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Home My WebLink About2791 LOKER AVE W; ; CB880425; Permit,........ \ II) z 0 ~ a:: j (.) Ill C L g[ = .. 8 i = ~ m z ~ z 0 s z Ill A. :I 0 (.) !II a:: Ill " a:: 0 31: !l O I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is In full force and effect. I hereby affirm that I am exempt from the Contrac- tor's License Law tor the following reason (Sec. 7031 5 Busmess and Professions Code: Any city or county wh1c1t re- quir~s a permit to co~struct, ,alter, improve, d~mohsh, or repa,r any structure, pnor to its issuance also requires the ap- phcant for such permit to file a signed statement that he 1s l1censed pursuant to the prov1s1ons of the Gontractor" s License Law (Chapter 9 commencing with Section 7000 of 01vis1on 3 of the Business and Professions Code) or that rs ex- empt therefrom and the basis for the allegea exemptt0n. Any violation of Sect10n 7031.5 by an applicant for a permit sub· iects the applicant to a civ11 penalty of not more than five hun-dred dollars ($500) I I I, as owner of the property, or my employees with wages as their sole compensation, will do the worl<., and the strnc- ture is not intended or offered tor 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 intend· ed or offered tor sale. If, however, the bmldlng or improve· ment is sold within one year ot completion, the owner-builder will have the burden of proving that he did not build or im-prove for the purpose of sale) r l I, as owner of the property, am exclusively contracting with hcensed 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 ~uilds or im- proves thereon, and who contracts for each pro1ects with a contractor(s) license pursuant to the Contractor's license Law). [1 As a ~omeow~er I am improving my home, and the follow, ing conditions exist: 1. The work is being performed prior to sale 2. I have lived in my home for twelve months prior to completion of this work I have not claimed this exemption during the last three years. D I am exempt under Sec. _______ , B & P C. tor this reason D I hereby affirm that I have a,certificate of consent to self-insure. or a certificate of Workers· Compensation In- surance, or a certified copy thereof (Sec. 3800. Labor Code) POLICY NO. COMPANY ~ Copy is filed with the city D Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) or less) 0 I certify that in the performance of the work for which this permit is issued, I shall not employ any person m any manner so as to become subject to the Workers· Compen- sation Laws of Cati1omia. NOTICE TO APPLICANT: If, after making this Certificate of Exemption. you should become subject to the Workers' Compensation provisions of the Labor Code. you must forthwith comply with such provisions or this permit shall be deemed revoked. D I hereb.y affirm that there is a construction lending agency for the performance of the work for which this per- mit is issued (Sec. 3097, Civil Code) Lender's Name ____________ _ Lender"s Address ____________ _ USE BALL POINT PEN ONLY & PRESS HARD QTY. QTY. CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad, CA 92009-1915 (619) 438-1161 PLUMBING PERMIT -ISSUE EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER ANO/OR VENT EACH GAS SYSTEM I TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAL. ALTER, REPAIR WATER PIPE EACH VACUUM BREAKER WATER SOFTNER EACH ROOF DRAIN (INSIDE! TOT AL PLUMBING ELECTRICAL PERMIT · ISSUE NEW CONST EA AMP SWT BKR 1 PH 3 PH EX 1ST BLOG EA AMP/SWT 'BK R 1 PH 3 PH REMODEL AL HR PER CIRCUIT TEMPPOLE 200AMPS OVER 200 AMPS TEMP OCCUPANCY 130 DAYSI TOTAL ELECTRICAL QTY. vO ND vO NO REDEVELOPMENT AREA YO NO MECHANICAL PERMIT · ISSUE INSTALL FURN. DUCTS UP TO 100,000 BTU OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3 15 HP METAL FIREPLACE VENT FAN SINGLE DUCT MECH EXHAUST HOOOiOUCTS RELOCATION OF EA FURNACE/HEATER DRYER VENT TOfATMECHANICAL QTY. I MOBILE HOME SETUP CAR PORT AWNING GARAGE APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. TYPE CONST OCC LOAD I FIRE SPR vO NO TOTAL PLUMBING ELECTRICAL MECHANICAL MOBILEHOME SOLAR STRONG MOTION FIRE SPRINKLERS PUBLIC FACILITIES FEE BRIDGE FEE PARK-IN-LIEU (AREA TIF LA COSTA TIF FMF UATION PERMIT BER '/JOO cb~ot./-1.°$ BUILDING SO. FOOTAGE 1585 08/30/88 0001 01 BldPmt 02 516- Not Valid Unless Machine Certified 001-810·00·00-8891 001-810-00-00-8222 001-810-00·00·8223 001-810-00-00-8224 001-810-00-00-8225 001-810-00-00·8226 880-519.92.33 I /7), 001-810-00-00-8227 320-810-00-00-87 40 360·810-00·00·87 40 312-810-00·00·8835 311-810-00·00·8835 LICENSE TAX~ 001·810-00-00-8162 MFF 880-519-92-57 CREDIT DEPOSIT ~ ii: >, ~ 0 C. E Q) t- i 'O 0 (!) C nl (.) C. C. <( I .:,t. C a: 0 Cf) Cf) Q) Cf) Cf) <( I ~ .Q ai >- Q) (.) C nl C ii: :::. C Q) ~ (!) 0 u Q) C. Cf) C ~ .c ~ r f ~ r f, i" ! .-·~ -·----------- TYPE BUILDING OUNDATION EINFORCED STEEL tASONRY iUNITE OR GROUT F R M G s s F E UB FRAMED FLOOR D CEILING lHEATHING D ROOF D SHFAR RAME XTERIOR LA TH INSULATION INTERIOR LATH & DRYWALL ' PLUMBING D SEWER AND BUCO D PL/CO UNDERGROUND u D WASTE TOP OUT D WASTE ruB AND SHOWER PAN T G 3AS TEST D WATER D WATER D WATER HEATER D SOLAR WATER ELECTRICAL D ELECTRIC UNDERGROUND DUFFER ROUGH ELECTRIC D ELECTRIC SERVICE 0 TEMPORARY 0 BONDING D POOL ' MECHANICAL D DUCT & PLEM., 0 REF. PIPING HEAT -AIR COND. SYSTEMS VENTILATING SYSTEMS DATE INSPECTOR ' - . CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HA VE BEEN APPROVED. FINAL PLUMBING ELECTRICAL / MECHANICAL /. GAS ·. ·. '/' · / BUILDING -L,,' SPECIAL CONDITIONS --~ (],I; '88'0V:i6- FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES ( REQ IF INSPECTOR'S INSPECTION CHECKED APPROVAL DATE ' SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRES TRESSED • CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY PILES CAISSONS n ' /"\z'o;,'- .,vg; ·-lrf 'I - ~ ~-.? ,. •. ,., i fl C) ~~ [,-7 ./' \ or 1P / II I l V "O 1/21 / (;~ :,_,};Ji ..:":"r~-·r--(~ .. · I ' µ --.,~,-. l\0\ .-.,,~.\ ,-u;. ,...,,.,·:.,"·:"-.• ,.,.. •. -"f' '1 J/ I'-' /J "' /11) -.. --.. ·----. .. -. '· ,. .A // . ' In .A LtY ) / / \ 1~./ ·- / N i . :_;f;..r: ,, v, t).' ; ' / r/I . . . t)/ . . . ' -. . . .. ' vv f. ~--',.·, . \ . , ... -... . -.. -... . . . . - ' ... ~ ~ . . . •,. . t -~ .. --., • .. -~ DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Onl VE I).) JOB ADDRESS ASSESSOR'S PARCEL NO. OWNER OWNER'S MAILING ADDRESS CITY CONTRACTOR CITY STATE . LICENSE NO. ADDRESS -AH PUS D ~, White -File Yellow -Applicant c D. '3~ o l/ )i ta . J PLANIDNO .• (<ghott-,k-w- 0001 04/CS 0101 OS-Misc- VALIDATION AREA ESTMATED VALUAT10JC~7(W ?! CHECK IF SUBMITTED: D 2 ENERGY CALCS 0 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS 0 2 STRUCTURAL CALCS 2 SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE LA COST A LETTER SCHOOL FEE FORM P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY Pink -Finance Gold -Assessor WRITE IT -DON'T SAY IT! Date / -/ g 19 '?3 To D Reply Wanted From D No Reply Necessary A.ov-c)£.() y .JOE-/" I t,,,,//lf"U /q,re:.u~ -o&~~ 4,u:.-t2e ;?_·3~ 1-/cf.-'13,-A~r<-p/.o tf> /U"fCJ (:a, 6 &/,.,.~,..,-..::7 ~A -/f/4/;/-4scc,,rJ,,,_,ec7'o Luok<> vp ~ # /.-.) 8~'-1£--~ -l-71J/-,::;53 -Lj/8'"/ -,/.k4ck_ec:J f AOVioJt/ @n-t.-(rr,,,,,_, (3d61/ftl"Ed.) /.v /l2v/N£ ., C};~/2o A_,o~/s<J ~,cA,/ ?c7 ~"2 _ /4 ,_.,,;/ ~"°-" /2~,., i)ev,.,._/4/2-. ~-~I I .1 1/i..s,, r -5//f, _ PRINTED IN USA ~ APPLIED GEOTECHNICAL ENGINEERING, INC. May 25, 1988 Project No. 87-168 Prime Contractors 4501 East La Palma, Suite 200 Anaheim, California 92807-1907 Attention: Mr. Stan Thompson Subject: Shoring Recommendations El Fuerte Buisness Park 12 Palomar Airport Road/El Fuerte Carlsbad, California Reference: Applied Geotechnical Engineering, Incorporated - Geotechnical Investigation, Proposed Industrial Buildings Carlsbad Oaks Business Center, Lots 14 & 15 Gentlemen: El Fuerte Street and Palomar Airport Road, Carlsbad dated August 13, 1987 As requested by Stan, of Prime Contractors, an observation and investigation was performed on the south and east slopes of Business Park 12. The investigation was performed to evaluate the stability of the proposed excavation for the 20-25 foot retaining walls. Soil samples were obtained in the slot cuts and tested in the laboratory for shear strength values. The test results are presented below. 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail. Lake Elsinore. CA 92330 • (714) 674-7851 May 25, 1988 Project No. 87-168 Page Two Direct ·shear Direct shear tests were made with a direct shear machine at a constant rate of strain of 0.05 in./min. The machine is designed to test the soils without completely removing the samples from the brass rings. Samples were tested to evaluate the internal angle fo friciton and cohesion. The samples were tested at the increased moisture contents. The test results are shown in terms of the Coulomb shear strength parameters below: Sample Trench Depth No. (Feet} 1 12 2 5 Soil Description SANDSTONE Crushed SANDSTONE Coulomb Cohesion ( lbs./sg. ft.) 800 0 Angle of Internal Friction (Degrees) 35 45 Based on the shear strength values, the following recommendations are provided for the excavation for the retaining walls. The walls of the temporary construction excavations should stand nearly vertical with minor sloughing, proyided_ t_he total depth does not exceed five feet in fills and eight feet in bedrock. For deeper excavation, slopes should not be cut steeper than 1:1 (horizontal:vertical). Shoring of excavation walls will be required if there is insufficient space for flatter slopes. Temporary shoring may be designed to resist earth pressures excluding surcharge load indicated in the following sketch. APPLIED GEOTECHNICAL ENGINEERING, INC. May 25, 1988 Project No. 87-168 Page Three 0.2h ~T c=:=111-----_J 0.6h ~l 0.2h Bracetl Sltori N h h fl. taatilevered Sheri N Where h = height of cut in feet and p1 and p 2 are provided below Surface Slope Earth Pressures of pl p2 Retained Material Horizontal:Vertical lb./sq. ft./ft. lb./sq. ft. Level 20 17 2:1 30 20 llf:l 40 25 APPLIED GEOTECHNICAL ENGINEERING, INC. • May 25, 1988 Project No. 87-168 Page Four Shoring should be designed by a structural engineer experienced in the design of a shoring system which may consist of soldier beams. The soldier beams may be braced or cantilevered. Because of the presence of some cohesionless soils, certain areas may require wood lagging. If soldier beams and the pole formula from the building code are used, the allowable passive earth pressure of 250 lb./sq. ft./ft. presented in the referenced report may be doubled. Thank you for hte opportunity to be of service. If you should have any question, please call. Very truly yours, APPLIED GEOTECHNICAL ENGINEERING, INCORPORATED WFY:PCY: jb /~4~/ {~ {(jrJ.-~ Peter C. Yong, G.E./ M.S. (Stanford) RGE 919 APPLIED GEOTECHNICAL ENGINEERING, INC. ~ APPLIED GEDTECHNICAL ENGINEERING, INC. July 7, 1988 Project No. 87-168 Prime Contractors 4501 E. La Palma, Suite #200 Anaheim, CA 92807-1907 Attention: Stan Thompson Subject: El Fuerte II Retaining WalL Palomar Airport Road/El Fuerte Carlsbad Gentlemen: We have reviewed the remarks stated in the letter by Scheibel/ Dyer Associates, Inc •. The letter was dated June 28, 1988 and concerned the retaining wall design parameters for the subject project. The retaining wall may be designed using the following design parameters: Lateral force= 43 pcf equivalent fluid density (2:1 slope ratio), plus a uniform horizontal surcharge pressure.of 70 psf · The wall backfill should include a 3 foot blanket of non- expansive free draining material. Very truly yours, APPLIED GEOTECHNICAL ENGINEERING, INC. ~r~~~ Peter C. Yong, G.E., M.S. (Stanford) RGE 919 PCY:eg cc: (1) Bob Scheibel -Scheibel/Dyer Associates (1) Al Moro -California Civil · (1) Jay Allen -The Allen Company 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail, Lake Elsinore, CA 92330 • (714) 674-7851 9-30-89 .,,,..,, ..... ~ Scheibel/Dyer Associates, Inc. Structural Engineers Date: June 28, 1988 Project: El Fuerte II Retaining Wall Project No: 8850 Distribution: Peter Yong -Applied Geotechnical Wes Okamoto -Banzuelo/Rierson/Duff Al Moro -California Civil Jay Allen -The Allen Company From: Bob Scheibel Re: Site Retaining Walls Remarks: Per telephone conversation of June 28, 1988 with Peter Young of Applied Geotechnical, the retaining wall design with an effective fluid pressure of 43 PCF and a uniform horizontal surcharge of 70 PSF is acceptable provided that the walls are backfilled with a 3' blanket of non-expansive, free draining material. Peter Young is forwarding a letter confirming this criteria. to 3300 Irvine Avenue. Suite 250 D Newport Beach. California 92660 D (714) 756-1586 us .·~ SCHEIBEL/DYER ASSOCIATES, INC. 3300 Irvine Ave. Suite 250 NEWPORT BEACH, CALIFORNIA 92660 (714) 756-1586 Fax (714) 756-2721 TO California Civil 3197-C Airport Loop Drive Costa Mesa,CA 92626 DATE JOB NO. WE ARE SENDING YOU ~ Attached D Under separate cover via U • S. Mail the following items: COPIES 1 D Shop drawings D Copy of letter DATE fi .A -AA 1 NO. D Prints D Plans D Samples D Specifications D Change order o ______________________ _ DESCRIPTION Rt>\/ic:,:,r1 Rt>hdninn W;ill n.,.+,.;1 - THESE ARE TRANSMITTED as checked below: D For approval D p3l For your use D D As requested D D For review and comment D D FOR BIDS DUE Approved as submitted Approved as noted Returned for corrections 19 D Resubmi,t ___ copies for approval D Submit __ copies for distribution D Return __ corrected prints D PRINTS RETURNED AFTER LOAN TO US REMARKS ________________________________________ _ ~' ' .... --. COPY To,_f_i_l_e ________________ _ SIGNED: Daryoosh Monjezi PRODUCT 240-2 /Nfiis/ Inc., -. Mass. 01471 It enc/osurei; are not as noted, kindly notify us at once. "' . ~ :t ,... :x:: x < :t N :x:: x < :t I"') :x:: I N • I ,... • < I I ID I I I I I I I I I !--:- 1 I ~t I I~~ :2 w ~ == 1111 2 =1111 • I I 2 1/2" CLR. I ¼ L1 • ,. • I I I~~ I I ..J 0 J 1 1 l ----r -™. CLR. I I\ I I t· DIA. WEEP-HOLES 1----.i..._ I o 4'-o" o/c I I I I I I 5')iLDING i' '-l I I WHERE DC1..,.,,<ES I I I I It I • 2· CLRtt ~ I ~ 3'-o" ~,. CLR. #4 VERT. 0 18" o/c /14 HORIZ. 0 18" o/c AT 1i-& 16" TI-!K. STEMS. I I VERIFY 'MTH ARQ-1, I It • I I SEE PLANS FOR WALL I I TO FTC. CONDITION. * Fl NI SH FLOOR=::::,., I ' I I } i. t1 It • • • -~· 7• • - • • .. * • • • • ~---=-u~ ., ~ 1£::j • \ ~ • I-t").._, "C" "O" "E" I I I" SHORING AS I REQUIRED BY OTHERS. I MIN. 3 FT. BLANKET OF NON-EXPANSIVE FREE DRAIN BACK-FILL FULL HEIGHT SEE SCHEDULE FOR WALL VERTICAL REINFORCING 5• DIA. PERFORATED DRAIN PIPE IN 1 CU. FT. OF WASHED GRAVEL PER FOOT OF WALL AT 18' -0" AND TALLER WALLS ONLY . #4 HORIZ. BARS 0 16" o/c SEE SCHEDULE FOR WALL VERTICAL REINFORCING 2" DIA. WEEP HOLES O 4' -0" AT RETAINING WALLS NEXT TO BUILDING WALL ONLY. 6" DIA. PERFORATED DRAIN PIPE IN 1 CU. FT. OF WASHED GRAVEL PER FOOT OF WALL DRAIN TO DA Yl.lGHT, OR STORM DRAIN. #4 LONGITUDINAL BARS 0 2'-0" O.C. TOP & BOTT. MIN. 2 BARS --NOTE: TYPICAL RETAINING WALL SCHEDULE MAX. H1 H2 H3 RETAINING HEIGHT MAX. WALL VERTICAL MAX. WALL VERTICAL >JAX. I WALL I VERTICAL HEIGHT TYPE REINF. HEIGHT TYPE REINF. HEIGHT TYPE REINF. 10'-o" 5'-4" 8" C.t.4.U. 16 0 32• 4'-8" n6• C.M.U. 1f8016"· -I -I -o/c o/c 14'-0" 5•_4• 8" C.t.4.U. -/6 0 .32• 4'-8" ~o· CONC. #7 0 20" 4'-0" n2" CONC. 17 <O 9" o/c o/c o/c 1a'-o" I 5'-4" I a" c.M.u.116 ' 32" 0 C 4'-8" no· CONC. #7 0 20" o/c a· -o· h 6" CONC. p O 9 112• o/c RETAINING WALL NEXT TO BUILDING WALL I 4·-0· 4'-o" a• C.t.4.U. 14 0 32", -I -o/c I -I -I -I - a·-o· 5'-4" 8" C.M.U. 16 0 32" 2·-a· h.2-"-·e.M.U. #7 0 16" I -I -o/c o/c I - 14'-o" #6 0 32• #7 0 20" /7 0 9" 5'-4" 8" C.M.U. 4'-8" Ho• CONC. 4'-0" "2" CONC. o/c o/c o/c 18'-8" 5'-4" 8" C.M.U. 16 ' 32" 4'-8" k.O" CONC. #7 i 20" a·-a· ~6" CONC. fj O 9 1/2" 0 C 0 C o/c R~fi:~~ I TY~,c~L I Fo 9T,NG s1zE 1 AND REINroRCING 1 "A" I "s" I ·c· I "o" I "E· BAR "A": BAR ·a• BAR "C" 10'-0" I 18" 13'-2"14-'-0"I 12" 12·-o· 1 #6 0 22· o/c #6 0 24" o/c 14 0 18" o/c 14'-0" I 18" 15'-0"16'-0"l 12" I 4'-0" I #6 0 20• o/c lf7 0 12" o/c #6 0 12• o/c 18'-0" I 24" I 6' -0"l 9'-2"1 18" I 4' -6" I #6 0 16'" o/c 119 0 12" o/c #6 0 12• o/c RETAINING WALL FOOTING NEXT TO BUILDING WALL 4'-o" I 12" I 1'-0" I 1'-6"1 12" lo'-10"1 #4 o 16" o/c 114 0 16" o/c #4 0 18" o/c a'-o" I 12· 12·-0·11·-s·1 12" I 3'-6" I #5 o 20· o/c 15 0 30" o/c #4 o 1e· o/c 14'-o" I 1a· 12·-0·16'-o"I 1a· 12·-o· I 16 o 22" o/c 118 0 15" o/c #4 0 18" o/c 18'-8" 24" I 3' -4"1 9' -0"I 18" I 4' -0" I 16 0 16" o/c #9 0 12" o/c #4 0 18" o/c BAR "A" BAR "B" BAR "c" AT CORNER INTERSECTION PRO'v1DE TOP & BOTT. REINF. IN ONE DIRECTION ONLY. DESIGN CRITERIAS f'c • 3000 PSI f'm -1500 PSI fy = 60000 PSI SOIL BEARING -2000 PSF FRICTION FACTOR -0.3 PASSI\.£ PRESSURE = 250 PSF /FT EQUIV. FLUID PRESSURE = 43 PCF SURCHARGE = 70 PLF #4 0 24" o/c NO SPECIAL INSPECTION RETAINING WALL DETAIL SCALE: 3/8" -r-o" SOIL DENSITY = 110 PCF ~ Schei.bel/D711r ~ciat .. a, Inc. ~ Stn,otm-al ...._.,. -----a--. ... -CTUI- fn)[m)JrnWlfcrn u JUN 2 g 1988 1..1LJL.5Gl.5TI1J c:Ju DATE: 6-8-88 R-1 SHEET DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 CJ APPLICANT JURISDICTION: ( l[ y o;:: CARLS J3AD BJURISDICTION PLAN CHECKER uFILE COPY OUPS PLAN CHECK NO: -&80 4;z~ SET: JJL Ci DESIGNER PROJECT ADDRESS: z?t:Jl-93 Lo~£& AIIE w < PROJECT NAME: RET~1/'JIN~ WA L-l D D 0 D The plans trans~itted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified-----,---------,,.~--are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgi orp. until corrected plans are submitted for rechec/1/o " The applicant's jurisdiction to y heck list is enclosed for the e applicant contact person. 0 The applicant's check list has been sent to: yj Esgil staff did not advise the applicant contact pers n that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ____________ _ Date contacted: ________ __,. Telephone # _______ _ REMARKS: --------------------------- ¥Y= ]>AVID YA-o Enclosures: ________ _ ESGIL CORPORATION I , v g_:':,•-C I ! I DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 5rol468 6 / z I I 88 ----~---------- JURISDICTION: CITY OF CARLSBAD LJAPPLICANT e~CTION -~ PLAN CHECKER PLAN CHECK NO: 88 o ../-Z5 SET: I.. OFILE COPY QUPS ODESIGNER PROJECT ADDRESS: z-7q /-93 Lol:Eg. AVG-w PROJECT NAME: RITAIN/Nq; WALL D D D II D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified-,---------------,----are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. h k 1 · · d ·bt.)e IO v..) th · f · · The c ec 1st transm1tteerev1. is or 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. II The applicant's copy of the check list has been sent to: AL Mogo, 3t'f 7-c.. AIRf?oRT L.ooP Pl(· UJSTA r--1BS.A i O Esgil staff did not advise the applicant contact person that plan check has been completed. II Esgil staff did advise applicant that the p4n check has been completed. Person contacted:_--4rr:a ......... ~d~}~o~&--· ______ _ Date ~It~ 6bl1'll Telephone #(714).S-.1"7-tos ( REMARKS: -,t-,-./f¼> J.esiJ!1. e"'cji11ret U!:R,t 4:;;. pc£ EJ;riv~l~f -f{.,,,J r~zqy~ b':1±. Pere ]of -the sa,ls refod shovJ~ SP,pc-£ e;;,,,;@le"f -£f.,,idpres-$ure. Bf-eoSC t;et/f5e ffif c,:,,/wf,a-/-;qn$ /1oef 1/ans e>..<;Cw/4? -1-a ,4--( ftf'S!:.r.he 'S°wf's+et:( hv , oi (.s ev, o (111.l'.PY-I (! By: :nAVJp yAo Enclosures: __________ _ ES1fiL CORPORATION b//CI-/Bl., cc cc "O "O QJ QJ == == -~ (IJ > > QJ QJ a:: a:: ef D QJ ..., RI C cc "O QJ == QJ > QJ a:: D 000 Gf,o D c? DD D D D D D D D D D D D 10 D D D ~~ ~D D D D D D D D D 0 Date: 5 /3/88 ENGINEERING CHECKLIST LEGEND J 7 Plan Check No. 8Bo~25" ----:==-:...;....;;; _____ _ Project Address: 279/ -J.793 J.0/<Eie Ave. /;./6'- Project Name: /ilvJ:/Z?c 8t1.s1Hes.s &--R£,mw,~ WA'.LS. Field Check Date: ~---------- By: LEGAL REQUIREMENTS Site Plan ~ @ 1,2,3 I tern Complete I tern Incomplete -Needs Your Action Number in circle indicates plancheck number that deficiency was identified 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. 3. Provide legal description of property. 4. Provide assessor's parcel number. PERMITS REQUIRED Grading s. Grading permit required. (Separate submittal to Engineering, Department required for Grading Permit}. 6. Grading plans in plan check PE z. ell. 5'-{ . ~ ~25<:; -3A -::>/'tUV\ P...~ p.~-~OlLj 7. Need the following completed prior to building permit issuance: A. Grading plans signed. B. Grading permit issued. C. Grading completed. D. Certification letter and compaction reports submitted. E. Grading inspected and permit signed off by City Inspector. 8. Right-of-Way Permit required for work in public right-of-way (e.g., driveway approach, sidewalk, connection to water main, etc). 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. D D D D D D D FEES REQUIRED 10. Park-in-Lieu fees required. Quadrant: _____ , Fee Per Unit: Total Fee: - 11. Traffic impact fee required. Fee Per Unit: _____ , Total Fee: 11,t) & 1/ 12. Bridge and Thoroughfare fee required. £, Fee Per Unit: ~ , Total Fee: /'/1-0~ 13. Public facilities fee required. 111. Facilities management fee required. ( Fee: -11.e ~ y 15. Additional EDU's required: 11.e,n0 ~0 Sewer connection fee: _.:::::::=~::::.~::::.::--_,"'-z!i .. 4e ... w_e_r_p-er-m--,-,it_n_o. 16. Sewer lateral required: REMARKS=---------------------------- O.K. to issu~/~ If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 1138-1161 . - r (I) (I) (I) .... .... .... RI RI RI C C C cc cc cc "C "C "C (I) (I) (I) ;: ;: ;: (I) (I) -~ ·-·-> > > (I) (I) (I) 0::: 0::: 0::: ... N M =1:1= =1:1= =1:1= u u u ll. 0. 0. ~OD DOD DOD DOD ODD PLANNING CHECKLIST Plan Check No. 88012.< Address ~'Jc? I-,,2?93 Aal<f,e Av.E. Wc:s.r. Type of Project and Use NThl/,0';\)9 k/4LL Zone P-M Use Allowed? YES \>( Setback: Front OK Side 0/<. Facilities Management Zone ~ School District: San Dieguito Carlsbad Discretionary Action Required Environmental Required Landscape Plan Required Comments Rear OK -- YES -1l:: YES -- YES Encinitas San Marcos NO -- NO_K_ NO V\_ NO Type PIP 87--(o ---------------------------- Coastal Permit Required YES NO-.Jl_ Additional Comments --------------------------- [ ~ APPLIED GEOTECHNICAL. ENGINEERING, INC. f [ [ L r [ / August 13, 1987 Project No. 87-168 Allen Company 1300 Bristol N, Suite 100 Newport Beach, California 92660 Attention: Mr. Jay Allen Subject: Geotechnical Investigation Proposed Industrial Buildings Carlsbad Oaks Business Center Lots 14 and 15, Palomar Airport Road and El Fuerte Street Carlsbad, California Dear Mr. Allen Enclosed is our report on the Soil and Foundation Investigation performed at the subject site in accordance with your authorization. Subsoils encountered in the borings consisted of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Fills were encountered in the borings ranging from a depth of 2 feet to 9 feet below the existing ground surface. An adequately constructed foundation system consisting of conventional spread footings established in recompacted on~site soils is expected to provide satisfactory support for the proposed structures. The details of our investigation and recommendations are included in the accompanying soil and foundation investigation report. The opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, APPLIED GEOTECHNICAL ENGINEERING~ INC. ~ C. Ct-"~ Peter C.Yong, P.E.,M.S. (Stan RCE 19282 PCY/WFY/mt 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail, Lake Elsinore, CA 92330 • (714) 674-7851 r r r l { r l l [ [ [ l l l August 13, 1987 Project No. 87-168 Page One 1.0 2.0 3.0 GEOTECHNICAL INVESTIGATION PROPOSED INDUSTRIAL BUILDINGS CARLSBAD OAK BUSINESS CENTER LOT 14 AND 15 PALOMAR AIRPORT ROAD/EL FUERTE ROAD CARLSBAD, CALIFORNIA INTRODUCTION This report presents the results of our geotechnical investigation for the proposed industrial buildings in Carlsbad, California. The purpose of this investigation was to evaluate the foundation materials and subsurface conditions underlying the site and provide recommendations concerning the pertinent soil and foundation engineering aspects of its development. Preliminary construction details provided by Mr. Jay Allen indicate that the proposed development will consist of independent single story concrete tilt-up industrial build- ings occupying a total land area of S.58 acres for Lot 14 and 4.89 acres for Lot 15. Structural details are not available at the time of this report preparation. Typical wall loads of 4000 pounds per lineal foot, and maximum column load of 100 kips have been assumed for engineering analyses. Major site grading is not anticipated. SCOPE The scope of services performed in this investigation included a visual site reconnaissance, subsurface exploration, laboratory testing, engineering analyses of laboratory and field data, and the preparation of this report. The data obtained and the engineering evaluations performed as part of this investigation, were for the primary purpose of providing design criteria for the following: 1. Grading and Earthwork 2. Foundations 3. Pavement SITE DESCRIPTION 3.1 Surface Conditions At the time of our field investigation the property was vacant and covered with grass and bushes. The ground surface was relatively level. APPLIED GEOTECHNICAL ENGINEERING, INC. r [ L [ l [ l r I l I I August 13, 1987 Project No. 87-168 Page Two 3.2 Subsurface Conditions Seven exploratory borings were done to determine the subsurface conditions at the site. On the basis of these exploratory efforts, the soils underlying the two pro- perties are considered to consist of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Generally, the surficial soils appear to be moderately expansive, as supported by our laboratory test results. Fills were encountered in the borings ranging from a depth of 2 feet to 9 feet below the existing ground surface. It is reported, that the fills were placed under the observation and testing of other geotechnical consultants during the mass grading for the tract. Our test results indicated that the fills encountered in our test holes were adequately compacted. Free groundwater was not encountered in any of the borings drilled to the maximum depth of 15 feet. 3.3 Grading and Earthwork General Site grading will be required to provide: 1) Nearly level individual building pads; 2) Suitable foundation conditions to support the proposed structures; 3) Adequate surface gradients for control of water runoff; , 4) Excavation into fill to accomodate the installation of foundations and utility systems; and 5) Subgrade preparation for proposed parking areas and driveways. Processing of On-Site Soil a) After the areas have been stripped of all vegetation and debris, the existing on-site soil in the areas of proposed building pads and pavements, should be reworked to a depth of 12 inches and densified to at least 90 percent of maximum laboratory density. APPLIED GEOTECHNICAL ENGINEERING, INC. ,---- r [_ [ [ l l l l August 13, 1987 Project No. 87-168 Page Three b) The depths of excavation should be reviewed by the Soil Engineer during the actual construction. Any surface or subsurface obstructions, or questionable material, encountered during grading should be brought immediately to the attention of the Soil Engineer for proper exposure, removal, or processing as directed. No underground obstructions or facilities should remain in any structural areas. c) Wherever structural fills are to be placed, the upper 12 inches of the surficial soils should be excavated and recompacted to 90 percent relative compaction. d) Any loosening or softening of reworked or native material, consequent to the passage of construction traffic or weathering should be made good prior to further construction. e) After the site has been stripped of any debris, vegetation or organic soils, excavated on-site organic free soils are considered satisfactory for reuse in the construction of on-site fills. f) Any imported soils shall be approved by the Soil Engineer prior to use. Caution should be exercised to prevent mixing of select existing or imported material with soils containing debris and/or organic matter. Any objectionable material, as determined by the Soil Engineer, should be stripped and removed from the property or stockpiled for landscaping purposes. Compaction Requirements Reworking or compaction shall include moisture-conditioning as needed to bring the soils to approximately the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to the laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accor- dance with A.S.T.M. Test Designation Dl557-78. Drainage Building pads should be adequately drained away from slopes, pavement areas and structures toward the street or to an approved drainage system. Inlet structures should be maintained to provide for their function. APPLIED GEOTECHNICAL ENGINEERING, INC. [ f r [ (_ [ [ [ l l August 13, 1987 Project No. 87-168 Page Four 4.0 FOUNDATION DESIGN 4.1 Footings The proposed building may be supported on conventional spread footings established in compacted soil. These footings may be designed for an allowable bearing value of 2000 pounds per square foot, which is for a minimum depth of 12 inches. The bearing value may be increased by 300 pounds per square foot for each additional foot of depth to a maximum allowable bearing value of 3500 pounds per square foot. This design value may be increased by one-third, if the Structural Engineer takes into consideration short duration structural loading conditions, such as induced by wind or seismic forces. Continuous perimeter footings for the building rather than isolated pads should be used and founded at least 18 inches below adjacent ground surface. Continuous footings should be reinforced with at least 1 #4 rebar at the top and also the bottom. All visible cracks in the foundation excavation should be brought to the attention of the Geotechnical Engineer to determine the need for pre-soaking prior to placement of the foundation concrete. Footings located near a slope should be deepened in order that a minimum distance of 5 feet measured horizontally between the outer edge of the footings and the slope face can be achieved. 4.2 Settlements Total settlements due to new structural loads are estimated to be less than 0.5 inch. Differential settlements are expected to be less than 0.5 inch. 4.3 Lateral Capacity For design, resistance to lateral loads can be assumed to be provided by friction acting at the base of found- ations and by passive earth pressure and may be combined without reduction. If passive earth pressure is used, it is important that backfill should be placed under engineering observation and testing. A coefficient of friction of 0.30 may be assumed with the dead load forces. An allowable lateral APPLIED GEOTECHNICAL ENGINEERING, INC. f r f f f [ L l [ [ l l l l l August 13, 1987 Project No. 87-168 Page Five passive earth pressure of 250 lb./sq. ft./ft. may be used ~or the sides of footings poured against undis- turbed or recompacted soil. 4.4 Slabs-On-Grade Concrete floor slabs may be directly supported on the properly prepared subgrade; if necessary, preparation shall include proof-rolling just prior to construction to provide a firm unyielding subgrade. If a floor covering that would be critically affected by moisture, such as vinyl tile, is to be used, slabs should be protected by a plastic vapor barrier of at least six-mil thickness. The sheeting should be covered with at least one inch of sand to prevent punctures and to aid in the concrete cure. In order J ~ to provide a firm working base after pre-soaking, the sheeting may be laid over a layer of 3 inch thick crushed rock of gravel. . Native subgrade material, on the basis of laboratory test data, are considered to be medium in expansion potential. In order to minimize crack size because of expansive subgrade material conditions, the concrete floor slabs should be reinforced consistent with the recommendations of the Structural Engineer or Architect and at least as follows: ') ___ \. ~ 1) Concrete floor slabs should be at least 4 inches thick actual. .... 2) The floor slabs should be reinforced with at least 6" x 6" -Wl.4 x Wl.4 welded wire mesh or equivalent bar reinforcing and installed at mid-height. 4.5 Expansion Controls The native materials are considered moderately expansive. The moisture content in the upper 12 inches of the building pad should be at least 120 percent of optimum moisture prior to pouring the floor slabs. If the moisture content of the upper foundation soils is less that 120 percent, the building area under slab-on-grade floors should be pre-soaked until moisture tests indicated that the desired moisture level has been attained. APPLIED GEOTECHNICAL ENGINEERING, INC. I r r f r f [ L l [ [ l [ l I I August 13, 1987 Project No. 87-168 Page Six 4.6 Drain=tge The pad should be adequately drained toward the street or to an approved drainage system. Inlet structures should be maintained to insure their function. Planter areas adjacent to wall foundations are not recommended unless they are properly designed to have sealed bottoms for a width of at least 5 feet measured from the exterior of wall footings or raised planters or concrete walks. All rain water from the roof should be collected using gutters and downspouts and discharged to the street or paved area through pipe inlets and drain pipes. 4.7 Pavement Design Representative sample of the surficial soils, typical of the subgrade materials within the planned parking areas and driveways were collected for laboratory "R" (resistance) Value. The test would determine an "R" value for pavement design. Results of the test showed an R-Value of 8 and assuming the Traffic Index (T.I.) coefficient to be representative of parking areas and truck traffic driveways, the following pavement sections may be used: Location (T.I.) (A.C.) ( A. B) Automobile parking Truck traffic/Driveways 4.0 5.0 3.5 inches 5.5 inches 4 inches 7.5 inches Where A.C. is Asphaltic Concrete~ A.B. (Class 2) is Aggregate Base with minimum "R" Value of 78. Prior to placing pavement or aggregate base, the existing grade should be reworked to a depth of 12 inches and densified to 90 percent of the maximum dry density, as determined by A.S.T.M. D1557-78 compaction method. The aggregate base should be compacted to 95 percent relative compaction. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. No ponding of surface water should be allowed adjacent to the paved areas. APPLIED GEOTECHNICAL ENGINEERING, INC. r f f r J [ L [ [ [ l l l l I August 13, 1987 Project No. 87-168 Page Seven Retaining Walls aining walls supporting a horizontal, and non-surcharged backfill may be designed to resist a horizontal lateral soil pressure of 45 lb./cu.ft. equivalent fluid density. For a surface slope cif 2:1 (horizontal to vertical}, the wall may be designed to resist a horizontal lateral soil pressure of 58 lb./cu.ft. equivalent fluid weight. The above design pressure assumes that sufficient drainage will be provided behind the walls to prevent the build-up of hydro-static pressures from surface water infil- tration. Adequate drainage may be provided by means of a system of subdrains or weep holes with filter materials installed behind the walls. Retaining wall backfill should be designed and tested to achieve 90 percent relative compaction. Retaining wall footings may be designed using the recommendations presented under the section "Slabs-on-Grade". 5.0 GENERAL INFORMATION In order to prevent misinterpretation of this report by other consultants it is recommended that the Soil Engineer be provided the opportunity to review the final design and spec- ifications. The Soil Engineer will also determine whether any change in concept may have had any effect on the validity of the Soil Engineer's recommendations, and whether those recommendations have, in fact, been implemented in the design and specifications. If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation or misapplication of his recommendations or for their validity in the event changes have been made in the original design concept without his prior review. Review of the final design and specifications will be noted in writing by the Soil Engineer and will become a part of this report. This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our explor- atory borings. The possibility of differenct local soil conditions cannot be discounted. It is the responsibility of the owner or his representative to bring any deviations or unexpected conditions observed during construction to the attention of the Soil Engineer. In this way, any required supplemental recommendations can be made with a minimum of delay to the project. APPLIED GEOTECHNICAL ENGINEERING, INC. f [ r [ r [ [ [ [ [ [ l l l l Augus-:. 13, 1987 Project No. 87-168 Page Eight Construction should be observed and tested if necessary at the following stages by the Geotechnical Consultant. o During removal of unsuitable materials. o During compaction and filling operation. o During retaining wall and trench backfilling. o When any unusual conditions are encountered. • It is the responsibility of the property owner or his authorized representative to review the recommendations made by Applied Geotechnical Engineering, Inc., and to authorize the contractor to perform such work as required to comply with such recommendations. The contractor and/or the property owner sahll have the respon- sibility to inform the Soil Engineer of the starting date of grading, scheduled grading hours each day, and anticipated period during which testing and/or observations by the Soil Engineer will be needed. Any grading including backfill performed without testing and/or observation as specified by the Soil Engineer and the Local Governing Grading Code may not be approved or certified by the Soil Engineer. APPLIED GEOTECHNICAL ENGINEERING, INC. \ r l r l l r [ L l [ [ l l l l l l D LOCATION MAP -... ....-, ·...... ----·----: waie,· San i"ranc1sco - ~a;.k •,"Peak'-"-...... ·· ..._.~-= -._. _:, ===~-=====. Bose mop supplied 7. 5 minute series, -- from USGS 2000 I tee1 .-------........ --~---;-- I 0 ' . J--- i --=~- D A •; . , / .,' ::---,: Coxev Hill . :... < .- l· A p.u.Cl- --::-·.:=-· .".'-------- .. -·:-:-=:=::·-·. :.~ - S1~~:,rcsa .:O;.il"',tr-. C:i:::.. HJUa -'"';fll ·-~- ~------,• ------_ ---..: __ .,,, .-=----· -_z --------- .::--.?£ ._ ... . ------------------s==:-=~. .... -... , ' 1'- I ... , :StJu1res . Jar.c ·.i PROPOS0 l.Ot 14 8 15 -. ' Mt ; Hintor., / ,;::s:~-~-~ c c: ---_, ---: -. '-:-r•· . . ---cand0 ' -:_ __ ._.·-I -... -._ --~-----: INDUSTRIAL BUILDING Rood . , I .!. 1 ? . ! and ,-. APPLIED GEOTECHNICAL ENGINEERING, INC. El Palomar Airport Carls bod Fuerte Street, Project No: 87-168 Dote: 8/ 13/87 Figure No: .·~ r l r r [ I r r [ [ [ f l l l l l f LOG OF BORING Drill Rig: Hob i 1 e B-4 7 , Ho 11 ow I Boring Diameter: 'Boring Elevation: stem. 1404fr 30" Drnn 8 Inch Boring Number Bl Date Drilled: 'Logged by: ITh,s 100 ,s a .representation of subsurface conditions at the lime and place of drilling. With 1118 8 / 5 / 8 7 WY passage of tome or at any other IOcaUon there may be conHQuent,ai changes in conditions. cc: --38 16.9 ~02.0 T -- n:-39 14.6 l07.4 ---- 51 13.l 112.7 ... 5 - "' -----.. - -tn ... -.. .. - "' - "'" 15 -... . .. --- "' -... 20 -... -------... 25 ---------... 30 -----... ---... 35 -... -----... -... 40-... ---... -... - ~ APPLIED GEOTECHNICAL ENGINEERING, INC. \ Description and Remarks Silty CLAY -some fine sand grains, organics, hard to very stiff, moist, soil colors consisted of greys,black, greens and brown, pieces of silt- stone, well cemented, some sand layers, decomposed shell \ ______________ ~FL.,I1-..,1L,!,!,LL__ Sandy CLAY -some gravels, fine to medium, slightly moist, greyish brown, pieces of siltstone -------------l'.------------+ Bottom of Boring@ 10' No Groundwater Boring Backfilled Lot 14 Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: l ---------------------~----------------------..... r r r I [ r [ [ [ l l l l l l LOG OF BORING Drill Rig: Mobile B-47, Hollow !Boring Diameter. stem. 1404! 30" nroo 8 Inch I Boring Elevation: Boring Number Date Drilled: ILogged by: 'This 100 is a represen1at10n of subsurface conditions at.the 1,me and place of drilling. With the 8 / 5 / 8 7 WY Passage ot time or at any other locat,on there may be C0nll8Quential Changes in conditions. B2 1--r 33 17.'.: i .l_ ---,....!... 73 8.6 I-80 8.3 ......,_ 108.i -. .. . 116. ~ I-. I-. 114.: ... 5 -... . -,... -.. . .. ,.. .. -.. .. . . "" 15 -.. . .. -.. . ... . ... 20 - I-. I-. ... . .. . ... 25 • .. . .. . ----... 30 ---.. -.. ----35 -... - I--.. - I-. -40-.. -.. - I-- I-. APPLIED GEOTECHNICAL ENGINEERING, INC. Description and Remarks Silty CLAY -grey, brown, black, organics, moist, hard to very stiff PTT.T crushed Sandstone -light brown to white, moist, \ dense to very dense .__ __ _______,\ _____ ____. Bottom of Boring@ 10' No Groundwater Boring Backfilled Lot 14, Palomar Airport Road Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 2 I r;' r r r [ r r [ t [ [ [ [ [ l L L [_ I LOG OF BORING DrlllRig: Mobile B-47, Hollow stem 1404f. 30" Dron Boring Diameter: 8 Inch I Boring Elevation: Boring Number Date Drilled8: /S/S 7 I Logged by: ITnos tog 1s a representation 01 subsurface cona,toons at tne lime and p1ace 01 c:trtll,ng. With the WY passage of tome or III any other location tnere may be conseouantial cnanges In conc:tlt10ns. B3 0:: 0:: ,.. -Surface Cracks 39 12.9tl.07.8 ... -t--+---Silty CLAY -soil colors consisted of 46 10.7 No samp n.10.3 ,.. . ... . n.e ro pk ,-5 - ... ---... -... 10 -.. -... . ,. -,. . ... 15 • ,. . "' -... - "' - ,-20 -.. -.. -,.. -... - ,-25 -... -,. -,.. . ... - I'-30 --. ... . I--,.. --35 - ,.. - I--,.. ----40---... -... --. APPLIED GEOTECHNICAL ENGINEERING, INC. grey, green, brown, Clay, greyish Silstone, hard to very stiff, slightly moist Crushed SANDSTONE -hard to very dense, whitish brown \. ____ h_a_r __ d_t_o_d _ _...,ri ,-1_1_,_a_u __ ge_r_i_n __ r_o_c_k __ _ ) Lot 14 Bottom of Boring@ 6' No groundwater Boring backfilled Carlsbad Oak Business Center Carlsbad, California Project No.: 8 7 _ 1 6 8 I Figure No.: 3 l r r r [ r [ [ [ [ [ [ l l DrlllRig: Mobile B-47, Hollow stem 140# 30" nron DateDrill~/S/87 'Logged bY\.,yy LOG OF BORiNG I Boring Diameter: 8 Inch I Boring Eievation: I This log 1s a reprer.entat,on ol sut>surlace conditions at the tome and place ol drilling. With the passage ot time or at any other locatoon !hare may be conseauential cnanges in conditions. Description and Remarks Boring Number B4 75 18.4109.7 ... -Silty CLAY -greyish, brown, crushed Sandstone layers, hard to very stiff, slightly moist -- I ; 33 20.2 104.3 -. '"' . I I 30 21. 9 98.9 i-5 -.. . ... . --... ..... -r---i---i-----11-------11----------,.---. .. . ... . '"' . .. --15 -.. . .. . .. --- "9' 20 - '"' . i--... -... . i,.. 25 - I--.. . ... ---... 30 - i---. .. -... -... 35 -... - I--... - i-. ... 40-------... - APPLIED GEOTECHNICAL ENGINEERING, INC. Crushed SANDSTONE -some clay fines, light brown, pieces of \ clay stones, moist. -------..... \------------1 Lot 14 Bottom of Boring@ 10' No groundwater BoYing backfilled Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 4 r r ! [ r r [ [ [ [ [ l [ l l r LOG OF BORING Drill Rig: Mobile B-47 , Hollow I Boring Diameter: stem. 1404t 30" Dron 8 Inch I Boring Elevation: Boring Number Date Drilled: / / I Logged by: ITh,s log 1s a represen1a1,on of auosurtace conditiOna at the time and place of drilling. Wtth the 8 5 8 7 WY passage ol time 01' at any other location !here may be conseQUent1al chan(les ,n condllions. BS I µ_ 35 23.4 l I n-42 10.2 I I 78 24.2 Description and Remarks 98.3 ... . Silty CLAY -grey, orange, black clay, ... . hard to very stiff, slightly 106 .2 ... . moist, coarse very dense ,-. sand layers 103 .5 ,-5 -... . ... . . . . ·~ ... l" layer of black sandstone -,. -10 -... . ... !'-. ,. . .... -. ,-. -. ... - ,-- ,-20 - ,-- ,-. ... . ... . I'-25 • ,-. ... . ... . ,. . ,-30 - ,-. ,. . ,-. ... - ,-35 -... ----- ,-. ,-40---.... -,---- APPLIED GEOTECHNICAL ENGINEERING, INC. Clayey SAND -gravels, piece of sandstone moist, brown, orange • ' Bottom of Boring@ 15' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: I Figure No.: 5 87-168 f r r f [ [ r [ [ [ [ r l l LOG OF BORING DrillRig: Mobile B-47, Hollow IBoringOiameter: IBoringElevation: stem 140/f. 30" Dron 8 Inch Boring Number Date Drilled: 8 / S / 8 7 llogged by: 1Th1s tog is a representat,on ot sut>surtace condiuona at the hme anc piace of drilling. With 1ne WY passage of time or at any other IOCallon there may be conMQuent,al changes in conditions. B6 [ ::r:: 72 7.6 :c 80 16.9 :c 63 17.7 122 .8 -. -. -99.4 ... . -5 -107 .3 --. ,--... . 4n - I-. . . . -15 • --. -. . -20 -... . ... . -. ... . """ 25 • ,.. . -----30 --. ---. ... --35 -... . I-. I-- I--40 --. -----. APPLIED GEOTECHNICAL ENGINEERING, INC. Sandy CLAY -light orange, brown, moist, pieces of sandstone, hard Crushed SANDSTONE -clay fines, orange brown, moist, soft, medium to coarse sand grains, very weathered SANDSTONE -w/grey layers, brown layers, moderately hard to soft, weathered, moist _____________ .. , ____________ ___ Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 j Figure No.: 6 r r r r [ [ [ [ [ [ [ [ [ [ L L l l L LOG OF BORING Drill Rig: Mobile B-47 , Hollow I Boring Diameter: stem 140f.l: ~n" Dron 8 Inch I Boring Elevation: Boring Number Date Drilled: I Logged by: IThis log is a _representat10n of subsurtace conditions at the t,me and place of drilling With the 8 / 5 / 8 7 WY passage of time or at any other IOCatton there mey be consequential Changes in condit10ns. B7 52 17.8110.8 t:c 10017.0109.9 I 100 16 o 2 111.: .., . Silty CLAY -light brownish orange, whitish to.brown streaks, moist,· ~irm to stiff I-. t-.. . -5 -.. . ... . --.. . - I-. .. . .. . .. . ~ 15 • .. .. . I-. .. . -20 -... . ... . .. . t-. ... 25 • ... . .. . t-. . -30 --. I-. .. . t---35 --. -. ---. -40 --. .. . ... . .. . APPLIED GEOTECHNICAL ENGINEERING, INC. SANDSTONE -moderately hard, well cemented, brown layers and grey layers l Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 7 I r f I l [ [ L l [ r [ l l f l August 13, 1987 Project No. 87-168 Page Nine Moisture-Density APPENDIX A LABORATORY TESTING Moisture-density information usually provides a gross indication of soil consistency and can delineate local variations at the time of investigation and provide a correlation between soils found on this site. The dry unit weight and field moisture content were determined for selected samples, and the results are shown on the log of boring sheets. Moisture-Density (Dl557-78) A selected soil sample was tested in the laboratory to determine maximum dry density and optimum moisture content using the A.S.T.M. Dl557-78 compaction test method. This test procedure uses 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers to a 1/30 cubic foot cylinder. The results of the tests are presented below: Boring No. Bl B6 Sample Depth (Feet) 1-3 1-3 Exoansion Test Soil Description Silty CLAY Sandy CLAY Maximum Dry Density (Pounds Per Cubic Foot) 116.5 116.0 Optimum Moisture Content (Percent of Dry Weight) 15.2 16.3 At the conclusion of rough grading, the surficial subgrade soils on the building pad were observed for expansive soil conditions and a representative soil sample was obtained for laboratory testing. This sample was remolded in a 1 inch high ring to 50 percent saturation in accordance with UBC Standard No. 29.2. Using a surcharge load of 144 psf, they were covered with water and subsequent volume changes were recorded following a 24 hour saturation period. The laboratory expansion test results are tabulated below: Boring Boring Depth Soil No. (feet) Descriotion Expansion Index Exoansion Potential Bl 1-3 Silty CLAY 88 Medium B7 1-3 Silty CLAY 83 Medium APPLIED GEOTECHNICAL ENGINEERING, INC. r r r r r f [ [ L [ [ [ l [ L l l l l August 13, 1987 Project No. 87-168 Page Ten APPENDIX A (CON~INUED) Direct Shear Direct shear tests were made with a direct shear machine at a constant rate of strain of 0.05 in./min. The machine is designed to test the soils without completely removing the samples from the brass rings. Samples were tested to evaluate the internal angle of friction and cohesion. The samples were tested at the increased Coulomb shear strength parameters below: Boring No. Bl Depth (feet) 3 Soil Description Silty CLAY w/ SAND AND SILTSTONE fragments Coulomb Cohesion (lbs./sg.ft. 300 APPLIED GEOTECHNICAL ENGINEERING, INC. Angle of Internal Friction (Degrees) 33 r r r r [ r r r L l l [ .. i: l [ z £ l .. < '-' i: t (_ C: 0 .. i. > l 0 C: C. C. < • [ • ... c " c z l ::E C: C ,. -.... "' .¥ - :r; 1-(!) z uJ 0:: I-C/) C: <X LLJ :c Cl) DIRECT SHEAR TEST DIAGRAM - __ ___,_. ~'------_,.__' __ ___, ___ _,__ ___ 1~---+-----+---'-'-------.'!--..;.. ________ -+-.;.....----11 11--'----+----I-' ---+----+-·---f--,--.:.·1-~-------+i----'-------l---------....... --- - 1-----------'---------------1,-------+----i-----·-· ___ J ____________ ,, __ ___,, 1-----+...-----+---'------+----------l-----------j--------l-: __ j ______ ;..__ __ ...__ __ I Vt----------+----------'J__ -~----; ----------·-· -----_..___ l 1-_-----------~-----------~ .... +-------~----=~· ===---f--:.::=-:::_--:-_-~-:=-~ -~ _:~:.-: _:_: -~=-t ___ :::: =-=: -:-=·-. =-:_:::=-+: . - ------.-------L--------·----~--'---------·--=r:=-___j_ ____ ·-___ ! -·· ----------t-·-----------+---------T . ---+ ::~---==-'._:-:.~~t . --. : _-:-· .. :=~.r...:-~.:-_-' _____ I ~ J ------; ... , --------.. _..,.______ -· -. ··-.. --. -f----····--·· ...... -··--------·--___ ! ______ _ ,.__ ______ 7_---. ------· _t _ ---'---: ·--· T . ----_--__ ~1;-::·_-_-_-. -_-_:_·--_···-:···-~-----~ _ _:-_ ---=l. -------~---'-----j------.. ---.. t • I --...--------+-------+-------1 )=--=----::: __ : _____ :=.:-==..:.:41=_-==--==--==----_::=::t=~' : . : i : : . : ·: r= =:=: --: -=~=--r==--- . --! -----. --.. --·--·--------·'t: ______ . ·_ -·-------·,·-~ . . __ i ----··--·--·--··-·. -. : ______ -·-• -------. . . ' __; _:~ _. 7. · ... -, --·---------------·-'·--·-----------1------- , ---= -., ll __ ----~~----__ :. ___ -_. --~---___ tf,._::-_. _-_---__ :. ______ ·_:: __ -_-_-_·-_ i1:,·:_-_· -: :~_::-_:-~ '. . : -~ -! . I . • -1 • : __ --_ -i-Jlz;~---;--·;-···---~-~------·-:c~-~-- 1 -·-------------·· ·--·--_ ---·---1 ·---- 2 • I ~; : 1 : : I =:i ----t-I . . + -i ·--... ·--·------t·-----· _.,.. , -· -;; -ii ' : ____ -___ a~,,~--_-____ ·-___ i ____ -_·-.. ·-· 1 -----·----· -·---·. -. --· --------i--! ___ _ _ ___ ________ : : .:: ·:-: ~:-.-r~-=-:~:::-.: :_~ :=~r=-=-----. --__ 7 _____ -___ _._ ____________ ~__,._ _________ _ • ' ___ _j *; ___ ·-·-· ~----·---' ---·----····-·. ' ------·-··-·--···-----·-·--~----~ ---~---__ ' :_· ___ ~ --·---_ t-.-_ ·.·----· : ---___ !~: __ ~-=--~~=-:-.-:. :=: ~-~--:_· ---~-:_t:·~--:-= --. ---'. ----7------:----·-1· ·--~----•··-----_···-~ ·--,---~ --------~t --------.-----·-· !---~ 1 "::-~;~-~ ~ -:---;-_: ==-; . -. . ---···--------· --··--+-··' -·· - ----. ---·-· --! ... ---------.... _ ,----- ·;· -------. ·------·--·---. ------t------· I;;,'!"' i I __ ----!--__ ·-·-------+--------:. -----~------·-----~,·-----V---'-i~-I -----'-' ---------------,i--~---,-------------+~:-_ -:.-: . =-=-..:.~ ------:----~ __ ..:.--=~ ,-~ + . -o----..... ----.-------;..-------t------------+------...---0 1 2 3 4 5 6 Boring Bo. __ _._P.:>;.;;.....;l_._ _____ _ NORMAL STRESS ( ksf) • Peak • Residual Depth 3. FE;:,:!2:S::t Soil Type _________ _ Sample Type ________ _ Remarks eA:r:1M fi.llf!zt:1.Wsrl> /b1 ,t,tt..fi1;£, o\lf&.Nltffl'f efatt. ~~~(,, Lc-r 14-~C> IP.!> Cohesion (ksf) 0.$9 Friction Angle !,'3° APPLIED GEOTECBNICAL ENGINEERING, INC. ~QM,~ AlF,tPo~ ~ / 6!;,L-"F&JSp:::T'E!!, :ST, ~~c, Project No: e,;-l(e>e:> Date= e,/13/e,, Fh1ure No= r ·. I r r r [ r [ [ l L [ [ l l l l. l l l i ! I I ! ! i I I i ------~-------------;------------~ PROFESSIONAL PAVEMENT ENGINEERING • ANALYSIS • DESIGN • SOILS. ASPHALT TECHNOLOGY 2700 S. GRAND AVE.• SANTA ANA, CA 92705 R -V A L U E D A T A S K E E T S 87-168; Carlsbad PROJECT NUMBER ___ 1_6_3_4_6 _____ _ BORING NUMBER _B_-_s_@_l_-_· 3_' __ _ SAMPLE DESCRIPTION Grey/Green Slightly Diatomaceous Sandy Clay ........................................................................................... Item SPECIMEN a b I C d Mold Number l 2 3 Water added, orams +85 +108 +68 Initial Test Water, OI 19.8 22.0 18.2 lo Comoactor Gaoe Pressure. osi 105 100 115 Exudation Pressure, osi 311 200 460 Heioht Samole, Inches 2.61 2.59 2.43 Gross Weioht Mold. orams 3148 3140 3126 I Tare Weioht Mold, arams 2088 .2107 I 2112 I Sample Wet Weiaht. arams 1060 1033 1014 I I -4 35 20 58 I Exoansion, Inches x 10 i Stability 2.000# (160 osi) 60/137 72/146 54/126 I Turns Disolacement 4.09 4.45 3.63 I R-Value Uncorrected 9 5 16 i R-Value Corrected 10 6 15 I Orv Densitv, #/CF 102.7 99.1 107.0 I D E S I G N C A L C U L A T I O N D A T A Traffic Index Assume 4.0 I G. E. by Stability 0.93 0.97 0.88 G. E. by Expansion 1.17 0.67 1. 93 ,IE~/~ ·Equilibrium R-Value 8 by Expansion Exa ~-i!c: d: 8/l·l/87 ~~ ~ i ~"' '· - Gf = 1. 25 fa: f\.l . 6 '? ~ REMARKS St~~,J;~7~, RCE 30659 '!f ncfii \fc'vJ~~ \..,/ The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with 1atest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301. I ! I