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Apostles-SY 960930~6-1'~-1997 : i ~ S2Atn ~ FRCI['1 ~. S. i . f rp HriLFF AS~OC1uTE P.~2 FiEE~ E, r1 C'-+1nE~Fi1~ti GEOrEGNN[Cwl wkp G R a V Fwvitpnrn FnlTwl CONSUtrwrvr5 ~ ~ September 30, 1996 ! .~-~y'~'`~~~c~ Project `To.'3100 ''" j Liv f•~,j K '' Church of t}~e Apostjes ~ ; ti. 'c'"-^' ~ ~CT5 ~ c/o Arthur Weinmaz2 Architccta 677? Camp Bowie Boulevard,; Suite 339 ' Fort Wo1tt2,;Texas 76116 ATTN: NirJ Arthur Weinman GEOTECHI~CAL INVESTIGATION PROPOSED CHURCH COPPELL, TE'~1S Gendem~ea: Transmitted herewith are Gopie§. of the referenced report. Should you have any questions concerning oar fiiidu~gs or if you desire additional information, please do not hesitate io Cail. Sincerely, REED ~~T~`P, PiC. Vice ~~' ~- - F ~ ~ t onald F. Reed, P.E. Principal Engineer FWS1RPZtlapr i copies suan2irted: (4) ~ , i { I I , i , i 1 J i ~ 4 i ~ {i i !' - _'~-. - i -'_' _ ~ i yy i - 2421 S • VT2 OA- SL[rE' •00 OwLl~S. Tx 75235 r~ I2 ~ •1 350 5600 rwx I2 [ ~2 350 00 t!~ ~ ~ ~ ... ~ _ ,- Cr.Ln4lr:f~r :~Irrc ::o ~Tt 06-i9-1997 11~53AM FROM C.S.I. TO HALFF ASSOCIATE P,03 SECY'ION 02000 - GEOTECHNICAL STUDY RELA1^,ED DOCUMENTS a The General Conditions, and General Requirements Sections apply to this Section. AVAIZ;ABLE DOCVMENT$:~; ~~ . The Geotechnical Study was conducted by Reed Engineering' Group, Geotechnical Consultants and was pre~axed by heir firm for the Owner . ;! This ~GectechnicnllStu~ty includes the examination and Classification of~soils samples taken f5om soils t~orings madQ on the Ownsr~'s property. Copies of the soil boring-logs are contained on £h®•;following sheets along with a map showing ,locations oftest bozings. END O~ SECTION ~ ~• ~.. '. ', i i i ~ , ` ~~ ;~ i • , ,~ ' ' r4 1 r Q Z d L Q. r t~ IrI i{! f ! i ff 1~ ~, .~ 05-19-1997 11~5~AM FROM C.S.I, TO HALFF ASSOCIATE P.04 saga ~ntR~nBtEra~~~ ' ~~acuw , t 4 } i i •i ~ { ~ 'TA-BLE OF COvTENTS ~ ~ ~ , - 1 i ~;; ~. f ~ ;: ;PAGE' IN'IRODZJCTTOI`L.. ~...~... ....................................................................... z •~ . Project Description..:~ .................................................... ..................... . Q Authorization... ; .. ................................................... . 1 . . Purpost and Scope...~ .................................•................. ..................... .. ................_.... , . ~ ; ' ~~ ~ FIELD A.'~1} LABORATC}R'Y IN~STIGA'I'IONS ................. ............. ............2 , General......... ' ...... ~ ................................................... ..................... ..2 Fitid Investigstian... ~i .................................................. ..................... } . ~ ' Laboratory~Tcsting ..::...................................----•-•--......................... i .3 . GENERAL SITE CONDfk"T'TONS ............................................... t; , ......................:.. ~ ~ i j Physiography.' . .........................................._............_.. ........._...........~. ~ ~ 1 GCOjOg~' and Str~~igY~'i~Q~ly ............................................... ~ ..................... ~ ' ~ ~ Ground Water... ..:,. _ , .... ........................................................................ 4 Potential Vcrticxli'yiovements ................. ........................ ~- ....................4 , , ANALYSIS A:~ID RECOEND. '~}~))//~'~~(~ i ' ; , ~ ~111JaTJ .............................. .... .... ~ I ~ J ............I. Foundation: D~ign._.. ::..................................................... .................... Grad $ea s : e rn .. .. ........................................................... .................... .6 , Floor Slab:..-•- '• --'.... _............. . ~ , ! ~ttstining Wars ..:.... ....... '. . 8 ~ ~ ........................................ . . ... ._............ ..... .. Farthworit.......... ..................................................................... . . i0 Construction Observation ............. ................................... .................... 12 . •~• ~ ~ '. i f i i ~ ~ ; -i- - --- -- ;; I ,~ i ~ i ~ - i y F , i OZ000.3 I f:l TO HALFF A550C1ATE P.05 0b-19-15~J'7 11~54AM FROM C.S.1. i ~t~o, eno~nEer+~ira .i 6ra4LP ~ ~ i ~ ' 1 ' - i j i ~ ~ ~ A ~( ~ ~ ~ ~ ', ~TABL£ OF CONTENTS ~. l ~' ~ (Continued) ~, - 1 ~~ ILLUSTRATIONS ' - ~'f , ~,~ ~ ~ j PLAT£ ,~ PLAN O~ BOR~t!`C5 ....:.............................................................................:.....1 ',4 BORIl~,G LOGS-. .,.:.-..': .............................................. .... -.- F ................... ~4 ~ ~ KEYS TO TERivIS ANDr~SYtiIBOLS USED .............................................: ..,..;..4~c5 I . ,~ LABOR~iTORY TEST RESL'LTS .........................................:.......................l...6 ~ ~, I ' ~ k 1 ~ s 1 ' ~~ ~ = '1 ~~ ~ t a ~ . ' ~ ~ : ~'~ i I~ I ~ ~ ~ ~ • l ~i ~ + j ,; { ; ! i I ,~ ',I ~ .I ~~ ~ ;; ;; ~ ,; i ;~ , .i , S ~ i ~ :, ~ ~ I k 1~ ~ ~ ~ ~ ,' ~„ ~~ I i 06-19-1997 11~54AM FROf1 C.S.I. TO HH~FF ASSOCIRTE `P.t ~, sa~ea . sn~~r,esaa~ne ~sraou~ + i ' ~ i ' ~ ~ I;rTRODUCTIOIV ~ ± ~ ~ ~' ~ + . ' Project Description ~ ~: ~ I~ , This report presents C~-e ,results of a geotechnical investigation performed for Phase I of the proposed Church of the A,posiles to be located at 1`SacArthur Boulevard and Statleaf Street in Coppell, Texas. The proj)xt 'consists of a proposed church building with associat~d'parking and ~; , drives. ~ The ;general orier~tatign of the building is shown on the Plan of Borings, Plate I of the ~; `, report )tilnstrationa. ~; i I, i ; Aathocization }~ '~ ~ i ~ This in~esti anon was aui;;torized Mt. Arthur Weinman ofArthur Weinman e~reh~tects for the g+ } ~ ~ j' Church+of the Apostles by{ sis„~'~sture of our Proposal No. 5-18 on August I6, 1996; ! . I~ ~ ~ r ~ ~ '_ ,Purpose and Scope f ~ + ~~ The purpose bfthie-investigation has been to evaluate the eenerai subsurface cvridi}ions; provide recommendations for the ~ esigr, of the foundation system, floor slab, and pavem~r;t subgrade, ~ ;~ ~ ' and provide;getteral easthworlc;recomrnendations_ The invesiigatioti has included dri~ling sample ~ ~~ ' borings, performing lalaoratory;~;testing, engineering and geologic analyses, and pteparation of the i geotechnical 'report. j ~~ ~ ~ , ~ , ;; ; l i ~ , ,~ ,, ~4 f + i i. i • ' ~ ~' ; ~ i I ~ ~ I: ; i ' ! ~ Project'No. ~ I00 ~ j __ - 1_~ Sepiem~ ~r 30, 1996 `_ i ~ ~ 02000.5 ! i '~ I ~ 1 i ~ -i9-1997 i l ~~i5At~1 FR01'1 C. 5. i . TO r1ALFF RSSDC I RTE P. C~'7 ~ ~ RlE~ is1-18~PtR6Riir1Q 1 i ,f FIELD AND Y.ABORATOiZY INVESTIGATIONS ~ j ' ' General ~ ~ ~ ~ . The field and labora~iy ~$nvestigations Dave been conducted. in accordance h~aith applicable `~ standards and proced>?~ues;~set forth in the 199b Annua! Book of ASTM Standards, Volumes . ~ ~ 04.08 and 04.09, ~'Sdil~ slid Rock, Geosynthetics". These volumes should be consultcii for information on specific test procedures (see ASTM D-1587). ~ •, ~~ ~~ l I ' Field Investigation ~ t Subsurface conditions werF evacuated by two sample borings drilled to depth' f 24 zo 29-i12 . ~ r , Ertl blow September, 1996 site grades. The approximate locations of the bdri ' s are shav~in oz ~ ~ I ' Plate 1 of the rt~ort' Il~ut~'ations. i ; . 1 The borings were a~vanzed~ betwten sampling intervals by means of a truck-imo~ " ~ ted drilling ri,E, ~ . ,, ; ~ equipped with continuous fligltt augers. Samples ofcohesive soils were obtaine{ with three=inch ~" diameter Shelby tubes,.) CotiesionIcss soils (sands and gravels) wtRre Sampled is ~ i njun~tion wiik the Standard Penetration tgst (SPT). The unweathered shale tivas evaluate¢ fin) situ using the ; 1 1~ Texas Depar<meat of ~'~ran~portation (T~cDOT} cone penetrometer test. Delayed .water Ieve1 j ~ observations were snadro ~in~~the open boreholes to evaluate ground water conditions. Bornea were backfiikd at cgm~letioh of drilling operations. j, ~i J i _ ~ j' !!, Sample depth, desai,-ipEign ~;of materials, field tuts, water conditions and ~ sbil cIassificaition ., ' ~ i l ', [Lnifrtd Solt Classifilcat~on system (USCS), ASTvt D-?483J are •presenaed oti the Boring Logs, ~; Plates 2 .and 3. Keys tatern';s and symbols used on the logs are included as Plat~s'4 and 5. ,I . i ~ Project No. 3100 ; ©0-19-2997 11~55AM FRDht C.S.1. TO HALFF ASSOCIATE P. 08 . f . l ARQED C ~ 61P'IEQ~IP'i ra~ ' ~raav/• . ~ ~~ Laboratory Tcstins j ~' Upon return to the'iabora~ory;iihe samples were visually logged in accordance ~vi~h'the USGS. i ,I The consistency of cohesi~e soils was evaluated by means of a pocket penetrtomet .~ Results of the poclFet penetrometer r i dings are presented on the boring logs. ' 1 J ,! i ~ i ' Laboratory tests w.tre perFont{ed to evaluate index properties, confirm visual class~fcation, and ~ i .~ evaluate{ the undrained~ spar 'strength of selected samples. Tests included Att ~rberg Limits ' I f' (ASTM D-4318), mois'ture~ ca~ntent {ASTvi D-2216) and unconfined compress€o ~ ~AST1~i D= ~ ~ ~f 2166). The results of t}~es~I ;tens are summarized on Plate d. ! ~ I t ~ I ,~ ~~ ;1 { ~~ ~ ,~ ~Eti'ERAL SITE COND7TIOi1iS ~ ~ { 1 Ph sio ra h ~ ~~ k Y ~; p Y ,I ~ The site' scopes to they ea$t-southeast. The slope is relatively steep adjaceni~ t acArthur ~ . ', : f ! . Boulevard. However with~tt tie actual building footprint, the slope is gentle wit elevations ,, ~ ~ ; a # , i ~ i, I , t . ranging from approx. 4~0 ors thte west to 44b.5 on the east. i ;i ~ ~ a , j f ~i I ~ ~ Geaio 'ar:d ~~ : it ~ ' ; ~. gy, ~tratigtaph ~ ~ ~. ~ „' , ~^ Subsurface conditions conssst ;'of terraced and recent alluvial soils overlying the cretaceous ~ ~ ~ i I ; ~ ~,i , . Eagle F;drd Formation. ~ Recen~ alluvial soils associated with Holocene deposition t~ the flood ~ :: } ~ i plain of i+he Elm Fork .. ' River were encountered in Boring B-1: These depas t~ cbaszsr of dark grail and~brown to! li~ht r~ddish-brawn and gray, low plasticity sandy clays extend to :~ the 30.faot ~terminaiion depth q'f Boring B-l. The sandy clays are overlain by eigh feet of~dark ~ ~~ ~ ~ gray and :reddish-brown' high plasticity clay fill with a trace ofgrave! -and sandy cl~y~ ~ ~ ,~ . ~ ~ :~ ,, } ,. i , Project ~o_ 3100 ; ; - Se~te~nl~~ 30, T995 ,; w f' ,i , ~ 1 ,l 02000.7 ~ , ~ ~ i Ob-14-149? 11~5bAM FP.OM i ' I HA~FF ASSOCIATE' i i r+ssta `Ens P.09 ~nsEwinc~ i ~ ~ C3 P1 O S..i ~ I - i Boring B•2 encountered 'terraced alluvial soils associated with PIeistoccne 1d~position in the { i former f3ood plain of he Elm Fork Trinity River and its tributaries. The teriac~e!deposits consist! ,i ~ i of 1-I12 ;felt .of light reddish-brown, high plasticity day overlying dark ~~gr~gFish-brown, Jowl i 'I plasticity :sandy clay. j ~ ?t#e sandy clay becomes olive-brown and lightre~iiish-brown with . ~, +, increasing depth. Lig~t reddish-brown, Iow plasticity clayey sand was encbuii~ered below 13~~ ,, ~ I 1/2 feet; grading into ~light~ brown, dense, gravelly sand and gravel with inCreas~ng depth. The; ` ~~ terrace deposits exte Id to a depth of 20-I/2 feet and are underlain by oli~e-gray, severely; J weathered shale. I?ark gray, unweathered shale was cncountered below Z I ~ fe~t and extends tot ~~ the termination depth of Borng B-Z. ~. ~ ' i , Ground Water ` Ground vuates was e ~ untiered during drilling at depths of tight to nine fee ( pprax. Elev. 435 ~ ~ ~ i i . to 44I). Ground waicr' had risen to within three to six feet of the surface ~~ completion of ~ ~ ~i dn'Iling, aad to within; one' foot of the ground surface after two days.' Tf~e~ round water i5 perched above the ~ un~yeat~Iered Eagle Ford shale within the ;overlying al~u; ,~l soils.. There i ' appears to be ~a ground water ~-adieni to the east, toward the Elfin Fdrk 3' ,pity River. Thee j - ; I'I ? ~~ depth to ~round~water~ill~fiuctuate with variations in seasonal and yeailytrainf Ill ' ~ ,' ~ ~ i ,~ ; j f Pote~tia~ EVertical ~igvements ~ f ~ ' Pot~tial', Vertical 1iloviements (PVI~~ were evaluated using t4se TxDOT j. +' f hod Tex i?4- ; .i ~ ' I ! ' ' E~'`a°T '~''~. Ba~ed.on the ~PV~v1 calculations and our past experien~ee, ptace~tia~ movements gaze .~ , :; .,, estimated to be on the~order of 1 to 2-1/Z inches, dependent upon location. Rv~st-consttuciion potential'movements w111 be' affected by site grading and earthwork operations.. ~~ ~ ~~ ' ~ ~ ~f Project No. 3100 ~ - 4 - ~ Sept ber 30, 1996 - ~ - --- - i { : n~nnn o C.S. 1. TO Lb-i9-199"7 11~~7Rt'I FROM C.S.I. Tp NHLFF R55OCIRTE P. 1O 1 ~ ~ I ~~~ ~liQ gr1~~r'IiCW+nG vs.ov~, I i I I~ i ~INAT.,YSTS AND RECOivIrIENT1AI7pNS ~ { I ' ;~oandsttion JJesiga Foundation support far cgncetatra~ted column loads should be provided by rein£or~ad concrete, } i i j undenes-med'(beiled) piers, Zhc piers shoaid be founded ai elev., 443 feet, or ~bovo Bound water level, i~rhichever occurs, first. The piers should be designed far an a1lov~able bearing ~ ~ i pressure of 5:0 kips per squareifoot (ksf). ~ i i ` ,~ . ~ f Piers proportioned in accordance with the allowable bearing value above will ltiavje~a minimum ,~ :~ factor of safely of three censid~ ring a shear or plunging failure. The weight of t~t ~er concrete ~~ 1 below final grade may be . ne~lccted in determining foundation loads. Properl jco,~structed I '~ ~ ~ f ~ underreamed . 'sers should not undergo post-construction movements in excess of 1!?l inch. ' P 3 ;~ ` ~' '~ Piers will be subjected to ~ pli#~~ due to swelling'vritbin the upper clays. The piers s~vuld contain ~ ! sufficient re""uttforcing steel toiiesist the tensile uplift forces. F.einforcing requite. 8nts mtay be {}' i f estimated based on an uplift pressure of 800 pounds per square foot (psf) acting b i the top six ~~ { - ~ ~ feet of pier surface area. ~ ~ i . i ' ~ I r ; ~ , Uplift resistance for under` earned piers can be calculated using the weight of the Efi! oveYly'sng the bell. ' A unit weir,~ht of Soilof I Z~ pounds per cubic foot (pcf) is recommendeTd.{°' minimum ~ ~ 'I ~ , ~; , bell-to-shaft diameter ratio.of t~+o to one (2:1) is recommended to resist upittt. 1,4- r~na.~umurr- .boil-to-shaft diameter ratioi of 3~ 1 is recommended in order to lirriit possible cavin~ k f the bells. j ::~ ~ ~ ~ j ~ ~. ~ ~ ; ~~ I ~. .~ Project No. ~ 100 ~ i ~ - 5 - SEptem er ;0,-i 99b _ I •--- _._ _ _ I i ~ I}~ {y~ 3 ~i I I ' o~000,9 1 ~~ ~ 0b-19-1997 11~57AM FP,Ohl C.S.I. TO HALFF ASSOCIRTE F. 11 i r ~ , ~ y Ri~C' BP1Q/I"Ii BRJI"'7¢ I I 1V aAd UP 1 The `use !of easing or dcwatering of pier excavations should not be re! q~ired considering , _ :! I I~ - September, 1996 groujrid water levels and the proposed founding elevation of 443 feet. Care ,~ ~ ~ should be!taken'riot ta~extend the piers below ground water. Pier excava'tior~s ~h~u1d be dry and , ~ ~ ~ ' .i fret ; of deleterious- materials prior to concrete placement. In no case shpu~~ the pier shaft j I excavation remain open'foi'more than four hours prior to concrete placemeni. ~ ~ I ~ , ~ Continuous observation of;pier construction by a representative of this office~is recommended. i ~, ' Grads Beams ~3 ! Crrade beams should b'p constructed with a minimum void of four inches (fac'to f safoty of I.Sj ~_ ~ I , . beneath diem. This is recommended in order to limit potential foundation mov rrJents associated j with; swelling of the ti~derlying clays. Tltiis void can be created below ara~Ie ams by use of ~ y i ' .wax=unpregnated. cardt~oard forms. i ~ ~ ~ ' ' I ~ ~! !; { ~ . I 1 k"sII. on the outside of ~erinaeter grade beams should be placed i>'t a contr'o}led ' ner. Bac~Cfill ~ ;; i should consist .of site-Cxca~~ated c}ays, or equal, placed and compacted in a'cc~~dance with •tfie: ~ ~ Ear~work section, i~bedding soils must be used adjacent to tine perimeter~o#~t~e~buiidin~, the j }}~ clay/beddiizg soil : i~iterface~~should be sloped to drain away from the biiil~iti~I Campaction ! erites'ia are included in:ihe lrarthwork section. ~ i ~ 4 a, ; _ f ~ i ~ ~ ~ I1 ' ~ i i 1 ~1~ ,'. i 1 ~ I i k, 3 f ~ ~ ~ i fi ~~ ,i ! 1 i I i • i C f i 1 t Project 1`~p. 3104 ~.~ -_^ - 6 - _ ~ Sep .ber 30, 1996: ~ ~ l ~~ 02onn , n . db-1 y- i 99? i 1 ~ ~ENt'1 r Ri1M • J. I . TO HALFF RSSOCIATE P. 12 ~e~a ~+ ,nom ~S~rrncs o~+cu~ j ~ Floor Slab i 1 The use;of aground-supported floor slab in conjunction with pier and beam found ion suppor` is anticipated: Potentii<1 movements under existing site grades arc estimated to ran~~ between 1 ~ ? ~ !: - ~ . and 2-112 inches, depeitd~nt upon locaiion. However, site grading. wi1I require 3-1/2 to 7-1f2 '. ~ F fcet of fill to; achieve finished subgrade elevation. Considering proper placerrier~t ~of fill, ii is f i ~ i ~ estimated that site gradingtwiiE'reduce potential movements to approximately: l-1/2~inches. 1 In ordcri to further reduce;potential post-construction movements, i{ is recommen e than prior ' I ~ .' ~ io any f Iling„ the existing; soils be excavated to Elev. 446. Soils exposed m the ottom of the 1'. ~ i ' excavation should be scarificd'to a depth of six inches and recompacted at sn eie ~ moisture content as described itt th ~ Earthwork section. The excavated soils should then ' replaced. at j ,an elevated moisture cont~nt in controlled and tested lifts prior tv placement c~f ditiotial ftli. Site-excavated or z~pro~ imported "common" fill sons may then be used fo bnn the building t ~ : ., ~ pad' to within 18 inc~e5 a~'flniShed suberade elevation. These soils should also; he ~Iaced at an 1 j. ~ I , elevated moisture c~oriterayas ciutlined in the Earthworks section. ? I 1 7 1 t ~ imparted clay fill for use °belvvu the building should be relatively uniform with ajP asticity~Indes ~ .. ,. ' ~' ~~ 7 ' ~ ~ ', , f {PI} of ~s0 of less. Samples ?of proposed common fill should be ~ submitte{3 to ~h#s office fa: ~~ 1 f testing and accept~ncc;pri~r to~ placement below the building. ~ ~~ ~ t ~ ~ - 1 j f 1 ~ i ~. b, r 30, 1996 ;. { ,~ F ,, I i. j i ,'; ; i .. ,; I I~ + ~ II ~•: t ;~ i i I f• ~ , Cab-1~-1997 11=58AM FROf1 C.S.1. (I Fa~~QI ~r-~~ir~~gFa~na ~ ~ ~~au~ I ~~ i The' pad ~ should then be capped with a minimum of 18 inches of impott~d °select° .fill. ;~ Specifications for " select" ',and general fill are presented in the Earthwork sectio~l. The purpose 4 ;; of the "seica". fill ca is to preserve the moisture content of the subgrade duhr~g constntctian. . , ; ~: :I Movements considering ,a~ moist subgrade capped with at least 18 inches; o~ `select" fill are , _ ~ ~ ~ ~; anticipated to ~e on t~ order of 1/2 to 1 inch. I i , ~~ Positive drainage of Yvater away from the structure must be provided at~d~ ~ aintained' after ;: construction. Architc~ iura~ detailing of interior finishes should allow for appr x~matcl~ 1/2 to i 1 1 inch of di~'erential lZodr movement. ~ i ~ ~ A zztaistui a harrier (pall lyeihykne) is recommended below aground-wpport~d oor. This is of I I particulars importance ~elow sectiotu of the floor covered with carpeting, paint, qr tile. ; I ~ i Retainine Wails ~ ! i lateral earth pressures against retaining walls, will be a function~of the bacicfill 'thin the "active. ~., i zone". The "arrive z 'e" tcara be estimated as an included angle: of 35 degrees ~ m th'e vertical; ,, exte~dtd upward frorti xhe;Ibasc of the wall. Considering baclcfill using site-excaNaied materials; lateral earth ressures ri be estimated based on an equivatent fluid pressure. o~ ~ 5 pcf;for active . P ~ ., ~ t ~,C conditions, or .7~ pcf for at--rest conditions. Alternatively, imported "select" fil! may be used as i ! ,, 1 ' bacidll iri the activc done; Considering "select" fill, lateral earth pressures ~~ be estimated ~: t ~. based on an equwvaien~ fluid-pressure of 35 pcf, a iv conditions, or 50 ref ~ conditions. ~' ~ f Project I~4o. 3 l0a ~ i - 8 - i `~ '~ 02000, 1z Tp ' Fi,~LFF ~=tSSOC !ATE P . 13 ;. ,,, i ~~ ~0, 1995. - -•-i -- i ~ i 36-19-1997 21 ~ 59+afh FRO('1 C. S. i . TO HALFF ASSOCIATE P, 14 ~: . p+t:a ~ti~~r~~tF.,nra i 1 G A t7. 3,J 1/ ~ ~ ~ The lateral earth pressures ace applicable for horizontal surface grades, and nonsurchatged, drained tond~tions. ' A drainage system should be installed behind the base of the r 'wining waIls~ _ , ~ ~ ` to limit ~evelbpmeni of e:~cess hydrostatic pressures. The drainage system shoal {consist, as ~. minimum, of~1Z-inch by 1~=inch pocket drains spaced 15 feet on-center, installed far the base . ~ ~ of the v~atts. : i ~ i i ' Fill in the pocket drains shpuld, consist of durable crushed stone such as ASTM ~-3 ,Size b7 or 1 coarsen wrapped ~ in filte~ :fabric (AI7S 600 or equivalent). BacicfilI around t?~ gravel drain should ~onsist of site-excavated soils or "select" fia. A compacted clay cap is e~omtnended: { within-the upper two feet ~ f the surface to limit surface water infiltration behind th 'ails. ~ j 1 Retaining wa~lIs .may be fiounded on spread or continuous footings placed a ini mum of 1 E inches into ~ndisttubed, ! on-site soils or compacted and tested fll. Foo~in should be' ' :; ' proportianedjfor a maximum bearing pressure of 3,000 psf. ;Movement of the fobt ~ nand walls • :~; ~ ~ associated with shrinking ~andswelling of the more p12st:c clays should be antici fed. SoRer,~ . ; flexible walls` aze recoiiinii ded. Solid concrete walls should be btattered into Thl Isoil to Iimit F i ; outward rotstiona! movement caused by differential footing movement. ~ . ~. k ~ f.~ Passive zesist~nce to.lateral znovenaent can be estimated based on an equivalent flus pressure of ' t ~., 350 pcf;for o~-site materials. ,This value is applicable for footings .founded on urlaiiaturbed, on- ' ;, { ~ ~~ site soil's or~compactcd an tested fill. Zn addition to passive resistance, a coef~cier~t of friction , .~ ~ s 1 between the Hasa o$the wall and the footing equal to 0.35 may be used. ~ . I ~~ i 1 Project :yo. 0100. - 9 . Septe 02000. t _.. __ - { ~ 3 i l { i I ~ i f 30, 1996; I i I ~ . Cab-19-1997 12 ~ 0~t1 FftOth C . S . I . TO HALFF ASSOCIATE P. lb ra Q ! b f ~ "Select" fill is defined as! uniformly blended clayey sand with a PI of between ;~ grid 15. Select ~~ ~ - j fill should be placed in fiaxirwm 8-inch loose lifts and compacted to at least ~5 ~p~ercent of the 1 Standard Proctor density ;at a moisture content between -2 to +3 percentage plot tl of olitimum. The select fill should~be~ pla~ as soon as possible over reworked subgrndelin order to limi' . moisture loss within the 1~nde~lying soils. ~ ~! i I Crushed stone utilized f~r~drainage systems should consist of durable gravel mpe~i g ASTI~I C- 1 33 Size 67 or coarser. Gravel should be placed in maximum 8-inch loose liRs an~ orr-pacted to a nvnitrium of 60 percent~of the relative density as determined by ASTM D-~t25?t. ~~ ' ~ f ~ ; Pavement 1 ~ i ~ , Concrete pavement is an~`cipated for both car and light truck parking,'anc~ for d~ri~Ees and ~servic~: areas. ~ ! ~' ~ ~ ~ ~ .~ E In general, ~ stabiiiz~tion QJ f t}ie subgrade is dot cast-cffcctive w}icn using rigid emeni, and. ~ ; I i~ ,~ 1 -does nat significasitly,in ~ case the load-carrying capacity of the pavement] Sta~i izatio~ does: however prQVide` ;8 construction or working pad, and may be advantae u .from. this ~ ; 1; ~ ~ perspective. ;;, ~ ~ ;~ ;, _ I{ it y ' ~~ '~ The specific ~aventent se~tioi~s will be dependent upon the type a;iad :frcquenc~ 1 traffic. For ~. ~ ~ ~j ,,. driven. and parking` sut~je to ~ca.rs and- light trucks, a five-inch thick, 3,1300 ~u per 1squar~ inch (phi) 'cohtpressive; stt~gth pavement section constricted over a s~arif'ied and ecom~parteri subgra~e should provide vc u:~mited `repetitions over a 20-year life.. ~ ~ ' ~ , ~ ~ ' ~~ j ; ~, 1 _ ~ j i i ~~ . i ~ f t+ ' i ' Project +~Ta_ ? 1{30 ;~ ~~ ,: ;, 1 1^1 t ~ /0 / r'1 ra i , 30; 1996 ~~ ~ ~ i t o~ooa.~5 ©6-19-1997 12~00P~i FRGM C.S. 1. TO HALFF NSSGCIATE P. 15 ! i t R~~cs anainaew~n~ ~+~our~ 1 ' ~ ~ I 1 ?he lateral earth pressure values do not incorporate specific factors of safety ~ ors of safety, ~ ~~ . if applicable, should beintegrated into the structural design of the wall. ~ '+ ~ j ~~ Eartihwork ~ ~ ~ I All uegetatian ,and SopsoiI:~cantaining argar:ic material should be cleazed ~n • grubbed at the ` begiruung :of earthwor~C construction. Stripping depths of four to six incl~es~ { e anticipated. ., ~ .~ Areal of.the site which wil~ underlie fill, paving or within the building s~o d ~ scarified to a, dept>~ of 6! inches grid recompaued to a minimum of 92 percent and a mazim~m 98 percent o" ' ; ; ~ the rilaxinium d?ensiry ~as determined by ASTM D-b98, "Standard Proct ". , The moisture .. content should cange fibm T l to 14 percentage points above opti'mutn. ~ ~ • Site-e~ccav~tod soils, v~rherelused as fill, should be paced in maximum eight-in ~h loose, lifts and. ; ~t . corrtpacte~ to the moisture and density requirements outiinet3 abtive_ i . ~~ j Imparted cl8y fill for use below the building should be relatively uniform yvitll a Pjf of 30 or less, ' + ~ • Sampizs of prchpaosed ci?mmon fill should be submitted to this office for testin~.~nd acceptance. ~ ~~ ~ ~ I t priot;to piace:nent beio~v the building. ! ~ ~1 ~ ~ ~ : ,I Proper baclcfilling around' the building perimeter wilt. reduce. the potential fo(~ ater seepage ~~ ( l beneath the structure.• Fill against the perimeter of the foundation shoutd~ c~orisist of site- ~~f excavated clays, or equal;! and should be placed and compacted in. ac~.otjd net with the . ~~ recoritmendatiors'outlined move. - ( t • ~I j •i • ~ ~ ,{ I ~ i j ~ ' I } ! ~ • •I, 4 •, Projet;t `'q. 3I00 ~ - IO - S p e ber 30, 1995 ~ 02cfnn ~ n r3c-I`~+-Iy'~ r iG- ~:~IPf i FRD('1 L.S. ! . TO FiALFF RSSOC3ATE P. 1? i ;~ i E ,' I i i ~i 'AEEL7 ~£~f'16 l~1'tiE EAln ty k I 6sac7u~ .. _ .. f ~ For drives. and service~areas subject to the equivalent of 9 or less loaded semi.~~cks p=r day, d snini>!num Erinch thick,3,000-psi compressive strength pavement section~is rieC~s~-mended. The i ~ gavemert ~hvuld be. constructed over a scarified and recompacted subgrade. _ r ~ ' .I , ~ ~ i f. ' ~. Pavements should be l~htly reinforced to control shrinkage cracks. Reinforciri~ should cvxtsist of the equivalent of:~3;~ar~~at 1 S inches on-center. ~ ' ' I' 1 PaveQnent' sections ; shbuid ~; be saw cut at an approximate spacing in ' feel f Z.5 times ,the j i ~ ~ pavement thickness:expressed in inches. (For example, a 5-inch pavement sfto~ld be saw cut in . ~~ ;~ approximate IZ.S-footlsquares.) The actual joint pattern should be carefull}r d~signed, to avoic: ~~ 1 ~ ~ ; irregular shapes. R~ecammended jointing techniques are discussed in dez~il in 9.l int ~esagn;for i. ~ ~ Concrete Idighway and Street'Pavements', published by the Portland Ctment ociativt,~P~~ ': 198x], ~~ - - i ~~ S f ~ ~ ~ ~ ~I i 1, Coaitruction ~bsrrvatian ~ ~ ~ I ' It is'recommended,thae a :representative of this of:ice be present during ¢ot~s~ructi i n of ahe ~, foundation in order to ~onfii-m a proper bearing stratum and construction ~pro~e~ures. - i ` ` ~ ( I field derislty tests should be performed by a representative of this office4at;a Minimum rate o:' I ~ ~ one test per S,fldO s~u~ra feet per lift in the building area. The compacted trioi5 re and densit`J I of g~de beam .and uti , trench backfilI should be tested at a minimum rate ~f~o~e, test per I Sd lineal feec`of trench; p~e~ liR. Areas to receive paving should be tested a~i a i-a loi'on~ test.~pet_ 10;044 a feet ,er~lift ~I { r squat p ~~ ~ ,~ ~ ' ~~ ,{ ' ~ ii . Project No. 3100 ;~ - i? - ~; : , '30, 1996 TOTAL P. 1?