APR 19 Et. '1 \O j. for REFERENCE sot to be taken from this room PRELIMINARY SOILS INVESTIGATION KAILUA HEIGHTS SUBDIVISION UNIT 6-B OAHU, HAW AI I

Transcription

1 ~ 445 r..., --.-:No, ,. ~ ~... _., ~ ~ , ':'" G?1 d Lf d ~ d.. 6: P.#g611.ft APR 19 Et. '1 \O j for REFERENCE sot to b takn from this room 1ft H~ 1 ~t /. ~P. ~~ PRELMNARY SOLS NVESTGATON KALUA HEGHTS SUBDVSON UNT 6-B ~LUA, OAHU, HAW A for HAWAAN PACFC NDUSTRES, NC. T.M.K.,. 1ft 4--R..-18 $;.. :, Aprl,.l 6, &~. ~~ 11ftr"Tr ~ ERNEST K. HRATA w.o. 140 OCATES, NC.

2 & ERNEST K. HRATA & ASSOCATES, NC. Soils and Founda.tion Enginring 1157 South King Strt Honolulu, Hawaii Phon April 6, 1972 W.O. 140 Hawaiian Pacific ndustris, nc E Kolu Driv Kailua, Oahu, Hawaii Attntion: Mr. William Rus Gntlmn:.Th following rport titld "Prliminary Soils nvstigation, Kailua Hights Subdivision Unit 6-B, Kailua, Oahu, Hawaii," datd April 6, 1972 our work ordr 140 is nclosd. This invstigation was authorizd to dtrmin th subsurfac soil conditions at th sit and to dtrmin if any unusual or advrs soil condition might xist which would affct th proposd dvlopmnt. W found that th surfac soils on th two ridgs ar comprisd of a layr of silty clay avraging two ft in thicknss. Undrlying th surfac soil was wathrd rock classifid as clayy silts grading to hard rock with dpth. Th lowr aras adjacnt to th xisting subdivision wr composd of a surfac layr of brown silty clay undrlain my mottld yllow wathrd rock. Th wathrd rock was found to b vry hard. Th sit is fasibl for th proposd dvlopmnt providd th rcommndations in this rport ar followd. W apprciat th opportunity to b of srvic. Should you hav any qustions concrning this rport, plas call on us. Vry truly yours, Ernst K. Hirata & Associats, nc. cd&!jr~ Ernst K. Hirata -

3 TABLE OF CONTENTS Pag NTRODUCTON STE DESCRPTON... PROPOSED GRADNG FELD EXPLORATON LABORATORY TESTNG SOL CONDTONS ENGNEERNG ANALYSES 2. Slop Stability 4. Groundwatr Baring Capacity and Sttlmnt. 5 V. Expansiv Soils v. Grading V. Pavmnt Dsign CONCLUSONS AND RECO~mENDATONS APPENDX Appndix of Laboratory Tsting Laboratory Tst Rsults Standard Grading Spcifications Pag 1 and 2 Pag 1 through 6 - PLATES Log of Borings Consolidation Tst Rport Maximum Dnsity Curvs CBR Tst Rsults Prliminary Rough.Grading Plan Plats Al through A4 Plats Bl through B4 Plats Cl through C3 Plat D

4 PRELMNARY SOLS NVESTGATON KALUA HEGHTS SUBDVSON UNT 6-8 KALUA, OAHU, HAWA NTRODUCTON This rport prsnts th rsults of our soils invstigation conductd on th subjct proprty. Th scop of this invstigation was plannd in collaboration with Mr. Calvin Kim of VTN Pacific. This invstigation was authorizd to dtrmin th subsurfac soil conditions at th sit and to provid rcommndations for th housing dvlopmnt. STE DESCRPTON This invstigation ncompasss approximatly 12 acrs of land along th northwstrn ridgs of Kailua Hights. Topographically, th sit includs portions of two ridgs ovrlooking Aukl and Loho Strts. Th total rlif for th proposd subdivision will b approximatly 160 ft. Th ntir sit is covrd with a modrat to havy growth of trs and brush. Groundwatr was not ncountrd in any of th xploratory borings nor was surfac watr obsrvd on th sit. -

5 " Pag 2 W.O. 140 PROPOSED GRAD~G Th proposd subdivision will includ 49 lots. Gradlng tchniqus of cutting and filling will b utilizd to dvlop pad aras and propr drainag. Cut slops ar plannd at - slop gradints of 1:1 and 1!:1 whil fill slops ar plannd at 2:1 slop gradints Th maximum hight of fill slops is not xpctd to xcd 30 ft vrtically, whil th maximum hight of cut slop is not xpctd to xcd!!q ft. Th maximum vrtical thicknss of cut will b about 40 ft, whil th maximum vrtical thicknss of fill will b on th ordr of 30 ft. Swrs ar plannd to handl th swag disposal for th proposd dvlopmnt. FELD EXPLORATON Fild xploration was prformd on March 13, 1972 using a truck mountd rotary drill rig. n addition, visual xamination was mad of th xposd slop facing Kina Strt. Th soils wr continuously loggd by our fild nginr and classifid by visual xamination in accordanc with th Unifid Soil Classification Systm

6 ... ~, Pag 3 W.O. 140 Undisturbd and bag sampls wr rcovrd from th borings for laboratory tsting. Undisturbd sampls wr obtaind by driving a split tub samplr with a 140 pound hammr from a hight of 30 inchs. Th rquird blow count for ach 6 inchs of pntration is shown on th nclosd Boring Logs. LABORATORY TESTNG Laboratory tsting was prformd on th undisturbd and bag sampls. Laboratory tsts includ Attrburg Limits, moistur dnsity rlationships, consolidations, compactions, swlls, and shars. Tst rsults and tsting procdurs ar dscribd in th attachd Appndix. SOL CONDTONS Rsults of th subsurfac invstigation indicat that th two ridgs ar comprisd of a surfac layr of silty clay avraging two ft in thicknss. Undrlying th surfac soil was wathrd rock classifid as clayy silts grading to hard rock with dpth. Tb lowr aras adjacnt to th xisting subdivision wr composd of a surfac layr of brown silty clay undrlain by mottld yllow wathrd rock. Vry fw undisturbd sampls wr rcovrd from th wathrd rock du to its hardnss.

7 Pag 4 W.O. 140 ENGNEERNG ANALYSES. Slop Stability A. Fill Slop~s: Laboratory tst rsults on th rmoldd sampls indicat that fill slops will b stabl providd slop gradints do not xcd 2:1 (horizontal to vrtical.) B. Cut Sl9ps: Cut slops composd of th gray hard wathrd rock may b dsignd using a slop gradint of 1:1. Howvr for thos cut slops ncountrd in th yllowish brown wathrd rock, slop gradints sbould b limitd to 11:1 or lss. W anticipat that th highst cut slop plannd will probably b foundd in th gray wathrd rock whr 1:1 slop gradints may b usd. During grading oprations, if th matrial varis from what is xpctd, slop gradints may nd to b rdsignd. W rcommnd planting of both cut and fill slops as soon as practical to minimiz any rosion and wathring ffcts.. Groundwatr Groundwatr is not anticipatd from any of th cut slops. Howvr rquirmnts for any possibl subdrains will b

8 Pag 5 W.O. 140 dtrmind during grading oprations.. Baring Capacity and Sttlmnt f all brush and organic matrial is rmovd prior to placmnt of fill, sttlmnt of th undrlying strata should b ngligibl. An allowabl baring valu of 4000 PSF may b usd for footings foundd on th wathrd rock matrial. An allowabl baring valu of 2000 PSF may b usd for footings foundd on fill. All footings should b a minimum of 12 inchs in width and mbddd 12 inchs blow th adjacnt finishd grad. V. ~~pa~siv Soils Th onsit soils xhibit only slight volum chang patntial with changs in moistur contnt in th rmoldd stat. n its undisturbd stat, th soil xhibits modrat swll potntial. Thrfor, all slabs on grad should b rinforcd with 6x6-10x10 wldd wir fabric. V. Grading A. Ripp~bility: Th major portion of th onsit soils ncountrd during our invstigat~on indicat that

9 .,_,;Jt.-t~ Pag 6 W.O. 140 blasting may b rquird during grading oprations. Th lowr aras adjacnt to th xisting subdivision indicat tbat xcavations can b mad with convntional arth moving quipmnt. B. EJlbankmnt Shrinkag: Approximatly th uppr 2 inchs of soil can b xpctd to b lost during grubbing oprations. W anticipat a 1% swll of borrow matrial of th wathrd gray rock. C. nsitu Moistur Contnt:.Th avrag insitu moistur of th soils is only slightly abov optimwn moistur. Compaction can b achivd without th nd for air drying of th soils. V. Pavmnt Dsign W rcommnd that th following pavmnt sction b considrd in th dsign of th roadway. 2" Asphaltic Concrt Bas Cours 6" CBR 85% Slct Borrow Sub-bas 6" 95% Compaction Prpard Subgrad 6" 95% Compaction Scarifid in uppr 6" and rcompactd

10 .,... ",) l ~. r.! ' CONCLUSONS AND RECOMMENDATONS Pag 7 W.O Th sit is fasibl for th proposd dvlopmnt. 2. Fill slops should b grossly stabl at slop gradints of 2~1 (horizontal to vrtical). 3. Cut slops composd of th gray hard wathrd rock may b dsignd using a slop gradint of 1:1. Whr cut slops ncountr th yllowish brown matrial, slop gradints should b limitd to 1!:1 or lss. 4. Both cut and fill slops should b plantd as soon as practical to minimiz tl:t ffcts of wathring. 5. Th nd for subdrains is not anticipatd. 6. Th sttlmnt of th undrlying strata as a r~ult of fill placmnt is xpctd to b ngligibl. 7. An allowabl baring valu of 4000 PSF may b usd for footings foundd on th wathrd roc~ matrial. An allowabl baring valu of 2000 PSF may b usd for footings foundd on th compactd fill. All footings should b a minimum of 12 inchs in width and mbddd 12 inchs blow th adjacnt finishd grad.

11 U h~s W.O Th onsit soils ar considrd only slight to modratly xpansiv. Thrfor, all slabs on grad should b rinforcd with 6x6-10xl0 wldd wir fabric. 9. Th major portion of th on sit soils will probably rquir blasting. 10. Approximatly th uppr 2 inchs of soil can b xpctd to b lost during grubbing oprations. W anticipat a 1% swll of borrow matrial of th wathrd gray rock. 11. Compaction can b achivd without th nd for air drying of th soils. 12. Onsit soils ar suitabl for fill matrial. 13. All trs, roots, brush, and othr dltrious matrials shall b rmovd and wastd from th sit. 14. Ovrsiz matrial shall not b placd within 10 ft of finish pad grad nor placd within 10 ft of any slop fac. 15. Aras to rciv fill which ar 5:1 or flattr shall b scarifid, watrd, mixd, blndd, and compactd to at last 90% rlativ ~R!l:Pacticm prior to placing of fill. t,g a dpth of 12 inchs

12 Pag 9 W.O Fill placd on surfacs which slop stpr than 5:1 sball b kyd and bnchd. 17. W rcommnd that any pad which is in both cut and fill matrial b ovrcut a thicknss qual to th maximum thicknss of fill on th pad up to a maximum of thr ft and rplacd with a uniformly thick blankt of compactd fill. 18. All fill shall b compactd to a minimum of 90% rlativ compaction as dtrmind by th Modifid AASHO T W rcommnd that th flxibl pavmnt dsign b basd on 2 inchs of asphaltic concrt with 6 inchs of bas cours matrial undrlain by 6 inchs of slct borrow sub-bas. Th subgrad should b compactd to 95% of th maximum dnsity for a minimum dpth of 6 inchs. Rspctfully submittd, Ernst K. Hirata & Associats, nc. C:AAu~/ t:a~ Ernst K. Hirata P.E. 2732

13 - Cla~sific~tiOil APPENDX OF LABORATORY TESTNG Th fild classification is vrifid in th laboratory, also in accordanc with th Unifid Soi.l Classification Systm. Laboratory classification is dtrmind by both visual xamination and Attrburg Limit Tsts according to AST D423 and D424. Th final classification is shown on th Boring Logs. Moistur-Dnsity Th fild moistur contnt and dry unit wight ar dtrmind for ach of th undisturbd soil sampls. Th information is usful in providing a gross pictur of th soil consistncy btwn borings and any local variations. Th dry unit wight is dtrmind in pounds pr cubic foot whil th moistur contnt is dtrmind as a prcntag of th dry unit wight. Ths sampls ar obtaind from a 3" O.D. split tub S8JJJ.plr. Consolidation Sttlmnt prdictions of th soil's bhav~or undr load ar mad on th basis of th consolidation tsts. Loads ar applid in svral incrmnts in a gomtric progrssion, and th rsulting dformations ar rcordd at slctd tim intrvals. Porous stons ar placd in contact with th top and bottom of ach spcimn having an insid diamtr of 2.40 inchs and a hight of 1 inch to prmit addition and

14 rlas of por fluid. Rsults of undisturbd and rmoldd sampls ar plottd on. th Consolidation Tst Rport. Compaction Tsts Compaction tsts wr prformd on bag sampls to dtrmin th optimum moistur.contnt at which ach typ of proposd fill matrial compacts to 100% dnsity. Th tsts wr prformd according to th Modifid AASHO T-180. Swll Tsts Swll tsts wr prformd to dtrmin th xpansivnss of th onsit surfac soils. Th tsts wr prformd on undisturbd ring and rmoldd sampls taking a on inch high spcimn undr diffrnt surcharg loads. Shar Tsts Shar tsts ar prformd in th Dirct Shar Machin which is of th strain control typ. Th rat of dformation is approximatly 0.03 inchs pr minut. Each sampl is shard undr varying confining loads in ordr to dtrmin th Coulomb shar strngth para~trs, cohsion and angl of intrnal friction. Eighty prcnt of th ultimat valu is takn to dtrmin th shar strngth paramtrs. Pag 2

15 LABORATORY T~ST RESULTS Projct: Kailua Hights Unit 6B w. 0. _,.!;.;14~0'--- Boring or Tst Pit No. Bl B1 B2 B3 Dpth (ft.) 5' 2'-5' 2'-7' 6'-12' Attrburg Limit Tsts Liquid Limit Plastic Limit Plastic ndx So~l Classification ML ML ML ML 90 PSF Natural Rmoldd PSF. - Natural 1.4 Rmoldd Unconfin Strss (PSF) Proctor -Max. Dry Unit Wt. (PCF) Optimum Watr (%) Wt Dnsity n-plac (PCF) Moistur n-plac (%) 25.0 Dry Unit Wt. n-plac (PCF) - C Rmoldd Shar fij (KSF)

16 ERNEST K. HRATA_& ASSOCATES NC. STANDARD GRADNG SPECFCATONS Ths spc.ifications prsnt th usual and minimum rquirmnts. for grading oprations prformd undr th control of Ernst K. Hirata & Associats nc. No dviation from ths spcifications will b allowd, xcpt whr spcifically suprsdd in th prliminary soils rport, or in.othr writtn communication signd by th Soils Enginr.. GENERAL A. Th Soils Enginr is th Ownr's or Buildr's rprsntativ on th projct. For th purpos of ths spcifications, suprvision by th Soils Enginr includs that inspction prformd by any prson or prsons mployd by, and rsponsibl.to, th licnsd Civil Enginr signing th soils rport. B. All claring, sit prparation or arthwork prformd on th projct shall b conductd by th Contractor undr th suprvision of th Soils Enginr. c. t is th Contractor's rsponsibility to prpar th ground surfac to rciv th fills to th satisfaction of th Soils Enginr and to plac, sprad, mix, watr and compact th fill in accordanc with th spcifi~ cations of th Soils Enginr. Th Contractor shall also rmov all matrial considrd unsatisfactory by th Soils Enginr. D. t is also th Contractor's rsponsibility to hav suitabl and sufficint compaction quipmnt on th job s.it to handl th amount of fill bing placd. f ncssary, xcavation quipmnt will b shut down to prmit compltion of compaction. Sufficint watring apparatus will also b providd by th Contractor, with du considration for th fill matrial, rat of placmnt and tim of yar. E. A final rport shall b issud by th Soils Enginr attsting to th Contractor's conformanc with ths spcifications.

17 Standard Grading Spcifications Pag 2. STE PREPARATON A. All vgtation and dltrious matrial such as rubbish shall b disposd of offsit. This rmoval must b concludd prior to placing fill. B. Soil, alluvium or rock matrials dtrmind by th Soils Enginr as bing unsuitabl for placmnt in compactd fills shall b rmovd and wastd from th sit. Any matrial incorporatd as a part of a compactd fill must b approvd by th Soils Enginr. C. Aftr th ground surfac to rciv fill has bn clard, it shall b scarifid, discd or bladd by th Contractor until it is uniform and fr from ruts, hollows, hummocks or othr unvn faturs which may prvnt uniform compaction. Th scarifid ground surfac shall thn b brought to optimum moistur~ mixd as rquird,.and compactd as spcifid. f th scarifid zon is gratr than twlv inchs in dpth, th xcss shall b rmovd and placd in lifts rstrictd to six inchs. Prior to placing fill, th ground surfac to rciv fill shall b inspctd, tstd and approvd by th Soils Enginr. D. Any undrground structurs such as csspools, cistrns, tunnls, sptic tanks, wlls, piplins or othrs not locatd prior to grading ar to b rmovd or tratd in a mannr prscribd by th Soils Enginr.. COMPACTED FLLS A. Any matrial importa or xcavatd on th proprty may b utilizd in th fill, providd ach matrial has bn dtrmind to b suitabl by th Soils Enginr. Roots, tr branchs and othr mattr missd during claring shall b rmovd from th fill as dirctd by th Soils Enginr.

18 Standard Grading Spcifications Pag 3 B. Rock fragmnts lss than six inchs in diamtr may b utilizd in th fill, providd: 1. Thy ar not placd in concntratd pockts. 2. Thr is a sufficint prcntag of fin-graind matrial to surround th rocks. 3. Th distribution of th rocks is suprvisd by th Soils Enginr. c. Rocks gratr than six inchs in diamtr shall b takn offsit, or placd in accordanc with th rconunndations of th Soils Enginr in aras dsignatd as suitabl for rock disposal. D. Matrial that is spongy, subjct to dcay, or othrwis considrd unsuitabl shall not b usd in th compactd fill. E. Rprsntativ sampls of matrials to b utilizd as compactd fill shall b analyzd in th laboratory by th Soils Enginr to dtrmin thir physical proprtis. f any matrial othr than that prviously tstd i.s ncountrd during grading, th appropriat analysis of this matrial shall b conductd by th Soils Enginr as soon as possibl. F. Matrial usd in th compacting procss shall b vnly sprad, watrd, procssd and compactd in thin lifts not to xcd six inchs in thicknss -. to obtain a uniformly dns layr. Th fill shall b placd anif"compactcrc:m a 'nor~izontal plan, unlss othrwis approvd by th Soils Enginr. G. f th moistur contnt or rlativ dnsity varis 0 from that rquird by th Soils Enginr, th Contractor shall rwork th fill until it is approvd by th Soils Enginr. - H. Each layr shall b compactd to 90 prcnt of th maximum dnsity in complianc with th tsting mthod spcifid by th controlling govrnmntal agncy.

19 -- Standard Grading Spcifications Pag 4 f compaction to a lssr prcntag is authorizd by th controlling govrnmntal agncy.bcaus of a spcific land us or xpansiv soil conditions, th ara to rciv fill compactd to lss than 90 prcnt shall ithr b dlinatd on th grading plan or appropriat rfrnc mad to th ara in th soil rport.. All fills shall b kyd and bnchd through all topsoil, colluvium, alluvium or crp matrial, into sound bdrock or firm matrial whr th slop rciving fill xcds a ratio of fiv horizontal to on vrtical, in accordanc with th rcommndations of th Soils Enginr. J. Th ky for sid hill fills shall b a minimum of 15 ft within bdrock or firm matrials, unlss othrwis spcifid in th soils rport. K. Drainag trracs and subdrainag dvics shall b constructd in complianc with th ordinancs of th controlling govrnmntal agncy, or with th rcommndations of th Soils Enginr. L. Th Contractor will b rquird to obtain a minimum rlativ compaction of 90 prcnt out to th finish slop fac o.f fill slops. This may b achivd by ithr ovrbuilding th slop and cutting back to th compactd cor, or by dirct compaction of th slop fac with suitabl quipmnt, or by any othr procdur which producs th rquird compaction. - f a mthod othr than ovrbuilding and cutting back to th compactd cor is to b mployd, slop tsts will b mad by th Soils Enginr during construction of th slops to dtrmin if th rquird compaction is bing achivd. Whr failing tsts occur or othr fild problms aris, th Contractor will b notifid of such conditions by writtn communication from th Soils Enginr in th form of a confrnc mmorandum, to avoid any misundrstanding arising from oral communication.

20 Standard Grading Spcifications Pag 5 f th mthod of achiving th ~quird slop compaction slctd by th Contractor fails to produc th ncssary rsults, th Contractor shall rwork or rbuild such slops until th rquird dgr of compaction is obtaind, at no additional cost to th Ownr or Soils Enginr. M. N. All fill slops should b plantd or protctd from rosion by mthods spcifid in th soils rport. Fill-ovr-cut slops s.hall b proprly kyd through topsoil, colluvium or crp matrial into rock or firm matrials; and th transition shall b strippd of all soil prior to placing fill. V. CUT SLOPES A. f any conditions not anticipatd in th prliminary rport such as prchd watr, spag, lnticular or confind strata of a potntially advrs natur ar ncountrd during grading, ths conditions shall b analyzd by th Soils Enginr; and rcommndations shall b mad to trat ths problms. B. Unlss othrwis spcifid in th soils rport, no cut slops shall b xcavatd highr or stpr than that allowd by th ordinancs of controlling govrnmntal agncis. c. Drainag trracs shall b constructd in complianc with th ordinancs o.f controlling govrnmntal agncis, or with th rcommndations of th Soils Enginr. V. GRADNG CONTROL A. nspction of th fill placmnt shall b providd by th Soils Enginr during th progrss of grading. B. n gnral, dnsity tsts shall b mad at intrvals not xcding two ft of fill hight of vry 500 cubic yards of fill placd. This critria will vary

21 _, Standard Grading Spcifications Pag 6 dpnding on soil conditions and th siz of th job. n any vnt, an adquat numbr of fild dnsity tsts shall b mad to vrify that th rquird compaction is bing achivd. c. Dnsity tsts shall also b mad on th surfac matrial to rciv fill as rquird by th Soils Enginr. D. All clanout, procssd ground to rciv fill, ky xcavations, subdrains and rock disposal must b inspctd and approvd by th Soils Enginr prior to placing any fill. t shall b th Contractor's rsponsibility to notify th Soils Enginr whn such aras ar rady for inspction. V. CONSTRUCTON CONSDERATONS A. Erosion control masurs, whn ncssary, shall b providd by th Contractor during grading and prior to th compltion and construction of prmannt drainag controls. B. Upon compltion of grading and trmination of inspctions by th Soils Enginr, no furthr filling or xcavating, including that ncssary for footings, founda.tions, larg tr wlls, rtaining walls, or othr faturs shall b prformd without th approval of th Soils Enginr. C. Car shall b takn by th Contractor during final grading to prsrv c:my brms, drainag trracs, intrcptor swals, or othr dvics of a prmannt natur on or adjacnt to th proprty.

22 ~-- BORNG NO._.!!! 4itSURFACE ELEV. 145 ±... t&....,:~ 0 l&j (/)0 Q. ERNEST K. HRATA a ASSOC. 0 ~ BORNG LOG DRVNG WT. 140 lb DATE OF DRLLNG DROP 30 in.. w.o z DRECT w Q~.,_a SHEAR. CLASSFCATON ~0... ~ ~Q...J:E w n:o STRENGTH PARAMETERS ~ c ( 0 /o Sand, 0 /o Silt, 0 /o Clay) Silty CLAY (ML) - Mottld brown, with som _g_ravl Wathrd Rock - Gray, hard -5- X 50/ " 25.0 X 50/! " End boring at 9 ft... w a;o w..,. t&.. wu. >-... ~z X w n:~...,_w (/) n: (!) w~ (l)t- Q. 0 <t zo >-z w - z 0 m W..J o::w co 0 o. m oo ~0 ~o t-10- t-15- t-20- ~25- t-30- i -. Plat Al

23 BORNG NO. B2 SURFACE ELEV. ~..,:~ 1.&.1 1.&.1 ~0 1&. cno,&ju. X 1.&.1 0::~... 0:: (!) t.j;l: &.1 ct zo u Q) W-l 0 o.m ~0 ERNEST K. HRATA a ASSOC ± - 1&. u 0 ~ 0. 1.&.1~ >-... o::z ::::>LLJ n ~ z >-z o::w oo 0 0/ ~u BORNG LOG DRVNG WT. 140 lb. DATE OF DRLLNG z DROP :..: 30 in.:0 w.o DRECT Oo 1.&.1 -o:=: SHEAR >~ _u l-t STRENGTH cto. PARAMETERS.J:E wo o::u c CLASSFCATON { 0 /o Sand, 0 /o Silt, 0 /ociay) Clayy SLT (ML) - Brown, with gravl and cobbls. Wathrd Rock - hard. Mottld gray, ~5- X ~0/0' ~ Rock - Purplish gray, hard X ~5/0 End boring at.10 ft......, ~30- Plat A2

24 BORNG NO. ERNEST K. HRATA a ASSOC. B3 SURFACE ELEV ~~ ± t-=. ll. 0 J (/)... 0 ~ w _o a. ll. (1)0 w... WlL. >-... ~2 BORNG LOG DRVNG WT. 140 l h DATE OF DRLLNG DROP 30 in. w.o DRECT w 2~ SHEAR 2:o 1-<1: STRENGTH <[0.. PARAMETERS..J:! wo o::o 1-0 CLASSFCATON c ( 0 /o Sand, 0 /o Silt, 0 /o Clay) Silty CLAY (ML) - cobbls Brown, with ~5- X ~10- X ; 3" Wathrd Rock - hard. - Mottld yllow, ~15- ~X 20; 0" End boring at 15 ft. '.. :a: w 0::~ () J-W 1-0: (!) w~ (1)1- a. 2 0 <[ w zo >w - z 0 J) W..J gso oo 0 a..m :zo i-0 ~20- ~ Plat A3

25 ~~ BORNG NO.~ SURFACE ELEV. -o... t-=. ll C/)1-0 w _o Q. ll rno >- wil 1- :r: w O::'C/l' 1- C/) a: (!) w:; Q. >-2 w 0 <( z 0 a::w 0 0 Q) w _J oo ERNEST K. HRATA a ASSOC. Q,CXl 57 ± ~ 0 Wa::z :;,w 1-1- ~z oo :!EO BORNG LOG DRVNG WT. 140 lb. DATE OF DRLLNG DROP DRECT Oo w -ir SHEAR >- _o STRENGTH ~~ PARAMETERS -J:E wo a::o c 30 in ;:; ll w.o "'. CLASSFCATON ( 0 /o Sand, 0 /o Silt, 0 /o Clay) Silty CLAY (ML) -. Brown, stiff Wathrd Rock - firm Mottld yllow, f-5- X ' -10- X 40/ 14" End boring at 10.3 ft... i f Plat A4

26 ~ ~.. ERNEST K. HRATA & ASSOCATES, NC s:: 0 ri +J -~ ri.-4 0 ~ r-t- 0 (J) -1 *... N """" s:: 1-i- 1--r-, r u -2 ~ -3 "" " '~-- -4 G; " -5 ~'--t- 1-r ' 1\ "V Prssur, p, Kips pr sq. ft. T)'p of Spcimn Undisturbd!tor Tst Aftr Tst Diam in. Bt 1.0 in. Vatr Contnt, v ~ yf 44.4~ Ovrburdn Prssur 1 Po T/sq tt. Prconsol. Prssur, Pc Cccprssion ndx, Cc Classification T/sq tt. Void Ratio, 0 SatUration, s 0 ~ st ~ Dry Dnsity, 7 c.'l. lb/tt. 3 t 20 at 0.. X 10- m/sc f \ u. 08 PL DlO Projct K.:ailua Hights Unit 6B W.O. 140 RiiBrks * Watr addd at 700 lng form 1 AY U 2090 PSF. Ara Boring No. B1 Sampl No. Dpth 5' El Dat CONSOLDATON TEST REPORT..Plat. Bl.. _... ' G 3424

27 J.:.t..."ii \ ', ERNEST K. HRATA & ASSOCATES, N< o.~ i ' s;:: 0 rol +J -~+1 rol 1-<l 0 * ~ r--~ -~- ~ 0 r-t- r ~ '- ~ -1 ""...!""'~ (.) -2 0 "(;) ~ -3 ' i -4 '1'yp ot Spcimn l ' Prssur, p, Kips pr sq. ft. Rmoldd Bfor Tst Aftr Tst Diam 2.40 in. Ht 1.0 in. Watr Contnt, v "' vf OVrbUrdn Prssur, Po Prcoosol. Prssur, Pc Cocprssion ndx, Cc Classification LL 43.0 OS PL 31.6 DlO ML '1'/sq ft '1'/sq ft Void Ratio, 0 f 34~6 "' Saturation, S 0 "' st ~ Dy Dnsity, 7d lb/rt 3 t 20 at 0 X 10- m/sc ProJct Kailua Hights Unit 6B W.O. 140 ' Rmarks * Watr addd at 700 PSF EHG FORM lmayu 2090 Ara Boring No. Bl Sampl No. Dpth El 2-5'!6t CONSOLDATON TEST REPORT. Plat B ,4

28 ERNEST K. HRATA & ASSOCATES, NC " ' s:: 0 r-1 -~ ""' r-1 ~ 0 ' 0 ~ -1 - "G ~ r ~ 0 u -2 ~ ~ Prssur, p, Kips pr sq. ft. Typ ot Spcimn - Rmoldd D:iam_ i~. Ht 1.0 in. Ovrb\lTdn Prssur, Po Prconsol. Prssur, Pc CCXDprssion ndx, Cc ClAssif'ication LL PL 24.7 OS 22.6 DlO ML T/sq tt T/sq tt Bfor Tst Aftr Tst Watr Contnt, v '~> vf' 16.0'~> Void Ratio, 0 f' Saturation, S 0 Dry Dnoity, 7d 1b/tt 3 ~ at 0 a ProJct "' x 10 m/sc sf' Kailua Hights Unit 6B W.O. 140 "' Rmrka Watr addd at 700 PS Ara EMG FORM MAY Boring No B2 Sampl No. Dpth 2-7' El Dat CONSOLDATON TEST REPORT. -Plat B3-. _ o a c a! -

29 ... ~ ERNEST K. HRATA & ASSOCATES, N< --~ o ~ a..., 0 ri -~ ri ~ ~... u -2 r- ~ r-- N3 'r-. "'\':\ """" 11-- t-.. ~ f-.1-!\.: Prssur, p, Kips pr sq. ft. '! Typ ot Spcimn Rmoldd Di.m in. Bt 1.0 in. OVrburdn Prssur, Po T/sq f't Prconsol. PrssUr, Pc T/sq f't Comprssion ndx, Cc Cl.assitiation ~for Tst Ai'tr Tst \latr Contnt, v ~ vf 24.9~ Void Ratio, 0 f Saturation, S 0 ~ st '/J Dry Dns1 t:y 1 7 d l.b/rt 3 t 20 at 0 X 10 m/sc u PL 24.8 J)lO Projct Kailua Hights Unit 6B W.O. 140 Rnark Watr addd at 700 PSF Ara : EHG form MAYU Boring No. B3 Sampl Ho. Dpth 6-12' El Dat CONSOLDATON TEST REPORT " 84 2,4.. Plat B

30 ~~-r~~~~~~, 4-1~+4~~+*~~~~i-~--r~~44-~~~+4~~~~~~r+~~~~+4~~~ -L:.-4- -l-1-h-f h l-l ++H-++-t-H-t-+H-t+,-H-++t-H++H-t+-t-H-t+.f-H++4 -H--+-HH-t+ 1 ' l ~ -~!-Ll t- H +-H-+ +-i-t-+-t !-4+ H--Li- 1 -t-h+-h-+-t-h-1--h-+-+-h+-h-++h-l.-hh f-+ -H t- -Hi_; ' H'. ' ' : i -+-t-t+ L -+i=p.=l t-1; r _._ LLHj ~- H~-,:-!r:ib:triT..- 71, ~.4--: =lf-i.r+.<,o-.,;ry-t-+4+-~~ +, -+-H--f--'4-HH ~ ~.1 ~~ '':.! ' T' li ''.J..;' - ' -t-.!. : '--- ~ LJ,- ' ' 'j_!_' : -.L~ L i ' : :...L:9 _:i&t-±:i:=::-7-' -+r.r-;...1.,.,;,rf-!..-;-j+-~_...-!..+-hh-;..-:-..!-.i..l-iff--l._.;..,-h!.1.. i i \ l i 1. t-. t j- r-t -i" _:.. '! j i ; l J-W i: _1 i :: i i-tt t~ f : ~l++-t :! f n f ~~; ~; 1! :' 7 1 ' ' ' ' 1 1 ' 1 ' i l l_j_~ i_...,! 1 ; \ n l -:-~~-~~~~.-f~,-+,...l.:-+1~;-1., ~ j-...l...l.+-j-+-j _L_:_, ~:...~ J:Ofl_l_:,<L~\ _)_:_j_j..:.u.- ~~:J,.a..:.-~-f-= 1 :!ffi :_;_ t;t9l:!;;?ltr ~.~,l... -1, ;._-+-'-!-~..:.....:.. 1 -'--+-+-l \ :!,!it! ~ r1: ::!t'.!lrl., L~,; 1-j -:---;-r--r i T! : l ; ;! ;--+:-+--1 ' ~- -~ ~: -:-;..,...~~ _;_ -+' ~-+'-'-_,..,..~,_...---"--. ~..!...!--t-*'1 _;_~~ +-.l-.:.,.-l.l 4-~ ' i ~~-..1. ' wj i --rtt-r- 1! ~ ' c-' -7.:.-v:r'a-aa -~-rr-j-j! ~-rrl!t i~ 1 i -,-.~4~-l.,--'-1~1~!+...;...++-J!! 1 t_ r 1 l ; 1 1 :,,. ; ' l! ' ' ti: ' ~UT-.:ro.,. s:~.,:...:._..;...-:--t-"-l:...j...!-!-l._;_+~ f- '1 r l i 'f-'i' ' l'l', :ol,,,.l ~-+~-+-+-+;~-i-+- ~:-:-:-:-:- ~t-+-+-: : : r-1-1 : 0 i! :~,_J~~~:~:~~~ T-+;~i_.!-+:--~:-+~._l.._l.j~l~~~~~~~4 ~-,.-...,...,1---r-, +-+,~,-;-~ ~. -t-;-1-i,h-..,..~-i-1 -:, ~~ "--,--"--- 1 ~ (%}=\.tn:-it.lnq::l:~u.ls.o::r:t\i~:+j~~t~':::;~t+~ 1 =~t~~j:=~=; =t:~ =t 1 ±~j,ct :r~ ' 1 '!. : ' ;! i! ' ' ' 1!11 f l! _! : 1 ~~r-~~r-ii~:~;-+-;-t-~~~---~~--~~~~-;~1~_ ~ ~-~~-t-. -+-t-~~~-~~~~...-1!~-;-.-t~~-+-_~,-+-+~-+-+~-: -+~--- '-'"'--''"'~ -.~.~-~ ~1~1~ ' j!! ' '!! i! _t ' ;,!! ' i! ~"!!! : i! i : i '~ ; i i :,. i! l. ~- i ;r! i t ' ; '\.!! i i t '\!,.. 1 r--. 1, ;!. i ' ; r-j-1-~~~~::-+; '~;-r~-~~~~~-;,-+,-.-t ~',_-+-+'-~-i'~~~- ~ ~ -~~~~-;-,~-~L~~~-+~~-+-+-+~_.~~~~~~~~~: : :-r-! : ' ~! i lilt ii! it j! t 1., i ~ i rl ~~! i,_: ~; ~! ~r-~._, 1._,1~c-<'-~ 1+--t...L.L!...~ '. ; ' ~...:- ' ' ' ' ' ' : ' ; ::;,, 1 : : 1 1 ' 1, 1,,, -_...- vr rl!>2-~. ~, 1..,... 0 ~- " 0 r r (!!,. f! ~ ~ r! i 1 1, L,_ i ~V:... - '"" i! 1.;::;:. ;!! '! ' 0 i j ' i ; j ' ; ' i! l! ; ' c l i ; ',!:V,'-. ' 1 :!! : i i i! ' ' : i!! ' ~ j!.i,!! 1! 1 j l 1 i 1! J i i L, -r 'lc--,'-;~-t-f-t-+1-+! '-+...l.-~_...~_;_+-'---,-~~ ; _ -;-t.-,--+~-+-'-~ -+'-'--+-i! i -l j i! :,! 1.!! L.1. :! i- l ; i 1 j i : i i! j j ' '!! 1! ' ' i i!! i! i i '! ~. i 1! '!!.f.: i -~! j l., -,,..! ~ ' ' '!! j i! ; : '! ' '. ) j t : 1 -! i!!! ~ i :.!!! ; 1!! -T "T"T 11 ' ' ''!!.,!,- i! l i! ' ;! ; i : : ' i 1! ' ' '! o!! ' 1 '! '!! i '! i '. l_'i JN S~LVlJOSSV ~. VLVHH "X ~S~NUa

31 . -~? c ":> "' ; 0'-.. 0 ;< i"::; 2 :.:,.: o-- < ~ 0.. :, z =~ E l ' ~;~i-.~~-~-~~-. ' ERNEST K. HRATA & ASSOCATES l : t r-t-h+~. ; ' '. :--' --- -~ l- --:- -- ;_.--~-~-7-i- 1 \ ; ' i. ' ' i t. i. :.. i Jl i i o o 1 i i 1 i i.; ; i ; i! i i' i ii! i!, i : 1 1 l l! : r ; j!!!! :! ; 1 i ~ T~;_;_f_1_T_! r i ~ i 1 l!.! l ' i i j i! i i -~-l j! i i '!.! ' i i : i. i i! _ i : _i ' r 1 t! : i, i t, : l i i 1 :.~. l 1 i 1 1 1, 1 i, 1 : i :! ' L i i i i., : i! i,. : 'T'i 'i i i : i! i i i i T:T j., j i '! : i i '!,. ; i j i T ; f j j l ~~-~ T i l i i i i : i ~-~-:! i/ 1 1! i t)ta;l J!i,.! t c : '! r i i 1,! 1 ' 1! t i 1 ' 1! : i 1 1 i 1 i l 1 ' n " 1 ". TR,-,. i,, 1, 1 ;,, :, 1! 1 1 ' ' , ,,, ; 1 1, , 1 ; ;, 1 r: :--,-r., ; '! ', 1 ' ', r rr-r :, , i : ' 1 ll ~~-~- 1, :,,...-:._., '1--;--,~~~-.J., ;-,_. :_, 1!, ' 1 1 i ; : ' ; 1 ',, 1, 1 : 1, : , 1 ~-~~, -~-~~-,-r; 1 1 '.: 1 : 1 ;, 1 1 ; 1., 1 : 1!.,, :, : i ; i! :!... : : :MAX:BfiD"CDENSTY_CJRYE : i : i! ~!! i j.!. l! :.-~-1-;-; i :.!! j l 1 1\ ;JtJill ff it' ~w ; j j ; ~ '. i l i ~ i! : \!..! ~!!.! ~.! l : i 1 1 j ' : '! ' ' ' i. : i i! ',. n-~ -.--,;---,--, 1,_,., ::-:-, ;,, :, ~~,,, -, 1, ',, : 1,,,!! ~! ~ ~ t : ' ' :! l. i!!!... ~! : '. 1-; : '. -t! i : ' r: i i i : ' ' ' ll i : i i :--l! : : ; i ' ;! i i : :! -,-.-,-.-. ' :! '!! i i! : ' '! i : i i i ' l i ; ~ i!! i ; : i i j j i : i l i ~ i i i! l j i ' ; ' ' ) ' ' ' r,. : i! i i ' :..J--'-'. '~ : 13~... _ ~. '. :. :. ;... ' ' v:.\...1'. i ). ' 1.i i : 1,-y~ ' '. ' " ' '. " '. ' " "-'... ' ' i :. l! :. l : i T L -.,, i: ,! '._ j....l.ol\jl i ; i ' : \ i i i ; ',-1 -,-;, \! j'j i i i i! j i : i.,! "7{ ~\ i i _ 1 - : : l i! t i ~-~'ii 1!>1 7,---7--ta~t : l! :. ~! j ' ~-~ : : ; ',, l.i.'.: ; ; i. : i! : :!., i :~~ 1'n.-l 1 1 '',Ji,.. i'j-1! i! l l ;-,-~-ii-;-<;-; ': i 1 l-tj-1 ; ; i i! o ~~ ~:71-~ ' ; i : ~~--~~-~--~-~~H-1 J.-+-!-T-~: :~ : ' ;!. :! j i! 1,, ' '..!.. ---~-~-..,--,-,-~- ~ ''' \1,,,, ' ',,, 1 7--h!, 1,! ;, ; J l.!.i i.; 11 j ;;:. 1 ;j t!! 1) j i llo; 1! j! lilll!ilitl : p: -- ' ; i. : -i-l, r.i! ' i 1/,_,! ' i i '! j i i i '! i!! il-l-,-;-;! : ' ' ' i :!:1 ll~! ;! i l!,. : ; ~ -,, y : -;-;--,--;-Tf!~~,.~,-,-;--!T\. : : i ~ 11111! 1 ol; ; iii! : l'i!! tlllillt! t11o tilt'!; tl 111! j!.-~1..: r irl-! 'r"'j,. i o\1 ' ' i : R=F:., i 1 l! ' i' i!!!! ' j i j -'' l,., '.! j! ~! i t i!! i j i ; ~! i r i ' ; 1 ; t ~! 1 1! 1! 1 t !! i! ; : i i! l i i ; l t! -- ~-~- i i i 1 i 11 l i i i i i! 1! ' i 1!. J.! ; ~ :!.. t! l j!! l l j i!! t l f l. ; : i i ' i '! 1-1 'j ; i i i i,. i-1- ; ;! i l j i i! i : ' : ' ; :! : : ; ' i ' '! : ' i : -c- j i i i! l 1...,..! '!.L...:V i ~ '=t+fi' o ' 1! 11 ' ' "_ 11! 1, 1,,,,,,,, :,, lt~:~ ~-1' ~ : ::i '-:: ' 1 1 1! i!! i 1! '!!!! i 1TTTT! j TT E~ o on'-t, EN-~T Lrcr.)-. -,- T! l,- ' '': l j, W-L-1, ;, ; ' r-' '. --L :, 1 ':' t 1 ',!,- L, : : : : : ; : ~,, :, i i, ijo:c s 'r'ulr-..! :. r - r ~ \-G- i '! j 1 1 ; 1, i ' 1 l -'! t-~ '. l l.,, K.or.~ng,.H~,. 1 1,,, 1, ~~-,, ~~~ :_::-.---,--;--.,..--;-,-,', ll i : 'ie'.,:;- li i 11 1,,, l!'l!ll:!! 1 i,! ~. 1. ~i :, :,!! 1, -H m=',,, 1 a :. o:r:r:r-r LL.!,. J.,,! :.._._: 1.:p't:iJ_,, :-:--. ~ , 1 1,, 1 r 1, 1 : q:l+:).~' 1_! ;-r-, : -~- 1! ltll: ~' ;.!til~.!tl:tl::!it;,ijil'l: 1 1, j.. : : ~r--t:! ~, -t-r- -;...! 1 ~, ~-.-.-n, t, :,,,, Clas- fii-f'i:c:a:t:i.onr-'lfl-;-;hemm._,s.a mrtv, '~T7 c:n:::x41it r -:T+-1', ' ;, 1 l ':t... : 1 : : :, ~!. ',, [, r.,,. i!, :, n-111 _--r-r-i ht-ht ; ~ ftt: 1 -r-! t ; t i ; _l, ; : ' t rrr~~.--rr- ~t=t:t~:;'-,_j-'-.:,...' +1_.,-l 1 1 ' 1 1 ~+ Tl 1 1~!;!;:!:_~- _LLl r J:J_ -r:.jtl W-1-lj=i T i j i l i ~-~ ---. ~ ;---:----;,--),---' \--:---;-,- ~-:-,-~-~--j-: ; ; i : ~! :~-~---,--,------:-- --:--.-,-, : : i j 1 1 ", -~~-, -.-1-r:-:--,;:-.iL~ : +~.- 7:-:- -n-r- -: i-..,,,._. r i,,.. r-n- --n-r- 1 i-tr 1 i,, ; '-i 1., 1 r,,,, -. -'-+-H-l=t J. H 1 -t+r H++-!-++-r-+ 1 -'.4--!+:! :. i t- J:'-~M-T-i-t2~ '. : - :! H-r r- j 1 l jl TH T H-+ ~~ -+-1-W '.! ~ A; ~ h-..!. '-H- -Hj i 1..!. : j ~ JJ '-'- -H+...,.,1 -r1 -~, ' Plat C2 NC.

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34 --- -.: ~--.._ ,..._~-.-.. ',/ ~/.., -'.) -~.. G.P. * SJ, 11 J~H -~.. ERNEST K HRATA & AlocrATE~., '... Soils arid Foundation Enginring.. 'ltu ~~1 1,, ; 1236 South King Strt Honolulu, Hawaii Phon ~ r:f/ Lon Star Hawaii, nc E Ko1u Driv Kailua, Oahu, Hawaii Attntion: Subjct: Gntlmn: Mr. Micbal S~ll Suprvisd Compactd Fill Rport Kailua Hights Unit 6B Kailua, Oahu, Hawaii Fbruary 7, i974~f W.O. 140-A Submittd hrwith is a compactd fill rport on th abov rfrncd projct. Th purpos of th tsting was to dtrmin that th spcifications rquird by th rvisd ordinancs of th City & County of Honolulu mt complianc. Th fild dnsity tst rsults ar prsntd in Tabl. Th approximat tst locations ar shown on th accompanying grading plan.. SOL TYPE SOL DESCRPTON MAXMUM DRY.DENSTY (:PCF) OPTMUM MOSTURE GM Gray Silty Gravl ML Brown Sandy Silt Th maximu!l dnsity and optimum moistur contnt of ach soil typ utilizd wr dtrmind in accordanc.with AS'rM D T. Fild dnsity tsts wr prformd in accordanc with th Sand-Con Mthod (ASTM D ~). MUNCiPAl REFERENCE & RECORDS CENTER. City & County of Honoiulu. City Hall Annx. 558 S. King Strt Honolulu. Hawaii ~~~~k 1)11

35 L.;j -~ )~~-./,~ ~ ~ 2 ' -~~~~ 14o~j J DSCUSSON 1. All dltrious matrials such as brush, rubbish, tc. wr disposd of offsit prior to placing fill. 2. Tb xposd ground sur~ac was scarifid to a dpth of 6 inchs, moistnd or :drid as rquird to achiv optim'lim moistur conditions, and rcompactd to 90% of th laboratory standard~ 3. Fill was placd in lifts.rstrictd to 6 inchs in thicknss, moistnd or drid.as rquird, and compactd with vibratory compactors t o '90% or bttr as indicatd by th tst rsults. Rspctfully submittd, Ernst K. Hirata & Associats, nc. ~~ Ernst.K. Hirata P.E , i 1 l l EKH:ph

36 ,,,/' \. -'ii( --.',;?.~-/...:;. "'-.~ w.,{/' b' 140-A."--- \ ~.,v Unit 6B ""'-~,J Pag 1 TABLE.,.. DENSJ:'l'Y TEST RESULTS DATE TEST LOT ELEV. DENSTY MOSTURE MAX. % COMMENTS NO._ NO. (PCF) CONTENT DENSTY COMP. ~ D D : D D D D D DB D9 12' D D D D D