The URL can be used to link to this page

Home My WebLink AboutCT 82-04; PALOMAR OAKS II; PRELIMINARY SOILS INVESTIGATION; 1982-01-05PRELIMINARY SOILS ENGINEERING INVESTIGATION PROROSED COMMERCIAL DEVELOPMENT TEN (10) ACRE PARCEL ON THE SOUTH BOUNDARY OF PALOMAR OAKS PHASE III, PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA CONDUCTED FOR: BIRTCHER PACIFIC 27611 LA PAZ ROAD LAGUNA NIGUEL, CALIFORNIA 92677 1630-G South Sunk1st Street Anaheim. California 92806 (7 14) 634-2092 W.O. V-11401 JANUARY 5, 1982 t2 13} 852-4 710 I .... - January 5, 1982 Birtcher Pacific 27611 La Paz Road Laguna Niguel, California 92677 Gentlemen: W.O . V-11401 Subject : Preliminary Soils Engineering Investigation Proposed Commercial Development Ten (10) Acre Parcel on the South Boundary of Palomar Oaks Phase III, Palomar Airport Road Carlsbad, California Pursuant to your request , a Preliminary Soils Engineering Investigation was performed at the subject site. The purpose of the investigation was to determine the general engineering characteristics of the soils on and underlying the site and to provide specific r ecommendations for the design of foundations. The proposed development will be a planned business center. Cut and fill grading techniques will be emp oyed to develop level building pads for concrete tilt-up construction. Structural loads are not known at this time, but for the purpose of this report, they are assumed at the eighty (80) kip range f or column loads and wall loads in the range of three aJ d one-half (3.5) kips per lineal foot. SITE CONDITIONS The subject s i te is an irregular shaped parcel, approximat ely ten (10) acres in size. It follows an east-west trending canyon f or approximately 800 feet south of Palomar Airport Road in the City of Carlsbad . At the time of our investigation, the site consisted of steep t o gentle hills covered with dense chaparell . The lower t opoer aphic regions consist of natural drainage paths dotted with oak trees and covered with chaparell. Many piles of trash are spread over the sit e. 1630-G South Sunk,st Street Anaheim. Ca. 92806 (714) 634-2092 (213) 852-4710 .... , . - • Birtcher Pacifi c Page 2 W.O. V-11401 FIELD INVESTIGATION A field investigation wa s perf ormed in December, 1981, consisting of the excavation o f eleven (11 ) excavations by both tractor mounted backhoe equipment at l oc a tions shown on the a ct ache<l ~lan. As ~he test pits were advanced, the s oi l s were visually classi~iec by the Field Engineer. Logs of the test oits :1re shor~ in t~e Boring Logs . Undisturbed samples for detailed testing i n our laboratory were obtained by pushing or driving a sampling spoon into the material. A solid barrel-ty~e spoon was used having an inside diameter of 2 .50 inches with a tapered cutting tip at the lower end and a ball valve at the upper end. The barrel is lined with thin brass rings. each one (l") inch in length. The spoon penetrated i m:o the soil below the depth of boring approximately twelve (12") inches. The central portion of this sample was retained for testing. All samples in their natural field condition were sealed in air-tight containers and transported to the laboratory. FILL CONDITIONS Piles of trash encountered over the entire site were estimated to contain approximately 12,000 cubic yards. NATURAL CONDITIONS Natural ground encountered in the test pies appear to vary slightly throughout the site a s indicated in the Bor i ngs Logs. Groundwater was not encounter ed and caving did no t occur in any of the test pits. LABORATORY TESTING Shear tests were made wi ch a direct shear machine o f the strain control type in which the rat e of strain is 0.05 inches per minute . The machine is so designed that tests ma y be perf ormed ensuring a minimum of distur- bance from the field conditions . Saturated specimens were subjected to s hear under v a rious normal loa ds . The results of t ests based 1630-G South Sunk;st Street Anaheim. Cahforrna 92806 ! 71 4J 634-2092 (21 3) 852·4 710 on ultimate f77L .l-~3 • Bi~tcher Pacific Page 3 values, are presented on Plat e A. W.O. V-11401 Consolidation tests were performed on in-situ moisture and s aturated specimens of typical soils. The consolidometer, like the direct shea r • machine, is designed to receive the specimens in the field condition. Porous stones, placed at the top of the specimens, permit the free flow of water into or from the specimens during the test . Successive load increments were applied to the top of the specimen and progressive and final load settlement s under each increment were recorded to an accuracy of 0.0001 inch. The final settlements so obtained are plotted to determine the curves shown on Plate Band B2. Expansion tests were performed on typical spe~imens of natural soils. These tests were performed in accord2nce with the procedures outlined in U.B.C. Standard 29-2. Results of these tests are presented in Table I and indicate the soil to exhibit a very low to high expansion potential. CONCLUSIONS AND RECOMMENDATIONS On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporat ed in the design of foundation systems and are implemented in the field. If the encountered fill mat~rials will be re-used, it shall be cleansed of any deleterious substances and replaced as compacted fill in accor- dance with the attached "Specifications for Grading". Only thirty-five (35) to forty (40%) percent of fill materials is es t imated to be re- usable. Existing trees and low ve getation shall be stripped and hauled from the • site. • The loose upper soils shall be overexcavated to competent materials. The overexcavatcd materials shall be cleansed of any deleterious sub- stances and replaced as compacted fill in accor dance with the attached "Specifications for Grading". The Boring Logs indicate that the depth of loose soils varies from one (l') foot t o seven (7') feet. 1630-G South Sunk1st Street Anaheim, California 92806 ( 71 4) 634-2092 (2 t 's) 852--Ht 0 ,-J • Birtcher Pacif i c Fag~ 4 W.O . V-11401 The average depth o f excava t ion is estimated at approximately two (2') feet, based on the Boring Logs. The exact depth of excavation shall be ~xamined and determined by the Field Engineer at the time of grading. Fill slopes shall be c onstructed by benching into existing slopes. Benches shall be a minimum of eight (8') feet wide and shall be inspected by the Soils Engineer. Site drainage should be dispersed by non-erodable devices in a manner to preclude concentrated runoff over graded and natural slopes in accordance with requirements . . The entire grading operation shall be done i n accordance with the attached "Specifications for Grading". All grading and/or foundat ion plans shall be reviewed by the Soil Engineer. SLOPES Cut and fill slopes shall be protected from water erosion by planting or other approved methods. FOUNDATIONS The proposed structures shall be supported by isolated and continuous spread footings placed a minimum depth of twelve (12") inches below lowest adjacent finish grade utilizing a recormnended safe bearing value of 1700 pounds per square f oot and 1400 pounds per square foot, respectively. This value is f or dead plus live load and may be increased by one-third (1/3) for total including seismic and wind loads where allowed by code. Increases in bearing capacity for increases in footing dimensions are tabulated below: Minimum Minimum Bearing Increase ~ Deeth Width Value De:eth Width Maximum (inches) (inches) (psf) (psf/ft)(psf/ft) Continuous 12 12 1400 350 120 3000 Isolated 12 12 1700 350 95 3500 1630-G South Sunk1st Street Anaheim. California 92806 (714) 634-2092 (2131 852-471 0 Birtcher Pacific Page 5 W.O. V-11401 Footings which span from native ma t erial to compacted fill shall be reinforced with a minimum of f our (4) # 5 bars top and bottom. to c ontrol potential differential movement. Footings placed on or adjacent to slopes shall have a minimum horizontal distance of five (5') feet from the base of the footings to the face of the slope. EXPANSIVE SOILS Results of expansion tests indicate that the soils vary from a very low to high expansion potential with the predominant amount in the low to medium expansion potential range . Recommen1ations for these conditions are shown on the accompanying Expansive Soil Recommendations chart. Plate C. Expansion tests sh ould be performed at the completion of rough grading to determine final recommendations. UTILITIES No groundwater was encountered in the borings and should not be a factor in the development of the undergound utilities. No caving occurred in the borings. All regulations of the State of California Industrial Safety Commission and the 1970 OSHA requirements should be observed during all underground work. Any excess material from footing or utility trenches which is placed in slab areas shall be treated in accordance with the attached "Specifications for Grading" and placed as compacted fill. Imperfect trench backfill will be designed if required as soon as grading plans are available . SUBSIDENCE AND SHRINKAGE Subsidence over the site is anticipated to be on the order of 0 .20 feet. Shrinkage of reworked material should be in the range of twenty (20%) percent. LATERAL DESIGN Lateral restraint at the b a se of footings on slabs may be ass·1med to be the product o f the dead load a nd a coefficie nt of friction of 0.40. Passive pressure on the face of footings and grade beams may a l so be used 1630-G South Sunk1st Street Anaheim. California 92806 (714) 634·2092 (213) 852·4 710 ... .... • Birtcher Pacific Page 6 W.O. V-11401 to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the rate of 260 pounds per square foot of depth to a maximum value of 3000 pounds per square foot may be used for natural soil and compacted.fill at t his site. If passive pressure and friction are combined when evaluating the lateral resistance, the value of the passive pressure should be limited to two-thirds (2/3) of the values given above . FLOOR SLABS The recommendations for slabs will be provided when the final expansion tests are performed and determined at the time of completion of rough grading. PAVEMENT SECTION Final pavement sections should be based on the results of R-Value determinations per.formed at the completion of rough grading. For planning purposes, an R-Value of fif teen (15) has been assumed. Use of this assumed value, together wich Traffic Indexes (TI) of 3.5 for parking and 5.0 for driveways, results in the following sections: PAVEMENT SECTIONS AREA TI GE AC AB SUBGRADE Driveways 5.0 1.50 3" 10" *12" Parking 3.5 0.95 311 3. 5" *12" *Compacted to 90% relative compaction RETAINING WALLS The recommendations for design of retaining walls will be provided when the height and locations are determined . The recommendations of chis report are based on the assumption that the soil conditions do not deviate from those disclosed in the borings. If any variations or undesirable conditions are encountered during con- struction, ACTION ENGINEERING CONSULTANTS should be notified. This office should also be notified and provided with finalized plans should any of the following pertinent to the site development occur: f7Z_ I:.:_ °:s 1630-G South Sunk1st Street Anaheim. Caltforn1a 92806 (714) 634-2092 (213) 852-4710 :7.7:"-~~ 7 • Birtcher Pacific Page 7 W.O. V-11401 1. Final plans for the site indicate development of areas not included in the original proposal for development. 2 . Structural loading conditions are in significant variance with those applied in evaluation and preparation of this report. 3. Development of the site does not occur within twelve (12) months of the date of this report. 4. A change of ownerhip of the property occurs. Provided information would be reviewed and supplemental recommendations for additional work and/or report updating would be provided at the prevailing rate at the time of such review work. This report is issued with the tll1derstanding that it is the respon- sibility of the owner, or of his representative, to ensure that the information and recommendations contained here are called to the attention of the Architects and Engineers for the project and incor- porated into the plans and that the necessary steps are taken to see that the Contractors and Subcontractors carry out such recommendations in the field. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service to you. Respectfully submitted: ACTION ENGINEERING CONSULTANTS ~cs-~ NORMAN B. THORNHILL PRESIDENT WLT:sb _J.,-!t~m-1~ WAN-LAIN TSAI STAFF ENGINEER ~c:?.~ BRUCE A. PACKARD RCE 13801 VICE PRESIDENT -ENGINEERING 1630-G South Sunk,st Street Anaheim. CJhfor11,;i 92806 (714) 63-l -2092 (213) 852 -4710 ---·-- -------- -- ---41 .------ \ +it· I -~- r .. ~--1 . ') I -~3 i}-z \ ' ~ t> -"-r; -0-4- I -~-J I I . I \ ---- \.- APPROXIMATE LOCATION OF EXPLORATORY BORINGS .. @= BORING -O A-11 ---PREPARED FOR ACTION 9 ENGINEERING CONSUL TANT! .,_: ~ 0 V) 8 ft) '-8 (/) II') al N _J z - 8 W 0 0:: N ::> (/) (/) w a: n. 0 0 J ~ ex :E a: 0 z 0 0 0 0 0 I() 0 SUMMARY OF SHEAR TEST DATA 0 I ·__ I ~.:. JI \,./. . _, _. --- I-·,·:"I_,.; @3 . .:J I --I I , , I ,-~t , I / . . . ·;f-,? .~ ....,.) -.:; ~ , . ~.<.O ;' . ·: Ii i)J;;,li I I I / 1 ' -2 t 0 I I I I ft -. /~j;--2 rJ)4 :J Tf-3 5.( ( ~=.~Ou / @~.0/ -I =-: .? "5 " I , C =/.:-:-ofiJ 1 1 1)== ;(5 " l I! I I I I 0 l ) 0 0 0 I() 0 0 0 0 0 I() 0 0 0 N 0 IO N 0 0 ,,, SHEAR STRENGTH IN LBS./ SQ. FT. 11i\· /() 'II~ /;J/4 Te I - BORI NG NQ DEPTH ---------------------, .J .J w ~ ~ I z 3 4 5 6 7 0 ~ I z Q ~ 0 _J 0 en z 8 --- ---- I CO SOLI0ATIO -PRESSURE CU RVE I ----- , -., .J . -------------------~-I --- I , ', -. -- - I I 11 I 1--I I ! I - 02 025 04 05 06 08 1.0 2 0 4.0 •O•K 0 "0 t M / l • / , ') 1 •• /•,• I NORMAL LOAD IN KI PS PER SQUARE FOOT PR EPARED FOR ,. ,. ,,·.'.,-,'t • ,' I , ;Jt' )' ( • • · -7 ·r> / I /' ~ :> "'1 I ,: /r ' -- -- I 6.0 8.0100 200 PLATE: _8:;:;:__ ACTION l ENGINEERING ~ CONSULTANTS ' (~ r • ' Exoan~i on !11rlt1 0-JfJ ------- Foo t ing Wi •! h l ~t or i •' (·I. l~n 7 s t or; I, f I ", cl . ) " t --- [xtcr ic,r root i rv i llt•p LI \(•(• !:n 1 c;tr1ry Ill I'• I 2 !> t ory :11t c ri or Foot i 1111 ll"'p ll l , ory 12 " .., 2 sto ry 12" :oot i ng P.einfor ct:me nt ri ot Ht· ---· ------------ ':l ab Th i crncss " .. ilrn ! \I :: 1.1· IS" 1.l., 1 • , . -. - !I '.J I l ' . '0 0 l>l, l , ,r . 1" ilo111 . - :.1 1 --- --- - -- ,.~.1. V-11401 -- ·--..~di UIII 11.!..9!!_ :,T--CJ·r 9-1-130 -- 12" 12" L, " 15" -. 1 ,, .. 18" IH" 18" --- 12" 10" 18" 18'' -- I =5 ba ,·c; 1 M4 bars ·-I trio 2 top I !10 L Lorn 2 bottom l " loin . -l" Ac tual Sl ab Reinforcement :10 t re· r It , ,, 0 XO ii) bars on 18 .. .·JOI:: I'\ =•'j I ::6 center both way• -·~oi s t urc ea,-ri (·r· (? J ·- ---G 111 i I I " <; .s r I ~----. '.' I , jll• ·• II ,! ' Ill I ! :i,;qu~," •• H1 J ---I ' ll Ill i l 6 mi l ti I " : i squcen l .. vi squeen l" -;.:ind sand ----- Rein f o rcc1111~11 t r1 .. ,r,-~ 111· l / fl s f f./--10 . f ,·cc f 1 Orl t i ll•J r r ce Floating I J.1~ Ga rage ·- Grade Beam -Gan 11e r ntr ance - '>ub')rade llu t I',' /1 r. I i'lo ~ 11,, ,___ -- !Ir, t I ( • 't II I I I 'd ii ( ~ I 'jll i I f••I l)t I i 1•1 .·n - l l/ i ,·, ·,I - 1 i r l'd )" x6 11 6" x6'" ·10/1'11) :16/.116 - \.11ne ,l 5 adj. St1rne as adj. "\". . '-· foo t.i rHJ ex t. footf ng --- 1! ti cod r sc 4" coarse sand (4 ) sand (4) Presaturati on lol !~i •'t I i 1·1 • ti f,.!>1ve op 1 ·1 depth 'oot i rHJ ~r•c;I inf) t. 1:i /c 110:, of optimum 120,z of optimum I of m/c to depth o f 'm/C to depth Ulo foot i rHJ footing :a te: (1) The :.ur ro11nd in g an•,1 •. • . .r :I I 111 · 'Jr.tcli'd so a ', to c•11 '.".u 1·e <li·aina')c a.•1a y f rom the bui l diny . (2) Concre te rl oor :.l ub 1n <ll'l!,I S 1·, li e covcreJ ,•11 t h no is tui·e sensi t i ve co verings "hall be cons t nictr·d iivrl' ,1 r, ,ii i plas tic , .. ,,,,Dr ,1nr . Thr. plar;tic s ho uld be pro1,Je r l y 1 ilµpt:d . sea I c·d ,11nl i,r·n "t cd wi th ~a nd . (3) Quartc:rin~ of ~la b •,I 11u lrl t,· . .i •, 0111 pl i ~hc l t './ the us(' o f pre-1aoldcd expd ns ion j oint. mil erial ;incl ;1rit t,,, .1•.·1111 tin'). (4) On<:(!") inch of ' . .ind 0'/1' 1 r1 i •, urP harri er r,1 hr incl u rd in hi s four (1l "} iti<.11 t.n t.,; I. of ACTION ENGINEERING CONSULT/\NTS C PU\TE ; ___ _ ..,, Birtche r Pacifi c Test Pi t No . 1 2 2 3 5 6 Dept h in F et 2 4 2 3 2 TJ\Bl.E r Ex pa ns i on I ndex 15 9 1 52 58 19 80 ~.J • 0 . V -114 0 l Ex pan s i on Pot e n t i a l Ve r y Low Hi gh Medium Me dium Very Low Me dium 1630-G South Sunkl;,I S1r1:< I /\n.111,•1111 C:ihfnr ma 92~0(; 71 4) 63~·2092 (213) 852-4710 1.3 .... PROJECT GEOLOGICAL DESCRIPTIO,I z ... 0 > ;: ;: u << _, C. I.U :,: a: 0 u u .. C: :::, .... !!: 9 .: 2 ... ,,: C: ... u. ;: w ~ SUMMARY SHEET l - •) - 3 - I 6 - 7 ----- 8 - l O - 11 - 1 :> . •· ..... w ... ::.. w 0 - - - - - - z 0 ... .., C: 0 u - -·- ~ 0 ...J -o< 11 U 0~ ENGINEE RING CL ASSIF'lCA TI ON/OESCR IPTION SA 10, f i ne to medium, s ilty , moist , loose , BROWN (a lluvi a l ) SA !D, fine to c oars e, c l e a1, moist , l oose , TAN (a lluvia) CLAY-;-sandy , f ine to coars« mois t , compacted , BEDROCK End @ 12' BORING No. SURFACE ELEV. 1 Eou,P. Backhoe HOLE 01A. LOGGED BY Jim Keating z S ~~~--J-O_O_N-•0-.-~--0-A_T_E_~~S-H_E_E_T __ \_~ :::iu \/-1140 1 12/30/8. 1 OFlL/ II/ PROJECT GEOLOGICAL OESCIHPT10,J > ~ ~ . z :: w . o a >.., cc J; 0 - z w O > ;: ;: u < < ..J ~ w ., C: 0 u w C: J ... V, I SUMMARY SHEET 11 i n c h, _ _. r P .! C i f i C :z ,: t.:: ... w :z w C. I ' I I I I I l - > ·-- I ·3 7 1, - ':> - 6 - 7 - ~ w ._ --C. .. , 0 - - - - - - - - - - - I ... C: 0 u - z 0 ... < u 0 ..J w oi z ;;; < < I.) Ill 0 u. .J 0 I ENGINEERING Cl.ASSIF ICA TIQIIIIOESCRtPTION CLAY, s a ndy, fine, dry, stiff , MOTTLED BLACK -------------------t a SILT , sandy , fine to rnediur , moist , stif f, BEDROCK (san<y s i 1 ts tone) BRO\.JN SAND, f ine to c oarse, s ilt•, mo i st , dens e , BE DROCK (sil1 y s~n<lstone ) TAN. BRO~~ En d @ 7' BORING No. 2 SURFACE ELEV. Eou 1P. Backhoe HOLE 0111.. ::!;: LOGGeonv Jim Keating o < ,, u 0;;: ~;;;,-------r-----,-------, u. "' JOB NO. OA TE SH EET ~ §~ V-1 1401 12/30/81 ;fF l~/\ - PROJECT GEOLOGICAL OESCR IPTIOtJ ► I-iii . z ::: w • 0 ;! ►..., ct .s 0 - z w O >;: -u .. < ~5 a: 0 u '" t!: .., z z C ... •: t!: .. w z w ~ SUMMARY SHE ET Biri c h cr Pa cific 1- 2 - 3 - ... .., w ... :t ... ,:,. w 0 - - - - - - - - - - - w C: 0 u - z 0 .. < u 0 .... w 0~ z -<~ 0 "' 0 ... .... 0 2 0 =► o< " u ENCINE!:l"IING CLASSIFtCATIOI\I/OESCAtPTION SILT, s a ndy , f ine mo i s t , compacte d . (sandy s iltstone ) End 0 4 ' OORINC No. SURFACE ELEV. 3 t o mediw , BEDROCK EQUIP, Backhoe HOLE 01A. LOGGEO BY Jim Keat i ng 0~ ~iii~--J-O_O_N_0_.-~--0-A_T_E_~~S-H_E_E_T __ \_~ ~ s a, I :.1u V-11401 12/30/8 3 1 PROJECT CEOLOGICAL OESCRIPTIOPJ ► ... iii . z ;; w . 0 ~ ► ...., a: .a 0 - z w 0 :.>;:: -u .. < < r.. ;;! ~ a: 0 u .. . w c:; I SUMr.1AfW SHEET !h r ch .. ·r ., C, ;: ,: c:; .. u z ... 0. I I ' I I I I ) . ·1 , I -u w ... ~ .. :.. .., 0 I - - - - -~ j - - - - - - - - -, 7 - P;1ci.fi. · I I ---,- .., C: 0 u - z :? .. < u 0 .., w ot z :; ct < t, In 0 u. -'O z 0 == o < ., u ENGINEERING CLASSIFICA TIO,J'OESCRIPTION SAD, fine co medium, s ilt, with o r ganics, moist , loos~ o rlcnse , BROWN (a lluvial) S l LT , s ;ind y , f i. n c Lo med i urr , mo i sL , compac ted , BEDROCK ( s andy s ll ts Lone ) TAN, WHI1 E BORING No. 4 SURFACE ELEV. eou1P. Backhoe HOLE 01A. LOGGt O BY Jim Keating 0~ ~~~--J-O_B_N_0 __ -~,~-0-A_T_E--~,S_H_E_f_T __ ~---t ~~ •· '~ '"l~"'C'~ l;)F 11-\ SUMM/\RY SHEET PROJECT B i rt dwi-Pacific GEOLOGICAL I ENGINEERING DESCRIPTION CLASSIFICA TION/OESCR IPTION i--- SAND, sil ty, c l ayey, f ine l -t o med ium with roots, moi s ' l oose , BROWN (a lluvi a l) ') ·-- , ., SILT, sandy , f ine to medi u1~, moist, compa c ted , BEDROCK, , 4 -(sandy s ilts t one) TAN , BRO f1N 5 - End 5 ' - - I - - - - - - - - - - - .., s C: BOr.lNG No. 0 u SURFACE ELEV. - z eou1P. Backhoe HOLE OIA. Q z ... z 2 -< 0 Jim K(::ating > z . u u .., -LOGGi:O BY ... ~ ... 0 -.. .., r o< in >;:: w ,--.., w " u 2 :: C: -: .. o i 0;;: w . ;:: u 1: z ~ o e < < -... -... < < -.,, SHEET \ .., .. !!? "' .. ... .,, JOB NO. OATE > ": w ~ .. C. C,.,, -< s0 ' 11/ a: .s C: 0 0 Ul w 0 ... z.., V-11401 12/30/81 o-r .., 0 :> u u .: .. ~ 18 SUl\1MARY SH EET PROJECT g j r 1 cht·1· l1:1t:i f i c tee I GEOLOGICAL I ENGINEERING DESCRIPTION CLASSIFICATION 'OfSCRtPTION I CLAY , sandy , fine co rnediu1 I with organics , moist , comp, c BROWN I --CLAY, sandy , f ine to mediut • ~ -moi st , compacte d BEDROCK I ,, - I End ~ 4 ' - - - - - - - - - - - - - - w 6 5 BORING No u sunr ACE ELEV ~ ... z ea u1r. Backhoe HOLE DIA. 2 z ... z 19 • z -< C Jim Keat ing ► z . u u .., -LOGGED BY ... C &.. 0 -... iii . "'0 ... -.., "' o< >;:: ... oi ., u z= ;: ~ ::: < 2 c;.: "' . :, C: z:;,; "' -o l < ... ... ... < < -"' SHUT \ ►..., ..,_ "' w ... C, "' ... "' JOB NO . DATE w .: 0 z ... -< eF11 I a: .s a: 0 ... w 0 ... z .., V-11401 12 /30/8] o-u :; C. 0 .., 0 :, u • ...... PROJECT GEOLOGICAL OESCAIPTIOtl ► ... ~ . z~ "' . o e ►..., cc ~ o - SUMMA RY SHEET IH rL ch e r P c1 c i f i c .. . l - / - 3 - l; 1-w w ... z u 0 - - - - - - - - - - - - - - - --- "' C: 0 u ~ ENGINEERING CL ASSIFICA "':1011110 !:SCRIPTION SAND, f i ne co coa rse . moist, l oose , TAN (alluvial ) SILT , san dy, f i ne co mediut , mois t . dense , BEDROCK (sanc y s jlc stone ) Eno I] 4 ' BORING No. SURFACE ELEV. 7 Ea u1P. Backhoe HO LE 01A. LOGGEO av Jim Keating PROJECT GEOLOGICf.L DESCRIPTION > ... er. • .. -... -l,lj • o a > ": a: .Ii 0 - z wO >;: ;: u < < ~ 5: UJ -~ C: 0 u w a: :::> ... II) 0 :: SlJMMAf~Y SHE ET z c -,- < C: ... w 2 w c.. - - - - - - - I - ,- LJ LJ ... ... '-w 0 - - - - - - .., c:: 0 u ....... z !? -< u 0 ~.., 0 r: z ::e < ct t.:l Cl) 0 u. ~a z 0 _, --.. o < li U ENGINEERING Cl ASSll'ICA T ION/OESCl'IIPTION SILT, s andy , f ine t o mediur , mo i s t , c ompac t e d, BEDROCK (s a nd y sil tstone ) l::n<l t! 4 ' BORING No. SURFACE ELEV . 8 rnu1P. Backho HOLIE DIA. LOGGED BY Jim Keating o;.'. ~~~-----~----~-----, u. Ill JOB NO. DATE SHEET \ ~ d v -1 14 0 l 12 / 30 / 81 fPFl 1 /, SlJl\1MAf\Y SHEET PROJECT l~i n cht:!' Pnci (ic GEOLOGICAL I ENGINEERING OESCRIPTIO~J CL t,SSIFICATION 'UESCRIPTION SILT, s andy , f ine to coars« • l -with organic s, mois t , loos« ' TAN, WHITE ') ----SILT , s a ndy, f ine to coars1 ' moist , c ompacted , BEDROCK 3 -(sandy siltstone ) TAN , WHI ' E t, -En d ~ 4' - - -I - - - - - - - - - - - w 9 C: BORING No. 0 u SURFACE ELEV. - z EQUIP. Backhoe HOLE DIA. 0 z ... z z ... < 0 Jim Keating ► z et ... u ..J -LOGGED BY ... C w 0 -.. ~ . ... 0 ;:::: ... ..J"' 0 < > ;: w oi t~ u z :: ;: u c:: '1 z 0~ .... ::, ,. z :i c B -ct< w-... ... < < -"' 5HEET 1i/\ .JL !!? ... .. u. "' JOB NO . DATE >..., .., :: ~ (. c.,"' -< a: .s " 0 0 .... u 0 ... z .J OF o-u :: Cl,. 0 .., 0 :> u V-11401 12 /30/81 9 -....; SUMM ARY SHEET PROJECT GEOLOGICAL DE'5CRIPTIO,i ENGINEERING CLASSI FICA TION 'DESCRl"TIOIII 1 -SILT, sandy, fine with org• moist , compacte d, BEDROCK nic: (:1 1 luvial ) ) -SI LT , s andy, f ine to me diu n, - moi s t, compactec! BEDROCK I J-(s.1 ndy s i ltst one ) I I -•I F.n<l 'l 4' - - - - - - - - - - - - - - w 10 C: BORING No. 0 u -SURFACE ELEV. z EQUIP. Backhoe HOLE DIA. !:? :->-z 7-.. < 0 ► z ... u .J -LOCCEO BY J i m Ke ating ... . C w 0 -... ii; w O ;: .... .J w o < z ::: > -w ~ ot nu -... c:: .. 0 ~ w • ... u ::, c:: z~ !~ o e ,t ct .... ::: ct < >..., .J = Cl) w ... C) Cl) JOB NO. OAT£ SHEET 1.~\ w oil! z C. -< a: E a: 0 0 ... w 0 ... z .J OF o-u :: c.. 0 ~o ::, u V-11 401 12/30/81 10 SUMM ARY SHE ET PROJECT l\i1t , . .'hl'r P:1c.:i ti_c GEOLOGICAL ENGINEERING DESCRIPTION ClASSIFICATIONIOESCRIPTtON I J SILT, s a ndy , f ine to mediu1 • l wiLh o r ganics , moist, 1 00s4 • BLACK , BROWN (a lluvial) ,, ----SILT , s andy , (ine t o coa r s i -• c l ayey, mo i s t, compacted , 3 -BEDROCK (sil t s t o ne ) 11 -l::nd Q 4 ' - - - - ~ - - - - - - - - - -_, .., 11 cc BORING No. 0 IJ SUR FACE ELEV. - z EQUIP. Ba ckhoe HOLE DIA. 0 z ,_ z z ... < 0 Ke ati n g ► z .. u u ., -LOCGEO BY Jim ► . C w 0 -,_ ~ .., C ... ... ., .., o < > ;: "' oC: ., u z= ; ;t c:: < :? 0 ;;: .., . ::> C: z ~ o a ,_ ::::: .., -4( C. ... < < -"' SHUT ~\ ► ..., ..J ~ "' .., ,-. c.,"' .. "' JOB NO. DATE Ill -= 0 z C. -< cc li It 0 "' w 0 .. z ..J V-1 1401 12/30/81 f>f o-u o! .. 0 ..J 0 ::> u - ' .. : . 0 . V -I I 4 0 1 SITE CLEf,P.Ir!G All ex i s ting vcge ,1 ion -;Ii.i l l l>c• s t ripped Jnd hau l ed from the s i te . PREPARATI ON After the foundation fo r t he• f i ll 1u s been c l ear ed , plowed or scarifi ed . it shall be ~is ced or bladed ur,til it i s un i form and free from large c lods, brought to a proper moi sture con cnt and compJc ted to no t less thun 90% of the max imum dry dew.i ty in ac.co rdancc with ASTM:0-1 557-70 (5 layers - 25 blo1-,s per l ayer; 10 lb. h,1n11nf'r -13 i nc h drop; 4 inch diameter mo ld). MATERIALS --- On-site mat0.r ia h may be ur.NI for he fill. or fill material s s ha ll consist of mate rial s approved hy thf' So il s fn g inecr and may be obtaine d fr om the excavation of banks , borrow p i t r. nr any other approved source. The ma teri a ls used should be free of ve~clat,l e ma t t e r and o ther del eterious substanc es and shall not cont.Ji n r oc k-: or lu11ps 9 n ~ater than e ight (8") inches in maximum dimension. PLACl~_§_, __ SPR_EADHIG ANO COMPACT! :r. FIL~ MATFR IALS Where natural slopes exceed f ive (5) horizontal to one (l ) vertical, the exposed bedrock shall be benc hed pri or to placi ng fill. A key shall be placed at the t oe of each fill slope a minimum width of ten (10') feet and a minimum depth of two (2') feet. The s elected fill material s hall be placed in layers which, \o1hen compacted. shall not exceed s ix (6") inc hc'. in thickness . Ea c h layer shall be spr ead evenly and shall be thoroughly mi xed during the spreading t o insure uniformity of material and moi s ture o f each layer. Where the mo isture content nf t he f ill ma t erial is below the limits s pecified by the Soils Engineer, water s hall be added until t he moisture content is as required to assure thorouqlr l,011cl in9 and thorough compaction. , Spcc ifi.calion~ for Gr,1 Jing h .0 . V-11401 Page 2 Wher e he rn<>i :;turn con en c,: ·11e fi ll r1a t C'rial i s ilhovc the limits specified by thr Soil -; En g ineer , h<' fill m,itcri al s -:.ha I .e aer ated by hl .:i di ng or other sa ti s factor y mr> h<>rl<; unt i l hC" 1•1o i-;turr c0n r>nt i s as spec ified. Afte r eac h layer h.i r, l)('rn I' ,1c-rc1, mi xed an<i c.rirr;id eve nly, it sh,11 he thoroughly compact ed to no lrs s t han 90~ of the maximum dr y densi ty in accordance .,;ith ASTtl :0-1 557-70 (5 lc1y e r s -25 blows per 1ay e r; 10 l b. hammer - 18 inc h drop; 4 inch d iamc er mo l rl ) o r oth r densi t y tests whic h will attain equiva lent result,;. Compac tion :-.ha ll he by s hcc>r:.t ooi rol l er , l!lll i -.,:hcel pneuma i c t i re r oller o r ot her type:. o f a r cc•p t a f,1 1· rollrr s. P.oll (•r ', ,;hall be o f such desi gn that they .,iill be ah1c t o·comp.irt L1,r• f il l o th r :;r cc ifi cd density. Ro l l ing s hall be accomplished whi l ~ e fil l materia l is at the spec if i e d mo ist ur e content. Ro lling o f r ach l ayer '.".ha l l be continuous over its entire area and the r o 11 er s ha 11 ma I c su, f · r i ent t r ips to i nsur e that t he des ired dens ity has been obt;i i ned. The fi nal '.11rfac e of t he l o t ar eas to receive :.l..1bs- on-gr ade sho~ld be r olled o a rlens e , smo ot s1rface . The outs ide o f all f il l s l ope•'", c.h.ill he compa c t ed by mea ns of shcepsfoot rollers or othe r suitabl e equ i pme nt. Cc1 fpacting operations shall be continued until the oute r nine (9") i nches o f t he s lope is at least 90~ compacted. Compacting of the slope s may be done progressively in increments of three (3) to five (5) feet of f il 1 hc i rilt t as the fi 11 i s br ought to graje. or after the fill i s brought to its tota l height. Field density t est s sha ll he 111c1dc by t he So il s Enginee r of the compactior, ·Of each layer of fill . Dens ity t c~ts shall be made a t intervals not to exceed two (2') f eet of fill height provided a ll layers ar e t esterl. Where the sheepsfoot rollers arc used . t he soil may be disturbed to~ depth cf several inches and d ens ity readings sha l l be take~ i n the compacted material below the disturbed s urface. When t hf s e read ings i ndi ca t e t he density of any layer of fill or portior, thereof ~s be l ow t he rcq1.ire~ 90% density. the particul.~r layer or portion sha ll be r eworked until the r equired dens ity has been obtained. The gradiri~ s pccifi c,1 tio1,:. 5-houl d h0 a pa r t o f t he projec t specifications. The Soils Engineer s ha ll review the gradi nq pl a n prior to grading. ,,.; Specifications for Grad i .. , INSPECT IOI! \~ . 0 . V -I I t, 0 1 Page 3 The Soils Engineer shall provide continuou s supervision of the site clearing and ~rading operation so that he ca n veri fy that the gradin~ was done in accordance with the accepted plans and specifications. SEASONfll L IMITft.T IOflS Ho fill materials shal l he pl aced, spread or rolled during unfavorable weather conditions . When work i s interrupted by heavy rains, fill operations shall not be resumed until the field t es ts by the So ils Engineer indicate the moisture content and dcn~i t y of the fill are previously s pecified.