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2055 CORTE DEL NOGAL; ; 84-74; Permit
LENDER5 3 1?WORKER S COMPENSATIONn is °a»£os»S»S 5°Sn _ss;f°=s Ihl ffSIan, •< " ^ ^ 30D T3 — O O m -*<S 3 ° = jn=s?£*'H-8 i3l£ *| O"Z35" 3 £ - 5 ?* 0> r1! S§5 TSl»| If/g/aI pi 5 s;s^ i|s°5£l|= ISsI t*|5-sfov) O re m -H (6a=a|0 3|l?l* - =aa** |8$1= x = s ,_-f tS>?silH l*tt *0f^sil IP!m \ 1 1 i x O m ^ c/iX x- m -Hj, T3 m 35•^S-^o'iS>5ow?zOSr^.TI m gSoSsrHER SPECIFIED HEREIN OR NOT | ALSO AGREE TO SAVE INDENTTHE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS CCMAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCES PERMIT1,1 HAVE CAREFULLY EXAMINED THE;COMPLETEDCERTIFY UNDER PENALTY OF PERJURY THAT ADECLARATIONS ARE TRUE AND CORRECT AND 1 FISSUED TO COMPLY WITH ALL CITY COUNTY ANAPPLICATION AND PERMITLI INFORMATION HEREONURTHER CERTIFY AND AGRD STATE LAWS GOVERNIN-!=MC -n O a5>bo C/> — Z m ^ --.ss3£iS| x3l§i^2S\rn o O ^ O) m -< W^YSsll> ^5=1 tl&t O v^s M o mn . D 0oCD z< -4 3. >i "s Ia » >•DT) § (i £ ^ ¥V&f- 1 4f!f sill n. Every permit issuedexpire by limitation aby such permit is not cif the building or weatjmytime after the"•§«••he Building Official under thebecome null and void If themenced withtn 180 days fromauthorized by such permitK is commenced for a oenodprovtsionsof thisDuifdtng or work . .the date of suchs suspended orof iSDdavs* AN OSHA PERMIT is REQU50 DEEP AND DEMOUTICSTRUCTURES OVER 3 STOfIII iFOB EXCAVATIONS OVER 1I CONSTRUCTION OF 1N HEIGHT 1>nX> 3 > COO ':> ID TOTAL FEES PAYABLE "-»»i ' 1*| !J ^•^CREDlt DEPOSIT '/\ ^ *> ^ \ \t mS-DC Irsc-a^C30c>-<CO : 1 r ijv y. r S ^ ^ c<m33,,rsjCO>S-DCO\LICENSE TAX,01 00 pO 8162! ^^T3-DOmCDO>^1 r • 33EMOOEL ALILR PEK^rtTJun- ,• ^3>Z <T5~rmO^ •n i San Marcos " " 8092240519i ^X^ 2 ST3 SanDieguito 80 92 23 0519mCOocOCDm>>S-DCO—4CD7C33\ r ROCK SIORAGEm=Dn5 ST § CO roTSi 0en CO —X'--;-DI\ W o 30>CTr-i >Z7CCO i ' rJ&) uT&°.| OOo IDro IN3 o1 en to i Z5:noz00m>>S•Dicc^X\ s rnC~) 033 O~SCHOOL FEE DCO—1 33 O—1 i 1 yELECTRICAL PERMIT ISSUE .> §; ^5 ' 3 1 enC/5 m . 0033 aC5m -nmm '- i i i ,1 t "PUBLIC FAC1—— I1 C0j-n imm COro 00 0o 00<£?UCO ! x. M ? J i1 •[ ~~~ oNmwn id ivioii 1 1 IOTAL MECHANICAL '!,.. STRONGMOTION- ... 8092330519FIRE SPRINKLERS 01 00008227I1 h > i ' i(j ' jjj t> •3 m>oI^•3-ID>^^^nOm P> 33 ! 1 0 1KK 11 1 5>-Hm3)COO-n^ 39mf— On ^oz 0•n m >•n C31Z>nm Xm>—im3J MOBILEHOME PARK INSP, )lm •f>oI<J> !r> iC !S :00 I1^m "3j ;im>nI iz00—1>>ir— |m333333\5=>m33•D i•u •m iii i ! 1 j i •nS m Xooa acr> en j SOCD SO m 1 ! o 8 OO ODr\3r\3CT 1 1 <ITl Z -H -r. Iio-H MECHANS 0 00 00 8224EACH GAS SYSTEM bOR MOR^/"Sm J>r— -n 33m S \ mr—rnq 33 O >1 — O CDO!s !aoroIN3CO EACH GASSYSIEM 1 TO 4 OUTLET^/"!BOILER/COMPRESSOR 3 Ibjtf - .--:TOTAL PLUMBING 0CJC3 i oo00rororo1 . j , j ! > ii EACH WATER HEATER-ANU/OR VENT ^- cc 0 m 33 riOs-DXm % O33 CZ-D 1— 10 CO\ -o z oXmO^ 0 CD0 8 OOOO§ sS ^vl \A \J m>C~)Xcccc2TCTiCOmm33i1i! i OVER IQOOtJp'tfTU ;SIGN PERMO Oo COroro . >OX-nX3D:n>•oi \INSTAU FURN DUCTS JP TO 100000 BTJ>."03C 1 —O GT D S 0 S 0c OO INJr*oOi •*x•*x ^c0 t D-<iTJr-CMBING PERMITc/5,03cm * ol -<MECHANICAL PERMIT ISSUEi i iu/1 1 SUMMARY/ACCOUNT NUMCD:m3) i ; i t i i . \ i ! 1 ! 'V' nmZCrtc-:c/>H3)>nc>-Di>z0! «r'T>3)*ZC!. C/l1 -D. PI Om i : n z Di i -r. D Z D irryic Z -1Ul GRADING PERMITiISSUEDREDEVELOPMENTAREA ji TYPECONST§ rO> O all6'r I ?? ? 1?i- am ? 1 t•-f• il-ii1j, 1 L 4D ^ z 1Q - 1 rD rrn __-< r i i — - NO- •STORIES! di nn O 1 •". S^i• m ^1 ^, i i Oi nc l"V)' i vj1 £.0 1 )Lv {•I, g? j ^ !31 ' ! '•-i 3 -sl^l- 3\Y\^rT N » 3'" \ i "1 -l^j5,%!s • »C* ni){ 1!*- :^*• ' ^^1 ;- i C ^ !;>DESIGNER S ADDRESSi DESIGNER3 PHONEi i 't tu '. •~^rx: tu 'v . gj•vi 1•N.tii<--. , j, — i-o • -i ; \ ] i • D; min O Zm 3 ^ ^ 1 "T^ r s si Im , *STANDARD PLAN itBUILDING SO FOOTAGEV&<^/-b --'V *^j'K^JiW i'NJ* ^ X ^i ^1 k ?^i - iw S \ 1 1 ' \°$1$x >^13 vl-v»Uv -^"S^ m ^ w &i^j LICENSE NO1 20&...Tl 1 a r 1 S 0o0m 1 1 §~20n*SUBDIVISIONASSESSOR PARCE1z• o i • ; | T )i ;j i Is-J\, o X- H 11 ^|V \1 I CONTRACTORS PHONE •\i#-3f&ilj ^ t [JOB ADDRESS S~) . AV ST'RrV NEAREST CROSS ST ;' ' .rio-.-O^ ( ^sttt^ ^Kl^ NO&M^-^y5v^» > sM>I :Z ^" BUSINESS LICENSE ttte/2£72&7^^ ^I1 ^; ^\\ iP1' l^f *1 Vl Si 1 " ! 1 |- ' 1200 Elm Carlsbad California 92008 1989 (619)4385525 I •§Iajcdc Fc^ 2 C gT J 3i 2 • *r I ^m ^ 2 0 Tn3a^ ^m *>;-!>i»7 3 • 7• » ) 71I» 3 1 'H » J! •>»i5•m 9 ] 1 • _J White — Inspector Green — (1) Finance (2) Data Process Yellow — Assessor-- Pink — Applicant— Gold—-Temporary-File ESOII. CORPORATION I>I« . *»l ITK 1112 (619) oOO 1 KVH V COPY CTY COPY PLAN CHECKER COPY Citp of Cartebab JLRISOICTtON DATF< ADDRESS TC PLAN CORRECTION SHEET Pl*n NO fl«ni r-cci/cd by jurisdiction it* fi|<n« received by plan ch»ch>r ". ot«. initial plan ch«ck compl«t«d~7^4S:^ by PIE»SE RFAD Plan check it United to technical requirenenta contained in the Uniform Building Code. Uniform Fturbinq Coda, Lniforn MuChanicsl Code, National Electrical Code and atate laws regulating energy conservation, noise attenuation and access for tie ha dicapped The plan check is based on regulations enforced by the Ouilding Inspection CtfF^rt-ent Vou may have other corrections CASed on laws and ordinances enforced by the ?'anning Departrent. Engineering Department or of-or departments ••>« items circled below need clarification, rodi'ication or change All circled items have tc ce satisfied befor* the plan* will be in ccnfornance with th« cited code* and regulationo P-r Sec 303 (c). 1*79 Uniform Building Code, tie approval of th« plana does not permit th« violation of any atat«, county or city law pf A' S Pleas* Rake all corrections on the originaltracings and submit two new sets of print*. arj any original plan sett that may have tten returned to you by tha jurisdiction,tc "o la-illtatc rerhccking please identify, rc« to e«,.n circled item, tht sheet of *e p'ais o|x^n which «.«ch corn it inn on "ii »T«t -»» oet-n wade and return thu c~»^« s'ect with the revised plans Z . ^&, 7-3 3 ' of Cartebafc 5' PLAN CHECK NO, OWNER PLAN REC'D. PLAN CHK'D. CHK'D. BY /\/0 Lo ,}j'n<3 * ' II APPLICANT COPY fPTciTY COPY 1~] PLAN CHECKER COPY Citp of JURISDICTION OATF P'OJECT ADDRESS -^75"^ <?b/Z-/£-'D£L TC PLAN CORRECTION SHEET «y / ~ fl*n» r"cci/cd by l>l«nt received by plan initial plan ch«ck completed ^BO PLTASE BTAD ri*o c"i«ck 11 limited to technical requirements contained in the Uniform Building Code, Uniform F uiDing Cods Lniforn Mechanical Code National Electrical Cede and atate laws regulating energy conservation, noise attenuation and access for :"e .*• i dicapped The plan check is based on regulation* enforced by the Ouilding Inspection C<.par»~ent You may have other corrections •Ased on laws and ordinances enforced by the ? ar.Pirg Departrent Engineering D-partment cr cfor departrrents ~1e items circled below need clarification. rodi'ication or change All circled items have tc ce satisfied befor* the plan* will be in ccnfornarca with th« cited codea and regulation* r-r Sec 303 (c), 1979 Unifora Building Code. tie approval of the plana doei not permit th« violation of any atate. county or city law *r£/ Et<- Please rjk« all corrections on the original ings and submit two new sets of prints, any original plan sets that may have en returned to you by tho jurisdiction. ~o facilitate rechccking please identify, rext to each circled item, the sheet of •"e pla-.s upon which each correction on "•!!> s^eet has been rrade and return this c e^x i-eet with the revised plans () o/y 777 ^ Do /Jo**" f Date:Jurisdiction Preparedlyi VALUATION AND PLAN CHECK FEE Bldg. Dept, Esgil PLAN CHECK NO . BUILDING ADDRESS APPLICANT/CONTACT . BUILDING OCCUPANCY A/ LJ PHONE NO. DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION ^O^//* & (Z/ Air Conditioning Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA {, £?00 — <zof 1/-SC? r VALUATION MULTIPLIER @ 2.80 @ 2.40 @ 1.50 VALUE 5&-7^Z>tf r ^3or 6, -Z4- ^7? //^ Fee Adjusted To Reflect D Energy Regul ativDn^/C Fee x 1.1) D Handicapped RegXTaJvions (Fee x 1.065) Building Permit Fee $ // Q@ Plan Check Fee $ /&/' .5 ^ ' $ COWMEN TS. 8/4/82 PAGE 1 OF. \ CARLSBAD FIFE DEPARTMENT 1275 ELM AVENUE, CARLSBAD, CA S2008 (71't) 1»38-5521 PLAN CHECK REPORT ' APPROVED DISAPPROVED PLAN CHECK #_ OTHER REF # PROJECT ARCHITECT OWNER ^ /s1 ?£*-<- P OCLJPANCY CONST SPRINKLERED D TENANT IMP -3 ___ ADDRESS ADDRESS ADDRESS TOTAL SO FT SJie&t V PHONE PHONE STORIES APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THEFOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWINGCORRECTIONS: ] Provide one copy of the floor plan(s), site plan, and sheets Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code and Buildmg(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids If high stock piling is to be done, comply with Uniform Fire Code, Article 81 Medical gas system(s) shall comply with N F P A Standard 56F Fjpe extinguishers shall be provided based upon the following criteria _a) 1-2A rated ABC extinguisher for eachjtftfc? sq ft or portion thereof _b) maximum travel distance to an extinguisher of feet / \ c) other Y) 6.Fire sprinkler system(s) per N F,P A Standard provided to protect ^^ shall be 1 Dry chemical extinguishing system(s) shall be installed per N F P A Standard 96 to protect cooking equipment and exhaust system 8 Plans of system(s) shall be approved by the Fire Department prior to installation of system(s) Show on site plan locations of all nearby proposed or existing hydrants within 200 feet Hydrant (s) shall be provided and located *' Show location(s) on site plan Fire Flow hydrants 11 Access for fire apparatus is not adequate Provide gpm for hours from with openings protected with shal1 be of hour assemblies ) 3 Comply wjth regulations on attached sheet(s) / P lan/Exammer Report mailed to architect Met with hour construction / Daie ^ K/Attach to Plans (619) 566 7210 9686 BUSINESS?ARK AVENUE SAN DIEGO CA 92131 JOB SHEET NO CALCULATED BY CHECKED BY P* \oo 5" Lc X. As a Af =r 1- s \9l' (?- 6 A--. -...x ....... 1 3 -^.n ___ 6- ........... PEAHDOUFFB (619] 566 7210 9696 BUSINESSPARK AVENUE SAN DIEGO CA 92131 JOB NO CALCULATED BY . CHECKED BY SCAI F .DATE. . DATE. C ^ c (619)566 7210 9696 BUSINESSPARK AVENUE ^SAN DIEGO CA 92131 o JOB SHEET NO PS- . OF ..SCALE CALCULATED BY . CHECKED BY .DATE. . DATE. P to* V ?i./7 c 16191 566 7210 9696 BUSINESSPARK AVENUE SAN DIEGO CA92131 IDR <?HFFT NO OF c;rni F r.Ai mi ATFD RY ^CHECKED BY DATF DATE _J TTLT-UP FfiNEL DEW PEP BCT-SEfiSC TP I FlFrE rriHCEHTFOTED Ffi'iF LflflB DESIGN WIDTH - r"3 FT Ecr 4 75 2 flfl FFOR FPTE Pld = 4 2*V HPC- PU = s fi4P MFC HPLL BPTP 5 ^6 IH THICK 2 X FT FfiFRPET 22 17 FT 1st FLOnP HPLL f c =2 6 FSI F" =6fl r-SI HHIH:FECTEB PSM= 316 T*2 ft FV = 47K / *in= ZPB / = P2 in'2 TILT-UP PPHEL BEC'O' PEP fifl-TPSC Tfi^ FOPfE mp 8"-13: Purlin 'EB F'lOF DESIGN HIDTH 2 F777 FT Ecr 7 25, 4 58 FPCifi FnfE Pld = P"2 KIPS Pll = 1 24C UPS HflLL BPTP S 56 IH THICK 1 n FT FfiF-fiFET 24 HH FT 1st FLOfiF HPLL f r =2 P HI Fv =£fl t$I IlKIN-FEPTEB flsv= 24h in"2/ft TILT-UP Fh'HEL I'E-IGN PEP PCI-cERSr JOB s:-r3 Cub-Fiirhn IINIFCiPR POOF LOfiB BEMGN HIDTH 1 mm FT Ecc 7 25 4 56 FPOH FfiC'E Pld = 82C KLF PU = Fi4r KLF HfiLL DfiTP ^ ^8 IN THICK 1 6h FT FflFM.FET 24 86 FT hi FLOOR Hfll.L f c =Z 8 HI Fr =fc6 KSI UNTH-FEfTED PU = 7^4 ' CEFRIC ZONE 4 CEICHIC LOflD 2Z « HINB LOfiB 15 6 CEISHIC COHTFOt^ D+L ULTINflTE LOfiB Phi*Hn = 44 6^ IN-t Ru = 9 78 IN-f Bn = 17 IH B+L Wm ING LOfiB Rrr Rs Bcr = Bs Bs MX = B+Ltl HLTINflTE Phi*Rn = Hu Bn D+L+S 13 5"? IH-t t 61 IH-* 24 IN 18 IN 2 66 IN cEI3flir ZONE 4 HI HP L1QB 15 8 SEIifilC CPhTFOLS B+L ULTIHPTE LOflB Phi*Hn = 74 SH IM-K Pu =4 36 IN-K Bn = 69 IH B+L HOPtINC LOhP Rcr Rs Dcr Bs Bs fiax D+L+S = F 53 IH-K = 2 73 IH-K 23 IH 8t IH = 2 88 IH LOfiD ULTIHfiTE LOflB 41 26 IH-K 32 16 IH-K 3 53 IN Phi*Rn Ru Bn B+L+S HOPKIHG LOflD HOPMHf Rcr = Rs Dor = Ds Bs flax = 13 y. IH-K 22 27 IH-K 24 IN 1 79 IN 2 66 IH Her Rs Bcr Bs Bs fiax = 33 85 IM = 32 F? IH-K = 5 29 IH ; L<O = 17 53 IN-k = 22 79 IN-K 28 IN = 2 69 IN = 2 83 IH cEI'HTf ZONE 4 JEHHIC LOfiP 22 9 HIHD LOflB 15 8 B+L : ULTIHfiTE LOfiB Phi*fin = 73 24 IH-* Hu = 44 IH-^ Bn = 81 IH n+L HOPMNC LORD Her H; Brr Bs Bs sax = B+L+C ULTIHflTE Phi*Hn = Ru Bn B+L+S 13 53 IN-* 28 IH-* 23 IH 81 IH 2 88 IH LOfiB f 32 61 IN-K I 38 16 IH-* I 4 64 IN j HnpKING LOfiB Rcr = Rs Bcr = Bs Bs fiax = 13 53 IN-K 26 «4 IN-K 28 IN 2 23 IH 2 % IN j 1315) 565-7210 r 9c f~, BUSJNESSPARK AVEf.UE nEGO CA 92131 JEE1 NO CALCULATED BY f^~.'f~~~ CHECKEO BY DATr. XM^5_5oLT:dj_^>b!'-_^>--^-^^- 77 HO. OF / I C — ^ __, / ^ t- - — O (619) 566 7210 9696 BUSINESSPARK AVENUE SAN DIEGO CA 92131 JOB SHEET NO CALCULATED CHECKED BY (B>~ -SCALE . DATE .DATE. p.c- f CK- >> a y, v «/ r 1. f .. i. y i fi ^ = J, & 8 6 C (619| 566 7210 9696 BUSINESSPARK AVENUE SAN DIEGO CA 92131 r CHECKED BY . ... •; DATE "V tt* Pr lU^ttp <_ <? • s(f ?>!.*-- 66 - a i 7- o (619) 566 7210 9696 BUSINESSPARK AVENUE SAN DIEGO CA 92131 JOB 05- SHEET NO . OF -SCALE CALCULATED BY . CHECKED BY . DATE . DATE. P ?& ii.n c (619) 566 7210 9696 BUSINESSPARK AVENUE .SANDIEGO CA 92131 JOB SHEET NO , OF . CALCULATED BY . CHECKED BY .SCALE . DATE . DATE . F-f. c ' . - •' , '(._• .,;. '-^ l" -f L 5" v<? 4 -SO- ~L f 2- VC r r JPEARBORFF £J (619) 566 7210 9696 BUSINESSPARK AVENUE ^SAN DIEGO CA 92131 ^ CUCCT Mf> OF STALE <-«i rill iTFD RY CHECKED BY nATF _ DATE ^ TILT-UP FfcHEl HECIGH PEP PCT-SEP1C TP3* FiiFPE IIP 0^-13? firdpr rriHCENTFPTEP F'l'iF LfiPP HErIGH WIDTH 7 r,-n FT Ecr 4 75, 2 fifi FFOfi FflPE Pld = 4 2Hf UPS Pll = 5 F.4P UPC WPLL PPTfl 5 58 IH THICK 2 83 FT F&F^PET 22 17 FT 1st FLOLiP NflLL f c =2 ft *SI F" =6fi KSI "NINCPEfTEP Psv= 318 inA2/ft USSfl- p" = 47? / *in= 2P8 / = i:2 inA2 P:h>= 12fi ' = fi?q inA2 CEISKIC ZONE 4 ^ElfHIC LOfit 22 " MINH LOflP 15 8 SEISMIC CCHTFftLS P+L LlLTIfiRTE LOflD Fhi*Rn = 44 6" IN-K Hu = 9 78 IN-K Pn = 17 IN P+L HIKING LOflP Hrr = 13 53 IN-K Ms = I 81 IN-* Per = 24 IN Ps = 18 IN Ps nax = 2 66 IN P+L+S IILTIRftTE LOflP Phi*Mn = 41 26 IN-K Hu = 32 16 IN-K Pn = 3 53 IN B+L+S WORKING LOflD Her =13 53 IN-K Hs = 22 27 IN-K Per = 24 IN Ps = 1 79 IN Us flax = 2 66 IN TILT-1IF PANEL DEC'O' PEP pri-CEPSC IPS* FfiPCE !HP 5"- 133 Purlin fWENTFPTEP FnflF LflPp HEMGN WIDTH 2 8"73 FT Eer 7 25, 4 58 FFOR FHCE Fid = F32 MFS Pll = 1 :4C UPS UPLL PflTfl S 58 IN THICK 1 P8 FT F&FflPET 24 HB FT 1st FLfinF MflLL f r =2 fi KSI FY =68 *SI HKIHfFECTED flsu= 248 inA2/ft ^eif'/t. py = If 4 ', ftin= 2P.8 / = 132 inA2 Psh>= 12R ' = &79 inA2 cEISHir ZOHE 4 sEismr Loan 22 9 WIMP LOflP 15 8 SEIfHIC CnPTPOLS B+L ULTIHPTE LOflP Phi*Hn = 34 86 IH-K Hu = 4 36 IN-K Pn = 89 IN DtL HOPKINC LOflP Her = i: 53 IN-K Ms = 2 73 IN-K Per = 28 IN Bs = 8b IN Ps MX = 2 88 IN P+L+S HLTIMflTE LOflP Phi*Hn = 33 85 IN-* Hu = 32 87 IN-K Pn = 5 29 IN PH+S UnpMNG LORD Her =13 53 IN-K Hs = 22 79 IN-K Per = 28 IN Ps = 2 69 IN Ps nay = 2 88 IN TILT-UP FrfNEL I'E IGN PEP PCI-cEPSr TP.SK FfiFTE JOB P7-P3 cub-turlin IIMIFnph FTifiF LORD BECIGN WIDTH 1 HHflfi FT Eee 7 25 4 58 FPOH FHPE Pld = f'2° KLF Pll = F4r K-LF WflLL DflTfi 5 58 IN THIC* 1 Pfi FT PfiFHFET 24 88 FT 1st FLDQP UQI_L f c =2 8 K«il Fy =£« KSI UNINSPECTED ^ ,., fls"= 24P inA2/ft r5"«l5,7. py = 7^4 / filp= JPP / = H2 in"? Psh>= 12P = fl79 ir/2 ^EI^RIP ZOHE 4 SEI-HIC LORD 22 9 HINP LOflP IS 8 SEISMIC CONTpnLS B+L ULTIPfiTE LfiflB Phi*Hn = 73 24 IN-* Hu = 44 IN-* Bn = 81 IN P+L WOP* INP LOflD Her =13 53 IN-K Hs = 28 IN-K Per = 29 IN Ps = 81 IN Ps flax = 2 86 IN P+L+S ULTIflflTE LflRB Phi*Mn = 32 £1 IN-K ! Hu = 38 16 IN-K Bn = 4 64 IN j P+L+S HOPKING LOflP Her = 13 53 IN-K Hs = 28 94 IN-K Per = 28 IN Ds = 2 23 IN Ps flax = 2 58 IN i V." I31-) j-,0-7210 Sr -3 BUi^S-SSf'AK" AVEf VSC'LGO CA 9?131 snrrt NO OF . CALCULATED BY . CHECKtD B . 0" 77 l^L r Lf: ruse £-^£3^5 —_- , ' / . ^ N'O. T3» A T / 1 (6 9) E«6 7210 / | 969S BUSlSESSPAfiK AVE'ILE t SA.N D'SGO CA 92131 SCALE CALCULATED HY I .-.Ce.tt,irJk(*It D <-o,o 'tis./ //\ ! : Vl •j ! ! i i (619) 566-7210 969S BUSINESS? ARK AVENUE SAN DtEGO CA 92131 v lvJ-5APOI PALO MAG.63- 1 SHEET NO . OF CALCULATED BY .DATF CHECKED BY . DATE J& £&)£*/(,'> r* , t / ! 3 doa - /. 530 $3t*L zv Jk^L us* ^ <• JL'/l&J- . • ' , > r FF £? (619) 568 7210 9696 BUSJNESSPAHK AVENUE SAN D!EGO CA 92131 SHEET NO . OF CALCULATED BY . CHECKED BY -SCALE . / -^o,^^ C.-4 \J A,L - i I /t i 5ZV .L- Ml ;' i ! I I ! I ! i (619) 556 7210 9696 BUSINESS!3 ARK AVENU SAN DIEGO CA 92131 Ib * . ! fcvto 9- n,v US* A./ :=Ji. 4L _ S^L A o,b<9 -oY- 1 1 i ! T '. i !' o ,2 ; u (619) 566 7210 8698 BUS.NESSPAflK AVENUE SAN DIEGO CA 92131 SHEET NO ,. OF . CALCULATED BY . CHECKED BY DATE row^a >j 1 C\/ /I I ! I . I i ! i tepop far- i "Lfa - d 1 V " ' i i ! ! ! j ' ! > ' i i • ! f i i ! j ' , '. S ! i i 'I i i ! i i 1 ii j 1 i ' ! ! ! ! 1 I !! . I1 1 1j 1 ' ! . j ii ; ! ' i i i i ! i i ! Iit i !•,;•• i 1 ' ! - - 1 • - 1i - ' i i 1 1 ' • ' I ' ! JIDo (619) 566 7210 96S8 BUSiNESSPARK AVENUE SAN DIEGO CA 92131 SHEET NO . OF CALCULATED BY . CHECKED BY -SCALE. .DATE . . DATE. *™\ &~_+ MftTU1 ' WC"-. i . 7' .-• i / C - : _,-.—i ~P•I \-s ? /" (819) 566-7210 9696 BUSINESSPARK AVENUE ,'i SAN DIEGO CA 92131 JOB SHEET NO CALCULATED BY . CHECKED Bv . OF -SCALE . .DATE. . DATE. C ^ lt i !I I i '.i JJL ! 1 I II i i i i ! t i " "*\ (513)5067210 j 9696 BUSINESSPAflK AVENUE I^SAN DIEGO CA 92131 JOB SHEET NO CALCULATED SY . CHECKED BY . OF -SCALE . DATE . DATE. Afc_/ i i i I ~n , '! i ' i 1 (619) 566 7210 9696 BUSNESSPAflK AVENUE SAN DIEGO CA 92131 J03 SHEET NO . OF CALCULATED BY . CHECKED BY .SCALE -DATE . . DATE. >y t •H/7 > i 1 W^HM-lfeylofc \o f •• 1 *,T » ' t ! I 7 _ J ^ > ^ i »•>" S ' ?.. Ifc 1 ! I I i j j i SI i o (619) 566 7210 9696 BUSINESS? ARK AVENUE SAN DIEGO CA 92131 JOB SHEET NO 10 CALCULATED BY . ^CHECKED BY .SCALE. i:© z / i i i i i i I (0 VI /era ! i l ! I '• i I I ! i i ! i i i i i I 1 ! i ! i 1 (619) 566 7210 9696 BUS1NESSPARK AVENUE SAN DIEGO CA 92131 JOB SHEET NO CALCULATED BY. CHECKED BY OF 63-113 =s=SF-.=,^ -DATE . .DATE. T ' ! : : \y •«• .5 o i i i ' ii i*t4/i//M«/M C-Te. tj Ml - (6191 566 7210 9696 BUSNESSPAHK AVENUE SAN DIEGO CA 92131 f "~JOB SHEET NO \n1 1- CALCULATED BY . CHECKED BY .SCALE . DATE. DATE. * } V<3- ! i ii. 11 . ' ! i 1 i i t I 1 ! o (619) 566-721O 9698 BUSINESS? AHK AVENUE SAN DIEGO CA 92131 JOB SHEET NO .SCALE CALCULATED BY . CHECKED BY .DATE . . DATE . . 0*2.-n 1 r I i 7^0 i 3 7-0 I I i i ' • : ' i i j ' | 1 1 , . : 1 ' 1 * * • I , I 1 ' 1 , , 1 , | ! ; ' • . - i . ' ! ! ! ' i I ' ! i I '! i i !i r V / BEABLBpLlFF & (619) 566-7210 9696 BUSINESS? ARK AVENUE SAN DIEGO CA 92131 JOB SHEET NO .OF .-SCALE. CALCULATED BY. ^CHECKED BY DATE V/"8- t i ' i JL ' • I 1 ! I i i i !i i I i f I (619) 568 7210 t 9696 BUS1NESSPARK AVENUE ,'iSANDIEGO CA 92131 JOB SHEET . OF ..SCALE. CALCULATED BY . CHECKED BY . DATE . . DATE. &3-M3- c i>g L c. t? I ! ! ! i i I I I o y (619) 566-7210 9696 BUSINESSPARK AVENUE O CA 92131 JOB 03-1 SHEET NO .16.. OF .-SCALE . CALCULATED BY. CHECKED B'r . DATE. . DATE . < M v -A •^•TC- IT- fe-ll-o-s -^ ,.^0 Ac -ri (619) 5667210 9698 BUSINESSPARK AVENUE 4SAN DIEGO CA92131 :\ 13 SHEET NO ..SCALE. CALCULATED BY . CHECKED BY DATE. T> + u ^ C _H i <£ *•- H-^* -tr - M [ . VJ_( C ... Lli!._* I'll i I i I (619) 566 7210 9696 BUSINESSPARK AVENUE .SANDIEGO CA 92131 JOB SHEET NO Ol \~\ OF srAi c CALCULATED BY DATF ^CHECKED BY DATE —_J H * PLQ7£ TH =H H'H EPLT " SINGLE FLHTE CONNECTION P = 24 M KIPS L = 24 FH FEET ri = Jfi fcf I c = Cl FO I Er= i flfl L/d = P °4 = fi 4? 3-1/4 fi"25H EfiLTr : IN FITCH 3 X c,'\f. PLflTE 2-1/4 FILLETS C GEOTECHNICAL EXPLORATION, INC SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 05 October 1984 Lusardi Construction Company 1570 Linda Vista Drive San Marcos, CA 92069 Job No. 84-3159 Subject Footing Excavations Inspection Linear Electronics 2055 Corte del Nogal Lot 8, Palomar Business Park Carlsbad, California Dear Sirs In accordance with your request, Geotechnical Exploration, Inc. has performed an inspection of the footing excavations at the above subject site. The inspection was performed on April 10, 1984 by our Staff Engineer. All footing excavations have been advanced into firm, good-bearing soils in accordance with the requirements of our previously issued "Report of Grading Observation and Field Density Testing", Job No. 84-3159, and dated April 13, 1984. The soil conditions observed during our inspection do not vary from this report. The perimeter footings have been excavated to a minimum depth of 18 inches. The footing excavations have been cleaned of the majority of all loose materials generated during footing excavation. It is noted, however, that footing dimensions must also be in conformance with the requirements of the structural engineer. A summary of our observations during the actual grading operation and a list of field density tests taken during the actual grading operation are included in our previously issued "Report of Grading Observation and Field Density Testing". 8145 RONSON ROAD SUITE H • SAN DIEGO CALIFORNIA 92111-2081 • (619) 56O-O428 Linear Electronics 05 October 1984 Job No. 84-3159 Page 2 If you should have any questions concerning this matter, please feel free to contact our office. Reference to our Job No, 84-3159 will ensure a prompt reply to your inquiries. Respectfully submitted, CEOTECHNICAL EXPLORATION, INC. 0 \ ^J/bt^ (A) (Jt)£\ ^—t^uis W. Watts. Project Supeis W. Watts, Project Supervisor Clifford^ La Monte, R.C.E. 25241 LWW/CWL/laj flD10 > GEOTECHNICAL EXPLORATION, INC SOIL & FOUNDATION ENGINEERING I GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 06 August 1984 LUSARDI CONSTRUCTION COMPANY -murTinM J°b No. 84-3159 1570 Linda V.sta Drive UJS&RDI COMSTRUlHUU San Marcos, CA 92069 Subject Report of Reid Density Testing Linear Electronics Lot 8, Palomar Airport Business Park 2055 Corte del Nogal Carlsbad, California Gentlemen In accordance with the request of Mr. Ray Berms of your company, a Field Soil Technician representing this firm visited the above subject site following the recent ! parking lot base placement in order to perform m-place field density testing within parking lot base. The fill soils were tested, as requested, and the location of the fill soils on the subject site, as well as the location of our field density tests, have been illustrated on Figure No. I (attached). The results of our testing are tabulated on Figure No. II (attached). SCOPE Our Scope of Work on the subject site consisted of performing field density testing as requested and in conformance with approved and accepted procedures, as outlined by the American Standard Testing Methods. Our services were limited to the field density testing performed within the recently placed fill soils, as illustrated on Figure No. I. TESTS Field density tests were performed in accordance with A.S.T.M. D-1556. Maximum density determinations were performed in conformance with A.S.T.M. D-1557, Method A. The relative compaction results, as summarized on Figure No. II, are the ratio of the field densities to the laboratory Maximum Dry Densities, expressed as percentages. 8145 RONSON ROAD SUITE H • SAN DIEGO CALIFORNIA 92111-2081 • (619) 56O-O428 Lot 8, Palomar Airport Business Park Job No. 84-3159 06 August 1984 Page 2 FIELD Our services were utilized to perform m-place field density testing of the recently placed fill soils, as illustrated on Figure No. I. The fill soils tested were found to be approximately four inches in vertical thickness. It is our understanding the recently placed fill soils, as shown on Figure No. I, will be utilized as a base for the A.C. parking lot and travel areas. This report is not to be construed as a Report of Grading Observation and Field Density Testing for the subject site. The scope of our work and all statements and field density test data pertain to the specific fill areas tested and delineated on Figure No. I. Areas outside those stipulated are not a part of this report and Geotechmcal Exploration will take no responsibility for fill soils below or beyond the delineated area or fill soils placed at a later date. A previous 'Report of Grading Observation and Field Density Testing1 dated April 13, 1984, job number 84-3159, has been prepared by our firm, and released for the subject site. This document should be referred to for more information regarding the subject site. All applicable recommendations and conclusions stipulated in said report should be implemented during construction of the proposed improvements. Local governing agency requirements and those of the Uniform Building Code should also be earned out. If you should have any questions regarding this matter, please feel free to contact our office. Reference to our Job No. 84-3159 will ensure a prompt reply to your inquiries. Respectfully submitted, CGOTECHNICAL EXPLORATION, INC. juis W. Watts, Project Supervisor Cliff^f/^W. La Monte, R.C.E. 25241 LWW/CWL/pj Attachments OD ID CINITY MAP PROPERTY BOUNDARY I EXISTING STRUCTURE FIELD DENSITY TEST LIMITS OF A.C. PAVING, & COMPACTED BASE MATERIAL PLOT PLAN REFERENCE- THIS PLOT PLAN FROM AN EXISTING UNDATED AND BY DEARDORFF & DEARDO, FIGURE NUMBER I JOB NUMBER 84-3159 Compaction Test Results Test Date Location Depth Fill Moisture O/n Field Density Soil Type Relative Compaction 1 8/2/84 refer to plot plan 2 8/2/84 refer to plot plan 3 8/2/84 refer to plot plan 4 8/2/84 refer to plot plan 5 8/2/84 refer to plot plan 6 8/2/84 refer to plot plan base base base base base base 7.5 7.5 8.9 9.5 7.5 5.2 130 pcf 128 pcf 133 pcf 125 pcf 129 pcf 130 pcf SOIL CLASSIFICATION 95% 93% 97% 91% 94% 95% TYPE DESCRIPTION OPTIMUM MOISTURE MAXIMUM DRY DENSITY I Gray-brown, silty, fine to very coarse sand.11.0%137.0 pcf CD U Job No — Figure No I I REPORT OF SOIL INVESTIGATION Lot 8, Carlsbad Tract 80-34 Palomar Airport Business Park U Northeast Corner of Corte del Nogal and Corte del Abeto Carlsbad, California JOB NO. 84-3093 29 February 1984 prepared for LUSARDI CONSTRUCTION COMPANY prepared by GEOTECHNICAL EXPLORATION, INC. 8145 Ronson Road, Suite H San Diego, CA 92111 CDDO \ GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 29 February 1984 LUSARDI CONSTRUCTION COMPANY 1570 Linda Vista Drive San Marcos, CA 92069 JOB NO. 84-3093 Subject Report of Soil Investigation Lot 8, Carlsbad Tract 80-34 Palomar Airport Business Park Northeast Corner of Corte del Nogal and Corte del Abeto Carlsbad, California Dear Sirs In accordance with your request, Geotechnical Exploration, Inc. has performed an investigation of the surface and subsurface soil conditions at the location of the subject proposed commercial site. The field work was performed on February 22, 1984, by our Field Engineer. It is our understanding that the site is being developed to receive one or two one-story commmercial buildings. The buildings will be constructed of concrete tilt-up panels utilizing conventional, continuous foundations or spread footings with concrete slab on-grade. A minor cut and fill grading operation will be performed op the site. Our investigation revealed the site to consist primarily of a slightly sloping cut and fill graded building pad. The fills appear to be moderately to well compacted. Moderately to highly expansive soils are present at bearing levels over much of the site. In our opinion, however, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed develop- ment. The work performed and recommendations presented in this report are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This opportunity to be of service is sincerely appreciated. Should you have any ques- tions concerning the following report, please do not hesitate to contact us. Refer- ence to our Job No. 84-3093 will expedite response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Raymond J. Scaramella, Vice President RJS/pj 8145 RONSON ROAD SUITE H • SAN DIEGO CALIFORNIA 92111-2081 • (619) 56O-O428 REPORT OF SOIL INVESTIGATION Lot 8, Carlsbad Tract 80-34 Palomar Airport Business Park Northeast Corner of Corte del Nogal and Corte del Abeto Carlsbad, California JOB NO. 84-3093 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. SCOPE OF WORK It is our understanding, based on communications with representatives of Lusardi Construction Company, that the site is intended for the construction of one or two commercial structures to be a maximum of one story in height. A minor cut and fill grading operation will be performed on the site. The proposed structures will be constructed of concrete tilt-up panels utilizing continuous foundations and spread footings with concrete floor slabs on-grade. A previous cut and fill grading operation was performed on the subject lot during the development of the Palomar Airport Business Park subdivision. With the above in mind, the Scope of Work is briefly outlined as follows 1. Identify and classify the surface and subsurface soils to depths, in conformance with the Unified Soil Classification System (refer to Appendix A). 2. Verify the allowable bearing pressures for the natural ground and the soils existing as compacted fill, based on their shear-strength and compression characteristics and our experience with the soils. 3. Recommend treatment for any expansive soils and/or improperly compacted fill soils that, if left in place and unmodified, could result in future damages to the proposed structure. 4. Predict the settlement of the natural-ground soils, as well as recompacted fill soils (recompacted to at least 90 percent of Maximum Dry Density), under the proposed structural loads. dD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 2 5. Verify the extent and condition of the existing fill soils that had been placed on the site prior to our investigation. 6. Review of existing engineering reports pertinent to the subject site. The scope of our work was to develop site-specific conclusions and recommendations (pertaining to foundations and floor slabs only) for the subject Lot 8 of the Palomar Airport Business Park. The preliminary geotechnical investigation for the business park was performed by Robert Prater Associates. The results of their investigation are summarized in a report titled 'Geotechnical Investigation", C.C. & F. Palomar Airport Business Park - Phase II, Carlsbad, California, and identified as their no. 218-3, 1822, dated September 19, 1977. Observations during the actual grading operation of the business park and the testing of compacted fill soils were also performed by Robert Prater Associates. II. SITE The site is legally described as Lot 8 of Carlsbad Tract 80-34, Palomar Airport Business Park, City of Carlsbad, County of San Diego, State of California The site, consisting of approximately 3.0 acres, is located at the northeast corner of Corte del Abeto and Corte del Nogal, in the City of Carlsbad, California. Additionally, the property is bordered on the north and east by undeveloped, graded building pads. There were no existing structures on the site at the time of our investigation. Vegetation on the site consists of landscape shrubbery and plants on the slopes and scattered grasses and weeds on the building pad area. A relatively level cut and fill graded building pad has been placed on the site. Prior to grading, the site appears to have sloped moderately to steeply to the south. 4D ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 3 The property Is further bounded by an approximately 35-foot-high (maximum) east-facing composite cut and fill slope at the east end of the property, a 20-foot-high (maximum) south-facing composite cut/fill slope along the south property line, and a four-foot-high, south-facing composite cut/fill slope along the north property line. Survey information concerning actual elevations on the site was not available to our firm at the time of our investigation. III. FiaD INVESTIGATION Seven test trenches were placed on the site to determine the condition and location of the existing fill soils and 'he overall soil profile of the site. The excavations were located in the field by referring to an undated, unreferenced Plat Map provided by Lusardi Construction Company. The excavations were visually inspected by our Field Engineer, and samples were taken of the predominant soils throughout the field opera- tion. Test trench logs have been prepared on the basis of our inspection and the results have been summarized on Figure No. II. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). ! IV. DESCRIPTION OF SOILS The majority of the site is overlain with fill soils which range to over 12 feet in thickness and are deepest at the southwest corner of the property. In-place density samples were taken in the test trench excavations at random depths and locations. Refer to Figure No. II for the results of the in-place testing. The fill soils encountered in our test trench excavations were tested for in-ptace density and the test results indicate that the fill soils were properly compacted. The location of the fills and the approximate daylight line is shown on Figure No. I. The fills consist primarily of one-half to two feet of nonexpansive, tan, fine sands overlying green-gray, sandy clays and brown to light-brown sands with some intermixed and interlayered clays. The green-gray clays are moderately to highly expansive and the sands with intermixed clays are low to moderately expansive. CD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 4 The fills are underlain with dense, tan, fine and fine to medium, formational sands. The formation is exposed at the surface over the north-central portion of the property (see Figure No. I). The encountered near-surface formational soils were classified as nonexpansive. V. GROUND WATER No ground water problems were encountered during the course of our field investi- gation and we do not expect significant problems to develop in the future—if the property is developed as presently designed. It should be kept in mind, however, that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of minor amounts of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is im- plemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on the disturbed and undisturbed soil samples in order to determine their physical and mechanical properties and their ability to sup- port the proposed structure. The following tests were conducted on the sampled soils 1. Moisture Content (A.S.T.M. D 2216-71) 2. Density Determinations 3. Mechanical Analysis (A.S.T.M. D 422) 4. Expansion Tests (County) 5. Consolidation Tests QD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 5 The relationship between the moisture and density of undisturbed soil samples gives qualitative Information regarding the soil strength characteristics and soil conditions to be anticipated during the future grading operation. The mechanical analysis was used to aid in the classification of the soils according to the Unified Soil Classification System. The expansion potential of clayey soils was determined utilizing the County of San Diego Test Method for Expansive Soils. Expansive soils are classified as follows 0 to 3 percent ' Low or Considered "Nonexpansive" 3 to 6 percent Medium 6 to 12 percent High Above 12 percent Very High According to the County of San Diego Test for Expansive Soils, recorded swells of less than three percent result in classification as nonexpansive soils. Based on the above laboratory test data, a thorough visual inspection of the primary soil types on the project, and our previous experience with laboratory testing of soils of the same type, our Geotechmcal Engineer has assigned conservative values for friction angle and cohesion to those soils which will have significant lateral support or bearing functions on the project. These values are presented in Figure No. Ill and have been utilized in determirrng safe bearing values as well as passive earth pressure design criteria for footing desig. Utilizing the laboratory test data, \ al inspection of the primary soil types, and our previous experience with field te •» procedures developed by our firm, our Geotechmcal Engineer has assigned conservative values for the coefficient of friction of soils which are expected to under! 3 floor slabs, footings, retaining wall foundations, or any structure subject to possible failure by sliding. If more than one soil type is determined to underlie a structure, the coefficient on only the lower value soil will be presented in this report. Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 6 Consolidation Tests were performed on undisturbed natural-ground soils and remolded soils existing as compacted fills. The soils were contained in one-inch-high brass rings and loaded into a consolidometer. The specimens were subjected to increased loads and the resulting consolidations noted. The consolidation tests aid in deter- mining anticipated settlements of the natural ground under the proposed building loads. In addition, field density tests were performed in accordance with A.S.T.M. D-1557. VII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigations conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the Carlsbad area of the County of San Diego. A. Preparation of Soils for Site Development 1. The existing vegetation observed on the site must be removed prior to the preparation of bu'ldmg pads and/or areas to receive structural improvements. 2. All but the north-central portion of the site is overlain with fill soils which range to over 12 feet in thickness. The fills consist of moderately to well-compacted sands and sandy clays. The clayey soils were tested and found to possess 6.0 to 7.8 percent swell, as measured by the County of San Diego Test for Expansive Soils. The expansive materials are located at depths within three feet of the existing ground surface over much of the site. The fills are underlain by formational sandstones which are nonexpansive. The sandstones are exposed at the surface of the site over the north-central portion of the property. No evidence of a topsoil profile was encountered in our test trench excavations. OD HO Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 7 3. Unless properly dealt with, the moderately to highly expansive characteristics of the filled ground soils described previously can cause significant damage to the structure and associated improvements (such as those planned for the subject property). In order to reduce significantly the potential for such damage, one of the recommendations herein must be followed 3.1 If the planned structure and improvements are to be constructed using standard, nonexpansive-soils design criteria, the site shall be prepared as follows 3.1.1 The moderately to highly expansive soils shall be removed from all structural areas to a minimum distance of five feet outside peri- meter footings. The clayey soils shall be removed to a minimum depth of three feet below the proposed, rough, finish-grade elevations. In the event the grade of the site is raised, it should be kept in mind that, in general, if a section of at least three feet of nonexpansive, good-bearing materials exist below finish-grade elevations, the expansive-soil design criteria may be eliminated. Our firm can make a more definite determination of this factor when proposed grading plans are reviewed and grading operations commence. 3.1.2 Excavated areas shall be backfilled with nonexpansive soils such as the on-site fine to medium sands or materials obtained from an approved off-site borrow pit. The nonexpansive select materials must be placed and compacted to at least 90 percent of Maximum Dry Density, in accordance with the requirements of the City of Carlsbad. Upon satis- factory completion of the backfilling operation, continuous and spread footings may be designed, in accordance with the load-bearing value assigned to the compacted nonexpansive fill materials. The continuous and spread footings shall have a minimum width of 12 inches and extend a minimum depth of 12 inches into the compacted fill soils (measured from the lowest adjacent grade at the time of foundation construction) for one-story structures and a minimum depth of 18 inches and a minimum width of 15 inches for two-story structures. CD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 8 3.1.3 Areas receiving improvements, such as patios, sidewalks, et cetera, shall be underlain by at least six inches of compacted fill materials, such as that used in the backfilling operations for building loca- tions. 3.2 If it is intended to construct the proposed structure and improvements on the moderately to highly expansive clayey soils without preparation of the site (as described in Recommendation No. 1), the following recom- mendations become applicable 3.2.1 The continuous foundations and spread footings in the expansive soil area shall extend a minimum depth of 18 inches into the firm natural ground or compacted fill, measured from the lowest adjacent grade at the time of foundation construction. The continuous founda- tions shall be reinforced with two No. 5 steel bars, one bar shall be located near the top of the foundations and one bar near the bottom. It is recommended concrete floor slabs placed over the expansive soils be saw-cut with control joints placed on 12-foot centers The saw-cut control joints will help to control cosmetic cracking of the floor slabs due to the expansive soil conditions. If the potential for cosmetic cracking and heave of the concrete slab floor is not acceptable, it is recommended an alternative floor slab design be developed by a structural design engineer. Additionally, the slab design should take into consideration anticipated loading (such as forklifts, etc.). 3.2.3 Prior to pouring footings and foundations, and prior to placement of floor slab base sections, the clayey soils shall be thoroughly watered such that they possess a moisture content of approximately two percent above optimum moisture content a depth of 12 inches below the footing grade. CD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 9 3.2.4 It is recommended that all nonstructural concrete slabs (such as patios, sidewalks, et cetera) be founded on at least six inches of nonexpansive soils (such as existing on-site sands). 4. Existing surface soils which will not be removed during the future grading operation shall be scarified (in place) to a depth of 12 inches, watered to optimum requirements, and shall then be compacted to at least 90 percent of Maximum Dry Density. 5. No uncontrolled fill soils shall remain on the site after completion of any future site work (except landscape soils). In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted by the on-site representative of a qualified soil engineering firm. The loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 6. Any septic tanks, subsurface disposal systems, wells, et cetera, which might be discovered on the site, shall be removed and properly backfilled with approved on-site or imported fill soils, and shall then be compacted to at least 90 percent of Maximum Dry Density. 7. Any backfill soils placed in utility trenches or behind retaining walls which support structure and other improvements (such as patios, sidewalks, drive- ways, pavements, et cetera), other than landscaping, shall be compacted to at least 90 percent of Maximum Dry Density. 8. City agencies often require that a qualified soils engineering firm verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in the 'Report of Soil Investigation" for a project. In addition, the compaction of fill soils placed during site grading work must be tested by a representative of a qualified soils engineering firm. dD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-30931 29 February 1984 Page 10 In order to minimize any work delays at the subject site during site develop- ment, this firm should be contacted 24 hours prior to any need for Inspection of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to inspection of the excavations, in the event that our inspection reveals the need for deepening or re-design ing foundation structures, in any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, et cetera). 9. All contemporary pavement section design methods assume compaction of the upper one-half foot of subgrade soils (natural ground or compacted fill) and all base materials to at least 95 percent of Maximum Dry Density. We therefore recommend that the upper one-half foot of subgrade soils and all base materials beneath street, driveway, and parking area pavements to be compacted to a minimum of 95 percent of Maximum Dry Density. This recommendation also applies to the upper soils in backfilled trenches or behind retaining walls which support pavement sections. 10. Due to the variable soil conditions exposed near the surface of the site, it would be difficult to assign representative parking sections at this time. The engineering section can * be properly designed when the soils at subgrade are known. B. Design Parameters for Foundation and Retaining Walls 11. The maximum safe load-bearing value (at a depth of 12 inches into the natural materials or properly compacted fill soils on this site) is at least 2,000 pounds per square foot. This load-bearing value may be utilized in the design of con- tinuous foundations and spread footings when founded a minimum of 12 inches into the firm natural ground or compacted fill (compacted to 90 percent of Maximum Dry Density), measured from the lowest adjacent grade at the time of foundation construction. It is recommended that two-story structures be Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 11 founded on 18-inch-deep footings. Additionally, the expansive soil conditions encountered on the site require 18-mch-deep foundations if the proposed structure is founded within three feet of the expansive soils. This soil-bearing value may be increased one-third for design loads that include wind or seismic analysis. If imported soils are required to bring the site to grade, the Import soils shall be nonexpansive and shall be obtained from an approved off-site borrow area. A load-bearing value for imported soils, should they be utilized on the site, can- not be given until the materials source is known. It is anticipated, however, that a value of at least 2,000 pounds per square foot will be obtained for footing depths of 12 inches. 12. The potential exists for relatively soft clays to be exposed at planned footing bottoms over portions of the site. Any such soils which are encountered in the foundation bottoms shall be excavated down to more competent materials as approved by our firm. It is therefore necessary that our firm perform an inspection of footing excavations prior to the placement of reinforcing steel. 13. Based on our laboratory test results and our experience with the soil types on the subject site, the soils will experience settlement in the magnitude of less than 0.5 inch under a structural load of 2,000 pounds per square foot. 14. In the event that any retaining walls are planned for the subject site our firm should be notified in order to provide active and passive pressure values for the design. 15. The passive earth pressure of the encountered fill soils and natural-ground soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 325 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if / the ground adjacent to the foundation structure is essentially level for a ^ distance of at least three times the total depth of the foundation. Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 12 16. A Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete wall foundations or structure foundations and floor slabs. If the coefficient of friction is to be used in conjunction with passive earth pressures, the coefficient shall be reduced to 0.3. The above values are subject to revision based on our review of finalized grading plans. 17. The compacted fill soils that occur within five feet of the face of any fill slopes will possess poor lateral stability, even though they have been compacted. Pro- posed structures and other improvements (such as walls, fences, patios, side- walks, swimming pools, driveways, asphalt paving, et cetera), that are located within five feet of the face of compacted fill slopes, could suffer differential movement as a result of the poor lateral stability of these soils. Foundations and footings of proposed structures, walls, et cetera, when found- ed five feet and further away from the top of compacted fill slopes, may be of standard design in conformance with the recommended load-bearing value. If the proposed foundations and footings are located closer than five feet inside the top of compacted fill slopes, they shall be deepened to one foot below a line beginning at a point five feet horizontally inside the fill slopes and projected, outward and downward, parallel to the face of the fill slope (see Figure No. IV). C. Slope Design 18. In the event that development of the site necessitates construction of steep temporary cut slopes immediately adjacent to existing structures, or to property boundaries at which off-site grading permission has not been granted, either shoring, bracing, or underpinning may be required to prevent damage to on-site or off-site structures as a result of construction of the temporary slope. This office should be contacted for additional recommendations pertaining to such protection of existing structures. CDHD Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 13 19. Trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with subparagraph (1) paragraph (f), of section 1541 of Title 8, Construction Safety Orders, issued by OSHA. 20. It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion-resistant plant, in conformance with the requirements of the City of Carlsbad. D. Site Drainage Considerations 21. Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will minimize the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly constructed cut or fill slopes. Particular care should be taken to prevent saturation of any temporary construction slopes. 22. Proper subdrains shall be installed behind all retaining walls on the subject project. 23. Planter areas and planter boxes shall be sloped to dram away from the founda- tions, footings, and floor slabs. Planter boxes shall be constructed with a sub- surface dram, installed in gravel, with the direction of subsurface and surface dD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 14 flow away from the foundations, footings, and floor slabs, to an adequate drain- age facility. Geotechnicat Exploration, Inc. will assume no liability for damage to structures which is attributable to poor drainage. E. General Recommendations 24. Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Pre-mature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. 25. No subsurface structures shall be placed in the moderately to highly expansive soils without being properly designed by a Structural Engineer and/or Soils Engineer. 26. When building and grading plans are finalized for the subject project, Geotechr:cal Exploration, Inc. shall be provided copies of these plans for review. Based on our review, additional and/or amended recommendations will be issued if necessary. VIII. CRAPING NOTES Any required grading operations shall be performed in accordance with the general requirements of the City of Carlsbad, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. It is the responsibility of the Owner and/or Developer to ensure that the recommenda- tions summarized in this report are carried out in the field operations. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site, the safety of others is the responsibility of the Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. OD ID Lot 8, Carlsbad Tract 80-34 Job No. 84-3093 29 February 1984 Page 15 IX. SUMMARY AND LIMITATIONS In order to issue foundation and floor slab recommendations, our investigation was performed to verify the extent, condition, and approximate depth of the existing fill soils and to determine the character of the surficial formational materials. Field density tests were taken in the existing fill soils to verify the relative densities. The tests were taken in randomly placed trenches and indicate the existing fill soils were properly prepared and compacted. However, our firm cannot assume liability for the integrity of the entire fill area since our firm was not present during the actual grading operation. The grading observation for the business park was performed by Robert Prater Associates (as mentioned previously). In addition, it is not within the scope of this report to determine the underlying and surrounding geology of the subject property. The geotechmcal investigation was performed by Robert Prater Associates, summarized in the previously mentioned geotechmcal investigation. All statement in this report are appliable for the graded pad inspected by our firm and are representative of the site at the time our report was prepared. The firm of Geotechnical Exploration,, inc. shall not be held responsible for fill soils placed at any future time, or subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage and/or water erosion altering the strength of the compacted fill soils. The work performed and recommendations presented herein are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This report should be considered valid for a period of three (3) years, and is subject to review by our firm following that time. If significant modifications are made to the building and/or grading plans, especially with respect to the height and location of cut and fill slopes, placement of retaining walls, and the height and location of proposed structures, this report must be presented to us for immediate review and possible revision. dD HO Lot 8, Carlsbad Tract 80-34 29 February 1984 Job No. 84-3093 Page 16 The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report. Once again, should any questions arise concerning this report, please feel free to contact our office. Reference to our job No. 84-3093 will ensure a prompt reply to your inquiries. Respectfully submitted, i GEOTECHNICAL EXPLORATION, INC. ledolfi, Projedt Coordinator Clifford$/flz Monte, R.C.E. 25241 JBR/CWL/pj Attachments PLOT PLAN < IO 'oz _J UJ Q 111 I-ocoo 14 ® 1.5:1 _ CORTE DELABETn SCALE: 1*= 1OO7 LEGEND UT PROPERTY BOUNDARY APPROXIMATE PROPOSED STRUCTURE EXISTING SLOPE TEST TRENCH DAYLIGHT LINE VJCINIZY MAP NO SCALE CORTE DEL N REFERENCE THIS PLOT PLAN WAS DRAWN FROM AN UNREFERENCED, UNDATED PARCEL MAP PROVIDED BY LUSARDI CONSTRUCTION CO. AND BASED ON COMMUNICATION WITH REPRESENTATIVES OF THE LUSARDI CO. NOTE This Plot Plan is not to be used for legal purposes Locations and dimensions are approxi- mate Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or trie "As-Built" Grading Plans FIGURE NUMBER I JOB NUMBER 84-3093 EQUIPMENT Case Backhoe SURFACE ELEVATION Not Avai lable ik. i c.UJa I- 41 2- 3- 5- 6- 7- 8- Q - 10- -SYMBOLII Hi ' DIMENSION 24" Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION UJ 1 DESCRIPTION 3 AND REMARKS Damp, fine to medium sand % -F1LL- i 2 - Moist, sandy c lay -FILL- Damp, fine to medium sand -FILL- 3 Moist, sandy 7 clay -FILL- Damp, fine sand - FORMAT ION- Bottom of excavat ion COLOR Light brown Dark brown & areen Light brown Dark brown & green Light 6 rust brown 2 WATER TABLE ^ LOOSE BAG SAMPLE m IN-PLACE SAMPLE M DRIVE SAMPLE CONSISTENCY Loose Med i um dense Fi rm Med i um dense Fi rm Dense TYPE SP CL SP CL ;p IN-PLACEMOISTURE%11.3 14.3 12 6 — J 4/> Uo. 7 ai fala 106 105 109 2/22/84 LOGGED BY JBR £5OS 13.2 16 1 MAXIMUMDENSITYpcf116 117 >r ijU u 91 90 93 IEXPAN +CONSOL -+7.8 BLOWCOUNTS/FTTest Trench Lot #8 Palomar Airport Business Park Carlsbad California JOB NO 1 84-^OQ7 FIGURE NO lia DATE 2/28/84 ©m LOG NO 1 I D D D D I I I EQUIPMENT Case Backhoe SURFACE ELEVATION Not Ava i 1 abl e h- T a UJa 1 2- 3~SYMBOLDIMENSION 24" Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS Damp, fine sand - FORMAT 10 N- Bottom of excavat ion 2 WATER TABLE ^ LOOSE BAG SAMPLE [2] IN-PLACE SAMPLE M DRIVE SAMPLE COLOR Light brown CONSISTENCY Dense TYPE SP IIN-PLACEMOISTURE%IN-PLACEDENSITYpcf5.1 DATE LOGGED 2/22/84 JBR 1OPTIMUMMOISTURE%108 1MAXIMUMDENSITYpcfUJ Sz 93 EXPAN +CONSOL -BLOWCOUNTS/FTTest Trench Lot #8 Palomar Airport Business Park Carlsbad, California JOB NO I 84-3093 FIGURE NO Me DATE 2/28/84 flfrm LOG NO. 3 EQUIPMENT Case Backhoe SURFACE ELEVATION Not Avai lable u. X Q.UJQ 1 2- 3- 5- 6- 7- 8- 9. 10- 11 . -SYMBOLy\ DIMENSION 2k" Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS Damp, fine sand -FILL- MO ist, clay -FILL- Damp, fine sand -FILL- Damp, fine sand with some inter- mixed and inter- layered clay -FILL- Damp, fine sand - FORM AT 10 N- Bottom of excavat ion COLOR Light brown Dark hrown Light brown mottled gray & 1 ight brown Light brown 2 WATER TABLE g] LOOSE BAG SAMPLE £] IN-PLACE SAMPLE p DRIVE SAMPLE CONSISTENCY Med i um dense Fi rm Med i um dense Med i um to dense to dense Med i um !ense TYPE SP CL SP SP SC SP IN-PLACEMOISTURE%7.5 8.1 Ul >- •i UJ« O 106 108 2/22/8A LOGGED BY JBR 5 oc3 3 OS 1*1.8 MAXIMUMDENSITYpcf115 Ul 91 *EXPAN +CONSOl -+2.7 BLOWCOUNTS/FTTest Trench Lot #8 Palomar Airport Business Park rarlc|">"H rn»1iforni.aJOB NO ' [ 8^-3093 FIGURE NO Mb - DATE 2/27/81* LOG NO 2 EQUIPMENT Case Backhoe SURFACE ELEVATION Not Avai lable »-a. UJa 1- 2- **" - 5- 6" 7- 8- 9- 10' - 11- 12" X A DIMENSION 2kn Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION UJ | DESCRIPTION $ AND REMARKS Dry, fine sand -FILL- MO ist, clay -FILL- Damp, fine sand with intermixed , and interbedded - sandy clay -FILL- 2 Damp, fine sand - FORM AT 10 N- Bottom of excavat ion COLOR Light brown Green Light brown and dar brown Light brown 2 WATER TABLE ^ LOOSE BAG SAMPLE [7] IN-PLACE SAMPLE IB DRIVE SAMPLE CONSISTENCY Loose Soft to f i rm Med i urn dense Dense TYPE SP CL SP SC SP LUin Of U 3 11 10.0 8 7 UJ <^ *~ of^a 107 108 2/22/81. LOGGED BY JBR < UJ< at Sico: ->&<! } 5 S — ~ £ 0 Ul ^iBz i 91 92 + i £ z u. »- 1800 U Test Trench Lot #8 PaJomar Airport Business Park Carlsbad, California JOB NO I 8i»-3093 FIGURE NO. lid DATE 2/28/81* /iPLj QUCryjlc^-ljj 1 LOG NO 1 4 EQUIPMENT Case Backhoe SURFACE i IE VAT ION Not Ava i lable u. 5 I £; 3 o 5 1 . 2- 3- 4. _ ' -jb:_ 6- - 7- 8J 9- 10- — 1 1 - 12. DIMENSION 24" Bucket Not Encountered DESCRIPTION AND CLASSIFICATION ? | DESCRIPTION \ < AND REMARKS Dry, fine sand -FILL- i Damp, fine sand - with some inter- mixed clay -FILL- • Damp, fine sand with intermixed and mterlayered clay 2 -FILL- Damp,fme sand - FORMAT lON- Bo t torn of excavat ion COLOR Light brown Light brown Light brown to dark brown Light brown 2 WATER TABLE g] LOOSE BAG SAMPLE J7] IN-PLACE SAMPLE §DRIVE SAMPLE I CONSISTENCY Loose Med i urn dense Med i urn dense Dense TYPE SP SP SC SP SC SP 1IN-PLACEMOISTURE*11.2 9.1 IN-PLACEDENSITYpcf106 108 DATE LOGGED 2/22/84 LOGGED BY JBR 1OPTIMUMMOISTUREy.3 >• — i/> t 2 Q [RELATIVE vDFNKITV %31 IEXPAN +CONSOl -BLOWCOUNTS/FTTest Trench Lot #8 Palomar Airport Business Park Parlcharl Ta 1 ! f r>rn a JOB NO [ 84-3093 FIGURE NO lie )ATE 2/28/84 dffrr^MUL/VBT LOG NO. 5 EQUIPMENT Case Backhoe SURFACE ELEVATION ^u. I 0- LU 0 1. ^ 2- 3- 4- 5- 6- " 7- 8- 9- 10- n - 17 _ ™"SYMBOLl|l|H • 1 DIMENSION 2k" Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION UJ | DESCRIPTION 3 AND REMARKS Dry, fine sand-FILL- MO is t, clay -FILL- Damp, fine sand wi th intermixed - and mterbedded 1 sandy clay -FILL- Bottom of excavat ion COLOR Light brown Green- gray Light brown and dark brown ,» 2 WATER TABLE ^ LOOSE BAG SAMPLE m IN-PLACE SAMPLE g DRIVE SAMPLE CONSISTENCY Loose Firm Med i urn dense TYPE SP CL SP SC IN-PI ACEMOISTURE%9.9 IN- PI ACEDENSITYpel107 2/22/Bk JBR §UJat *3*ZoOS MAXIMUMDENSITYPC«fe* >r <7gi 93 IEXPAN +CONSOl -,BLOWCOUNTS/FTTest , ench Lot #8 Palomar Airport Business Park Carlsbad, California JOB NO 1 8A-3093 FIGURE NO If DATE 2/28/8A <eM LOG NO. 6 EQUIPMENT Case Backhoe SURFACE UE VAT ION Not Avai lable u. _ £ 0°- S 0 5,! 2- 3- 5- e: 7-j 8- 9- •- 10- 11- 1-2 JJ DIMENSION 24" Bucket GROUNDWATER DEPTH Not Encountered DESCRIPTION AND CLASSIFICATION \ | DESCRIPTION ; < AND REMARKS Damp, fine sand with some Inter- mixed clay I -FILL- i Damp, fine sand - FORMAT 10 N- Bottom of excavat ion COLOR Light brown Light brown 2 WATER TABLE ' ^ LOOSE BAG SAMPLE [2] IN-PLACE SAMPLE U DRIVE SAMPLE ' CONSISTENCY Med i urn dense ii Dense TYPE SP SC c L IN-PLACEMOISTURE%9.3 8 7 IN-PLACEDENSITYpe»105 107 OPTIMUMMOISTUREATE LOGGED 2/22/84 JBR 3 >- e s — »•-^ t/t u lo (RELATIVE vIftCKIClTV %90 93 EXPAN +CONSOL -i BLOWCOUNTS/FT, Test Trench Lot #8 Palomar Airport Business Park Carlsbad, California JOB NO 84-3093 IGURE NO llg DATE 2/28/84 LOG NO 7 140 130 120 110 100 80 a h- UJ *t— z IT Q \ \ V[ \ \ Uy\ \A \ \ \ \\ ' LABORATORY SOIL DATA SUMMARY \ \> \ \\ ^sy \A\0\ / MAXIMUM DRY DENSITY (pcf) \ AvAY OPTIMUM MOISTURE CONTENT (%) M *-2 Ar— 1 «•• *c — 3oV3\\OA -S^Xvo>\\ 2 116 11 13 2 16 DIRECT SHEAR TEST DATA APPARENT COHESION fptf) APPARENT FRICTION ANGLE 1 2 175 500 31 20 3 MECHANICAL ANALYSIS 3 % 4 10 40 200 Q n 40 C.\J \ 0 ^ ». 1000 l( ^ ^V v»HAIV v \ i i ^ \l \ UUDDlXO \K\ 3 S.^270 >\\ 1\ I ttl\\1 1v\f \\\ llx,vv % \\ 1 ^ "" 3 ** ^2 ,3 DO 10 10 01 001 0001 N SIZE IN MILLIMETERS GRAVEL C 1 F C SAND ;kJ 1 C "-*' •— >M 1 r » CLAY 7 115 S 3r260 SPECIFIC GRAVITY 1 1A 8 V0ir250 ^ \K>- ZERO AIR VOIDS CURVES OISTURE CONTENT % > <1Q 0 10 20 30 40 LABORATORY COMPACTION TEST SOIL TYPE 1 2 3 SOIL CLASSIFICATION Light brown, fine sand Green-brown, sandy clay Brown, fine sand, some intermixed clay SWELL TEST DATA INITIAL DRY DENSI TY (pcf) INITIAL WATER CONTENT (%) LOAD (ps f) PERCENT SWELL I 2 3 106 10*» T» 12 5 1^4 1A/* 78 27 BORING NO 1 2' 1 7' 2 51 JOB NO 81»-3093 FIGURE NO 1 Proposed Structure —^ - Concrete Floor Slab reinforcement of Foundations and Floor Slabs following the emendations of the Architect or Structural Engineer. — Concrete Foundation Top of Compacted Fill Slope Compacted Fill Slope (Maximum Inclination 1.5 1.0) 12" Minimum —_,' •• — ' -IT" ' /-' — 5« 0"—— Total De>tih of Footing ~, Compacted Fill TYPICAL SECTION (Showing Proposed Foundation Located Within Five Feet of Top of Compacted Fill Slope) TOTAL DEPTH OF FOOTING NCiS FROM TOP OF SLOPE 0 /1 / 2 ; 3 u' 1.5 1.0 Fill Slope 52" W 36" 28" 20" 2.0 1.0 Fill Slope ^2" 36" 30" 2k" 18" Job No. 8^3093 Figure No.|V CM •t f-v 000'001 1/1 UJ ae. Q. I o o OOt ooe - uo i;ep L [OSUOQ Job N05A-309 UU Figure No. v APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material \» larger than a No 200 sieve GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than GW Well-graded gravels gravel and sand mix- No 4 sieve size, but smaller than 3" tures, little or no fines GP Poorly graded gravels gravel and sand mix- tures, little or no fines GRAVELS WITH FINES GM Silty gravels poorly graded gravel-sand-silt (appreciable amount) mixtures GC Clay gravels, poorly graded gravel-sand-silt mixtures SANDS CLEAN SANDS SW Well-graded sand gravelly sands little or no More than half of coarse fraction is smaller than a no fines No 4 sieve SP Poorly graded sands, gravelly sands little or no fines SANDS WITH FINES SM Silty sands, poorly graded sand and silty (appreciable amount) mixtures SC Clayey sands, poorly graded sand and clay mixtures FINE-GRAINED More than half of material is smaller than a No 200 sieve SILTS AND CLAYS ML Inorganic silts and very fine sands rock flour sandy silt and clayey-silt sand mixtures with a slight plasticity Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity, gravelly clays sandy clays, silty clays clean clays OL Organic silts and organic silty clays of low plasticity MH Inorganic silts micaceous or diatomaceous fine sandy or silty soils elastic silts Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity fat clays OH Organic clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat and other highly organic soils APPENDIX B GRADING SPECIFICATIONS GENERAL The intent of this item is to properly establish procedures for cleaning and compacting natural ground, preparing areas to be filled, and placing and compacting fill material to the grades and slopes as shown on the Grading Plans. CLEARING All vegetation, brush and debris shall be removed, piled and burned, or otherwise disposed of, to give the surface a neat and finished appearance. COMPACTING NATURAL GROUND After clearing, the natural ground shall be scarified to a depth of at least 12 inches, watered to optimum requirements and compacted to not less than 90 percent of maximum dry density, according to A.S.T.M. Test Method D-1557, in a four-inch diameter, cylindrical mold of 1/30th-cubic-foot volume. Field density tests shall be taken in the natural ground in accordance with A.S.T.M. Test Method D-1556. FILL MATERIALS Materials for the fill shall be approved by the soils engineer and shall be free from organic matter and other deleterious substances. In the event that expansive materials are encountered within three feet of finished grade, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive — unless designed for this clayey condition. PLACING AND COMPACTING FILL MATERIAL After preparing the areas to be filled, the fill materials shall be placed in layers not to exceed six inches in compacted thickness. Each layer shall be watered to opti- mum requirements and compacted to not less than 90 percent of maximum dry density in accordance with A.S.T.M. Test Method D-1557. Compaction of the fill shall then proceed in the specified manner to the grades shown on the approved plans. When the slope ratio of the original ground is steeper than 5.0 horizontal to 1.0 vertical, the original ground shall be benched. Ground slopes flatter than 5.0 horizontal to 1.0 vertical shall be benched when considered necessary by the soils engineer. Fill slopes shall be compacted by means of a sheepsfoot roller, or other suitable equipment. Slope compaction shall be continued until the slopes are stable but not too dense for planting. Field density tests shall be taken when considered necessary by the soils engineer in accordance with A.S.T.M. Test Method D-1556 and shall be made not exceeding two feet in vertical height providing each layer is tested. FIELD OBSERVATION AND DENSITY TESTING Observation and testing of the fill shall be made by the representative of Geotechnical Exploration, Inc. during the grading operation so that it can be reasonably assumed that the fill was placed in accordance with these specifications. SEASON LIMITS No fill material shall be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rams, the filling operation shall not be resumed until field tests indicate that the moisture content and density of the fill are as previously specified.