jl:ui:1i) _ i. ()t RII)(jfi(11 e')I:: T T O i0TITftIO o ,: CUSTOMER NUMBER CUSTOMER P.O. NUMBER OUR ORDER NUMBER SP DATE 4 t1II•r,/.i Ar:'i 0 hi.ti-i1'Ir' ! \i • . 'f'" Pi'Y (ti'i fl r I:ri •t.• .. FYTT y COMMODITY -CODE LENGTH DESCRIPTION UNITS SHIPPED LIFT PIECE9 POUNDS SHIPPED 60. 0') .IL ()EF Rl::B(R l.507 2(30 7 02 ):? if 6 41 I, 0 I i r t i'*A6 15 13' / 1)1 0 I . ..............-. . I . . . . -.- . . . RECEIVED BY: . ( - PRODUCT CERTIICAT,ON . HEAT NO. C - MN P S SI. CE YIELD TENSILE EL BD - WT.% * ')'' j •.o: .oi ,Ø5. ;' 0 '2 2 5'' - 106 1J9.I • C-1 99 ' -Y 1.0' oj'' OM1 3 i iii3.6i , i''i iF i:%. (fl: ( )9 3'' i. j: 0j... O5' .2' .6. 07 i? •Ø9It. J. 00 01< 1.0:1. 77 Yva neieuy duly warme malarial OliaCibea nerein 05 5 seen mass and tested in eddolddfldO . with the above specifications as contained in the records of this company. . \.....• ( OtIALITV DEPAH 1tNç ,___ . . .• "We hereby certify that these goods were produced in compliance with all applicable re q u i r e m f ñ t s o f S e c t i o n s 6 , 7 and 12 of the Fair Cbor Standards Act, as amended, and of regulations and orders of the United Slates Department of Labor issued under Section 14 thereof." - I CUSTOMER . I ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 62123 (619) 560-1468 DATE: 4LJ4LLf,+ 131 !i?i JURISDICTION: Ca r-I5bp a1 PLAN CHECK NO: 9I-II'I SET: PROJECT ADDRESS: 7t/oceal S/ PROJECT NAME: 40,17115 __________________________________ H A JUR!SDICTION L.J flFILE COPY [UPS DESIGNER The plans transmitted herewith have been corrected where LJ necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified jfp,- are resolved and checked by building department staff. - The plans transmitted herewith have significant deficiencies Li identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E:: The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: El Esgil staff did not advise the applicant contact person that plan check has been completed. is Esgil staff did advise applicant that the plan check has been completed. Person contacted:Ch-Ii (ss.) Date contacted:_ Telephone # -3I, TQ REMARKS: - Ei By:___ -Yar~alggr Enclosures: - ESGI CORPORATION /- D GA Li AA El RN 0DM - Date: fj/g/qf Jurisdiction CrIbJ Prepared by: Bldg. Dept. VALUATION AND PLAN CHECK FEE Lj Esgil PLAN CHECK NO. _9I-H'-1 BUILDING ADDRESS _10I 5 APPLICANT/CONTACT C. i'e_ PHONE NO. 3' .. BUILDING OCCUPANCY =_tZ'41/ DESIGNER PHONE_ 1'?- TYPE OF CONSTRUCTION CONTRACTOR PHONE__________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE Air Conditionine Commercial Residential Res. or Comm. Fire _Sprinklers I Total Value Building Permit Fee $___S__I. Plan Check Fee $ $ ::3c,. •70 COMMENTS? I II SHEET I OF I 12/87 BUILDING PLANCHECK ENGINEERING CHECKLIST DATE: ITEM COMPLETE PLANCHECK NO._____________ ITEM INCOMPLETE NEEDS YOUR ACTION ? C ITEM SELECTED PROJECT ID: LEGAL REQUIREMENTS Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existfngstreet iirovéments, right-of-way width and dimension setbacks. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway with percent (%) grade and drainage patterns. I 123 S R T D D C C C H H E E E K K,, K .H1 E E E . Provide legal description and Assessors Parcel Number. Discretionary Approval Compliance No Discretionary approvals were required. Project complies with all Engineering Conditions of Approval for Project No.________________ Project does not comply with the following Engineering Conditions of Approval for Project No.___________________ H Conditions complied with by: Date: Field Review Field review completed. No issues raised. F-100 8. Field review completed. The following issues or discrepancies with the site plan were found: A. Site lacks adequate public improvements E B. Existing drainage improvements not shown or in conflict with site plan. E C. Site is served by overhead power lines. P:\D0CS\N1SF0RMS\FRM0010.DN REV. 02/27/91 000 D. Grading is required to access site, create p, provide for ultimate street improvement. LI LI E. Site access visibility problems exist. Provide onsitt. turnaround or engineered solution to problem. ELILI F. Other:__________________________________________ Dedication Reauirements LI LI . No dedication required. LI LI LI 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8½" x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows:__________________________ Dedication completed, Date By: / Improvement Requirements 11 LI LI 11. No public improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. LI LI LI 12. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are:_______ Improvement plans, signed, Date: by: P:\D0CS\I4ISF0RMS\FRM0010.DH REV. 02/27/91 U U 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent title report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date:____________ By: U U U 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). U U U 14. No grading required as determined by the information provided on the site plan. Ji &4 U 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: by: Miscellaneous Permits P~'01 dO 16. Right-of-Way Permit not required. U U U 17. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: 18. Sewer Permit is not required. U 19. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. U U 20. Industrial Waste Permit is not required. P:\D0CSV4ISF0RMS\FRM0010.DH REV. 02/27/91 E E 0 21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. Industrial Waster Permit accepted Date: By: Fees Required IS2I 27. Park-in-Lieu Fee Quadrant: Fee per Unit:______________ Total Fees:_____ Traffic Impact Fee Fee Per Unit: ". Total Fee:_________ Bridge and Thorough fare Fee Fee Per Unit: _Total Fee:__________ i1 Public Facilities Fee required. Facilities Management Fee Zone: __Fee:________ 0 Sewer Fees Permit No. __EDU's_______ Benefit Area: NIA Fee:_______________ 0 Sewer Lateral Required: Fee:________________ 0 REMARKS: I ENGINEERING AUTHORIZATION TO ISSUE PERMIT P:\D0CS'J4ISF0RMS\FRI40010.DH REV. 02/27/91 TYPE OTHER RELATED CASES: (..-T 1 Pe € .(3 / tO'( /41)f ro-/J o- P'4, fi-j, 0 0i0 Discretionary Action Required: YES APPROVALJRESO. NO. DATE: PROJECT NO PLANNING CHECKLIST Plan Check No. 63 I/YlAddress Z10 / Dc Planner DO a K. Phone 438-1161 ext. 413 7- (Name) APN: zo3z3Li*O/ Type of Project and Use 10 Zone - Facilities Management Zone Legend U Item Complete 0 Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required: YES - NO - TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval. California Coastal Commission Permit Required: YES 4o DATE OF APPROVAL: ,Marc-" (t, f/ San Diego Coast District, 3111 Camino Del Rio South, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Z /L-2 ~0 Landscape Plan Required: YES ___ NO See attached submittal requirements for landscape plans Site Plan 07, Ci3'fJ 1.. Provide a ioned site plan drawn to scale. Show: Norm arrow, property Lines easements, existing and proposed structures. streets, street improvements, right-of-way width ad dimensioned setbacks. 2. Show on Site Plan: Fsh floor elevations, elevations of Emisin, grade adjacent to building, existing topographical lines, existing and propose'-' slopes and driveway. 1C-,1 Provide legal description of property. WC3 3. 4. Provide assessor's parcel number. Zoning: 0 Cl Setbacks: Front: Required Shown Int. tide: Required Shown Street Side: Required Shown Rear: Required Shown 0 0 0 Lot coverage: Required Shown 0 0 0 Height: Required Shown 0 Cl C30W Parking: Spaces Required Shown Guest Spaces Required Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE RCc6.J,1 DATE 16 C: / / PLNCK.FRM 1f(2'O' 3 - i4:' e. Ori (v çEcT 4 - r(ft°1et0 KIWI H H Fb'AIJ, ES t F-1 I AD I A ASSOC :( ATEE; TITLE: St. T ropez West INSULT ING ENG I NEERS & PLANNERS DE:scR: North Ramp Wall 0 PL O 13th Street Suite 407 Surcharged By Cant . Wail in Diego , LA 9 101 JOB 910 I 3Y I 1F @ 8/1 2/91 (619) 234-3775 ------------------------------------------------------ CAN r:r. L.EVEREI) RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA -------------------------------------------------------------------------------- ------------- ------ ADDED VERT ICAL LOADS Allowable Bearing = 3,000 psf Axial DL. on Stem = 0 p1 f Active Lateral 35.0 psf Axial Li. on Stem = 0 pif ....Max., Active ::: 0 ,...IE:c;c:;.. (Toe side +) = 0.00 in ..,...6;lope Active 0.0 13ackf 1 1.1 Slope :::: 0 .0:1 Surcharge over Toe = 50 .0 pef hor 1 z : vert 0:;:;Leve :i ) Surcharge over Heel : 100.0 Passive Lateral ::: 200 u Using Heel Surcharge to Sail Density :::: 110.0 pcf resist overturning ? Yes Sail Fit; over be = 8 .0 in Using 1/3 vertical No - - -- .. - ADDED I) LATERAL I LIAl LOADS )AI ) , --------------------------- Lateral Load Acting On Adjacent Foot ing: Step Above Sail :::: 0 .00 psf Vertical load = 0 p1 f Footing Width = 0.00 ft Add I Lateral Load 0.0 plf I 1 q CL to Wall - 0.00 ft di si to start 0.00 11 I ('1 13d6e Above/Below Sail diet . to and ::: 0.00 1t Al; Wail Face +/--J 0.00 ft Footing Type Spread ......................................................................-WAL.L & FOOTING DATA --------------- ------------ Retained Height := 8.00 ft Toe Width = 0.33 ft Wall Ht . above soil = 2.00 ft Heel Width = 5.00 ft Key Depth :::: 12,00 in Total Width = 5.33 ft Key Width = 12.00 In Thickness = 18.00 in Key Dist . to ....Os : 1.00 ft SUMMARY Pressure @ lao 2 ,394 p1 Factors at Safety: Pressure @ Heel 0 Overturning = 2.71 :1 Allowable Press. : 3,000 Sliding :::: 1 .97 :1 Eccentricity := 11. 14 in i-Way Shear ci Toe::: 18.8 psi Allowable Shear ::::: 93.1 Psi 1-Way Shear A Heel = . 6.8 p131 -...--.- .....................................- ........................-.-........-..--.----.-..-.---- ........-..---"..--............-- ....--..-----.--.-..- ..............-. .-- L(DINGCI-I...CK------- ----------------------------- . ............... I-I- q/oi I Fr i ct ion 0.350 Latera l Pressure - 1.765.0 It Factor of safety = 1.97 (-)Passive I:r055ur5 = 1,290.7 Add 1 F:c)rc.. Req m = 0 l (-)Friction = 2,183.3 .... .. FOOTING ............-----------------DESIGN -- --- Toe --- -...Heel.... f =; 3,000 psi Ac:( 9 .1 pressure = 3 1851 0 pet Fy = 60 000 psi Mu - Upward 205 7,199 ft....4t Using SP @ i-i€:i ? Yes Mu -- Downward = 213 10,976 --------- Rebar Choices Mu -- Design 171 3,777 --- Toe ---- - Heel One--Way Shear 44 0 7.41 in o.c. 7.41 Actual = 18.76 6.75 psi ItS @ 11.48 11.48 Allowable :::; 93.11 93.11 :It6 13 16.30 16.30 Rebar Cover 3.00 3.00 in Il/22 .22 Depth to st eel - 15.00 15.00 t8 13 29.26 29.26 Ru = Mu/bd'2 0.9 113.7 ;It9 13 37.04 37.04 Mm. Rebar X = 0.00113 tI1013 47.04 47.04 FOTIADP & ASSOCIATES TI TLE: St . Tropez West ::ONSULT :( NG 'ENGI NEERS & PLANNERS DESCR: North Ramp Wall @ PL 740 13th Street Suite 407 Surcharged 8' Cant Wall .;ar Diego, CA 92101 JOB :l: 91022 BYEGF @ 8/12/91 Tel.: (619) 234-3775 --------------------------------- STEM DESIGN ------------------------------------ Pg 2 of 2 --------- Stem Designs ---•---•-------------> Wall info .. .. .. At Various Heights Above Ftg .. > [)E:sIGN HT . ABOVE ......G 8.00 4.00 0.00 f WALL TYPE ABOVE HT. Masonry Masonry Masonry Thickness (nominal ) = 0.00 8.00 12.00 in Rebar Size : t 5 # 5 # 7 Rebar Spacing 16..00 16.00 16.00 in Rebar Placed at : Center Edge Edge DESIGN DATA .......... •. .. ..... ..,...... - . .. .","""-"..-""- - Lateral Load @ Ht . = 0 407 1,356 MOMENT...... . .. Capacity 1,206 2,116 6,478 ft--fl Applied = 0 628 4,000 SHEAR ...... Applied = 0.00 4.47 9,74 psi Interaction Value = 0.006 0.314 0.629 Wall Weight = 76..0 76.0 118.0 psf Rebar Depth = 3.75 5.25 9.00 in MASONRY DATA. .. ,.....,....... .••... . ...................... ... .. .. ...... f'm = 1,500 1,500 1,500 psi Es = 24,000 24,000 24,000 psi Grouting : Iti:Ei liii Full Special inspection : Yes Yes Yes Es / Em 25.78 25.78 25.78 Tension Embed= .. O04DbFs 30.00 30.00 42.00 Short Term Increase 1.00 1.00 1.00 (UN(RLIL DATA f'c Psi fy ::: psi - - - -------------------------------------------C31JMMkY or FORCES & MOMENTS S Overturning Moments -- -- Resisting Moments Origin of Force: 0 ft ft-: :fl ft Heel Active Press.. = 1 ,882 3.42 6.437 Soil, over Heel :: 3,520 3.33 11,722 Toe Active Press, -82 0.72 -59 Soil over Toe = 24 0.17 4 Sloped Soil @ Heel 4,00 Adjacent Ftg.. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel 400 3.33 1,332 Surcharge @ Toe = .-34 1 .08 --37 17 0.17 3 Axial Load on Wall = 0 0.00 0 Load @ Proj. L4a:L]. = 0 0.00 0 Averaged Stem Ldts, = 92.8 0.75 694 Added Lateral Load = 0 0.00 0 Ftg & Key Weight = 1,349 2.54 3,421 1/3 Active Pressure= 0 0.00 0 TOTALS :. 1.76,-5 6,340 6.238 17 ,176 ----> > --------- Distances from front edge of footing bottom ( not key ) Ret a i nPRt) ( t m ) 1 .2B ( c ) 1989 1990 ENERCAL.0 ñItIA_ - i•Il 0 Ili b WJ!4O 8"tias w/516" Soil Ht 00 12.50 12"Mas w/?IflG' 12" Wall Construction c e i • . 50 108 Ilili IIIIIIIIIIIIIIIIIIlIIIIIIIIIIIIIIIIIIIIIIIIIIII 00 Soil Ht 88 18" 12" Wall Loading Diagram ::: C o n c r e t e Masonry Soil HIll Sur chrge Added Load Adj. Footing + Axial FT • FOTIADI PROJECT # ENGINEERING S TRUC TURAL C ALC ULATIO NS -p o( OCepçt.. tT q 6\%t CLIENT: 6iicoPe1d &1 pfrcui-he r)( (éç'2/ CPc1L4'?(9 Cc BLDG. CODE: __________________ DESIGNED BY: DATE: REVISIONS: This signature is to be a wet signature, not a c 1~0ES 1i1[ c I APPROVED BY: DATE SIGNED: (This SET of CALCULATIONS has pages) 740 13th St., Suite #407, San Diego, CA 92101 Tel.: (619) 234-3775 W{ (( (7,'f c ?cPC S /FJ WPctL- FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: West Garage Fdn Wall 740 13th Street Suite 407 17' Retention San Diego, CA 92101 JOB #: 91022 BY:EGF @ 8/01/91 Tel.: (619) 234-3775 CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ------------------------------------------------------ ----SOIL DATA ADDED VERTICAL LOADS ------ Allowable Bearing = 3,000 psf ..1 Axial DL on Stem = 4,757 pif" Active Lateral = 35.0 psf-' Axial LL on Stem = 2,127 pif" ..IQA. - .1 . .LL... 5 IUC .DLLJC • ) - P.ULI II I .Slope Active = 0.0 Backfill Slope = 0.0:1 Surcharge over Toe = 50.0 psf - (horiz:vert,0=Level) Surcharge over Heel = 100.0 Passive-Lateral = 200 SI Using Heel Surcharge to Soil Density = 110.0 pcf resist overturning ? Yes Soil Ht over Toe = 8.0 in Using 1/3 vertical ? No ----------------------ADDED LATERAL LOADS ------------------------- Lateral Load Acting On Adjacent Footing: Stem Above Soil = 0.00 psf Vertical load = 0 plf Footing Width = 0.00 ft Add'l Lateral Load = 0.0 Of Ftg. CL to Wall = 0.00 ft ...dist. to start = 0.00 ft Ftg. Base Above/Below Soil dist. to end = 0.00 ft At Wall Face [+/-)= 0.00 ft Footing Type : Spread ----------------------WALL & FOOTING DATA ------------------------- Retained Height = 17.42 ft Toe Width = 5.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 6.00 ft Key Depth = 18.00 in Total Width = 11.50 ft Key Width = 18.00 in Thickness = 24.00 in Key Dist. to Toe = 5.50 ft SUMMARY =========================== Pressure @ Toe .= 2,648 psf Factors of Safety: Pressure @ Heel = 1,559 Overturning = 3.62 :1 Allowable Press. = 3,000 Sliding = 1.50 :1 Eccentricity = 5.95 in 1-Way Shear @ Toe = 50.1 psi Allowable Shear = 76.0 psi 1-Way Shear @ Heel = 0.9 psi -----------------------SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Lateral Pressure = 7050.9 Factor of Safety = 1.50 (-)Passive Pressure = 2,114.9 Add'l Force Req'D = 0 (-)Friction =. 8,467.6 ---------------------- FOOTING DESIGN ------------------------------ --- Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 4,278 2,519 psf Fy = 40,000 psi Mu - Upward = 60,460 31,149 ft-$ Using SP @ Heel ? Yes Mu - Downward = 9,444 31,844 ---------Rebar Choices -------- Mu - Design = 51,016 695 -- Toe -- -- Heel -- One-Way Shear: $4 @ 2.39 in o.c. 5.29 Actual = 50.10 0.88 psi 1$5 @ 3.70 8.20 Allowable = 76.03 76.03 #6 R 5.26 11.64 Rebar Cover = 3.00 3.00 in #7 @ 7.17 15.87 Depth to steel = 21.00 21.00 #8 @ 9.44 20.90 Ru = Mu/bd2 = 128.5 1.7 #9 @ 11.94 26.46 Min. Rebar % = 0.0018 #10 15.17 33.60 FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: West Garage Fdn Wall 740 13th Street Suite 407 17' Retention San Diego, CA 92101 JOB $: 91022 BY:EGF @ 8/01/91 Tel.: (619) 234-3775 ---------------------------------STEM DESIGN ---------------------------------- Pg 2 of 2 ( ------------- Stem Designs -------------- Wall Info.... ----------------------------------------------------------------------- At Various Heights Above Ftg. > DESIGN HI. ABOVE FIG = 8.00 0.00 ft WALL TYPE ABOVE HI : Concrete Concrete Thickness (nominal) = 15.00 15.00 in Rebar Size : 7 # 9 Rebar Spacing = 16.00 8.00 in Rebar Placed at : Edge Edge DESIGNDATA .............................................................. Lateral Load @ Ht = 13,425 20,218 . MOMENT .....Capacity = 25,269 77,484 ft-n Applied = 7,264 57,196 SHEAR ......Applied = 74.58 112.32 psi Interaction Value = 0.396 0.952 Wall Weight = 187.5 187.5 psf Rebar Depth = 11.56 11.44 in MASONRYDATA ............................................................. f'm = psi Es = psi. Grouting Special Inspection n:Es/Em = Tension Embed=.004DbFs = Short Term Increase = CONCRETEDATA ............................................................ f'c = 4,000 4,000 psi F>' = 60,000 60,000 psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- H Overturning Moments -H- Resisting Moments - Origin of Force: # ft ft-$ # ft ft-# Heel Active Press. = 7,218 6.75 48,723 Soil over Heel = 9,102 9.13 83,055 Toe Active Press. = -124 0.89 -111 Soil over Toe = 403 2.75 1,109 Sloped Soil @ Heel = 9.92 1 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 475 9.13 4,334 Surcharge @ Toe = -42 1.33 -57 275 2.75 756 Axial Load on Wall = 6,884 6.46 44,459 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 3,266 6.13 20,006 Added Lateral Load = 0 0.00 0 Ftg & Key Weight 3,787 5.79 21,947 1/3 Active Pressure= 0 0.00 0 TOTALS = 7,051 48,556 24,193 175,668 H-->> Distances from front edge of footing bottom (not key) RetainPRO (tm) 1.28 (C)1989,1990 ENERCALC 152C circ w/7C16 5 U C on hi / 9 8 20i92 24" W a ll Con s t ruction J ( FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING. ENGINEERS & PLANNERS DESCR: West Garage Fdn 740 13th Street Suite 407 17' Retention San Diego, CA 92101 JOB t: 91022 BY:EGF Tel.: (619) 234-3775 l ko' Wall 8/01/91 -------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ----SOIL DATA -------------------------------------------------------------------------- ADDED VERTICAL LOADS ------ Allowable Bearing = 3,000 psf Axial DL on Stem = 720 pif Active Lateral = 35.0 psf Axial LL on Stem = 0 Of ...X. 1-iC1V = U . . .t11. (Toe S!U 1) 4.00 III .Slope Active = 0.0 0 Backfill Slope = 0.0:1 Surcharge over Toe 50.0 psf (horiz:vert,0=Level) Surcharge over Heel = 100.0 Passive Lateral = 200 Using Heel Surcharge to Soil Density = 110.0 pcf resist overturning ? Yes Soil Ht over Toe = 8.0 in Using 1/3 vertical ? No ----------------------ADDED LATERAL LOADS ------------------------- Lateral Load Acting On Adjacent Footing: Stem Above Soil = 0.00 psf Vertical load = 0 p1? Footing Width = 0.00 ft Add'! Lateral Load = 0.0 Of Ftg. CL to Wall = 0.00 ft .dist. to start = 0.00 ft Ftg. Base Above/Below Soil dist. to end = 0.00 ft At Wall Face [+/-]= 0.00 ft Footing Type : Spread ----------------------WALL & FOOTING DATA ------------------------- Retained Height = 17.42 ft Toe Width = 5.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 6.00 ft Key Depth = 18.00 in Total Width = 11.50 ft Key Width = 18.00 in Thickness = 24.00 in Key Dist. to Toe = 5.50 ft SUMMARY Pressure @ Toe = 2,310 psf Factors of Safety: Pressure @ Heel = 825 Overturning = 2.80 :1 Allowable Press. = 3,000 ' Sliding = 1.19 :1 Eccentricity = 10.89 in Sliding Ratio < 1.5 H 1-Way Shear @ Toe = 41.6 psi Allowable Shear = 76.0 psi 1-Way Shear @ Heel = 13.5 psi -----------------------SLIDING CHECK -------------------------- Ftg/Soil Fricti-on Friction = 0.350 Lateral Pressure = 7,050.9 t Factor of Safety = 1.19 (-)Passive Pressure = 2,114.9 Add'l Force Req'D = 0 # (-)Friction = 6,310.2 ----------------------FOOTING DESIGN ------------------------------ --- Toe--- --Heel f'c = 2,000 psi ACI 9.1 Pressure = 3,820 1,365 psf Fy = 40,000 psi Mu - Upward = 51,860 19,210 ft-st Using SP @ Heel ? Yes Mu - Downward = 9,444 31,844 ---------Rebar Choices -------- Mu - Design = 42,416 12,634 -- Toe -- -- Heel -- One-Way Shear: 5t4 @ 2.89 in o.c. 5.29 Actual = 41.60 13.54 psi 555 @ 4.48 8.20 Allowable = 76.03 76.03 556 @ 6.36 11.64 Rebar Cover = 3.00 3.00 in 557 @ 8.67 15.87 Depth to steel = 21.00 21.00 158 R 11.42 20.90 Ru = Mu/bd2 = 106.9 31.8 *9 @ 14.46 26.46 Min. Rebar % = 0.0018 1t10 18.36 33.60 FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: West Garage Fdn Wall 740 13th Street Suite 407 17' Retention San Diego, CA 92101 JOB U: 91022 BY:EGF @ 8/01/91 Tel.: (619) 234-3775 ---------------------------------STEM DESIGN --------------------------------- - Pg 2 of 2 Stem Designs -------------- Wall Info.... ------------------------------------------------------------------------ < At Various Heights Above Ftg. > DESIGN HI. ABOVE FIG. = 0.00 ft lUAU I TVfl A'U U'- r1Ii I I I• L_ I.JI.JVL. I • I I '--.. -. LuIlLreLt Thickness (nominal) = 15.00 in Rebar Size : U 9 Rebar Spacing = 8.00. in Rebar Placed at : Edge Lateral Load @ Ht DESIGNDATA .............................................................. = 10,950 U MOMENT .....Capacity = 77,484 ft-# Applied = 60,285 SHEAR ......Applied = 60.83 psi Interaction Value = 0.800 Wall Weight = 187.5 psf Rebar Depth 11.44 in f'm MASONRYDATA ............................................................. = psi Es = psi Grouting Special Inspection n:Es/Em = Tension Embed=.004DbFs = Short Term Increase = CONCRETE DATA ............................................................ f'c = 4,000 psi F>' = 60,000 psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- H Overturning Moments -H Resisting Moments - Origin of Force: U ft ft-U U ft ft-U Heel Active Press. = 7,218 6.75 48,723 Soil over Heel = 9,102 9.13 83,055 Toe Active Press. = -124 0.89 -111 Soil Over Toe = . 403 2.75 1,109 Sloped Soil @ Heel = 9.92 1 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 475 9.13 4,334 Surcharge @ Toe -42 1.33 -57 275 2.75 756 Axial Load on Wall = 720 6.46 4,650 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 3,266 6.13 20,006 Added Lateral Load = 0 0.00 0 Ftg & Key Weight = 3,787 5.79 21,947 1/3 Active Pressure= 0 0.00 0 TOTALS = 7,051 48,556 18,029 135,859 H-->) Distances from front edge of footing bottom (not key) RetainPRO (tm) 1.28 (C)1989,1990 ENERCALC j C c' ri': r e t e E]M aso nr y ED U 1 1 UDSu r c h a r g e W a ll L o adi n g U i . g r Added Load ON.PR Footing + A xial 0-( Job Name: St. Tropez West Beam Mrk: West Garage Fdn Wail 7.866 kips 2.637 kips (factored reactions) > Span(ft)- 17.42 Left end fixed and right end pinned SUMMARY OF BEAM LOADS (SERVICE) ------------------------------- UNIFORM LOAD OVER FULL SPAN: Dead Load - 105 psf Live Load - 17 psf OC Spacng - 1 ft TRIANGULAR LOAD: Max at left suppt: Dead - 610 psf Live - 0 psf, Length to 0 load - 17.42 ft OC beam spacing - 1 ft ULTIMATE STRENGTH LOAD FACTORS APPLIED ----------------------------------- For Dead Load - 1.4 For Live Load - 1.7 Al 44'j 1'V ( 1i/)<( O14iv' Pafi4' %92 o,(', k r' (0-7,U11,-0,*) St. Tropez West Beam Mark: West Garage Fan Wall ----------------------------- CONCRETE BEAM DESIGN CRITERIA ------------------------------ Concrete Strength, psi: f'c - 4000 Flexural steel strength, kSi: fy - 60 :3. Stirrup steel strength, ksi: fy - 40 4. Is this a beam or a slab? (B/S) - S I "Bf-------- Hfj 00 , 00 Bs BEAM SECTION GEOMETRY --------------------- Stem width (inches): Es - 12 Effective flange width (in): Bf - 12 Overall beam DEPTH (inches): H - 15 Flange thickness (inches): Hf - 0 Cover to ctr BOT bars (inches) - 2.5 Cover to ctr TOP bars (inches) - 2.5 X DIST FROM LEFT END M X As LOCATION V @ X Ay-TOTAL max S X/L X (ft) ------------------------------------------------------------------------------- (k-ft) (1n2) (Top/Bot) (kips) (in2/ft) (in) 0 0. -23.95 (4 Top 7.87 0 .1 1.74 -11.77 . 7 Top 6.15 0 .2 3.48 -2.45 Z .27 Top 4.58 0 .3 5.23 4.26 .27 Bottom 3.15 0 .4 6.97 8.62 .' .27 Bottom 1.88 0 .5 8.71 10.89.' .27 Bottom .75 0 .6 10.45 11.34 .27 Bottom -.22 0 .7 12.19 10.21 .27 Bottom -1.05 0 .8 13.94 7.77 .27 Bottom -1.73 0 .9 15.68 4.28 .27 Bottom -2.26 0 1 17.42 0/ 0 --- -2.64 0 0 . fyov~? t O \)6YL-1 Ooi79(Q. ow Job Name: St. Tropez West Beam Mrk: West Garage Fan Wail 9.244 Rips 1.258 Rips (factored reactions) Span(ft)-.42 j AL A! Left end fixed and right end pinned ------------------------------- SUMMARY OF BEAM LOADS (SERVICE) - - ------------------------------- TRIANGULAR LOAD: Max at left suppt: Dead - 610 psf Live - 0 psf Length to 0 load - 17.42 ft OC beam spacing - 1 ft PARTIAL SPAN UNIFORM LOAD: Dead Load - 105 psf Live Load,- 17 psf CC spacng - 1 ft Dist from left suppt to start of load: a - 0 ft Dist from left suppt to end of load: b - 17.42 ft ULTIMATE STRENGTH LOAD FACTORS APPLIED -------------------------------------- For Dead Load - 1.4 For Live Load - 1.7 C St. Tropez West Beam Mark: West Garage Fdn Wall ----------------------------- CONCRETE BEAM DESIGN CRITERIA ----------------------------- Concrete Strength, psi: f'c - 4000 Flexural steel strength, ksi: fy - 60 Stirrup steel strength, ksi: fy - 40 Is this a beam or a slab? (B/S) - s I ---------Bf-------- Hf 00 I I I •i HI l.00i I Bs BEAM SECTION GEOMETRY --------------------- Stem width (inches): Bs - 12 Effec-tive flange width (In): Bf - 12 Overall beam DEPTH (inches): H - 15 Flange thickness (inches): Hf - 0 Cover to ctr BOT bars (inches) - 2.5 Cover to ctr TOP bars (inches) - 2.5 X DIST FROM LEFT END M La X As LOCATION V @ X Ay-TOTAL max S X/L X (ft) (k-ft) ------------------------------------------------------------------------------- (in2) (Top/Bot) (kips) (1n2/ft) (in) 0 0 -36.64 .68 Top 9.24 (T7 6.25 .1 2.64 -:15.66 .28 Top 6.69 o .2 5.28 -.97 .27 Top 4.49 0 .3 7.93 8.35 .27 Bottom 2.62 0 .4 10.57 13.19 .27 Bottom 1.1 0 .5 13.21 14.45 .27 Bottom -.08 0 .6 15.85 13.05 .27 Bottom -.92 0 .7 18.49 9.97 .27 Bottom -1.26 0 .8 21.14 6.65 .27 Bottom -1.26 0 .9 23.78 3.32 .27 Bottom -1.26 0 1 26.42 0 Or --- -1.26 0 IL.il hc'wo 10 fWO4- #N(c pr fOOTJ i)Co5 SECT ( I '1O1 -rpi, ,o'& OciA— c. P t 41 i- 'V T1T1zoPe% 1 1& c.Trwcru, 'I ftArOV PML S _L. .St ez IQ . .... ... . ... . &S . .. __tTT i iL1i -FbcTWV .r.t/) ..Wfrv(-. . - b4i.iY C,u iC' r, oo46 (60 'I PT .uiJtte .•.. . I I 0.0 0.0:1 Surcharge over Toe = 50.0 psf Surcharge over Heel = . .100.0 200 Using Heel Surcharge to 110.0 pcf resist overturning ? Yes 8.0 in Using 1/3 vertical ? No ADDED LATERAL LOADS ------------------------- Adjacent Footing: 0.00 psf Vertical load = 0 plf Footing Width 0.00 ft 0.0 plf Ftg. CL to Wall = 0.00 ft 0.00 ft Ftg. Base Above/Below Soil 0.00 ft At Wall Face [+/-1= 0.00 ft Footing Type : Spread FOTIADI & ASSOCIATES TITLE: St. TroDez West CONSULTING ENGINEERS & PLANNERS DESCR: Garage Wall @ Street 740 13th Street Suite 407 9' retention San Diego, CA 92101 JOB : 91022 BY:EGF @ 8/04/91 Tel.: (619) 234-3775 CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ------------------------------------------------------ ----SOIL DATA ------------- Allowable Bearing = 3,000 psf Active Lateral = 35.0 psf Max. Active = .Slope Active = Backfill Slope = (horiz:vert ,O=Level) Passive Lateral = Soil Density. = Soil Ht over Toe = Lateral Load Acting On Stem Above Soil = Add'l Lateral Load = ...dist. to start = dist. to end = ADDED VERTICAL LOADS ------ Axial DL on Stem = 2,930 pif Axial LL on Stem = 500 . .Ecc. (Toe side +) = c.on in 11100 lmh-/l ----------------------WALL & FOOTING DATA ------------------------- Retained Height = 8.92 ft Toe Width = 5.00 ft Wall Ht. above soil = 0.00 ft Heel Width = 1.33 ft Key Depth = 16.00 in Total Width = 6.33 ft Key Width = 16.00 in Thickness = 24.00 in Key Dist. to Toe = 4.00 ft SUMMARY Pressure @ Toe = 618 psf Factors of Safety: Pressure @ Heel = 1,791 Overturning = 4.01 :1 Allowable Press. = 3,000 ' Sliding = 2.04 :1 Eccentricity = 6.17 in 1-Way Shear @ Toe = 11.1 psi Allowable Shear = 93.1 psi 1-Way Shear @ Heel = 8.9 psi -----------------------SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Lateral Pressure = 2,267.4 Factor of Safety = 2.04 (-)Passive Pressure = 1,963.6 Add'l Force Req'D = 0 (-)Friction = 2,667.6 ----------------------FOOTING DESIGN ------------------------------ --- Toe--- --Heel f'c = 3,000 psi AC! 9.1 Pressure = 996 2,888 psf Fy = 60,000 psi Mu - Upward = 18,679 206 ft-s Using SP @ Heel ? Yes Mu - Downward 7,805 82 ----------Rebar Choices -------- Mu - Design 10,874 124 -- Toe -- -- Heel -- One-Way Shear: #4 @ 5.29 in o.c. 5.29 Actual 11.06 8.94 psi $5 @ 8.20 8.20 Allowable = 93.11 93.11 $6 @ 11.64 11.64 Rebar Cover = 3.00 3.00 in #7 @ 15.87 15.87 Depth to steel = 21.00 21.00 $8 @ 20.90 20.90 Ru = Mu/bd2 = 27.4 0.3 #9 @ 26.46 26.46 Mm. Rebar % = 0.0018 #10 33.60 33.60 FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: Garage Wall @ Street 740 13th Street Suite 407 9' retention San Diego, CA 92101 308 : 91022 Bf:EGF 8/04/91 Tel.: (619),234-3775 ---------------------------------STEM DESIGN ---------------------------------- Pg 2 of 2 Stem Designs -------------- Wall Info.... ----------------------------------------------------------------------- ( At Various Heights Above Ftg. ) DESIGN HI. ABOVE FTG = 0.00 ft WALL TYPE ABOVE HT : Masonry Thickness (nominal) = 12.00 in Rebar Size : 0 7 Rebar Spacing = 16.00 in Rebar Placed at : Edge Lateral Loadl Ht DESIGNDATA .............................................................. = 5,088 MOMENT .....Capacity = 6,478 ft-a Applied = 3,686 SHEAR ......Applied = 36.55 psi.. Interaction Value = 0.665 Wall Weight = 118.0 psf - Rebar Depth = 9.00 in MASONRYDATA ............................................................. fi . = 1,500 psi Fs = 24,000 psi Grouting : Full Special Inspection : Yes n : Es / Em = 25.78 Tension Embed=.004DbFs = 42.00 Short Term Increase = 1.00 CONCRETEDATA ............................................................ f'c = psi Fy = psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- H Overturning Moments -H Resisting Moments - Origin of Force: ft ft-s # ft ft-it Heel Active Press. = 2,434 3.90 9,493 Soil over Heel = 324 6.17 1,996 Toe Active Press. = -124 0.89 -111 Soil over Toe = . 367 2.50 917 Sloped Soil @ Heel = 6.22 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 33 6.17 203 Surcharge @ Toe = -42 1.33 -57 250 2.50 625 Axial Load on Wall = 3,430 6.00 20,580 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 1,053 5.50 5,789 Added Lateral Load = 0 0.00 0 Ftg & Key Weight = 2,166 3.35 7,255 1/3 Active Pressure= 0 0.00 0 TOTALS = 2,267 9,326 7,622 37,365 !--->) Distances from front edge of footing bottom (not key) RetainPRO (tm) 1.2B (C)1989,1990 ENERCALC WE.IE.EtGi E.utpoi ti( T if I!xt + 6uuoo rifl-1 l• 'r/ rrw = l . J i: q_i . I Ci 3 .1 U 0 S IJ IM e .1 D U 0 3 El 1 ;'M.: w/7216'' Toe:4 @ j Hee1:4i 5H,5 811 16 11 1 .1 1 .1 I ti11 Construction 1 TO (0(X7 FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: Garage Wall @ Street TO 740 13th Street Suite 407 9' retention San Diego, CA 92101 JOB : 91022 BY:EGF @ 8/01/91 Tel.: (619) 234-3775 -------------------------------------------------------------------------------- CANTILEVERED RETAINING WALL DESIGN -------------------------------------------------------------------------------- Pg 1 of 2 ----------SOIL DATA ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem = • 0 pif Active Lateral = 35.0 psf Axial LL on Stem = 0 Of Max. Active = 0 . . .Eci.. (Tne. side +) = 0.00 in Slope Active = 0.0 11 Backf ill Slope = 0.0:1 Surcharge over Toe = 50.0 psf (horiz:vert,0=Level) - Surcharge over Heel 100.0 Passive Lateral = 200 Using Heel Surcharge to Soil Density. = 110.0 pcf resist overturning ? Yes Soil Ht over Toe = 8.0 in Using 1/3 vertical ? No ----------------------------ADDED LATERAL LOADS ------------------------- Lateral Load Acting On Adjacent Footing: Stem Above Soil = 0.00 psf Vertical load = 0 Of Footing Width = 0.00 ft Add'l Lateral Load = 0.0 Of Ftg. CL to Wall = 0.00 ft .dist. to start = 0.00 ft Ftg. Base Above/Below Soil dist. to end = 0.00 ft At Wall Face [+/-1= 0.00 ft Footing Type : Spread ----------------------------WALL & FOOTING DATA ------------------------- Retained Height = 8.92 ft Toe Width = 5.00 ft Wall Ht. above soil = 0.00 ft Heel Width = 1.33 ft Key Depth = 16.00 in Total Width = 6.33 ft Key Width - = 16.00 in Thickness = 24.00 in Key Dist. to Toe = 4.00 ft ---------- SUMMARY Pressure @ Toe = 1,570 psf Factors of Safety: Pressure @ Heel = 0 Overturning = 1.80 :1 Allowable Press. = 2,000 Sliding = 1.51 :1 Eccentricity = 16.63 in 1-Way Shear @ Toe = 16.6 psi Allowable Shear = 76.0 psi 1-Way Shear @ Heel = 8.5 psi - -----------------------------SLIDING CHECK ------------------------------ Ftg/Soil Friction = 0.350 Lateral Pressure = 2,267.4 Factor of Safety = 1.51 (')Passive Pressure = 1,963.6 Add'l Force Req'D = 0 # (-)Friction = 1,467.1 ---------------------------- FOOTING DESIGN ------------------------------ --- Toe --- -- Heel f'c = 2,000 psi ACI 9.1 Pressure = 2,751 0 psf Fy = 40,000 psi Mu - Upward = 23,648 0 ft-is Using SP @ Heel ? Yes Mu - Downward = 7,805 82 ---------Rebar Choices -------- Mu - Design = 15,843 82 -- Toe -- -- Heel -- One-Way Shear: #4 @ 5.29 in o.c. 5.29 Actual = 16.62 8.53 psi #5 @ 8.20 8.20 Allowable = 76.03 76.03 #6 @ 11.64 11.64 Rebar Cover = 3.00 3.00 in #7 @ 15.87 15.87 Depth to steel = 21.00 21.00 #8 @ 20.90 20.90 Ru = Mu/bd2 = 39.9 0.2 #9 @ 26.46 26.46 Mm. Rebar % = 0.0018 #10@ 33.60 33.60 Out FOTIADI & ASSOCIATES TITLE: St. Tropez West CONSULTING ENGINEERS & PLANNERS DESCR: Garage Wall @ Street 740 13th Street Suite 407 9' retention San Diego, CA 92101 JOB $: 91022 BY:EGF @ 8/01/91 Tel.: (619) 234-3775 ---------------------------------STEM DESIGN __________________________________ Pg 2 of 2 Stem Designs -------------- Wall Info.... At Various Heights Above Ftg. > DESIGN HT. ABOVE FIG ----------------------------------------------------------------------- = 0.00 ft WALL TYPE ABOVE HI : Masonr' Thickness (nominal) 12.00 in Rebar Size : $ 7 Rebar Spacing - 16.00 in Rebar Placed at : Edge DESIGNDATA ............................................................... Lateral Load @ Ht = 1,658 # MOMENT .....Capacity = 5,921 ft- Applied =l 5940L SHEAR ......Applied = 11.91 psi Interaction Value = 0.912 Wall Weight = 118.0 psf Rebar Depth = 9.00 in MASONRYDATA ............................................................. f'm = 1,500 psi Es = 20,000 psi Grouting : Full Special Inspection : Yes n : Es / Em = 25.78 Tension Embed=.004DbFs = 35.00 Short Term Increase = 1.00 CONCRETEDATA ............................................................ f'c = psi Fy = psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- Overturning Moments -H Resisting Moments -{ Origin of Force: # ft ft-# # ft ft-s Heel Active Press. = 2,434 3.90 9,493 Soil over Heel = 324 6.17 1,996 Toe Active Press. = -124 0.89 -111 Soil over Tcie = 367 2.50 917 Sloped Soil @ Heel = 6.22 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 33 6.17 203 Surcharge @ Toe = -42 1.33 -57 250 2.50 625 Axial Load on Wall = 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem L4ts. = 1,053 5.50 5,789 Added Lateral Load = 0 0.00 0 Ftg & Key Weight 2,166 3.35 7,255 1/3 Active Pressure= 0 0.00 0 TOTALS = 2,267 9,326 4,192 16,785 !--->> Distances from front edge of footing bottom (not key) RetainPRO (tm) 1.28 (C)1989,1990 ENERCALC C:r.i kt - L L ,- - I_c - i Heel -.'T@ 16" ,-. - W.1L IUjI•: f r '.. 1!JU A tE!A T 6ut:cuJ peol ppp 5 .1 e q o . n S ftfl T 1 0 5 1 U s • w .? .1 : u o 1 2 2 9 we i 6eTc 1221 - 91 r 5 U ! p • i: 1 1 1 P1 ci(oI\J ., - 3 & v 1 1110 St. lyopez tic;t. ..0 ' c N ) ii & Sout h Garage 740 1 3t h Si: r eet. Sui t e 40/ 9 1 Retention fl! F)r : San Wego , CA 92 10.11. J ( l 91022 IA () 8/05/9 ''. ( 69 :4•:i7! --------------------------------------------- (::Nlr ---------------------------------------------------------------------------------- RETAINING DESIGN Pg 1. :l!: so :t_. DATA ------------- . )I:)E:t:) VERTICAL LOADS A ll owable Bear i ng := 3,000 psf Axial DL. on Stem = 2,930 p1. f Active Lateral 35,0 psf Ax I a Ph . on - ( jCoJ1) 500 ti Max.. Active = 0 C . Ec:;c. (Toe side ±) : 600 In Slope Active 0 .0 I C.C.0 1(1 I slope (!. C. U.0:1 .)U1 ..rita1 '_t 4.JVL (IcC - 50 .0 pw ( hor :i z : yen: O=L.evel ) . . . Surcharge over Heel 100 .0 CC Passive L.at era 1 200 Usi ng Heel Surcharge to Sail Density = 110 .0 pcf resist overturnjnq ? Yes Soil Ht over Toe = 8.0 in llsiriçj 1/3 vertical No - ADDED ) LATERAL LOADS )Al31 - -- - I.cicf Acting on -tatera1. Adjacent Footing: St em Above Soil 0 .00 psf Vertical load ::: o p :t. Footing Width = 000 ft Addl Lateral Load = 0,0 p.I.f Ftçj.. CL to wi1:[ = 000 ft ....dist . to start 0.00 ft F t Cl. Base Above/Bel ow soil diet . to and 0.00 At Wall Face 0/70 0.00 Footing IYP( : ------ WALL & FOOTING DATA -------------------------- Reta ined Heig ht :z: 8 .92 ft Toe Width 2.00 ft LAJaJ.1 Hi;,. above soil : 0_00 ft Heel 141:ith = 3.00 ft Key Depth = 16.00 in Total Width Key Width = 16.00 in Thickness 24. ..00 :Ln Key Dist , to roe :: 2 .00 ft ......::: :: SUMMARY Pressure 0Toe 2 ,858 psf Factorsof Safet y : Pressure @ _jpp[ 605 CC Overturning = 2.82 n 1 Allowable Press. = 3 )000 s:ii.cLir1c;I : 2.20 :1 Eccentricity . l)L)() in Way Shear 0 Toe :z 3 .8 :1 Al l owable Shear :::: 93 .1 ps i !-Way Shear Li Heel () .5 psi ............................................................................................ - ..... ...........--•- II:CI:I\1c ti-i(:::!c ............_ .................................................._.. ................................ I t q/C,ni I Fr i ctiop Q Lateral Pr eC Clii 2 ,267 .4 I Fact or of Safet y 2 .20 Pkassive Pressure = 1 .963,6 Add'! Force :pqC) 0 :i: (-)Friction := ---------------------------- FOOTING DESIGN --------------------------------- --- Toe— ........Flee C:; 8,000 psi. AC .0 9 3 1 Pressure :: 4,537 961. pef Fy = 60,000 psi Mu Upward S ,1 CQ 2 .876 9 Using SP R Hee l '(c. t:)nL,ar::l 1 .249 3 .027 --------- Robar Choices --------- 1% - Design ::::: 6,e72 IOna-I' :t 1..............i (3(. - ri L4iy S.ir :4. ) .. n .. Actua l ::: 39 0 .46 psi 45 0 8 .20 . 8.20 Allowable 93 .11 93.11 #6 ) 11.60i. 11.64 Re bar Cover r I 00 3.00 in i/ ( 15.87 15 07 Depth to stee l = 21.00 21.00 M P 20.90 20 .90 RU - Mu/hd 17.3 4 99 A 26 .46 26 .46 Min . Rebar Z 0.0018 1100 92 -AD - . _•_ /fl S..' S.J W.] ) Jdc:IU4Jd ( X: oU ) wo :'oq (3ti T :00j. ---------- :J0Gopo luoij WOJ.4 S3U :s c:i <<--- 8s9 l8 9$ 6 190 1 :::: S. R) LOLL C) 00 ,0 0 W Anssold-)A )) $/ f (.:c;L9L" I :::: C) (.)C) C) () :pp0q 1W IG101 :iip) IC90 001 Q t T M W; :)..uA1) C) 00 ,0 0 IN -rOAd 9 pcfl 0'.01 00"s OE1$ JIUM UI) PEDI jvjXV 001 00 DC) 1. i .- Pq )iflS 008 00"V 00 :: 0 00"o 0 0 C)C) " C) C) = '51A JUGOEPPV Es 1 V TGGH 'i' 1r' pcfoi; 10 LPT 00"T Zvi a0l ..AA(.) I las 0 P;1 ::: 3S&AI OA1 40V 00.1. 1cr / 00'V 96 -)H 10A0 1 103 6617 6 06 .17;17 = S;LJ.i RA IJOV I ::.._(.4 4.4 :fl.-.4 .:j. :.43J.C)-I :j.0 1iTi3LACj S .U.)W01.J BUTIST sam S LJZ)W0.j bUT. U..AT1 :.1....LAfl - - - --.---- --- ---- SIN3WOW ?? wowj jo ,&èRI4Wfls - ------ --.-..- --------------- T sd X =oc 4 - ............................................- .......- ...........L!c:I3J..3eJONOa 00' . SUSJtJ I W.AJ_ ..A0q5 00"Z17 = S.::IC1(]1700" :::::O4OWJ 1101 SUSI = WI / sj u UO I :))c:Si1i je joads 1n.1 Bul p.noig led 0001 K :: .SJ lsd 00g 'T = w,, j. .......- .. .. S ....................... .. .. S S " . S S •. S • . ............." .L'(] AèINOSkW 111 006 qc.i)(:I .Auqj Asd 0,811 44BT SM I TEM 599"0 anjen 1101 u• led ;s 9C = ......dc:JIJ ii-is 93(j)( :' pi Tcid) 8L17 9 = XT'c:') "J..N:wo14 : 88() .s .. 4H aI pcn 1: 1?.A :i.Tfl 55" ......." " " ' ' " V..LVCI NE) I s:ia PJE! i c:I JC-j UT 00"9T :..: f5u 1OE'CS •qH L n?ozei Ut C)O' :. ( JUUIWOU ) SS11.J3IilL XJ.UOS:?W ' Jj1 3A08V Y)d,)..!.. IIVM C ------------------------------------------------------------------------- = .LH i3:.-j -)A0qj slUB10H Sfl0( J.j' :v > ... 04U1 UUM .............. SuBi wo ..........I S'i W•') .5 ............. - J\,iI3lc., tI N .................................... ( 19 ) ' (,/t()/ ) AMNIAH ZZ016HOC 10TZ6 V I 5 0MO IC (1' 1% ''1 M1 10 1) 1i. I ) A IC. =1 otz ) 44ADN POST]èi UN NV IC' )'I i ,\ I I lj\j I loom .' )o:iCLAp 'i:; P11 .L ;:i.i L:r ::cJ.;;¼' 2 :i : L -- 2.3 3.0t3 13 I _..j:__ ! L LU.0 i Ii. i 16 I I 5.3O U 'I €cr' Job Name: St. Tropez West Beam MrR: 9 Garage wail Ca Street 2.306 Kips 1.247 kips I -----------------> Span(ft)- 9 Left end fixed and rigrt end pinned --------------------- SUMMARY OF BEAM LOADS --------------------- UNIFORM LOAD OVER FULL SPAN: Dead Load - 315 psf Live Load - 0 psf OC Spacng - 1 ft TRIANGULAR LOAD: Max at left suppt: Dead - 0 psf Live - 204 psf Length to 0 load - 9 ft OC beam spacing - 1 ft 1. Y eld Stress, ksi: - 36 2. BeL ,,.,tress, n (l<Lc), ksi: Fb - 24 3. Bend g(Lc<l<Lu),i : Fb - 22 41 Allow -le Shear, 5i: Fv - 14.5 Mod of astic ,kSi. E - 29000 Duration f I ad factor - 1 Live Load: eflect!n < L / 360 D+L Load- flect'n < L / 240 Unhrace top 1ange in regon of +1 (ft). I - 0 Unbr ed bottom lange in egion of -M ( ): I - 0 U. B iding coefficient: Co - 1 12. llowed overstress,96/10 - .01 & MAXIMUM Nominal WF Depth \36 4. MINIMUM Nominal WF Depth -' -M f1 t9x +N1 __-_2 -.27 -.4--4&i-- k-ftj M' -ft V r V I - -- - 2-.51 kips-] - in Live ad Defle 11 in i 9442 Dc Load Defle< -b D+L Load e 52 in / 2077 Al -able bendi ress: for ksi IT ('ri) J1U?V IS((ir -)<O 'tS6• •• • . .. .... .•. : 1I 1 • . . &OOOD 1_cu_i IP4iO&.rAC. (o. LIP. i'/Fi) .PIV )( ooI1 - 01oq'r7 • '. . • . Qs7D1' a el • OO x . I 'L' I O 7 , E sIGN CONDITIONS: Waite we to be used for the loading conditions shown for each type well. Deign H shall not be exceeded. Footing key is required except as shown otherwise or when found unnecaseary by the Engineer. Special footing deign is required where foundation material is uncapable of supporting toe pressure listed in tibia. DESIGN DATA: Reinforced Concrete: Fc • 1200 psi Fs 20,000 psi Reinforced Masonry: Fm • 600 psi Fm 200 psi Ps 20.000 psi n 50 Earth • 120 pd and Equivalent Fluid Pressure 36 pif per foot of height Wails shown for IY3:1 unlimited sloping surcharge are deigned in accordance with Rankline's formula for unlimited sloping surcharge with a=33° 42: REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall conform to ASTM A615, A616, ASh. Bets shall lap 40 diameters, where spliced, unless otherwise shown on the plans. Bends shall conform to the Manual of Standard Practice, A.C.I. Backing for hooks is four diameters. All bar ambedments are clear distance to outside of bar. Spacing for parallel bars is center to center of bars. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the "Standard Specifications for Public Works Construction." JOINTS: Vertical control joints shall be placed at 32 foot intervals maximum. Joints shall be deigned to resist shear and other lateral forces while permitting longitude! movement. Vertical expansion joints shall be placed at 96 foot inter- vals maximum. CONCRETE: Footing concrete shall be 560..C3250, using B aggregate when placing conditions permit. BACK Fl LI: No backfill material shall be placed against masonry retaining walls until grout has reached deign strength or until grout has cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compaction is not tees than 90%. FENCING: INSPECTIONS: Call for inspections as follows: A. When the footing has been formed, with the steal tied securely in final position, and is ready for the concrete to be placed. B. Where clunout holes are not provided: After the blocks have been laid up to a height of 4', or full height for wells up to 5', with steel in place but before the grout is poured, and ..... After the first lift is properly grouted, the blocks have been laid up to the top of the wall with the suit tied securely in place but before the upper lift is grouted. Where cleanout hole are provided: After the blocks have been laid up to the top of -die well, with the steel tied securely in place, but before grousing. C. After grouting is complete and after rock or rubble wall drains are in place but before earth backfill is placid. 0. Final inspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days. All cells shall be filled with grout. Rod or vibrate grout within 10 minute of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when grousing of second lift is to be continued at another time. MORTAR KEY: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding a flat 2 X 4 flush with and at the top of the freshly poured footing. The 2 X 4 should be removed after the concrete has started to harden (approximately 1 hour). A mortar key may be .omitted if the first course of block is sat into the fresh concrete when the footing is poured, and a good bond is obtained. WALL DRAINS: Wall drains shall be provided in accordance with Standard Drawing C-S. SOIL: All footings shall extend as least 12 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened prior to placing concrete in tootin. - F'c •.3000 psi) n a 10 Safety fencing shall be installed at the top of the wall as required by the agency. Revision (By) Approved I Data 'ew Des. ' • SAN DIEGO REGIONAL STANDARD DRAWING !t'l( oses aJ-. 7-e8 I GENERAL NOTES FOR MASONRY I I RETAINING WALLS OCCONMtMOIO SY THE SAN OSEGO REGIONAl. $TNOAROS COMMITTEE .(Zc. /975 Css,1ut11 CCC. 11101 0i,. DRAWING - NUMBER uyout line PLAN mortar C80— —, 4 total 2 ® bars r •® bars-_- 2" —14 total 2 bars - r bars NOTES S.. Standard Drawings C-i and C-B for additional noto and details. Fill all block ails with rout. I I ban mortar cap 1 4 total 2 Ir 1r 11 1 I rdr 2" ® bars 4 ir a I, bars ____ Z __ __ m - ir- 141J@12-- — !J Horizontal rsinf. not diown 4- rx a" uy Lf ELEVATION Kay - w J TYPICAL SECTION 5' 4' max GIMENSIoNt AND REINFORCING STEEL H(nisx) 7-1" 5'.4" rr I (mini Ø' - r 0'. 10" 1'.. 0" IN (min) 2'-4" 7-r (13 bars 1432" 14132" 1432" ® ban 4032" 14132" © bars sseia" (j) bars #4tota14 14 total #4 total $ flux wil L Key w TYPICAL SECTION aver 5' 4" Revision By Approved Oats UCOUUINOfO I! THE OIEGO SAN DIEGO REGIONAL STANDARD DRAWING ISGIONAL $UAOANO$ CONMITYU Title 6C. 7-22r, If MASONRY RETAINING WALL TYPE 1 [LEVEL BACKFILL) DRAWING NUMBER --'- Key - I 1/2 : 1 doOmg backfill or 250 Mt. live load irdw mortar up - l4 total 2 bars - ' #4tota12 ®bars , 4 tots I r o TELI I :p PLAN 1 1/2 : 1 doping backfill or 250 Mt. livi load 3umharge mortar cap ban 4 U 1 4 total 3 12"x12" key —__.--...i. '•I. F w 2" Horizontal runt. not shown TYPICAL SECTION 3'•S"tnax. TYPICAL SECTION avr3'.8" NOTES I. S.. Standard Drawings C.7 and Cl for additional notes and dstaib.. 2. Fill all block calls with grout. ELEVATION DIMENSIONS AND REINFORCING STEEL H(m.x) 5.4' T(min) 0'1F 0'.lr W (min) 5'. IF bars 14016' bars 160 IF 14916- max toe pr. (put) 700 550 I1CNC1D IT TUG M 3.163 I1GIO*L ITNOAlOS OUTTII azJez..hJ ,,s U C £ 11101 3. ORAWING NUMBER - B SAN DIEGO REGIONAL STANDARD DRAWING Revisiony I AOg,Gv,d Data MASONRY RETAINING WALL TYPE 2 (LIVE LOAD SURCHARGE OR SLOPING BACKFILL) PLAN I mortar coo mortar tap total 2 bars : -4I ban his z'. I k.YL, ®bars1 TYPICAL SECTION 5'. 4" max total Q ban bars bin 14 total 21 k evy or F _~'j Ir— UE ban 1. W TYPICAL SECTION over 5 • 4" Horizontal runt. not shown ELEVATION Layout line NOTES S.. Standard Qrawin C.7 and C4 for additional note and dstaih. Fill all hlockcalls with pout. DIMENSIONS rAND REINFORCING STEEL H (maxl 3'. r 5-.4,-- [ 8'- T (mm) o'. r o'. it I r. a" W (mm) 2'- 4" 3D- 2" 4. 9" ® bars I432 S432" I4#32' ® bars - 1432" 1432" ((Z Ism sseir ® -ban #4e32- I41G" iseis- C!) bars 14 total 4 1 4 total 5 1 1 4 total S max.,soil Prau(psf)j I 1100 1600 j 2200 Revision I By I Approved Data SAN RI DIEGO REGIONAL STANDARD DRAWING ENO" fl INS SAl OIEOSTANSAUOS COM1111 MASONRY RETAINING-WALL TYPE 3 MCI. INS? S (LEVEL BACKFILL) DRAWING NUMBER e4 4 total 2 .80 ban OC ban 1 4 total W---- TYPICAL SECTION ovr3'•fro NOTES Sea Standard Drawing. C.7 and Cl for additional note and details. Fill all block calls with grout. line 1 1/2:1 doping backfill or 250 psi. live load .urtharg. bars -.. - of tooting I PLAN , 1 1/2:1 doping backfill or 250 ad. live lood .g. H.S'•4 H.3'.r 0 4 total 2 -Ft —®bars _II L®\ t' _ g~,T S4j31r w clr TYPICAL SECTION i L1 Honnzantal rsrnf. not din ELEVATION DIMENSIONS AND REINFORCING STEEL N(mu 51 .4 7-F T(nun) o'-ir W(min) 4•r 3-0" ®ban 54•1r I416" bin #s•ir Surthirge doping re toad doping Iiia load ciaars 1serss1r'#6•1r'#seir K (min) i'.o - r.r r-r r. a" To. prom. 2700 psi. 1 1900 psi. 1700 pf I 1430 -pd - Ravidon By Approv,d Data 1co.Coio sv Ties IM 01100 SAN DIEGO REGIONAL STANDARD DRAWING IIOIOIAL ITMOAlOS tONITTU ride a/' rns r,r r. a. . MASONRY RETAINING WALL TYPE 4 DRAWING (LIVE LOAD SURCHARGE OR SLOPING BACKFILL) NUMBER layOut line PLAN Hair ®ban ,-mortar f Cap ;0 4 tot. 2 I ®bars [1L1[_Jf I 1LJ32. 41>? j'it/(® bars 1/ ,0 bars w I Kay k 14JJG12" TYPICAL SECTION 5 4" max Horizontal minf. not town. ELEVATION mortar Cap ban Lr B ban - '-I 4 tot.T 1- L • .! B 0 - ban NN Z-4 1bars_____ UT- IjL'L_J1c A" Key W TYPICAL SECTION ovar 5' 4" NOTES See Standard Drawing C•7 and C-S for additional notes and details Fill alt block calls with çoui. DIMENSIONS AND REINFORCING STEEL H(maxl ir 5'-4 r - r T(mssi) o' - r o-i0 i' - r W(min) r - 11 3'-l" o'-r 1'-2" S tr -.a yr 1' - iir r i i/r K o' -r o' - r' A bars 1432 0432' 04*32" 8 ban 140 3r 0432' C bars 07.16" 0 ban 1432" #4e16" #4.16" (j) bars #4 total 5 #4 total 5 S4 total 6 nix soil (pd) 774 1030 1660 bars _______ Revision I By .Approved Date - SAN DIEGO REGIONAL STANDARD DRAWING Title MASONRY RETAINING WALL TYPE 5 (LEVEL BACKFILLJ I1CONINO(O SY THE SA oisco ISGIONAL SYMOARaS CCN*ITTU /975 c_.___ A.C.A. 'nil -- am— DRAWING NUMBER yout line PLAN 1 1/2:1 doping backfill or 1 1/2:1 doping backfill or I total 250 put liii laid Rirtharge. 250 put. live laid wrthargu. rnortar cap 1 4 total 2 1 4 total 2 _ bars O1O' 4 total 2 ban r-r S 50 ir w S 40 ir PD -4 1 4 total 5 r Norizontol not sham TYPICAL SECTION L W • ELEVATION nax TYPICAL SECTION ova 3'•$" NOTES S.. Standard OrawunO C•7 and CO for additional notac and details. Fill all block cells with grout. DIMENSIONS AND REINFORCING STEEL H(nwz) 5'.4' For T(min) a'.ir o'-r W(nim) 7.10" 2'.r ®bsa J4•1 - ®ban ie' x. Toe Paw. P.S.F. F MR -solo IT ThI $ 51110 SAN DIEGO REGIONAL STANDARD DRAWING Revision By Approwd Oats SI10AL ITMOASOS c7t.J..h./ iv's ~ MCI Inv MASONRY RETAINING WALL TYPE 6 ORAW1NG (LIVE. LOAD SURCHARGE OR SLOPING BACKFILL) NUMBER %a'O 2H No surcharge loads within. his area for level backfill design. ,..--Filter Material. 1" max. crushed B aggregate. 4 cu. ft. per 4" dia. drain or I Cu. ft. per ft. of open B head joints. - 4" dii. drain with 1/4" galv. wire mesh screen 9'. 0" on centers, or one raw horizontally of open head joints. I - - Line of undisturbed natural sail TYPICAL SECTION Mortar or cast-in-place concrete . 9" 12" block wall Finished ground line !..! 1/4 8" block wall Vertical reinf. Vertical reunf. Grout filled block cells = :i :i: :r: Top of footing K::i: - bond beam black 2" x 4" (nominal) key CAP DETAIL KEY DETAIL NOTES: All masonry retaining walls shall be constructed with cap, key and drainage details as shown hereon. 4" diameter drain may be formed by placing a black on it's side. RECONEHOEO BY THE SAN OUtGO SAN DIEGO REGIONAL STANDARD DRAWING Revision Byl Approved Date SEGIONAL STANOASOS COMMITTEE Not. 2 ,.a.,4( DETAILS FOR MASONRY RETAINING WALL DRAWING 8 NUMBER b — .'.. . ... Mortar at masofry CIP 2- 0" mozimum • H Material N w I 1' 0 'r 21w required • 6 Concrete2' 6" 2" None 8Ioc ii1\ 3 bar or " 2" 6" I 2' Nano ladder mesh under.. top course I a" 8n J 12" 6" 2" I None 4..Loco,s steel in . . j 6" Concrete is" 8 " V4 48% • center of wall '_0" s OflCtIrS " I II 11 slack 18 $ 4 None ___•_; 8"5ric 8" 8' 4" None T •' 1. R.in!orcinq steel. Lopped 20 I 6'— o' L concrete 24 8 4' I '4 48% 20 8' Stick 24 8" f I '4 rw 48% CONCRETE FOR FOOTING 1 part cement 2 oar-s sand 3' oartz crave!. i • i q 3 bar MORTAR MIX. I Part cement to / part hydrated lime or lime putty. 109 46 3'I parts sand r I part plastic cement and 3 parts sand. JJL' •'" GROUT: Same as mortar mix, water added to pouring consistency. '4 All cells containing steel to be solidly filled with grout. Rod or vibrate grout within 10 mm. of pouring to insure solid W consoiidation. 7.75 MASONRY FENCE DETAILS WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92025 April 16, 1990 Charles Rowe California Builders P.O. Box 142 Carlsbad, California 92008 Attention: Charles Rowe Proj.ect: Our Job No. 89-33 St. Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Addendum No.1 to our "Report of Geotechnical Investigation" Dear Mr. Rowe: As requested during our phone conversation of April 12, 1990, we have reviewed our "Report of Geotechnical Investigation", dated April 17, 1989, and the new set of building plans, dated January 4, 1990, prepared by Eric Fotiadi, AlA and Associates. We found the plans to be in conformance to the recommendations •of our "Report of Geotechnical Investigation" and this addendum No. 1. Both the original plans (dated November 10, 1988) and the new plans, (dated January 4, 1990), show an elevator shaft for four stories; therefore, additional investigation is not necessary for the proposed four (4) story elevator shaft and related sub-surface elevator ram. Job No. 89-33 Addendum No. 1 April 16, 1990 Page 2 A dewatering system, if employed, shall be designed by a contractor experienced in designing dewatering systems. The design shall be reviewed by our firm prior to construction. The adjacent buildings shall be considered when designing the dewatering system. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Denni-?Zimmerman CE 26676 GE 928 DEZ : sd Distribution: (4) Addressee r WESTERN SOIL AND FOUNDATION ENGINEERING, INC. GEOTECHN I CAL INVESTIGATION ST. TROPEZ WEST CONDOMINIUMS 2901 OCEAN STREET CARLSBAD, CALIFORNIA WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92029 April 3, 1991 Mr. Charles Rowe California Builders P.O Box 142 Carlsbad, California 92008 Project: Job No. 89-33 Saint Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Update to Report of Geotechnical Investigation Mr. Rowe: In accordance with your request we have performed a surface site reconnaissance and reviewed our Report of Geotechnical Investigation for the above referenced project. The site inspection was conducted on December 7, 1990 by a representative of our firm. We found the project site to be essentially unchanged since we performed our geotechnical investigation on April 4, 1989. It is further our understanding that the project design has not changed significantly since the publication of our report. The recommendations of our Geotechnical Investigation report dated April 17, 1989 must be followed during the design, grading and building stages of this project. If significant project design changes are to be made, we should be consulted for further recommendations. Final Building and Grading Plans shall be reviewed and approved by our firm prior to earthwork. Job No. 89-: April 4, 1991 Page 2 If you have any questions, please do not hesitate to contact this office. Respectfully Submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis E. Zimmerman CE 26676 GE 928 DEZ: kw Distribution: (2) Addressee (2) Mr. Jack McKinnon Brian Smith Engineers, Inc. 2652 State St. Carlsbad, CA 92009 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 EscoNoIoo. CALIFORNIA 92029 April 3, 1991 Mr. Charles Rowe California Builders P.O Box 142 Carlsbad, California 92008 Project: Job No. 89-33 Saint Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Update to Report of Geotechnical Investigation Mr. Rowe: In accordance with your request we have performed a surface site reconnaissance and reviewed our Report of Geotechnical Investigationfor the above referenced project. 'The site' inspection was conducted on December 7, 1990 by a representative of our firm. We found the project site to be essentially unchanged since we performed our geotechnical investigation on April 4, 1989. It is further our understanding that the project design has not changed significantly since the publication of our report. The recommendations of our Geotechnical Investigation report dated April 17, 1989 must be followed during the design, grading and building stages of this project. If significant project design changes are to be made, we should be consulted for further recommendations. Final Building and Grading Plans shall be reviewed and approved by our firm prior to earthwork. - .- ( Job No. 89-: April 4, 1991 Page 2 If you have any questions, please do not hesitate to cont a c t I this office. Respectfully Submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis E. Zimmerman CE 26676 GE 928 DEZ:kw Distribution: (2) Addressee (2) Mr. Jack McKinnon Brian Smith Engineers, Inc. 2652 State St. • Carlsbad, CA 92009 I' 1(3( No, 28 IV CH OF CA i WESTERN SOIL AND FOUNDATION ENGINEERING, INC. GEOTECHNICAL INVESTIGATION ST. TROPEZ WEST CONDOMINIUMS 2901 OCEAN STREET CARLSBAD, CALIFORNIA WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746.3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO. CALIFORNIA 92025 April 16, 1990 Charles Rowe California Builders P.O. Box 142 Carlsbad, California 92008 Attention: Charles Rowe Project: Our Job No. 89-33 St. Tropez West Condominiums .2901 Ocean Street Carlsbad, California Subject: Addendum No.1 to our "Report of Geotechnical Investigation" Dear Mr. Rowe: As requested during our phone conversation of April 12, 1990, we have reviewed our "Report of Geotechnical Investigation", dated April 17, 1989, and the new set of building plans, dated January 4, 1990, prepared by Eric Fotiadi, AlA and Associates. We found the plans to be In conformance to the recommendations of our "Report of Geotechnical Investigation" and this addendum No. 1. Both the original plans (dated November 10, 1988) and the new plans, (dated January 4, 1990), show an elevator shaft for four stories; therefore, additional investigation is not necessary for the proposed four (4) story elevator shaft and related sub-surface elevator ram. . Job No. 89-33 Addendum No. 1 April 16, 1990 Page 2 A dewatering system, if employed, shall be designed by a contractor experienced in designing dewatering systems. Thedesign shall be reviewed by our firm prior to construction. The adjacent buildings shall be considered when designing the dewatering system. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. DenniE7'immerman CE 26676 GE 928 DEZ : sa Distribution: (4) Addressee ZIiVj1 No. CE 26616 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92029 April 3, 1991 Mr. Charles Rowe California Builders P.O Box 142 Carlsbad, California 92008 Project: Job No. 89-33 Saint Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Update to Report of Geotechnical Investigation Mr. Rowe: In accordance with your request we have performed a surface site reconnaissance and reviewed our Report of Geotechnical Investigation for the above referenced project. The site inspection was conducted on December 7, 1990 by a representative of our firm.. We found the project site to be essentially unchanged since We performed our geotechnical investigation on April 4, 1989. It is further our understanding that the project design has not changed significantly since the publication of our report. Therecommendations of our Geotechnical Investigation report dated April 17, 198.9 must be followed during the design, grading and building stages of this project. If significant project design changes are to be made, we should be consulted for further recommendations. Final Building and Grading Plans shall be reviewed and approved by our firm prior to earthwork. Job No. 89-: April 4, 1991 Page If you have any questions, please do not hesitate to contact this office. Respectfully Submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis E. Zimmerman CE 26676 GE 928 Distribution: (2) Addressee (2) Mr. Jack McKinnon Brian Smith Engineers, Inc. 2652 State St. Carlsbad, CA 92009 ZIM1ff No. CE26616 ; WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 EscoNDiDo. CALIFORNIA 92029 April 9, 1991 Charles Rowe California Builders P.O. Box 142 Carlsbad, California 92008 Project: Our Job No. 89-33 St. Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Structural Street Pavement Section Mr. Rowe: We calculated a structural pavement section for Ocean Street. A worst case R-value of 5 was assumed. A traffic index of 5.0 was used in the calculations. City of Carlsbad's "Street Design Criteria" indicates a traffic index of 5.0 for local streets. The California Design Method was used. Calculations are attached. For the worst case scenario (RV5), we recommend 3 inches of asphaltic concrete over 10 inches of aggregate base over native subgrade. Aggregate base and the upper 12 inches of native subgrade shall be compacted to at least 95 percent relative compaction. Aggregate base shall meet the minimum requirements for Cal Trans Class 2 Aggregate Base. The actual structural section shall be determined during construction subsequent to performing an R-value on the native subgrade. The minimum section shall be 3 inches •of asphaltic Rowe April 9, 1991 Page 2 concrete over 6 inches of aggregate base over native subgrade. Respectfully Submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis E, immerman CE 26676 GE 928 DEZ:kw Distribution: (4) Addressee Attachment: Calculations (1 sheet) F ZI- No. CE26676 )p 1 ,) /4i fI cIv%_ WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO. CALIFORNIA 92025 April 17, 1989 California Builders P.O. Box 142 Carlsbad, California 92008 Attention: Charles Rowe Project: Job No. 89-33 St. Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Report of Geotechnical Investigation Mr. Rowe: In accordance with your request, we have completed a geotechnical investigation for the proposed project. We are presenting, herewith, our findings and recommendations. The findings of this study indicate that the site is suitable for the proposed development provided the special site preparation and foundation recommendations presented in the attached report .are complied with. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Vince Gaby, Staff Geologist 4111immermancEc GE 928 VG/DEZ :pl Attachments Distribution: (6) Addressee ME ZIA!1 No. CE 26676 El GEOTECHN I CAL INVESTIGATION ST. TROPEZ WEST CONDOMINIUMS 2901 OCEAN STREET CARLSBAD, CALIFORNIA Prepared For: CALIFORNIA BUILDERS P.O. BOX 142 CARLSBAD, CALIFORNIA 92008 JOB NO. 89-33 APRIL 17, 1989 WESTERN. SOIL AND FOUNDATION ENGINEERING, INC. TABLE OF CONTENTS Page Introduction and Project Description . 1 Project Scope . . 1 Findings 2 Site Description 2 Subsurface Conditions 3 Groundwater 4 Recommendations and Conclusions 5 Site Preparation 5 Existing Soil . 5 Imported Fill 7 Surface Drainage 7 Earthwork 7 Cut and Fill Slopes 8 Rippability 9 Foundations 9 General 9 Alternate Design 11 Sea Wall 11 Transition Areas 12 Lateral Resistance 12 Retaining Walls 13 Foundation Inspection 14 Field Explorations 14 Laboratory Testing • . 15 Plan Review • .15 Limitations • • 16 ATTACHMENTS Plate Number 1 • . Site Plan Plate Number 2 Unified Soil Classification Chart Plate Numbers 3 - 6 : Trench Logs • Plate Number 7 Laboratory Test Results Plate Number 8 Fill Slope Key APPENDIX I Specifications for Construction of Controlled Fills . WESTERN - . SOIL AND FOUNDATION ENGINEERING, INC. GEOTECHNICAL INVESTIGATION ST. TROPEZ WEST CONDOMINIUMS 2901 OCEAN STREET CARLSBAD ,'CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our geotechnical investigation performed on the above referenced site. The proposed project will be a multi-unit condominium building. It will reach a maximum height of 4 stories. The construction will be wood-framed with slab-on-grade and raised wood floors. Grading plans were not available at the time of our investigation. However, it is anticipated that the building design will basically accommodate the existing topography with some backfill behind retaining walls. In addition to the proposed building, a sea wall will be constructed adjacent to the western property line. The details of its design are not known to us at this time. Should any future development deviate significantly from these assumptions, we should be consulted for further recommendations. The site configuration and exploratory trench locations are shown on Plate No. 1. PROJECT SCOPE This investigation consisted of a surface reconnaissance, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. subsurface exploration, obtaining representative samples, laboratory testing, analysis of the field and laboratory data and preparation of this report. Specifically, the intent of this analysis was to: Explore the subsurface conditions to the depths influenced by the proposed construction, Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive characteristics and settlement potential, Develop soil engineering criteria for site grading, Determine potential construction difficulties and provide recommendations concerning these problems, and Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. FINDINGS SITE DESCRIPTION: The site is located at 2901 Ocean Street in the City of Carlsbad, State of California. It is rectangular in WESTERN SOIL AND FOUNDATION ENGINEERING, INC. configuration encompassing 0.35 acres. It is bounded to the north and south by multi-unit residential buildings. Approximately 110 feet front Ocean Street along the eastern property line. The beach and Pacific Ocean li.e adjacent to the west. The property is set on a moderately steep slope which falls towards the beach. Elevations range from 44 feet (M.S.L.) along Ocean Street to 8 feet along the western property line. Improvements on the site consist of an older two-story residential structure. This building sits in the northeast quarter. The remainder of the area is covered with ice plant, and several large isolated bushes. SUBSURFACE CONDITIONS: The majority of the subject site is covered with poorly consolidated marine terrace deposits. These are composed of orange, pale yellowish-brown and pale yellow medium sand. The individual grains are well rounded and spheroid. These sediments are deposited in beds which individually vary from a few inches to a foot in thickness. In exploratory trenches T-2 and T-4, these deposits extend beyond the limits of our investigation, a depth of 8.0 and 14.5 feet, respectively. Exploratory trench T-2 had to be terminated prematurely due to the constant caving in of the trench walls. In exploratory trenches T-1 and T-3, a formational sandstone occurs at a depth of 7 feet. This sediment consists of a pale WESTERN SOIL AND FOUNDATION ENGINEERING, INC. yellow to white, medium to very coarse sand. Its mineral constituents are predominately sub-angular to sub-rounded grains of quartz and feldspar. It is slightly cemented and in a dense condition. The attitude of the sandstone is nearly horizontal. It would, therefore, be expected to underlie the loose sands encountered in trenches T-2 and T-4 at an elevation similar to that occurring in T-1 and T-3. Along the western margin of the property, the formational sandstone is covered with recent beach deposits. These are composed of a sandy cobble conglomerate with interbeds of gray fine to medium sand. These materials are very moist to saturated and poorly consolidated. No obvious geologic hazards were observed in any of our subsurface explorations. The main concern on this particular site will be the proper treatment of loose compressible soil as outlined in this report. During the grading operation, a geologist from our firm should periodically inspect the site for adverse geologic conditions. GROUNDWATER: Free groundwater was encountered in exploratory trenches T-1 and T-3 at depths of 4.5 and 6.5 feet, respectively. In addition, saturated soil was observed from 5 to 8 feet in 'trench T-2. These readings were taken at low tide. It should be expected that their levels will change with the daily tides. The treatment of groundwater encountered during the WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -A- earthmoving operation is addressed in the following "Recommendations and Conclusions." RECOMMENDATIONS AND CONCLUSIONS SITE PREPARATION EXISTING SOIL: We recommend that any existing fill, topsoil, colluvium, alluvium and low density soil be removed to firm natural ground from beneath proposed fill and/or pad areas, so that structures will be supported on firm material. Due to the prevalence of compressible, cohesionless sand, this soil should be replaced as a properly controlled fill densified to at least 95% relative compaction. All deleterious materials and oversized debris encountered in this fill should be removed and legally disposed of off-site. Expansive soil was not observed in any of our subsurface explorations. However, if any expansive material is encountered, it should be kept at least 3 feet below proposed finish subgrade. Expansive soil occurring on cut lots within 3 feet of finish pad grade shall be completely removed and replaced with granular non- expansive soil compacted to a minimum of 95% relative compaction. Based on the findings of this study, the depth of removal will vary from 7.0 feet in the area of exploratory trench T-3 to 10 feet in the area of trenches T-2 and T-4. It should be noted that variations in soil conditions may occur between exploratory trench locations, that will require additional removal. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. - The horizontal limits of these recommendations should include the area within the perimeter of 10 feet beyond the building exterior. All areas to receive asphaltic or cement concrete pavements, slabs or sidewalks should be treated similarly. lii areas where this 10 foot margin is unattainable, footings shall be designed for half the bearing value recommended in this report under the subtitle "Foundations". Eccentrically loaded footings in these areas shall be designed not to exceed this reduced bearing value. The lack of cohesion in the soil material will require shoring designed by a structural engineer to support vertical cuts created within six (7) feet of any existing fences, walls, buildings or other structures. At all other locations the excavations shall be sloped at a minimum inclination of 1:1 (horizontal:vertical) to help alleviate the possibility of slope failure. If the groundwater table is encountered during the removal and recompaction of the existing fill, topsoil, alluvium and low density soil or difficulty is encountered in achieving a minimum of 95 percent relative compaction, then this office shall be consulted for further recommendations. As a minimum, the exposed excavation, after the removal process, shall be stabilized with at least a two foot thick continuous blanket of gravel. The gravel shall be graded from 3 inches to 1 1/2 inches in size and compacted with a vibratory roller in accordance with the Soil WESTERN SOIL AND FOUNDATION ENGINEERING, INC.. -- Engineer's recommendations. The horizontal extent of the. gravel shall be determined by the Soil Engineer during grading. In addition, a dewatering system with well stations and/or subterranean drains may be required to alleviate groundwater intrusions. Consideration may also be given to performing certain critical aspects of the project during episodes of low tide. As an alternative to. the site preparation described above, a system of drilled piers, grade beams and structural slabs may be employed. Recommendations for these are presented later in this report under the heading "Foundations". IMPORTED FILL: Imported fill, if required at this site, should be examined by our office to determine their suitability prior to importing these materials. SURFACE DRAINAGE: Surface drainage should be directed away from structures. The ponding of water or saturation of soils should not be allowed adjacent to their foundations. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Specifications for.Construction of Controlled Fills. All special site preparation recommendations presented in the sections above will supersede those in the standard Specifications for Construction of Controlled Fills. All WESTERN SOIL AND FOUNDATION ENGINEERING, INC embankments, structural fill, and fill should be compacted to a minimum of 95%. All utility trench backfill should be compacted to a minimum of 95% of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D1557-78. Prior to commencement of the brushing operation, a pregrading meeting should be held at the site. The Developer, Surveyor, Grading Contractor and Soil Engineer should attend. Our firm should be given at least 48 hours notice of the meeting time and date. CUT AND FILL SLOPES: We recommend that cut and fill slopes be constructed with a slope ratio of 2.0:1.0 (horizontal:vertical) or flatter, to a maximum height of 5 feet. Cut slopes should be inspected for adverse geologic conditions during the grading operation by a representative of our firm. Fill slopes shall be. keyed into dense natural ground. The key should be a minimum of 2 feet deep at the toe of -slope and fall with 5% grade toward the interior of -the proposed fill areas (please refer to Plate Number 8). All keys should be inspected by the Soil Engineer or his representative in the field. Slopes should be planted as soon.as feasible after grading. Slope erosion including sloughing, rilling, and slumping of surficial soils may be anticipated if the slopes are left WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -8- unplanted for a long period of time, especially during rainy seasons. Erosion control and drainage devices should be installed in compliance with the requirements of the controlling agencies. RIPPABILITY: All soils encountered in the exploratory trenches are rippable by conventional means to the depths investigated. FOUNDATIONS GENERAL: The structures shall be supported on continuous footings, bearing in on-site soil material recompacted in accordance with the recomendations contained in this report. Footings should be designed with the minimum dimensions and allowable dead plus live load bearing values given in the table below. CONTINUOUSFOOTING PARAMETERS Minimum Minimum Soil Load Number of Depth Width Bearing Value Stories (inches) (inches) (p.s.f.) - 1 12 12 2000 2 18 15 2500 3&4 24 18 3000 The minimum depth given shall be below finish subgrade (bottom of sand cushion). All continuous footings should contain at least one #5 reinforcing bar top and bottom to.provide structural continuity and to permit spanning of local irregularities. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -9- Point loads may be supported on square spread footings bearing in compacted on-site soil. These footings may be designed for an allowable dead plus live load •bearing value of 5000 p.s.f. (pounds per square foot). Spread footings should be at least 36 inches square and founded at least 24 inches in depth below finish subgrade. The soil load bearing values for both continuous and spread footings may be increased by one-third for short term loads, including wind or seismic. Settlements under building loads are expected to be within tolerable limits for the proposed structures. Concrete slabs-on-grade may be supported on compacted on- site soil or dense natural ground. Three inches of clean washed concrete sand should be placed beneath the slab for curing. Slab reinforcing should be provided in accordance with the anticipated use of and loadings on the slab. In areas where moisture sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend consideration be given to providing an impermeable membrane beneath the slabs. The membrane should be covered with two inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete.. Care should be taken not to puncture the visqueen. All joints (laps) in the visqueen should be a minimum of 6 inches in width and sealed with an approved sealer. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ALTERNATE DESIGN: As an alternative to the removal and recompaction procedure, the structures may be supported on a system of drilled cast-in-place piers with grade beams and structural slabs. Drilled cast-in-place piers should have a minimum diameter of 2.0 feet and be founded at least 5.0 feet into dense formational material. Piers may be designed for an allowable dead plus live load bearing value of 7000 p..s.f. (pounds per square foot). Excavations for drilled piers should be temporarily encased for cleaning and inspection purposes. Piers may not be belied due to the high water table. Structural slabs should be designed to be completely supported by the pier and grade beam system. Slabs may be cast- in-place, conventionally reinforced or post-tensioned, prestressed concrete. SEA WALL: The proposed sea wall should be supported on continuous footings, bearing a minimum of 3 feet into dense formational sandstone. They shall have a minimum width of 3 feet. These footings should be designed for an allowable dead plus live load bearing value of 5000 p.s.f. At least two #6 reinforcing bars should be placed near the top and one near the bottom of the sea wall footings. This will provide structural continuity and permit the spanning of local irregularities. As with all foundation excavations, these should be kept WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -U-. free of water and washed in sediment. Due to the close proximity to the shore line, this may require continuous pumping. It would be advisable to perform as much of the installation as possible during episodes of low tide. TRANSITION AREAS: Foundations supported partially on cut and partially on fill are not recommended. The tendency of cut and fill soils to compress differently can frequently result in unequal structural. support and subsequent cracking to portions of the structure. Therefore, in transition areas, we recommend that the entire cut area be overexcavated and replaced with soils compacted to a minimum of 95%. This overexcavation or undercutting should be carried to a depth of 2 feet below the bottom of the deepest proposed footing. LATERAL RESISTANCE: Resistance to lateral loads may be provided by friction at the base of the footing and by passive pressure against the adjacent soil. For concrete footings in compacted or dense natural soil, a coefficient of friction of 0.35 may be used. An allowable passive uniform pressure of 200 pounds per square foot of depth acting against the foundation may be used in design. If footings are proposed adjacent to slope areas, we recommend that the footings be deepened to provide a minimum horizontal distance from the outer edge of footings to the adjacent slope face equal to one-half the height of the slope. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. - -12- This horizontal distance should be no less than 7 feet and no more than 10 feet. RETAINING.WALLS: Retaining walls must be designed to resist lateral earth pressures and any additional lateral loads caused by surcharge loads. We recommend unrestrained walls be designed for an equivalent fluid pressure of 35 pounds per cubic foot (pcf) where backfill is level. We recommend restrained walls be designed for an equivalent fluid pressure of 35 pcf plus an additional uniform lateral pressure of 6H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to surcharge loads, they should be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in case of unrestrained walls, and one-half the anticipated surcharge in the case of restraining walls. The preceding design. pressures assume there is.sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weep holes with permeable material installed behind the walls or by means of a system of subdrains. Expansive soils (greater than 3.0 percent swell or an expansive index of 30) shall not be used as retaining wall backfill material. Backfill placed behind the walls should be compacted -to a minimum degree of compaction of 95% using light compaction WESTERN SOIL AND FOUNDATKI ENGINEERING, INC. equipment. If heavy equipment is used, the wall should be appropriately temporarily braced. FOUNDATION INSPECTION All footing and drilled pier excavations should be inspected by the Soil Engineer prior to placing reinforcing steel and concrete. FIELD EXPLORATIONS Four subsurface explorations were made at the locations indicated on the attached Plate Number 1 on April 4, 1989. These explorations consisted of trenches excavated by a Kubota Kh-170L trackhoe. The trenches were carefully logged when made. The field work was conducted under -the observation of our geology and soil engineering personnel. The logs are presented on the following Plate Numbers 3 through 6. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate Number 2. In addition, a verbal textural description, the wet color, theapparent moisture and the density or consistency are presented. The density of granular material is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium siff, stiff, very stiff or hard. Samples of typical and representative soils were obtained and returned to our laboratory for testing. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. - -14- LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Test results are shown on Plate Number 7. PLAN REVIEW Western Soil and Foundation Engineering, Inc. should review the grading plans prior to the start of grading. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -ic_ LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance of the final plans with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Western Soil and Foundation Engineering, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Western Soil and Foundation Engineering, Inc. will not be held responsible for earthwork of any kind performed without our observation, inspection and testing. The recommendations and opinions expressed in this report reflect our best estimate of the project, requirements based on an evaluation of the sub- surface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soil engineer so that he may make modifications if necessary. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. _, c_ This office should be advised of any changes in the project scope so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in. the State-of-the-Art and/or Government Codes may occur. Due to such changes, the findings of the report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of one year without a review by us verifying the suitability of the conclusions and recommendations. We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the infor- mation developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed 'or to be. performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings.. It is the responsibility of the Client or the Client's representative to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further his responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. - -17- ATTACHMENTS WESTERN' SOIL AND FOUNDATION ENGINEERING,. INC. OCEAN hO YKET 40 ---.--. I 35.___•__•_•...........--..-------.----. ---...- - .--.----.... WAL ---------------- 15 ---- - PROP. S€AUALL 110' 1--I BEACH LEGEND == AOM OF JOB Nb. 1 10 PLAE • WESTERN SOIL AND FOUNDATION ENGINEERING INC. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I. COARSE GRAINED, More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel- More than half of sand mixtures, little or no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel- sieve size but sand mixtures, little or no smaller than 3' fines. GRAVELS WITH FINES (Appreciable amount of fines) SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS Liquid Limit lessthan 50 SILTY AND CLAYS Liquid Limit greater- than 50 HIGHLY ORGANIC SOILS GM Silty gravels, poorly graded gravel-sand-silt mixtures. GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SW Well graded sand, gravelly sands, little or no fines. SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded and and silt mixtures. SC Clayey sands, poorly graded sand and clay mixtures. ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plast- icity. CL Inorganic clays of low to • medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silty and organic silty clays of low plasticity MR Inorganic siltys, micaceous or diatomaceous fine sandy • or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Plate No. 2 - z 2 TRENCH NUMBER T-1 >- W 0. W ELEVATION 8 Z X z cn._ > J O SAMPLING U5 METHOD Kubota Kh-170L Trackhoe a. 0 a. Z z LLi a. DESCRIPTION Cobble Layer - 1 - Clast Supported Conglomerate with Well - - Rounded Cobble, Matrix of Gray Fine to Very - Medium Sand Interbedded with Cobbly Moist 2 - Sand - rG Loose 3 - - Saturated - - - (Groundwater at Low Tide, 4.5 Feet) V- - 5- - 6 .; •• - - (Beach Deposits) - Pale Yellow to White, Slightly Cemented Very Medium - 8 C :SW. Medium to Very Coarse Grained Sandstone Moist Dense 126.7 9.8 - ;.-• • to - - (Formation) (Formation) Dense 9 - Bottom of Trench • - 10- 12- 13- 14- 15]• JOB NUMBER ST. TROPEZ WEST CONDOMINIUMS DATE LOGGED LOGGED BY 89-33 5 • • 4:4-89 V.G. SUBSURFACE EXPLORATIONS LOG PLATE NO. 3 _ IL z 2 TRENCH NUMBER T-2 W 0 W >- i- W W 4 ELEVATION 16 Z ZZ u >Z F.Z I SAMPLING Kubota Kh-170L Trackhoe 3 CL Z W ____________________ 4 Cn _j 0 0 0 DESCRIPTION - Dark Brownish-Orange Silty Medium Sand, - Well Rounded Grains Moist - Loose - 2 - 5 80 T - Grades to 3- - :• SW Orange Medium Sand Saturated - - - (Trench Walls Caving) - 5 - Medium 104.3 15.7 88.9 Dense 6 -:•: - (Marine Terrace Deposits) - 8 - -- Bottom of Trench - 9_ • - 10- 12- 13- 14 - 15 - JOB NUMBER ST. TROPEZ WEST CONDOMINIUMS DATE LOGGED LOGGED BY 89-33 4-4-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 4 2 TRENCH NUMBER T-3 ELEVATION 11 z zz Z -J ° U) cn SAMPLING METHOD Kubota Kh-170L Trackhoe a. 0 a. 0 z W a. U DESCRIPTION Cobble Layer 1 - Clast Supported Conglomerate Composed of - Well Rounded Cobble and Matrix of Gray Very Loose - Fine to Medium Sand Moist 2 1 (Beach Deposit) 3 --;; - Matrix Supported conglomerate Composed - 4 - of Orange Medium Sand and Well Rounded Very Loose - Cobble Moist - (Marine Terrace Deposits) to to 5 - Saturated Medium - Dense 6: V - .?f (Groundwater at 6.5 Feet) - 7 - C White to Pale Yellow Slightly Cemented Medium 128.1 8.7 - 8 sw Medium to Very Coarse Grained Sandstone Very Dense - Moist to - (Formation) Dense - -Bottom of Trench 10- - 11 12- - 13 - 14 - - 15 - JOB NUMBER DATE LOGGED LOGGED BY 89-33 ST. TROPEZ WEST CONDOMINIUMS 4-4-89 V.G. SUBSURFACE EXPLORATION LOG PLATE NO 2 TRENCH NUMBER T-4 Uj > W 0 W ELEVATION 28 _j U . X -j SAMPLING a.En METHOD Kubota Kh-170L Trackhoe a- 0 z a-- DESCRIPTION o o - O Brown Silty Fine to Medium Sand with Sporadic Cobble Moist Loose - 1 - . 2 - .i:: - 3- ... - (Fill) - Plaster and Grout Brittle Pale Yellowish-Brown Medium Sand 88.2 3.7 82.3-- - 6 :!S. • - - . Moist - Loose - to - Grades to Medium - Dense - - - ... . - Pale Yellow Medium Sand - - 12- 13 (Unconsolidated Marine - Terrace Deposits) 14- 15].Bottom of Trench • - JOB NUMBER DATE LOGGED LOGGED BY 89-33 • ST. TROPEZ WEST CONDOMINIUMS • 4-4-89 • V.G. SUBSURFACE EXPLORATION LOG PLATE NO. 6 LABORATORY TEST RESULTS MAXIMUM ..PXLOPTIMU[_MOISTURE Maximum Optimum Sample Density Moisture Loca tion _'Des cription (.pcf) _(Percent.) T-2 @ 2.5' Orange Silty Medium Sand 117.3 12.0 T-4 @ 10.0' Pale Yellow Medium Sand 107.2 15.0, Sample Location T-2 @ 2.5' MECHANICAL SIEVE ANALYSIS Percent Passing U.S. Standard Sieve -- 314" #4 110 #40 #100 #200 100 100 99.8 .66.4 18.6 12.7 DIRECT SHEAR Angle of Sample . Cohesion Internal Friction Location _.jpsf) (degrees) *_j @ 8.0' 600 38 **T_4 @ 10.0' 50 36 * Sample remolded to in-place density and moisture content of 126.7 p.c.f. at 9.8% moisture content. ** Sample remolded to 90% of maximum dry density at 3% over optimum moisture content. All samples saturated prior to testing. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PLATE NUMBER 7 FILL SLOPE KEY PROJECTED PLANE I TO I MAXIMUM FROM TOE OF NATURAL GROUND SLOPE TO APPROVED GROUND * — TOE OFSLOPE FILL .00.1 O - - - 8' MINIMUM BENCH Ike - / I / •1 do I II - COMPETENT EARTH MATERIAL - - 5 % M TYPICAL BENCH L 1 MINIMUM-----. - (HEIGHT VARIES) M —MINIMUM BASE KEY WIDTH IS' MIMMUM SLOPE BAINS MAY BE REQUIRED PER KEY DEPTH RECOMMENDATIONS OF SOILS ENGINEER ST. TROPEZ WEST CONDOMINIUMS JOB NO. 89-33 IDATE 4-17-89 WESTERN PLATE NO. 8 BOIL. AND FOUNDATION ENGINEERING INC. APPENDIX I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 ESCONDIDO, CALIFORNIA 92025 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist of adequate preliminary soil investigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled area to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED: All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qualified soil engineer prior to grading. All timber, trees, brush, vegetation, and other rubbish shall be removed, piled and burned, or otherwise disposed of to leave the prepared area•with.a finished appearance free from unsightly debris. Cc) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compressible material, or both, to the depths indicated on the plans or as directed by the soil engineer. The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the sur- face is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. No fill shall-be placed until the prepared native ground has been approved by the soil engineer. Where fills are made on the hillsides with slopes greater than 5 (horizontal) to 1 (vertical), horizontal benches shall be cut into firm undisturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all succeeding - benches which will vary with-the soil conditions and the steepness of slppe. After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, A.S.T.M. D1557-78. (h) Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil enginee. (1) The Cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engineer. MATERIALS:. The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other del- eterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with: unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing will be required to ascertain their engineering properties. Any special treatment recommended in the prelim- inary or subsequent soil reports not covered, herein shall become an addendum to these specifications. . No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL"MATERIAL: The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure .uniformity of materiäL.and moisture in each layer. When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimim as determined by the soil engineer to assure thorough bonding during the com- pacting process. When the moisture content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than 'the specified maximum density in accord- ance with A.S.TM. D1557-78. Compaction shall be by means of tamping or sheeps- foot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. WESTERN SOIL AND FOUNDATION' ENGINEERING, INC. -2- - (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backroliing the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. Field density tests shall be made by the soil engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall-be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. SUPERVISION: Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accord- ance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during uufavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer, indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of theengineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. WESTERN SOIL AND FOUNDATION' ENGINEERING, INC. -3- WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 423 HALE AVENUE AREA CODE 619 EsCONDIDO, CALIFORNIA 92029 April 22, 1991 Charles Rowe California Builders P.O. Box 142 Carlsbad, California 92008 Project: Our Job No. 89-33 St. Tropez West Condominiums 2901 Ocean Street Carlsbad, California Subject: Potential Fossil Bearing Material Mr. Rowe: As discussed during our telephone conversation on this date, we are addressing herein the potential existence of fossil bearing material. During our subsurface soils investigation performed on April 4, 1989, potential fossil bearing material was encountered. This material consisted of younger marine terrace deposits overlying formational material. The formàtional material encountered was the Santiago Formation, Member B. The species of fossil typically found in these terrace deposits and formational material are the Phylum Mollusca and the Class of Gastropoda and Pelecypoda. These materials were encountered in our exploratory trenches from a depth of zero to at least 14-1/2 feet below existing surface. Although potential fossil bearing material was encountered during our investigation, the presence of fossils was not encountered during our investigation. We propose to-have a representative from our firm monitor the site during the California Builders April 22, 1991 Page 2 earthwork operations. If fo5s11s are encountered during the earthwork operations by our representative, he or she would order the earthwork operations to be stopped immediately. Earthwork operations would not commence until a standard phased program on file with the City. of Carlsbad Planning Department was implemented. This phased program would be undertaken to avoid possible significant impacts upon Paleontological resources. If you have any questions please do not hesitate to call. Respectfully Submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Dennis E. Zimmerman CE 26676 GE 928 DEZ : kw Distribution: (2) Addressee ( No. CE 26676 WESTERN SOIL AND FOUNDATION ENGINEERING INC. REFERENCES Master of Arts Thesis, University of-California Riverside, prepared by Kenneth Lee Wilson, dated December 1972, ent i t l e d "Eocene and Related Geology of a Portion of the San Luis Rey a n d Encinitas Quadrangles, San Diego County, California". WESTERN. SOIL AND FOUNDATION ENGINEERING, INC.