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HomeMy WebLinkAboutPASCAL & LUDWIG CONSTRUCTORS - 2001-02-20 (3) COST & PROPOSAL FORMS • Peck Reservoir Expansion Project 1 3Y' NEWS _ 1 i PROPOSAL 1 for Peck Reservoir Expansion Project Design-Builder CONSTRUCTION CONTRACT No. 1102 in the CITY OF HUNTINGTON BEACH TO THE HONORABLE MAYOR AND MEMBERS OF THE COUNCIL OF HUNTINGTON BEACH: The undersigned hereby proposes and agrees to perform all the Design-Build work therein described, and to furnish all professional services,labor,material, equipment and incident insurance necessary therefor,in accordance with the Sample Agreement,Request for Proposals, Design Criteria and Performance Requirements, and References to complete the project. The undersigned agrees to perform the work therein to the satisfaction of the Department of Public Works of the City of Huntington Beach, as AGENCY, and to enter into a contract at the following prices. The undersigned agrees to complete the work within 840 calendar days, starting from the date of the Notice to Proceed. BIDDER declares that this proposal is based upon careful examination of the work site,RFP, Sample Agreement,Design Criteria and Performance Requirements, and all other contract documents. If this proposal is accepted for award,BIDDER agrees to enter into a contract with AGENCY at the unit and/or lump sum prices set forth in the following Bid Schedule. BIDDER understands that failure to enter into a contract in the manner and time prescribed will result in forfeiture to AGENCY of the guaranty accompanying this proposal. BIDDER understands that a bid is required for the entire work,that the estimated quantities set forth in the Bid Schedule are solely for the purpose of comparing bids and that final compensation under the contract will be based upon the actual quantities of work satisfactorily completed. THE AGENCY RESERVES THE RIGHT TO DELETE ANY ITEM FROM THE CONTRACT. It is agreed that the unit and/or lump sum prices bid include all appurtenant expenses,taxes, royalties, fees, etc., and will be guaranteed for a period of one hundred fifty days from the bid opening date. If at such time the contract is not awarded,the AGENCY will reject all bids. In the case of discrepancies in the amounts bid,unit prices shall govern over extended amounts, and words shall govern over figures. , x D-1 SCHEDULE FOR DESIGN-BUILD COST PROPOSAL Item Description Amount 1. For planning,providing preliminary and final design,furnishing, installing,erecting, constructing, starting up and testing of the entire 9 million gallon reservoir and appurtenant facilities known as the Peck Reservoir Expansion Project and providing a three(3)year warranty bond all for the lump sum B I D��, . Dollars $ 6,2 I`S (words) (figures) 2. Providing optional extended five(5)year Warranty for the lump sum BID Dollars —�� (words) (figures) e D-2 PECK RESERVOIR PRELIMINARY PAY SCHEDULE PASCAL d LUDWI6 I CONTRACT SI6NIN6 120,000.00 2 60% DESI6N 250,000.00 3 90% DESI6N 125,000.00 4 100%PLANS dr SPECIFICATIONS 125,000 00 5 RESERVOIR MOBILIZATION 200,000.00 DEWATERIN6 100,000.00 EARTHWORK 510,000.00 LINER 100,000.00 CONCRETE U INVERT 7 2 1 ,0 o G•� WALLS 1250,000.00 ROOF DECK 1,200,000.00 INLET/0U7LETPIPIN6 225,000.00 MISC.METAL/ITEMS 50,00000 I 6 STARTUPITEST 25,000.00 i 7 SITEWORK ACPAVIN6 75,000.00 ARCHITECTURAL FINISH 75,000.00 FENCIN616ATE 25,000.00 LANDSCAPE/IRRIGATION 50,000.00 ELECTRICAL 50,000.00 8 PROJECT CLOSEOUT 15,000.00 CONTRACT AMOUNT ?4 9, i i I i I Page 1 i SPRINGDALE RESERVOIR SUBCONTRACTORS LISTING SPECIALITY NAME CITY Engineering ASL Consulting Engineers Irvine, CA Reinforcing Steel Franklin Steel Santa Fe Springs, CA Dewatering Griffin Dewatering Ontario, CA Paving Hardy & Harper Santa Ana, CA Roof System Roof Engineering Corona, CA Electrical Shultz Electric Huntington Beach, CA Liner ' I I i i i NONCOLLUSION AFFIDAVIT TO BE EXECUTED BY BIDDER AND SUBMITTED WITH BID State of California 1 ss. County of 5an Bernardino Alan G. Ludwig ,being first duly sworn, deposes and says tha he r she is President of Pascal & Ludwig Constructors the party making the foregoing bid that the bid is not made in the interest of or on the behalf og any undisclosed person,partnership,company,association,organization, or corporation;that the bid is genuine and not collusive or sham;that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid,and has not directly or indirectly colluded,conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone shall refrain from bidding;that the bidder has not in any manner,directly or indirectly, sought by agreement, communication,or conference with anyone to fix the bid price,or that of any other bidder, or to secure any advantage against the public body awarding the contract of anyone j interested in the proposed contract;that all statements contained in the bid are true;and,further, that the bidder has not,directly or indirectly, submitted his or her bid price or any breakdown thereof or the contents thereog or divulged information or data relative thereto,or paid,and will not pay fee to any corporation,partnership, company association, organization,bid depository, or to any member or agent thereof to effectuate a collusive or sham bid. Pascal & Ludwig Constructors Name of Bidder l Signature of Bidder 2049 E. Francis Street Ontario, CA 91761 Address of Bidder Subscribed and swom to before me this 13th day of November 200 0 SYBIL ZANIBARDI COMMLUIM#1259189 N&W Public-lW tNO Sm sernardino cow* ` MYComm. AW29,M NOTARY PUBLIC OTARY SEAL i _,,, D-3 If awarded the Contract,the undersigned agrees that in the event of the BIDDER'S default in executing the required contract and filing the necessary bonds and insurance certificates within j 10 working days after the date of the AGENCY'S notice of award of contract to the BIDDER, the proceeds of the security accompanying this bid shall become the property of the AGENCY and this bid and the acceptance hereof may, at the AGENCY'S option,be considered null and void. 10%of contract Accompanying this proposal of bid,find bidder's bond in the amount of$ amount which said amount is not less than 10%of the aggregate of the total bid price, as required by the Request for Proposals, payable to the AGENCY. (Please insert the words"Cash", "Certified Check", or"Bidder's Bond", as the case may be). Bidder shall signify receipt of all Addenda here, if any: :.S.n 5:$d::ti•: :-it::'1:.f. `<i{i:iY, iii .+.2•){,:; ..i.:'f.:iti;: ��fA�ii(i:�1h'• :`>�F�i�ll.sef.�ei��. as`'k y i..#» i?::;;-:s:•.:>�,.#:�:::5,,.:.t � '>•� -nmi"� :;•`r.>ir � :>iii�s 1 11 a + t i 1 I n L4 UTILITY AGREEMENT HONORABLE MAYOR AND CITY COUNCIL CITY OF HUNTINGTON BEACH,CALIFORNIA Gentlemen: The undersigned hereby promises and agrees that in the performance of the work specified in the contract,known as the PECK RESERVOIR EXPANSION PROJECT CC 1102,(1)(we)(t) will employ and utilize only qualified persons, as hereinafter defined,to work in proximity to any electrical secondary or transmission facilities. The term"Qualified Person" is defined in Title S, California Administrative Code, Section 2700, as follows: "Qualified Person: A person who, by reason of experience or instruction, is familiar with the operation to be performed and the hazards involved" The undersigned also promised and agrees that all such work shall be performed in accordance with all applicable electrical utility company's requirements, Public Utility Commission orders, and State of California Cal-OSHA requirements. The undersigned further promises and agrees that the provisions herein shall be and are binding upon any subcontractor or subcontractors that may be retained or employed by the undersigned, and that the undersigned shall take steps as are necessary to assure compliance by any said subcontractor or subcontractors with the requirements contained herein. Pascal & Ludwiq Constructors Design-Build Contractor aq..,,, l Lxj� - By �F President Title Date: 13 November 2000 D-S I DISQUALIFICATION QUESTIONNAIRE In accordance with Government Code Section 14310.5,the Bidder shall complete,under penalty of perjury, the following questionnaire. QUESTIONNAIRE Has the Bidder, any officer of the Bidder or any employee of the Bidder who has a proprietary interest in the Bidder ever been disqualified, removed or otherwise prevented from bidding on or completing a Federal, State or local government project because of a violation of law or a safety regulation? ❑Yes ®No If the answer is yes, explain the circumstances in the space provided. Note: This questionnaire constitutes a part of the Proposal, and a signature portion of the Proposal shall constitute signature of this questionnaire. D-b COMPENSATION INSURANCE CERTIFICATE Pursuant to Section 1861 of the State Labor Code, each contractor to whom a public works contract has been awarded shall sign the following certificate. I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for worker's compensation or to undertake self- insurance in accordance with the provisions of that code,and I will comply with such provisions before commencing the performance of the work of this contract. Pascal & Ludwig Constructors Contractor By President Title Date; 13 November 2000 D-7 UNDERGROUND SERVICE ALERT IDENTIFICATION NUMBER (To be completed only by the awarded Contractor prior to excavation) No excavation will be permitted until this form is completed and returned to the AGENCY. Section 421614217 of the Government Code requires a Dig Alert Identification Number be issued before a Permit to Excavate will be valid. To obtain a Dig Alert Identification Number, call Underground Service Alert at 1-800-422-4133 a minimum of two working days before scheduled excavation. Dig Alert Identification Number: Contractor BY Title Date: Note: This form is required for every Dig Alert Identification Number issued by U.S.A. during the course of the Work Additional forms may be obtained from the AGENCY upon request. D-8 BIDDER'S INFORMATION BIDDER certifies that the following information is true and correct: Pascal & Ludwig Constructors Bidder Name 2049 E. Francis Street Business Address Ontario CA 91761 City, State Zip ( 909 947-4631 Telephone Number 373525 Class A State Contractor's License No. and Class Original Date Issued 4/30/O1 Expiration Date The work site was inspected by1jA:!^—,P0f our office on 200-13. The following are persons, firms,and corporations having a principal interest in this proposal: Alan G. Ludwig - President Rob Temple - Secretary D9 The undersigned is prepared to satisfy the Council of the City of Huntington Beach of its ability, ^ financially or otherwise,to perform the Design-Build contract for the proposed work and ( improvements in accordance with the Agreement set forth. Pascal & Ludwig Constructors Company Name (h "\ Signature of Bidder Alan G. Ludwig Printed or Typed Signature Subscribed and sworn to before me thisl3th day of November 200 0_ - - - , � � SYBiL ZAMBARDi Commission#1259188 Notary Pubiic-cartfomia C,U Bemardino County NOTARY PUBLIC LQIE�MLYC�omm.11 isApr29,211D4 T�) NOTARY SEAL V D-10 OCA �A .K po CONSTRUCTION PLANS FOR M � 9 s �o CITY OF HUNTINGTON BEACH .o5 o•uu o 4 //�/ DEPARTMENT OF PUBLIC WORKS _ SPRINGDALE RESERVOIR ' �• 3 TaP.�B _ Y airH tiy�e VICINrrY MAP AGENCY INDEX LOCATION MAP NAME AND ADDRESS CONTACT PERSON PHONC . CRY OF HUNTING7ON BEACH ERIC CHARLONNE (714)536-5430 DEPARTMENT OF PUBLIC WORKS LEGEND P0 BOXMI U 90EOU STREETLIST OF ABBREVIATIONS HUNTINGTON BEACH,U 9264E O IB,MAG METER UNDERGROUND SERVICE ALERT AS AGGREGATE BASE OCTA ORANGE COUNTY TRANSPORTATION ® GATE VALVE (800)422-41JJ AC ASPHALT CONCRETE AUTHORITY O BLOW-OFF ANSI AMERICAN NATIONAL OD OUTSIDE DIAMETER _ REDUCER STANDARDS INSTITUTE PE PAD ELEVATION/PLAIN END i APWA AMERICAN PUBUC WORKS PROP PROPOSED CJ PRESSURE REDUCING ASSEMBLY ASSOCIATION PT POINT PROPOSED TIRE HYDRANT ATV ASSY ASSEMBLY AIR/VACRELEASE VALVE Pt PROPERTY LINE PSF POUNDS PER SQUARE FOOT — 1�PROPOSED WATER SHEET NDEX BTU BOTTOABLE pUINF RNFORCED SQUARE INCH PIPE SUP WATER CL CUSS RW RECLAIMED WATER 1 PIPE SUPPoTlf --QWG�' SHEET �E C12LAC CEMENT MORTAR LINED k COATED RWw RESIUENT WEDGE GATE VANE Q JUNCTION BOX DWG DRAWING R/W RIGHT-OF-WAY GATE VALVE 1 T-1 TITLE SHEET DR DRIVE RD R ROAD PROPOSED SPOT ELEVATION 2 C-I EXISTING CONDITIONS/DD/OLT10N'PLAN E OR DK DIAMETER /EAST S SLOPE OR SEWER OR SOUTH , Y��Y{ PRESSURE REDUCING ASSEMBLY J C-2 PROPOSED LAYOUT Pl/N EA EACH 5CH SCHEDULE C-J SITE PLAN AND YARD PIPING PLAN ELEV ELEVATION 26.00 FINISH CONTOUR 5 C-4 GRADING PLAN �� EASEMENT SE SAND EOUNALENT '�— 6 C-5 AESEfN01R CR1055 SECTIONS ST SHEET 7 C-6 UTILITY PROFILE FXLSF EXISTING Sf STATIO 126.00 6 C-7 UIIUIY PROFILE RC,FLG'D FLANGE OR FLANGED STA STATION - -.5.EC EXIST.SPOT ELEVATION 9 C-B UTUTY PROFILE FS FINISHED SURFACE STD STANDARD 10 C-9 MISCELANEOUS WATER DETAILS - :N GRADE BREAK SR STEEL --gyp'---HIGH POINT 11 C-10 YISGELIANEOUS WATER DETAILS INN INVERT SPEC SPECIFlUTION fit\ 12 C-11 MISCELLANEOUS WATER DETAILS L OR INSIDE FEETDIAMETER SPK SPIKE CONSTRLICFON NOTE IF LINEAR FEET T TANGENT LENGTH OR TELEPHONE 1J C-12 41SCEUANEOUS WATER DETAILS 14 S-1 STRUCTURAL GENERAL NOTES @ LIST OF ABBREVIATIONS YIN MAIOMU T.B. THRUST BLOCK LVNDSUPE AREA 15 S-2 STRUCTURAL EXTERIOR ELEVATIONS MAX NORTH y TEL TELEPHONE . 16 S-J STRUCTURAL FOUNDATION PUN N NORTH TEMP TEMPORARI' 1]. S-4 - STRUCTURAL ROOF FILWING PLAN NO NUMBER THK THICK NOV NOMINAL TYP TYPICAL 1B S-5 STRUCTURAL TRANSVERSE SECTION NTS OT TO SCALE W WEST OR WATER I 19 S-6 STRUCTURAL TYPICAL OEINL5 DCS NORAR E COUNTY SURVEY WTR WATER 20 S-7 STRUCTURAL DETAILS OCE?IA ORANGE COUNTY ENVIRONMENT 4 ANGLE 21 E-I ELECTRICAL PUN MANAGEMENT AGENCY 22 E-2 ELECTRICAL PETALS 13 L-1 LANDSCAPE PLAN V AL TOLL FREE 8GO-422-4133 LEAST Two an BEFORE YW DIC o IN SUM Amar97mW,Dl,A SPRING /�� RESERVOIR � „BID SET�= SCXC N.T.$ PWOf CSSIOM,F PLANS PREPARED By ,�Y SIf�UOINGDALE RESE IO'VOI(4 T-1 i _ °A E NOV z000 e + ° TETRA TECH ASL PROJECT NO. FlIdNAME Wm01 N aI;mn76I' _ rl� I62n Loq=nd Co-Yon Roo.,spa.zoo p��y I� W000.9007 DESCNED BY BAI i [m.Il-lI-0I • �J�[: in Colifornlo 9261E - TITLE SHEET 0 CIYIL !' (949)727-7099 !..!�ATE APPOREV DEscR rnoHDATE DRAWN BY TAG '7°ar 949)727-7097 FAX CITY OF HUNTINGTON BEACH CHECKED BY RSA TALL\ - A DEPARTMENT OF PUBLIC WORKS DWG.N0.OK OF 3 � �— U.S. WVY RAILROAD SPUR R.O.VV. 1, moo,MArlSaN1' -20'`NICE V r`f`T�EN -- H M,r rF-----_------- - ------�------- ------- ------ ' J L"' nTR AC. \ \\ I eLxr:'WAu SURVEY NOT C. VERTICK CONTROL IS BASED ON BENCHMARK \ DEMOLISH A'a t'SECTION / ,\ OF ROOF PER STRUCTURAL IH-tE ORS.AS SHOWN IN THE ORANGE COUNTY ` PEC.< RPLANESERVOIR OIR SECTION OF SURVEYORS.VERTICN.CONTROL BOOK.DATED JULY \ `,� RESERVOIR BOOR PER I 1995'SAID BENCHMARK WAS DETERMINED TO '\ DETAIL B SHEET 2 C� ::•NC S Ct EC HAVE A NAVD 88 DATUM ELE1A 014 OF 25.561'. �\'• RESERVCI•R I I" " .RE- —\ SAID BENCHMARK IS LOCATED AT THE NORTHEAST \ I, _<� CORNER OF SPRINGDALE SIR.AND BRIARCLIFF DR. \ ICI - 21 FEET NORTHERLY OF THE CENTERUNE OF ', BPNRCUFF DR.AND 92'EASTERLY OF ME I—I r_CEIJTERUNE OF SPRINLOALE STR. ,\ CO S+•+ 31 HORIZONTAL CONTROL' ESTABUSHCD � :c -= HOLDING ORANGE COUNTY � •�_C=-:'•vaLL1L SURVEYORS CO LP6 POINTS SI29 AND 51]], AS SHOWN IN ME COUNTY OF \\\ ORANGES.HORIZONTAL CONTROL BOOK, CCSB].20NE W. 1991.35 EPOCH DATED SUV I �r•.;T �,,,K JULY 1995. ME BEARING BETWEEN SAID y\ \� --— — — GPS POINT NUMBER 5129 AND StJ]IS ——— NORM 0616'Oa"EAST. I = L EM �f ITS OF .\'T J AC.PAVEMENT / SAWCLIT �`\ DEMOLISH EXISTING II �I �..YUUP i �_`^ !�I: y/,� E, •+CE I I III A C.PAVEMENT i -—— — —————————— — —_ ——————— ———— -- . .. = �-771-. - �- Ntf:S:\N• Jni LIMITS OF J� DEMOLISH wC.PAVEMENTEXIST. 20-WIDE LI I': C .�.(\ OEMOUSH EXISTINGMASON SLC:.K-I' I, SAWCUI LI+AINLINK GTE I \ WALL FROM SE 5':aAN50NRf- L]'MWSONRY CORNER i0 SIDEWALK _ SLCC.:'A'ALL B_Ctil'+i ALL i DEMOLISH SIDEWALK, CURB h GUTTER FROM 2 ..2 IN TO JOINT 31 3 EnRE / VICINITY OF. I GRC'J.vC PROP.CURB DRAIN J1 ae, 1 eE IRE'+FENCE 1\ I E'SICE+.— H Li I I DEMOLISH EXISTING 24_CUP RISER I L ICI � 0 30 60 TCP .0 -:C 'ICE _LIRE G•-TF. o yIFI Fv�1 0 1,, 1- 1`E`S FF.K i+- -i IRol FENCE21 I ' sCALE 1"a ]0' QpOF[SSI�( PLANS PREPARED BY: AAY OATC NOv 20DD TETRA TECH AQL ��\ - �paING® E RESERV®R G9 PROJECT N0. FILENAME - WfpN01 'yo�9161 i 162<1 Lugano Canyon R.a Suite 200 W0D0.90�) D[s,cNED BY eAI • �n Irv-o1 ® Cal,Iorn:R 92618 EXISTING CONDITIONS o - Clyi� (949) 727-7099 DRAWN BY ERG 1cP' (949)727-7097 FAX CITY OF HUNTINGTON BEACH AND DEWImLITION PLAN �f �YJ a REV DESCRIPTION ENGR I.AIIAI�.DATE CHECKED BY RSA 'OF�FL1 DEPARTMENT OF PUBLIC WORKS DWG.N0.O"OF 6J / U.S. NAVY � F LOG, I..� R1' r1J'15"OE I j E _ c hIJC iC ..aT O'L�Ump LLJ II II U- IR �'L\ -. I _`;;Et•Cr:F� -'VA';cF NRt . EX. PECK \�\ =LDDFICATiDN Ll PROPOSED A x t'ROOF HATCH L1 h ISOLATION CONTROL VALVE `LAI.D'CtPEJ I r ro I : E W�n ELCCK PROPOSED \ `:\\•` �/ UMITS OF NEW I i I PAVEMErIi FENCEN\vv•\\\ _—_----� CnTv Ili I II —3G +ICE A.L. I \•:� UMITS OF NEW I I ft11I �' :u-+ANCE / I III 6-FIRE HYDRANT SEE ORTH/SOUTH A.0 P VE ENT L E 'E Y . P AC. P VE ENT C/L CROSS SECTIO S�mr PEG- I I /•- I'PRO tr -Y Y. 1 z• L z Y.- - t --- J;J, I s EI;�IV`=�5 r,=Rf< t5`"{f`��G�� �:�_:��qj` +�'A'iW.+..!.- .�{.�,-r>�s�r .._:���it.-�,-•!..��:`=�•e?���; �..�pa� ��Tz�w t 3 fk��«r_-}I aS`w�" � . I ...•.5 +'." q D ON N En C SURE al[ '4" +It•- h-TC: �- 1 ..3' .f Y... F.Z'i .� I rUNDERDRNNC/L EIR PROPOSED UTIUTY VAULT OVERFLOW �..l�t.a xS I_ 11 I BEAOwaly OY CULVERT r- Y- P rsoLARON VALVE.CHEOK liT '4..�„YcS VALVE.AND RESERVOIR DRAIN 1i1 ALUM. Pr ,�' Ij IN J'.9'UTIUIY VAULT TCN W I LRwi1NGPROPOSED PROPOSED WELL { \ I 51DEWNJL No. 13 BY OTHERS ;; �'� `A• ••DIA.LOCKABLE J y ) .y ( ) ? DLl LOCKABLE PORT FOR WATER ; a�fp,•;. PORT FOR WATER OUALItt MONITORING ID SEE EAST/WEST f ems" sy '[^ OUAUtt MONITORING IJ _a PROP. C/L CROSS SECTION k WELL PUMP I II ENO CULVERT E - PROPOSED coNT cTORs I III EMOwAtt 9M RESERVOIR s 5i e b AAU Id SNEFT 6 .}�' r 1'.1'ALUM WASTE LINE l NATCM i( AIR LAP .: _ ROOF ALCCSS (INSIDE DIM.:145. 110') w 1Y III 'S;E "TS jt LADDER 1'.1'ALUM. �+ ❑ HATCN '.y {1 NOSCAPED •,(. y 11. FRONTAGE If : u 7 -.I 2 y.. fi IRON'ENCE� 'j`\� - ,•y�•� S DE-1 W `-WELT 6 1 rj 6'.8'ALUM. L~LJ LL DRIU.ER S Y` ry HATCH LII I LLJ 57AGING Tt, OLl LOCKABLE 1'DV.LOCKABLEAFT CL PUMPUME u�(T 6i.15) } PORT FOR WATER PORT FOR TER WASTEMONITORINGII I r- WA TE GAP L OUALItt O ITORRING DUALItt MO TORT c -"t -5 )y G l T `T \ f;.?{- t l.. .r[. y +1'Y f ^`'2S'" II W PROPOSED �I .*yr 1r 'xs 1 � DVIT '}. ti ` bf'f1: ..+••-JA pY Sx K-...±. I• 1'A"•f }"Cr ,L �L I TO MATCI+IRON �FENCE •, _ '!.+i>:`.:.-rt r3:- `n 'e•.o:. -.. ..�.? J � ALONe SOUTH P/L 0 30 60 � -""i •., ..,�. A .. _ .., n ..�.."5000'I 1C WICE 5'.:DE GAF STORM DRAIN IPON FENCE•�' (- ' .. I 1 WIDE GRAVEL PAVING � I , fi 3 `n SCALE - - I��p �p p� 2 F�jL� E�Q� I� !�t� 1' 30 RpOF[DSS/� PLANS PREPARED SIPIF�SVI GDALLE II-CLI�SI�RVOBIN C-2 S Dorf NOV 20M " TETRA TECH ASL PROJECT No. -' FILENAME WlPlpl - ly�Jggl 0a1I LP9.,�P eowo�Rood.Suite aDO W000.9001 0 DCSIGNED By Bu :NL.,.I}-n-01 : calner�„9161E ��oPQS��LAYOUT�L�Y� (919)1IJ-Jp99 REV DESCRIP11pN ENLR DATE APPD LUTE ORAWN B'! ERG s�'F�ITAL`SpQ�' (919)J7J-:09T FA% u CITY OF HUNTINGTON EEACH e CHECKED BY RSA OEPARTMENT OF PUBLIC WORKS owG.rip.03 OF a3 z ELOC-.'IALL 20'wIG Ac-NIOE I C-1 .. ESTFE"C 'LAa - D-1E - �C1SUVF — e I ,, r- -- -- --------- - --- -- - --� F- ar CONSTRUCTION NOTES \ (i - - IIII I U I O CONSTRDCT SONMDRAIN INLET I r L I U PER COUNTY OF ORANGE I ��. G SD.PLAN 130]. \\ I -AVCME'.._ c W.',SOn. '� . ��eLO^_.v WAli O2 CONSTRUCT SOF ORANGE INIIT ^\ ��, I I PER COUNTY OF ORANGE ` STD.PLAN 1307. ]O CONSTRUCT F.H..VALVE-AND TEE `S'. \ e--— -FLOURICATICII PER H.B.STD.PLPN No.607. \•\\\ — U:�'IC O CONSTRUCT 12-WELDED STEEL \\ WATER PER H.B.STD.PUN 606. aCl^,�� O CONSTRUCT 36-WELDED STEEL �\ •\1 �y L.' 1 WATER PER H.B.STD.PLAN 606. !EEC_ EE SEE SHT. 7 FOft SUCTION LINE PROFILE. SEE SHT.B FOR FILL LINE PROFILE. \\ CONSTRUCT 36'HOPE 1p III WATER INSi E RESERVOIR. - O CONSTRUCT(a)2-CONDUIT ONLY I L � ELECTRIC SERVCE'0 PROPOSED '•\ ',I _ . WELL Na IJ WORK TO BE - COORDINATED WITH WELL Na..IJ 2LC, -,'I © 2-G5 SERVICE i0 PROPOSED WELL Na SCE DO".SERVICE WORK TO BE \ ,•\ - J- �. COORDINATED WITH WELL No. 13 \� \ ____ —-J _ J� DESIGN.(BY OTHERS) O9 CONSTRUCT a-HDPE PERFORATED UNDERDILVn. \ I \ I `0 'ICE A.C. 10 CONSTRUCT 6"HDPE DRAIN PER - '' 2 ] R P''t'C_ II I H9.STp.PLAN 606. '4v\,•, SEE DETAIL PJVP lF♦/E _ O CONSTRUCT 2a-HOPE STORM BRAIN 10 \ LSE 16 V PER H.B.STD.PLAN 606. FOR .\c=\�. — I /� �f Fc_ -" -r /4 �I PROFILE SEE SHi 9. — \i� CONSTRUCT 12"WATER TO ——— 'C'.v '?♦— 0 tv_ — µ I I -/_ / �5=— STORNORAN WA51E AIR CAP PER J _q �;, DETAIL 12.SHEET 13 V CONSTRUCT HEADWALL.BOX —E---yyyr---- E— E---. E CULVERT.AND GRATED SIDEWALK - J 2 G---- 2 G - 'G---- 2 G _� 2 0. (✓ OUTLET. SEE DETAIL 5•SHEET a-]'C.O. - 5 10 20 t III n. BJSI'J=SS F 1-PK C�� / /^(/j�1 II . la CONSTRUCT 367 SLUICE GTE - B ] - 2t II t6 2J v ISOLATION VALVE.SEE DETAIL B. SM NET 12. Imo' O CO SiRUCT 6'X6'(INSIDE)UTILITY 36•HDPE YIIR 6 15 f' l'J 2 VAULT.SEE DETAIL 6.SHEET 11. E_ _ _ _ ___ __ ____ ____ ___36b'[R 1® CONNECT 36•0 INTAKE TO EXISTING -------- -- -�- 36 INSIDE THE EXIST.PUMP HOUSE. O CONNECT 6••HDPE UNDERDRNN EXISTIN TO CONSTRUCT PUMP HOUSE DRY WELL. 3 --T--_--- ---- -PROPOSED CONSTRUCT 36'BUTTERFLY ISOLATION - 9 9MG SPRINGDALE VALVE. _ RESERVOIR i I a ij -- a wHDPE.UNDER DRAIN w�__ —' _ .. -HDPE UNDER DRAIN CONSTRUCT INiAXE SUMP PER DETAIL a, I —— —- `qr '�__�� ______ I tI SHEET ID. 'T\\ a'RVC WASH WATER SUPPLY ® CONSTRUCT 36"DOUBLE DOORI 2-1/2-S.S.SPIGOT(TYP.) \ WI _ CHECK VALVE. q cl 1 CONSTRUCT STD.a`♦MANHOLE PER H.B.STD.PLAN 505 © TAP 2•CORPORATION STOP 5'I.Cr:-ETC= I .-'_'SIGEvA.Lti WITH SADDLE IN EX. 12'WATER -� �� CONSTRUCT 2'CURB STOP AND - . BOX(WITHOUT METER). 1 Q CONSTRUCT 2'PVC WASHWATER SUPPLY LINE WITH 2"S.S-SPIGOTS V ---12 ? _________2_HDFE SD- , H- _ ( - 2a"HOPE SDPE ; Tt_ ________G.____________________ l . \;-D �.Ei \ hr,NrEvcE 'y `SEE STORM DMN PROFILE SHEET 9. C SCKE - � ��pp�ja (I I� (�II��((NN 22II��p. Fp� o-oPN�pS$I v PLAN5 PREPARED BY. �v -8-PRU'JGDUs'L If�':,IESEIf`S'N'UR G3 DALE NOV 2000 '� \' `� =c TETRA TECH ASL _ PROJECT NO. - FILLNAME- P 62a1 LngPna Canrnn Paac.swl�zoo _ SITE PLAN AND W000.9001' WTPLUT01 i R Ch19261 a JI 4 tG L LAN tr�ND o . - - DCSICrvEO BY BAI • �I}JI 0t ♦ � rvn Co 1arn�a 9.616 - DRAwN DY ERG V%F C'v'L 0Q�' (9a9) izi 7099 FAX CITY OF HUNTINGTON BEACH - YARD PIPING PLAIN - ^� 'q REV DESCRIPTION ENGR DATE APPD GATE CHECKED BY RSA OF 6AL�` ( a) DEPARTMENT OF PUBLIC wORHS DWG.NO \AO OF�i - -- -- - - - - - - - - - - -- - - - - - ---- - - - -- - - - - --- U S. rJ '.^' R.AILRC.=.D SPUR F.C. VNI I 1'I i 1 ANS OI:R`: . P1..�. O`R :E''n1CJ l-AC 1•,IDE I � I � I I Li 7\I\ I < \�\\ II sEOL;wAu z \ \ I i--FEouRlD.ncu C _ II W.71:JG cn \ P EII `�u.•rsaP�� III LEMD SPOT ELEVATION 25.00 1 1 •\ I I -�I PROP.CONTOUR —La`s E'kAtic UJ•c� 11 \\ II I'w'eiCF. .XG POINT __ NP___ RAICF CIPN- -- —————— — _.Jr L —, -- ��— - ------- -------- — —�-'—_—_ —- --------------- wee 2aoo — -- p 26. 26.00 BUST\=5-S =ARK hp O 7 h \ 35.1] ry '10.1] —To IT I 3 6�T El I3.. I 2'SICC+,— Li 2s.i] U' `3s.n 0 30 60 Q 24.13 25_-O 2+.7+ L' ___Z_ 2J +L- `,LICE C.:i, _________________2> __ ' - _----_'S � _-___ ,_50 - z5., - rscCGnNELL ?USINESS PARX R PON ENLE a5 vs -. 21 SCALE I- 30 -_ dIrlN�l@1\L57©6=LE P�SESERN®8R 4� oPOf[SS,ON PIPNS PREPARED - 0. D"TE "`°`� TETRA TECH ASL -1 NOv 3DDD . III���� PROJELi W. EIIEWwE wTGR01 p 6241 laguno Lonyon Roaa.Suite 200 i N"�.av9761 A u,r GRADING PLAN w000.yoo) g DESIGNED Br B,V �s �1}-J1-01 C27-rn:a 9361E DRAWN Dr ERc '�r,rrtlaa, a I(9a9)727-io97 FAX CITY OF HUNTINGTON BEACH REV DESCRIPTION ENGR!DAIWEC EONED BY RSA Uf 6A \ DEPART UE NT OF PUBLIC WORKS DwC.N0.O.S' �NO,tWELL AG PAVp1EHT CpH(�IETE HOPPER R B0frL TTNAt PwvINO ApEA�m SP�IgpVE 3T. =I PROP.ROOF wl 7 g g)WELL W.13 40 �1 TOP CF RESEifVp k 37-17 y I W W 35 HKR1 WATER LEVE1 Z.- PROP.5 FENCE 35 30 I roPSOIL SEED 30 ,6�D MULCH Z OF FooT1NO:M.T9 —_� 0 25 25 W ME PVC LINER - . E. W J WM COIIC FOOTRIO 6 W 0R ALL 9DES - W . 20 20 PROP. 240 HDPE 15 - STORM DR N 15 CONCRETE FLOOR FLCOR CF RESERVOIR:11] - 10 = 0 1 5 ROP.20 MIL PVC L8t `PROP 1 5 GRAVEL 5 EASTMEST CENTER-LINE CROSS SECTION oRAVEi E]L PECK A.C.PAVEMENT FRCP.IMC PECK EXPANSgN AC. RESERVOIR CONCRETE HOPPER 80TODM TA PAV. _ 40 — PROP.Roof 140. — ——7 TOP ofRESERw n.17 W� . 35 WEIR M _ �HMWATt]i1EVa- ga II d 35 Ex.5'FENCE �3 O 30 Ili ti r AC. 30 II ` Oe°P�V°F HG TaPOPFOOTIND,MM z 25 25 w V w . J _ yx3� J W 20 // 3 20 W �� <0 PROP.2e'I HOPE 15 F d TOR.DRAIN 15 FLOOR ELEv. // II FLOOR OF RESBiVOO[nsp 10 — 10 PROP.TOELPVCLNER - CONCRETE FLOOR - PROP.••HOpE J \-PROP. 1.5'GRAVEL 5 NORTH/SOUTHCENTER-LINE CROSS SECTION 5 ALE H,1� _ SULE AS SHOWN 0(C55+ _ PR - _ PLkN5 PREPARED BY. �rY ��l�p r(�ry�F'1�p nnI�� I��((��pppp EE�� DATE rvOv 2000 x0 • 0.;FC'�= .\� - SPIf6O11VVIL��-AL E IPIL SERVUR C-S _ TETRA TECH ASIL FnENAME wTPF04 1624T La—Lan Road.S.1,200 PRO NO. a ,N.CLLK261 n A 9 Yon - RESERVOIR CROSS �+2 WOOO.900) OESIGHED BY pAI • 40�ii-31-01 • 92616 _ RESERVOIR GLOSS SECTIONS Clvl� i' (949)777-7099 REV DESCRIPTION [NLR PATE APPC PATE DRAWN BY TAG �� F 1p (949)22l_;09)FAX CITY OF HUNTINGTON BEACH _ (^tQC g CHECKED 6! RSA I C411 G DEPARTMENT OF PUBLIC wORnS D.C.NO.C!t!OF 23 35 — 3 35 DUST. 30 PUMP HOUSE NrOPVC CONCREEIE SPRINGDALE RESERVOIR 30 `Oon.G }"AC ZSWKRU BELOW PROP. B CSER OIR EL Sa SLURRY 25 6"A.B. Z . Q CONCRETE FLOOR 20 Q Z O 1 CON RACTOR SHA L SUPPORT AND PROTECT EXISTING BUILDING W FOUNDAnON AND WALL fi.B'PRECAST UnLRY VAULT J 36"NCTAUUC CWPUNG IyI 16"DOUBLE DOOR 5 E%ISi.']6e INLET REMOVE D(.KNOCKOUT.INSTALL S6"WNDALLY OPERATED CNECK VALVE uANIFpLD PIPELINE,AHD CWSTRUCT SEAL TO BUTTERFLY VALVE FRP GRATING 15 1 I I I I PREVENT INTRUSION Of GROUNDWATER AT PI DE LINK SEAL i0 MIL PVC LINER AT PIPE PEN11 W 11 . IC'I REJCIBIE couPUNG FLEXIBLE COUPUrvc SEE oETal I t Slrt 3 k HARNESS RESTRAINT &HARNESS RESTRAINT TYPE"B"COrvC. STD.PLAN 514 ER H.B. T 0 10 ••� _ — — — — — — — _ _ — 5 PROP.36".STL WATER 5 00—� ' CONNER i=I�NG WCE CONCRETE SUPPORT BLOCKS ' .'TANGCHTIAL OUTLET PROPOSED INLET SLUMP ' SEE DETAIL.SHEET 10 1.5'GRAVEL 36"SUCTION LINE PROFILE SCALE 1/4'= i' SC4E AS SHOWN p0.0i C551p PLANS PREPARED BY: , SPR I 1 GDA E RESERVOIR C-6 _ F D`TE Nw z000 ' " *' TETRA TECH ACL PROJECT NO. nLENAUE 16z., La9V^o c.nv.n R—.su,,.zpO W000.9001 s A W]9i6t r DESIGNED BY BN 7-]I-0I • �I`/ �^ Calilomio 97618 nn� +' (9A9)zv-zo99 UTILITY PROFILE NEV OESCRIP110N EHGR DATE APPO GATE DRAWN BY lAG F To (9A9)T2T-)09]FAX CITY OF HUNTINCTON BEACH /�7 } CHECKED BY RSA NF EAL1 OEPANT ENT OF PUBLIC WORKS D.G.NO.O OF2 • 1 1 I 40 40 35 I _ _ 35 1 EXIST 36-, SPRINGDALE RESERVOIR EXIST. I wwlFOLn . 30 PUMP HOUSE I I 30 /---J'AC. CONNECT 20 C PVC EPDXY COAT IX / LINER TO CONCRETE STEEL INSIDE RESERVOIR .... FOOTING a FLANGED CONNECTION 25 .. . .. � PPE TO BE 25 STAMPED i0 RESERVOIR CONCRETE FLOOR FLOOR AT V.BEND WITH AN 3H WIDE O W1512 YIH. 1/2 THICK S.S.STRM$AND THREADED 1' EMBED ANCHORS AND 1 TINTO CO RODS F 16'X 76'STEEL `--fi'A.B. ••• EMBED ROD A MIN.OF I J-INTO CONC. Q Ir REWCER 1.5'Gf+AVE1 PROP.36'0 STL WATER 6'HOPE PIPE W 20 10 2B' NSIOE RESERVOIR J �.I PIPE TO BE STRAPPED TO ZO W RESERVOIR FLOOR WITH 1/2-S.S.STRAP AHO HILTI ADHES-ANCHORS I. 25 I / PROVIDE fi.2'.7'CONCRETE THRUST 2. BLOCK AT THE MORIZ 99 BEND 1`5 YI IN.I TIE BLOCK INTO RESERVOIR FLOOR 15 MN USING/9 f1 012" (•{ 9.0'SOUAAE FACED FLEXIBLE COUPLWG . THRUST BLOCK TYPES'CONC. 'O PIPE CASING PER M.B. , F I I STD.PUN 51. TYPICAL PIPE O 'II ENTRANCE THROUGH WALL SEE DETAIL 9 SHEET 13. • 2 36"FILL LINE PROFILE 0 YIL PVC UNER 5 — SCALE 1/1_ 1. 5 l _ 2 g SCALE AS SHOWN p0.0EESS10 E��p L.�p/Y� /;p (� I�2[�E�I��p (� V'7 - .O D PLANS PREPARED BY: A.v 1 �Ir If�SUYGl�57�G�1L�IS ITRLSc3'LSlfd`Y®VITR OAT` NON 2000 TETRA TECH ASL PROJECT NO. FILLiLAs.E ,��g2p1 a 62a1 Laguna Canyon R.—Suite 200 II WOoo 9001 DE90NED BY BY Cm 12-fI-01 ® �(r;�._CaflomiR 9zfi,e UTILITY PROFILE S REV DESCRIPTION ENCR GATE MPD DATE DRAWN BY TAG �'��IVIiEpF (9a9)]2]-]D9]FAX CITY OF NT FNGT LI BEACH o CHECKED BY RSA 10 L�J OEPART4ENT OF PUBUC WORKS DWG.NO. OF 35 35 PRO SED 24" HDPE 30 30 TOP F STRU TURE =24.93 PROPOSED GRACE EXISTING SURFACE TOP OF RIM ELEV. =25.}] I—-- —a—— RIM ELEV. = 24]4 RIM ELEv. = 24.65� STRUCTURE 24.10' RIM ELEV.=24.12 — 2 - - — — — 5 - -- - -- - — -- 25 EXIST.24'ROPE STORM DRAIN C Z 0.0100 SLOPE 20 = 40> 49.04. z O , 20 O Qa9>, .. S=D 91C a w a+m 0 1 5 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 STORM DRAW PROFILE SC4lE qS SROWN TgOTE55Tp't PWuS PR By r� CE��p��a '�2(�I�np g �p DATE Nov 20Do Nxti l rjy�. \ JP7�l�I GDALE ''RESER V©R ` TETRATECH ASL PPOJEG . FILENAME `'1� W000.900- WTPF01 I xe.ffll9t61 IA t62ot Lo9una Canyon Roaa.Salle 200 U A 1 0/Pn /1 i ) o DES ONED 3v B4 4� Jt�s .vn Co lorna 92612 0.1'T9�BTY r 'iJrOIL� REV OESCRIPi10N ENGR OAIE aPPD DaiE DRA*R- TAG �Qf %E OP (949) ]2] ]09]— I,iY OF HUNT�JGTON BEACH .. {{11..� �y r CRECKEO BY RSA CaE� G DE.PARTMENT � B P,— 'WORKS DEG. NO 9 Or 23 • � � .�� EXIST PUMP HOUSE Ir ]'_r 12' IIOOOO�iI/OOOG'l/l!!!/ PROP. 16"-90 BEND ROTATED UPWARD _ PROP. 12-90 BEN PROP. 12"-45'BEND(ROTATED DOWN) PROP. 16 X 36 UPWARD) " REMOVABLE •:1 (ROTATED CONCENTRICENLARGER PROP. 12"RES.SEATED GTE vKVE FRP GRAHI G 12--45'BEND ` -90'BErD OF WELL NO.] PROP. A A • E%15TDJL� � � - T-- -4,--- / PROP. 12'SPOOI � 12"WATER PROP. 12'X 10-45'WE ____1 LL__ r- - PROP.36'X 16"ECCENTRIC REDL PROP. 10'RES.SEATED GTE VALVE i PROP. 1CA RES. E%5i.36'STEEL i SEATED GTE VALVE WATER MANIFOLD EXIST. 10 STL WATER 11 1• -� ---��- -- ('B L1 1:- i 6'-0" 5'-6" PROP. 12'-45'BEND(ROTATED DOWN) —(� ROP. J6"-90'BEND 1 - \ . // (ROTATED UPWARD)--1 1 \ PROP. 16'% 12'TEE PLAN M I'. PROP. 12--45-BEND(ROTATED UPWARD) /`� ROP. 16'ALTITUDE vKE •\ -_____ A 16'1I —FLOP. R6.SEATED GTE VALVE . IXlsnNc !' 12'-TERPROP. 12 RES. EE— 12-X 8 REDUCER SEATED GTE VALVE FOR CONTINUATION SEE CONNECT i0 IXISTINC B"RUBBER SGTED BURERRY VALVE PROP. 12" SHEET B. \-ZXIII. Jfi DIA ELDE D 36 FILL TER WArER� UNE PROFILE W,(` 12'STL WA STEEL PIPE 3-WAY ELECTRIC PLUG vALVE WITH PROP. 12'-45'BEND DOUBLE ACTING ^r' - � L (ROTATED UPWARD) OPERATOR -{Lx\ .rY• , aY= A PROP 12"-45'BEND (ROTATED DOWN) \ / v PROP. 12"-45'BEND PIPE E ELEV.817 MANIFOLD CONNECTION DETAIL 2 PROP. 12'GMLa[L SCALE. 1/4- 1' 0 _ STEEL WATER PIPE .' ;x DEMOUSH IX.ENERGY DISSIPATOR TYPE B CONCRETE / ENCASE ENT PER J/ . H.B.STD.PUN 514 I TYPICAL PIPE PEN ERATIO. Siulcr SEE DETAIL 9.SHEET 13. 20 uIL wC LINER 1.5 GRAVEL SECTION B-B ' R,NP,DINT •v� CONNECT TO EXISNNG R1J•C rELn io sioc B"BUTTERFLY VALVE (Tw.) PL TOP OF SHORE RADIUS ELBOW �12'X 8'REDUCER um AI..diT T. REMOVABLE GRATING PROP.B'al2"ENLARGER WATER wAyIX,HUT.ANp COMPACTED NANRE� I�'h^•,�� •3 1/1' S.u�rw[ / IL / 2 RESERVOIR FLOOR n DER SutiM1 CLIMB. AxD t wR1455 6 � � SLVPoais� i =T Ow.J PROP'wn C XN TEMLhC DEu0u5H FEINT.CONC PIPE 20 L PVC LINER STEEL R PIPE / PROP 12' DEMOLSIH 12"CONCRETE GROUT r r E%15T.GRND. CMLA:C 1/4 BEND SECTION A-A 1 SECTION A - A F.SEC TIO:N •ELEVATION GRAVEL PIPING DETAIL NSIDE LADDER DETAIL 3 SUMP INLET DETAIL SCALE: 1/4' I'-0' - N.T.S. _ SV E: t/4. _ 1_p SCALE AS SHOWN DTES51 y [�I�(�1I�1I(�!� '1 1�I�I�[�(�1� /��I� - pRa B PLANS PREPARED BY: ..,v C311r INIlYV�J L/(,. E RESEWV•.L R - NOV 2p00 � L �\ - PROJECT NO F c °ACME _ TETRA TECH ASL wrprol �,.UJ3261 0-0 lean LoR�^-ca�Yo-Reeu.S�.- 200 � I W000.9001 0 DESIGNED BY RA. • Ln.12-,I-01 • ;�-.c.'.I.,II;P 92618 MISCELLANEOUS fIv1L _ REV DESCRIPTION E.GR DATE APPO DATE DRARN BY TAGPSA F F OR' (949) ]2]-209]FAX CITY I- HUNTINCTON BEACH. _ WATER®�Tf-00�$ 4 �]�9 - CHECKED T' RSA 2 LAXI DEPARTu ENL OF PIJCLIC WORKS OWL.NO. I® OF 23 i 36"Dw.BUTTERFLY VALVE A9 X 36"CLR.OPENING ]5' B (FLG%FLG) UAL �DwMONO TREAD FRAME H-20 LOADING CAPABLE 36"D WELDED STEEL PIPE OPE RAiOR -- w. CRATIN EED STEEL AND COVER ' GRAi1rvG A ——— SUPPORT COLUUN PRECAST UTILITY — —————— — — —— — — —— VAULT— ——— — —- — — ——— — — —_—— —— rya` < I • '�T4�, ...... �.�aa 7�hVV'�Iy 4 30'Dw MANHOLE m G BOX CULVERT ............ 'i ....... ' CASs IN TOP$LPB 1 I I I TO PUMP I I I m HOUSE I I RESERVOIR FLOW C--.EL-/ IB"X 36"CLR.OPENING (TYP.) H-20 LOADMC CAPABLE _ OW%OND TREAD FRAME k 3'-6 COVER CAST IN TOP SLAB 7..RETE SUPPORT -- --- - -------- - -- ---— PROVIDE LINK SEµ36"Ow.DOUBLE KSP— PER OETAJL 11 SHT. IJ DOOR CMECK vµVE "STEEL .. ° TANGENTML OUTLET A TOP.SLAB PLAN SECTION A—A CURB/MEADW'AJ,L - CURB/ENDWµL ° ° L ° \< Ex6T.CONCRETE CURB k GUTTER. 0.25'AC.PANN ACCESS FRAME 3p•D.MANnpIE AND COVER FRAME k COVER PUN �Ex15T.CONCRETE 0..50'A.B. SIDEWALK 36"BUTTERFLY p VALVEMAN (FLC X FLG) o AC.PAVEMENT PROPOSED 90,C-111 GATED w'µ PROP. SPRINGDALE Sl Uµ OPERATOR `II - .i ChL 26� 9"CURB SECTgN 26 36"X 6"STEEL �(H.B.sro.2D1) qOP,GROUND 1 J A"GALVANIZED TANGENTIAL TEE 6 TO SOIL STEEL GRATING COuuERW.ENNDUSTRON 36"$LICE]] COuuERCIAy./INDUSTRwt k Lpq A.C.PAVEu EHi SECTION VICTAULIC S6"BUTTERFLr VALVE •F— AC.PAVEUEM SECTION 2 P MU B" URB SECTION COUPLING MVwUµ OPERATOR CµVANIZED (H.B Sro.201) 6"CURB u,D UTILITYIAULT 25 GULTFR SECTION 25 o LADDER 36"01A STEEL (H.B STD.2.11 ' PIPE SLOPE=A1]f. B B PRECAST .VB. UTIuTY.. VAULT 20 20 - - I I „'.,(� ■'. A"THREADED CAP SECTION B-B 36-DIA.DOUBLE DOOR CHECK VKVE ' __ THREAD /A E '/A A BEND. 36 DIA CMEA'.0 WELDED STL PIPE A RES.SEATED CATE VALVE WITH Ex.CONC.SIDE— CONCRETE CULVERT Et.CONE.SIDEWALK 5'-0 NO RISING HAND WHEEL 1 3/4'C LVANIZED B"CURB SECTION • STEEL GRATING (H.B.sro.zoq .'s10-Y SECTION PLAN (TOP SLAB OFF) SECTION B-B fi AB. \'DICK FOR GRATING SUPPORT l GRATWG SUPPORT 6"AB. BOX CULVERT OVERFLOW �5 ISOLATION VALVE VAULT SCALE: 1/4" 1'-0 SCALE'. 112"_ ,'-0" I SCA F�1�'T �p �p I�I�E�(�aT��p %" opapiC0S51p,/ PUNS PREPARED BY: I �• A:v SPRUNG©'LE IESI�L�ERMOIR C-90 DATE NOVNOV 20DO �`aw o TETRATECH ASL � - PROJECT N0. WTOTO° ,,.wmm;n-0 6241 LP9...C..yP R..d.SPa 2OO MISCELLANEOUS W000.9001 DESIGNED BY SA1 w 12-J1-01 • 'm C.17d. :a 92618 Crv1L (9A9)]22-)099 REV DESERIPTION ENGR DATE APPD DATE DRAWN BY TAG V�0:EFL\LpPr (9A9)T22-2092 fAY CITY OF HUNTINGTON BEACH WATER DETAILS CHEC%ED BY RSA CEPARTM ENr OF PUBLrC wORK.S pwG.ND 1 1 OF ZJ PROPOSED SLUICE CATE EXTEND TO ROOF PROPOSED CONCRETE ISOLATION BOX FXISTING LINER. .- 36'Du.NIMBLE - -6"IC. -i DRAINAGE LAYER .. LINER STAINLESS STEEL LADDER S'_0• B" - NORTHEAST CORNER OF - -L-A.C. _ PROP.SPRINGWLE RESERVOIR PROP HATCH GRAIN PROP.RESERVOIR ROOF 3/4"CHAMFER ALL CORNER$ " 4 I - W ELEV. - 2' DIET. I Il-_-.�•• TD EXIST. PUWP HOUSE DEMOLISH EXIST. - PAINTED STEEL LnnNG, ALUM.COVER^� = FILL IN E EXISTING ROUGHEN \ INTAKE FILL WITH JOINT o EXIST.CO NC.STEEL `WATERSiOP(Typ.) EXIST.36-DIA,. CONCRETE AS SHOWN < LINED INTAKE STEEL PIPE rRESERVOIR WATERTIGHT AL—N MSECTION A_A SECTION B$ BUC/BIRD SCREEN ACCESS HATCH WITHEPDXY PAINTBAR _ •-W'ATERSTOP(TIP) StAu SHUT LOCK AHD B 6"EA.SIDE OF JOINT2 CLR-'F- REUOVFABLE T-fwIDLE NT KEY TYP.RESERVOIR WALL WALL REJNF.PER WALL 16'-O- a'-0- A A SECDONS HATCH OPENING �- SECTION A -A TOP SLAB I B PLAN -o- 4'-0• EXIST. RESERVOIR ISOLATION VALVE RETROFIT B 3'-0' 6- (T) OPENING SCALE: 1/4 1'-0 )( 2 0 B' RESERVOIR ROOF tr HATCH - - REINFORCING PER STRUCTURAL DRAWINGS. r I. STAINLESS NTED STEEL _ COVER LADDER PER ORAL 10 SEE SHEET 13. , EL=33.62'H.W.L A A RESERVOIR\ BUG/BIRO L SCREEN 12 YA%. EL=33.1]' TYP.RESERVOIR WALL B' REINF.PER WALL SECTION B-B " SECTIONS ' PLAN VIEW WEIR AND OVERFLOW AND ACCESS DETAIL r7 SCALE: 1/2' 1'- ' qq = !D.-WN A$SHOWN pOf E53/Oy PLANS PREPARED dY: V OO GJ6 tl 1 ATE1�DvMOD .,�� TETRA TECH ASL �� prR�OUvJ�D�`D'°�(LC Ls L G.Qb'�VIr„ PPOLECT NJLENAME 11i211 Loq"nP CanXPn PPPa.Su11e 200 \\ pR�G+r+ p p Vi,t?,p�,f4,.p p '`MooD.gooI toIGNED BY Oa F . Calo.loIM9 w116a ILNv'Ne'S VV(. 22TiInon �a�AY I�fie, q,1A.CDATEPD DATE BY TAG s'f V1 n�' (9A9)T2]-2092 FAX y am( CITY OF UNTII`GTON BEACH WATER DETAILSq�HECKED B1' RSA TAL 1� G-La DCRA rnENT OF 11.1 C WORKS DWI rvD. 2 OF 23 TOP OF 5TRUC1U.0 2 MIN. C RUNGS OUTSIDE OF WALL RING IOINT T"CLR. - - 4"iYP, Mw. OUTER F4CE _ —•yl 3/1"DI,A STAINLESS OF WALL STEEL ADHESNE AN NOR(TYP.) a 3/4'DA.KNURLED BAR T TYP RUNGS E 12"O.C. PLUG WELD TO SIDE VAULT TER LOCKING RUBBER UNK BARS(iYP.) WALL . FLAT BRACKET MECHANICAL GLANDS.IINK SEAL" p MANUFACTURED BY THUNDERUNE CORP.OR - t LADDER �� APPROVED EOU CE SHAFT - t SHAFr p E ACCESS 3/16" LADDER SAFETY POSTSHAFT �_WITH SAFE-i CLIMB AND HMNEss]/a-THICK STL BENT PLATEREINFORCING PER ULkC wELDEO STEEL PIPE STRUCTURAL PLANS 3"%3/8 SIDEBARS ROUND A11 CORNERS SMOOTH 1/8"RADIUS VAULT E WALL SECTION A FF.o FF.� NOTE: I. CEMENT MORTAR COATING ON STEEL PIPE SHALL EXTEND APPROXIMATELY 3" 2 INTO THE VAULT. SECTION ELEVATION DETAIL OF TYPICAL PIPE ENTRANCE THROUGH WALL STEEL LADDER DETAIL o WATERTIGHT PIPE PENERATION N.T.S. N.T.s. N.LS Al B B I I I 1 a I I I kaJ PLAN 12"STEEL PIPE EPDXY UNED PROVDE STAINLESS STEEL PROVIDE STAINLESS STEEL 4246HDPC LAMP h STAINLESS STEEL CLAMP k STAINLESS STEEL PRIME AND PAINSECT SCREEN(3/8"MESH) INSECT SCREEN(3/6"MESH) GROUND STEEL - ALUUSTABLE PIPE RECESS INLET GRATE 6"BELOw SUPPORT PER H.B. TOP OF PRECAST STORM DRAIN INLET STD PLAN 616 PROPOSED GRACE .� /.C.PAVEMENT SECTION pew12"CML&C WELDED INLET PER O.C.STOS. STEEL PIPE2a"HOPE STORM GRAIN . .(MIN.) (MIN.) SECTION A-A SECTION BA AIRGAP WASTE DETAIL 12 1� la _ SCALE _ %x' c2 x OTCSiIOFr Plans PREPARED BY: rY - PRI]NGDALE REc3'ERVUR ORE Nov 2oo0 +'" °n TETRA TECH .aSL \\ PROTECT 0.9G FILE.—E - `•V000 9001 0339261 162A1 LPqunP Canyon R*a sV,,20o .�lT cc��++II��O'' ,,aa11IIGG 11,,�e WATER T�L �+ DESIGNED BY B. 1-JI`11/ �^ Cal,lorniP 926Id PXtlIJ16rI=N,yilvlG®Va3 f9Fi4lGY4®�Jr;��J a DRAwN BY TaC (9A9))2'7. to REV DESCRIPTION ENLR GATE APPD DATE �, °F 6L.�f (9a9)T22->09)FAX Crf OF HUNiNGiON BEACH CHECKED 81 RSA DEPARTMENT OF PUBLIC WORKS OwC. r10. 1J OF 23 1! STRUCTURAL GENERAL NOTES H111ED OTHERWISE ELSEWHERE IN THE STRUCTURAL DRAWINGS. GENERAL WOOD NOTE AL ABBREVIATIONS 1. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE 1997 1. -ALL LUMBER SHALL BE GRADE MARKED BY AN APPROVED AGENCY TO A.B. AnCHOR BOLT NUMBER EDITION OF VNIf OR4 BUILDING CODE (U.B.C.). CONFORM TO 1995GRADING RULES NO. 1fi FOR WEST COAST LIMBER AS A.C. ASPHALTIC CANGRE iE N.T.S. NOT TO SCALE PUBLISHED BY W.C.L.B. OR EQUAL. IN ACCORDANCE-WITH PROVISIONS A.C.I. AM RICAN CONCRETE INSTITUTE 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS OF U.S. VOLUNTARY.PRODUCT STANDARD P.S. 20. LUMBER GRADES SHALL A.I.S.C. ARERICAN INSTITUTE OF STEEL O.A.E. OR APPROVED EOVAL BEFORE STARTING WORK. SHOULD CONDIT IDNS EXIST WHICH ARE BE AS FOLLOWS. UNLESS NOTED OTHERWISE: CONSTRUCTION O.C. ON CENTER CONTRARY TO THOSE SHOWN ON PLANS. THE ENGINEER SHALL BE ALCM. ALUMINUM O.D. OUTSIDE DIAMETER NOTIFIED BEFORE PROCEEDING WITH WORK. I a WALL FRAMING: CONSTRUCTION DOUGLAS FIR (D.F.)OR BETTER A.P.I. AMERICAN PETROLEUM INSTITUTE 2 • 6 AND DEEPER: NO. 2 O.F. ASSY. ASSEMBLY PCF POUNDS PER CUBIC F007 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 7O ENSURE THAT 4,,PLATES, LEDGERS AND POSTS: NO. 2 D.F. A.S.T.M. AMERICAN SOCIETY FOR TESTING PSF POUNDS PER SQUARE FOOT ALL COLUMNS. WALLS. TRUSSES. ETC. ARE ADEOUATELY BRACED DURING 4.BEAMS: NO. 1 D.F. AND MATERIALS PSI POUNDS PER SOIARE INCH CONS TRUCTIOR. BRACING OF CONCRETE AND MASONRY WALLS AND ALL 61 : NO. T D.E. A.W.S. AMERICAN WELDING SOCIETY P/S PRESTRESSED COLUMNS SHALL REMAIN IN PLACE UNTIL ROOF AND FLOOR DIAPHRAGMS A.W.w,A. AMERICAN WATER WORKS P.T. PRESSURE TREATED ARE INSTALLED AND COMPLETELY NAILED. ALL RESERVOIR FRAMING: ALASKAN YELLOW CEDAR(A.Y.C.)NO. I ASSOCIATION P.V.C. POLYVINYL CHLORIDE 4. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. 2. WOOD PLATES RESTING ON CONCRETE SLABS ON GRADE AND CONCRETE B.N. BOUNDARY NAILING RAD. RADIUS FOOTINGS SHALL BE ALASKAN YELLOW CEDAR. BT M. BOTTOM REF. REFERENCE 5. ALL WORK SHALL CONFORM TO THE PLANS AND SPECIFICATIONS IN ALL BTWN. BETWEEN REINF. REINFORCING RESPECTS AND SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER. 3. PLYWOOD FOR RESERVOIR SHALL BE CONSTRUCTED FROM WESTERN RED CEDAR REO'D. REOUIRCD AND SHALL CONFORM TO UNITED STATES PRODUCT STANDARD 1-83. SEE PLANS C.I. CAST IRON RES. RESERVOIR 6. SOIL PROPERTIES. ALLOWABLE DESIGN VALUES, GRADING AND FOR GRADE PANEL INDEX (OR NUMBER OF PLIES), THICKNESS, AND NAILING. C.I.O.H. CASs-IN-0RILLE D-HOLE R.O. ROUGH OPENING COMPACTION REQUIREMENTS A$PER SOILS REPORT No. 010256-001 C.I.P. CASs IN PLACE R/S ROUGH SAWN BY LEI OITON h ASSOCIATES.DATED OCTOBER 27. 2000. THIS 4. SEE TABLE 23-11$ OD 1 OF BUILDING CODE FOR NAILING OF WO MEMBERS C.J. CONSTRUCTION JOINT REPORT SHALL BE CONS IDERED A PART Of THESE PLANS AND SHALL NOT SPECIFICALLY DETAILED ON PLANS. CL. CENTERLINE SIT. SHEET BE KEPT AT THE JOB SITE AT ALL TIMES. A COPY OF THIS REPORT CUR. CLEAR SUM. SIMILAR IS AVAILABLE FOR REVIEW IN THE ENGINEER'S OFFICE. 5. HOLES FOR BOLTS IN WOOD SHALL BE OF SAVE DIAMETER AS BOLT+1/32' CMU CONCRETE MASONRY UNITS SPECS. SPECIFICATIONS MAXIMUM. BOLTS AND LAG SCREWS BE ON WOOD SHALL HAVE STEEL COL. COL- Sp. SQUARE 7. CONTRACTOR SHALL VERIFY LOCATION OF ALL SITE UTILITIES PRIOR TO OR MALLEABLE IRON WASHERS OF STANDARD SIZE. CO NC. CONCRETE S.S. STAINLESS STEEL STARTING WORK, BOTH ABOVE LROIND AND BELOW GROUND.WHICH MAY BE CON T. CONTINUOUS SIG. STEEL IMPACTED BY THE WORK SHOWN ON THESE DRAWINGS. ANY CONFLICTS SHALL 6. ALL CONNECTION HARDWARE WITHIN THE INTERIOR OF THE RESEflV01R SHALL C.R.S.I. CONCRETE REINFORCING SIRUCT. STRUCTURAL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. BE 316 STAINLESS STEEL. INCLUDING HANGERS, BOLTS AND NAILS FOR STEEL INST ITUTE HANGERS. CU. CUBIC T.F. TOP OF FOOTING T.C. i0P OF CONCRETE REINFORCING,NOT c - 6. GLUED-LANINATED BEAMS SHALL BE FABRICATED OF 1-1/2'ALASKAN BET. DETAIL T.O.F. TOP OF FOOTING YELLOW CEDAR(HEARTWOOD)LAMINATIONS BY A LICENSED FABRICATOR O.F. DOUGLAS FIR{ARCH T.0.5. TOP OF SHEATHING 1. REINFORCEMENT FOR CONCRETE AND MASONRY SHALL BE DEFORMED BARS IN AN APPROVED SHOP AND SHALL BE COMMB I NATION 2CF- 12 PER TABLE DNA. DIAMETER TER T.R. t0P OF ROOF CONFORMING TO A.S.T.M. SPECIFICATION A-615 (A-706/A-706M FOR 1 OF STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LANI HAT CD T.S. To OF OF ROOF SLAB WELDED REINFORCING). GRADE 60 STEEL SHALL BE USED EXCEPT THAT IIMBER (A.I.T.0 117-86). BEAMS SHALL BE MANUFACTURED TO A.I.T.C. (E) EXISTING TYP. TYPICAL 14 BARS AND SMALLER MAY BE GRADE 40 STEEL. STANDARDS AND AN A.I.T.C. CERTIFICATE OF CONFORMANCE TO U.B.C. EA. EACH T.W.. TOP OF WALL STANDARD 25-ID OR 25-11 SHALL BE PROVIDED TO THE OWNER. EL. ELEVATION 2. WIRE MESH SHALL CONFORM TO A.S.T.M. A-185. LAP 12'WHERE _ ELEV. ELEVATION U.B.C. UNIFORM BUILDING CODE SPLICED. 7. ALL NAILS SHALL BE COMMON NAILS'AND OF A LENGTH SUFFICIENT TO E.N. EDGE NAILING U.N.O. UNLESS NOTED'OTHERWISE PROVIDE THE MINIMA PENETRATIONS SPECIFIED IN TABLE 23-1�OF CO. EQUAL 3. ALL REINFORCEMENT, ANCHCR BOLTS. AND OTHER ANCHORAGES PLACED IN THE U.B.C. U.N.O. E%UST. EXISTING VERT. VERTICAL MASONRY AND CONCRETE SHALL BE ACCURATELY PLACED AND POSITIVELY SECURED AND SUPPORTED BY CONCRETE BLOCKS. METAL CHAIRS. SPACERS, 8. ALL NAILS SHALL BE 'CONCH NAILS'. OF THE LENGTHS AND MINIMUM FDN. FOUNDATION ./ WITH OR METAL HANGERS, AND SHALL BC IN POSITION BEFORE CONCRETE BENDING YIELD STRENGTHS EUNGTHS(Fy6)SPECIFIED IN TABLE 2}111{_2 OF F.F. FINISH FLOOR PLACING OR GROUTING IS BEGUN. DETAILING AD PLACING OF BARS THE U.D.C. U.N.O. F.G. FINISH GRADE O AT SHALL CONFORM TO THE A.C.I. MANUAL OF STANDARD PRACTICES. FIN. FINISH h AND FLR. FLOOR 4. BARS SPECIFIED AS 'CONTINUOUS'SHALL EXTEND THE FULL LENGTH OF cT�EL Npy F.N. FIELD NAILING THE MEAGER CONTAINING THEM AND MAY BE SPLICED(UNLESS NOTED OR FT. FOOT SHOAH WITHOUT SPLICES M THE PLANS) BY LAPPING BARS 50 BAR 1. STRUCTURAL AND MISCELLANCOUS STEEL SHALL BE A.S.T.M. A-36 UNLESS FIG. FOOTING DIAMETERS(BUT NOT LESS THAN 24') IN MASONRY. IN CONCRETE. NOTED OTHERWISE AND SHALL BE FABRICATED IN ACCORDANCE.W:TH THE PROVIDE LAPS PER DETAIL 5 ON SHEET S-6. STAGGER ALL SPLICES. q GA. GAUGE I.S.C. SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION GAL. GALLON 5. DOWELS SHALL BE PROVIDED AT ALL POUR JOINTS AND SHALL BE THE OF STRUCTURAL STEEL FOR BUILDINGS. FABRICATOR SHALL BE A GAL GALVANIZED SAME SIZE AND SPACING AS REINFORCING DIRECTLY BEYOND POUR BUILDING DEPARTMENT S APPROVED SHOP. GEM. GENERAL JOINTS. MINIMUM LAP SHALL BE 50 BAR DIAMETERS. 2. STEEL TUBES SHALL CONFORM i0 A.S.T.M. A-500, GRADE B OR BETTER, G.I. GALVANIZED IRON 6. WELDING OF REINFORCING STEEL.METAL INSERTS AND CONNECTIONS UNLESS NO iEO OTHERWISE.HERw15E. HOR 12. HORIZONTAL IN REINFORCED CONCRETE OR MASONRY CONSTRUCTION'SHALL CONFORM }. STEEL PIPES SHALL CONFORM TO A.S.T.M. A-5], GRADE B. Hi. HEIGHT TO U.B.C. STANDARD 19-1. USE LOW HYDROGEN E-70 SERIES ELECTRODES FOR WELDING OF REINFORCING BARS. CONTINUOUS 4 BOLTS SMALL CONFORM TO A.S.T.N. A-307 OR BETTER. UNLESS NOTED I.C.B.O. INTERNATIONAL CONFERENCE INSPECTION IS REQUIRED OF ALL FIELD WELDING IN ACCORDANCE OTHERWISE. OF BU ILOING OFFICIALS WITH U.B.C. SECTION 1701. INT. INTERIOR 5. HOLES FOR BOLTS IN STEEL SHALL BE OF SAME DI AME7ER AS BOLT 1/16' K KIPS CONCRETE NOIFS MA., KSI NIPS PER SQUARE INCH 1. A 6. L CONCRETE SHALL WAVE A MI NI NIAI ULTIMATE CLIPRESSIVE STRENGTH ALL WELDER IN A BVIALL WELDING SHALL BE SHIELDLEDDIARC TYPE AND SHALL BE PERFORMED BY HIS DEPARTMENT APPROVED SHOP. LONG T. LONGITUDINAL OF 4000 PSI AT 28 DAYS. AGGREGATES SHALL CONFORM!TO A.S.T.M. CONTINUOUS INSPECTION IS REQUIRED OF ALL FIELD WELDING IN L7.w. LIGHT WEIGHT C-33. ACCORDANCE WITH U.B.C. SECTION 1701. AIRS.' MASONRY 2. CEMENT FOR CONCRETE SHALL BE TYPE V PORTLAND CEMENT CONFORMING 7, NO STRUCTURAL STEEL MEMBER SHALL BE CUT FOR PIPES, DUCTS. ETC. M.A%a NA%IMAM TO A.S.T.M. C-150. TYPES I OR 11 CEMENT MAY BE USED IF SOIL UNLESS SPECIFICALLY DETAILED AND APPROVED BY STRUCTURAL ENGINEER. 4FR MANUFACTURER SULFATE LEVELS AS DETERMINED BY A DEBTECHNICAL ENGINEER ARE MIN. MINIMA SUFFICIENTLY LOW. M.H. MANHOLE B. STAI NLE55 STEEL SMALL CONFORM TO A.S.T.M. M276/A.I.S.I. 316, y 0. MASONRY OPENING 3. CONCRETE COVER FOR REINFORCING BARS SHALL BE: STAINLESS STEEL BOLTS SHALL CONCONFORM TO M.S.T. . F-593. MPH MILES PER HOUR STAINLESS STEEL NUTS SHALL CONFORM TO A.S.T.M. F-594. UST AGAINST AND PERMANENTLY EXPOSED TO EARTH-3' 9. WELDING OF STAINLESS STEEL SHALL CONFORM TO STRUCTURAL WELDING EXPOS TO EARTH OR WEATHER: NO. 5 THROUGH NO. 18 BARS-2' CODE-STAINLESS STEEL. ANSI/AWS D1.6-98. ND. 5 BARS,W31 OR D31 WIRE.AND SMALLER=i 1/2' NOT EXPoSED 70 WEATHER OR IN CONTACT WITH THE(FOUND: SLABS,WALLS, JOISTS:NO. 14 AND NO. 18 BARS=1 1/2' PROTECTIVE FINISH NO. 11 BARS AND SMALLER=3/4' BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES. STIRRUPS, 1. GRAFITTI RESISTANT COATING FOR EXTERIOR CONCRETE WALL SURFACES SMALL SPIRALS- 1 1/2" BE GRM(GONE VVP-10 OR EQUAL. COAiINC SHALL BE APPL IEO IN 4. DRMACN SHALL BE 1 PART CEMENT AND J PARTS SAND(BY VOLUME). ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS 5. NO PIPES OR DUCTS SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS CALLY DETAILED. SEE MECHANICAL ANKI SPECIFI ELIE TRICAL - DRAWINGS FOR LOCATION or SLEEVES THROUGH WALLS AND FLOORS. S 6. THE LOCATION OF ALL CONSTRUCTION JOINTS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. 7. 'LIGHT'SANDBLAST FINISH SHALL BE AS DEFINED IN A.C.I. 303R, SECTION 9.1. SCALE AS SHOWN gFFTSI PLANS PREPARED BY: A.v F�f�pII . DATE �a` "+s4 cSIrF19NGDALE RESERVOVI� -9 .EE Nw z000 ., 7nTETRATECH ASL PRaccT No. Fllf-NAMIE SRGNOt '~ No.Z582 C+ 6241 LaqunP Carryon Rooa,guile 200 C4�UlAT FID AI N)OOO.9001 o • T'°'A7M1N� • 'n CRIHomio 92618 STRUCTURAL R C URAL - a DESIGNED BY OAK (949 727-7099 $ DRAWN BY' TPC ^ � 19 (949;727-7097 FAX CITY OF HUNTiNGTON BEACH GENERAL NOTES AND LIST OF ABBREVIATIONS REV OESOPoP00N ENGR DATE APID DATE CHECKED BY DEW C DEPARTMENT OF PUBLIC WORKS OWE.NO. W OF i i ' ACCESS HATCH I CONSTRUCTION RIDGE`/ENT CUARDRAILINL JOINT. TYP. . LIGHT FIXTURE ' IYP ROOF VENT ROOF VENT NEiAL SIDING LIGHT SANDBLAST f - _ 4 _ FINISH*/GRAFFITI RESISTANT COATING p _ RESERVOIR SITE PAVING } T - FOOTING ACCESS LADDER./ ' SECURITY LATE ' RESERVOIR BONO. —_____________________________---________—_____________.� EXTERIOR ELEVATION-WEST SCALE: I/B'=I'-0" A OB O O O LIGHT FIXTURE. ' TYP ACCESS HATCH CONSTRUCTION LIWtORAlL1NG ROOF VENT RIDGE VENT OINT,TYP. CCESS HA ACCESS HATCH A TCH LOUVERED LENT ACCESS LADDER SEC URfP`GATE LIGHT SANDBLAST FINISH r/GRAFFITI RESISTANT RESISTANT COATING SITE F-I. RESEINOIR rooNNL ----------- --- -- AESi• HOPPER ER BOTTOM EXTERIOR ERIOR ELEVATION ION-SOUTH H SCALE: T/B'=r-o' - y F� �I�(F�F�� �I I� �j l� I� p�/ T� /1�l - I DATE NAS SHOWN -"V S O 11 PLANS PREPARED BY: \\��+/.'\ ,rV z Spl!`��`J1�LL-�G�LE FRESI�IF�IAY©M ` - a O TETRA TECH ESL RDJELT HLENAI.IE } No. 2582 9 A i SRELOJ I— Lo9uno Canyon Raoa.Su�le 2•]0 -S TP pry�l-I 1�'�,-�iLL� WOOO.9001 DESIGNED BY D. I^.�ry Gael O�+ia 9�618 1 J'.Y1"l.s Y W DRAWN BY Tac ::fJfliTJ` (9a9) ]2] ]099 �,� CITY OF HUINTINGTON BEACH PRIOR ELIYVATIOIS .I REV DESCRIPTION ENGR GATE APPD GATE CHECKED. pEw '�• (9a9) ]2] ]09] A% a-I3l pEPnRTrnENi OF aUBLIC nORHS D.C.rv0. '1J OF 53 i A O O O O O O O O O O O O O P 12 COLUMN SPACES O 32'-0' 364'-0' 32'-3" I : 20-9" 13 EOUAL CONSTRUCTION JOINT SPACES O 29'-9 11/16"t 3B7'-6" 28•-9" • 1'-9" 2_0 2-0 2'-0" 2-0 T.F. 7- 1 T.F.E 26.79 T.C.EL 3712 1 --12 W —12 W _— —12W—_— t2••,W_--- _ _III I i 12 W—_— _12 W----- q_--_—,2..W__ "�^E _-_E� T.C.EL 37.12 _E_.. E_._.__. \ -...—_—_ _ �• 2G—_—_ 2:G—_—. 2G—__, 2C—_—_ 2G—_-- i .1 i.F.`EL].79 TYP. EL 2111 ] I III EL 26 779 S3� EL 11.29 EL 11.29 : ' ! C.J. : C.J. I C.J. C.J. __-- - 52) 7 C.J. C.J. 6 2- : C.J. 1 TOE CF SLOPE El 11.29 - I EL 11.29 5 5 I EL 26.19 LIP � Li � 5 -- — 1---- ---- ---- ----1 ----�- --- - - — 1-- - - - --- -1-- - - --- Io ---- - --L ---------------- ---------------------- ------------ --------- -- ------ _-_---\--�rl - ------------------------------------------------------ - i.F.EL 26.79 i.C.EL VA2 1 if.EI-'Z6.79 KEYNOTES: O. 5_7 T.C.EL 37.12 FOUNDATION PLAN KEYNOTES: 12'--0" 1THICK CONCRETE SLAB.//9 O 12" EACH WAY, 6. -0" SQUARE CONCRETE LANDING, S.S. ACCESS LADDER LE: SCA 1/16-=1'-o- a D TOP AND BOTTOM. •/BILCo S 5. LADDER-CIP LU-3 OR EQUAL. AND S.S. GUARDRAIL. Ty,. 2. 2'-6" SQUARE CONCRETE COL— ). 3' WIDE CONCRETE STAIRS./S.S. HANDRAIL. 3. C.J. INDICATES CONSTRUCTION JOINT AT SLAB AND WALL. ADJACENT WALL SECTIONS SHALL NOi BE PLACED AT THE SAME TIME. A. VERTICAL JOINT AT WALL ONLY. PROVIDE 2•-0" FILLET AT INTERIOR WALL CORNERS. WALL CORNER CONCRETE SHALL BE PLACED NO LESS THAN IA-DAYS _ AFTER ADJACENT WALL SECTIONS ARE COMPLETE AND ADJACENT FULL-LENGTH WALLS ARE AT LEAST 50%COMPLETE. 5. 2'-0" THICK CONCRETE SLAB. SEE I/S-7&Z/S-7 FOR REINFORCING. - SCALE AS SHOWN pKfEnl DATE NOJ 2D00 �v�E E' 4 PLANS PREPARED BY SPRINGDAL RESERVOIR 3-3 ~ TETRATECH ASL ` PROJECT NO. FILE)—E Na.2582 SRFNOt , w.v1,n1• 16211 lu9unR ce�roA Rone.S-I, zDO WOOO.90O1 a DESIGNED BT OAl( I. Cnli_ 92618 STRUCTURAL DRAWN BY TPC FrNA:TW (9A9))727-7099CITY 4� A G1PLAN 9 Ap! ,Q '' g RCV DESCRIPTION ENCR DATE APPO DATE s�'r cA��I tI'? (9A9)727-709)FAX O DEPABTf ENT DFINp TON A O C 5 F0UI`!D/9TI01�J PtlJM9 DWG.NO. OF s>Z CHECKED BY DEW A O O O O O O O O O O O O O P I Aa8'-6' 32'-3" 12 COLUMN SPACES O 32'-0=384'-0 32'-3' I 1' 9' T.o.s. T.D.S. Aa.25 � '. A EL A0.25 6-5 I I I , I I It I B I I I I , I 1 I I I I I I T.O.S. ] I EL.U.23 I 1 i.0.i. RIDGE OP p1NC r—— - - — I TYP, ryp' 8 I .:.vim..-::.....�'.,. — 5 -� :- - - ----- - -- _ - -- - -- -- - -- -- - -- -- - - -- - -- -- - -- -- - -- -- - -- -- - - -- - -- -- - -- -- - -- -- - -- J T.O.S. L TDS El 40.25 EL A0.25 ROOF FRAMING PLAN Q KEYNOTES: SCLLE. 1/I6"-1'-0- 1. 3-PLY MODIFIED FELT ROOFING. ]. SEMI-CONTINUOUS ALUMINUM RIDGE VENTILATOR. RUMLAIR RV-6 OR EQUAL. 2. 5-PLY. 19/32'C-C EXT. GRADE WESTERN RED CEDAR PLYWOOD SHEATHING./10e O A'AT BOUNDARIES AND B. CDNTINUf,US ALUMINUM ROOF VENTILATOR CONi. PANEL EDGES. IOa O 6"AT OTHER PANEL EDGES AND IOE O 12"AT INTERMEDIATE FRAMING MEMBERS. 9. ALUMINUM ROOF ACCESS LADDER WITH SECURITY DOOR. O'KEEFE'S, SEE DETAIL 1D/S-]. INC.. MODEL No. 504 10 SO OR EQUAL. 3. 2%6 ROOF RAFTERS O IA 10. 6'-0"v B'-0"DOUBLE LEAF ROOF ACCESS HATCH. DUR-RED TYPE 55. ALUMINUM r/STAINLESS STEEL HARDWARE. OR EQUAL. a. 3 1/8' • 24.00' GILD O 8'-0'. I.1. A'-0' S''kUARE ROOF ACCESS HATCH. DUR-RED TYPE 55. ALUMINUM 5. 5 1/8' .31.50'GLB(18 O 26-0'. 3 O 28'-0'). �/STAINLESS STEEL HARDWARE, OR EQUAL. _ 6. 5 1/a' . 34.50' (.38'-0')CLB (21 TOTAL). 12. CRICKET. 1/8" PER FOOT SLOPE (MIN.). SCALE As SHOWN yN E- 11��I�� ppI�I ((��RESERVOIR F� AI - DATE EE.y PLANS PREPARED BY. ,�V SPJ(°dIy�+JGDALE 11!('SERVOIR S-4 FIlE/W.IE Nov'.DOD �` `15By" � TETRATECH ASL I Irry u.� Ly PRaECTNO. SRRP01 16241 L.R.-C.--o R—.S„B.20o STRUCTURAL WOOO.9OO7 DESIGNED BY DAx n Cal�lo•n�a 92618 9A9) ]2)-)099 REV DESCRIPTION ENGR DATE APPD JoArEORA"BY TPC ��r�r4Lc^P'�.`� �9A9))2]_]09].FA% CITY Of HUNT NGTON BEACH ROOF FRAMING PLAN CHECKED Bl' DEw G DEPARTMENT 01 PUBLJC WORKS D.G.N0. OF 5 0 35'-9' 35'-9' 36'-0' 5 RIDGE VENT ))) 1 i I ROOF VENT ROOF VENT I I WOOD CRIPPLE WALL / ./LOUVERED VENTS Q.—PURUN J GLUV BEAN —- — 1 I I I I I I I I IYP S_2 � I I I I CONSTRUCTION / JOINT PER - J/ TOP. 5-6 I I SUBCRADE PREPARATION PER GEOTECHNICAL REPORT TRANSVERSE SECTION SCALE. 1/6-=1'-0- S, SCALE AS SHOWN gcFT-4, I[�J pp pA 2 T(�I� I�I�y� �p - °" � EE° PLONS PREPARED BY. ,..v SPRINGDAL E I(CESERWOR S-5 � 4 TETRA TECH A SL 1 p�' PROJECT NO. FlLEIIAI,IE SRIt5D1 a✓ Na.258� [--� 52a1 Ld9udd C-d Roo d,SPlte 200 STRUCTURAL W000-9001 $ IUyl�l~J �n Ca111a .,92616 DESIGNED 81' OM 19a9)22)-)099 8 REV DESCRIPTION ENCR DATE ARPD DATE ORAWN 81' iPC �C�q'�"P� �• �ga9)J2)-)Og)FN( CITY OF HUNTINGTON BEACH TRANSVERSE SECTION CHECKED BY DEW Q DEPARTMENT OF PUDLIC WORKS DWG.M0. Q OF i EOM.CONSi.JOINT tO OIA YAS ./BEVELED SHEAR KEY(GONG.W,V16 DA ONC o0. b OR BACKFILL PER ONLY)?HC 0"TYP. Ii uIN. C SPECII CATIONS V-6" CONCRETE TYP. D WAIL a SIZE AND SPACING o G OF ANCHOR BOLTS B• KAT.RE1NG.(EXCEPT TIEING.O rF Cf p .I S SPE(]FlEO ON FOR TILT-UP WATT U.H.O. PLANS — ca+SmucTO) 180'HOOK I�I�I�I�I�III II II ,� 90'REND D-8a FOR/9 CORNER INTERSECTION ALT.CORNER AND LARGER NO SLEEVES SINGLE LAYER OF REINFORCEMENT -6a FDR SYAUER a' PER uI TIED BARS . `. _ 36 DIA C C UP PER a 6a OR a I/2' 90.DENSITY 6 D`iYP. 4"MIN. $B" 4" (AST.0-698) M . 6"YIN. 7i YIN. 0"TYP. 2"QA 'l" PROJECTION MINIMUM AS REWIRED 6 �2 LINES HOT BELOW THESE ONES NOT PERMITTED OEMMCE AS 1 CONCRETE FILL NOTES PIPE _ NOTED I"CE". VERT � 0' 1-1/]aCLEM OH ` TRENCH. EXTEND 2'-0"EA - SiRUCT.NOTES (EXCEPT WIRE PE TOGETHER �b 1. VERTICAL BOLTS SHALL BE 3"MINIMUM FRO.EDGE OR ENO OF CONCRETE AND SHALL BE TILT-UP CONSr.) IMP. TIED WITH/3 HOOKS OR HAIRPINS. SIDE OF SIEEVE .� C.I.SLEEVE I" LAP AND OFFSET STIRRUP OR PE CONNECRONS HAVING A CRWP Cl ANCHOR BOLTS SHAM BE ACCURATELY PLACED LARGER THAN PIPE CORNER INTERSECTION ALT.CORNER USING A TEMPLATE SECURED TO CONCRETE FORMS WITH DOUBLE NUTS DOUBLE LAYER OF REINFORCEMENT SLEEVE THROUGH FOOTING WALL&FOOTING REINFORCING. AND PIPE TRENCH LOCATION t AT CORNERS&INTERSECTIONS 2 TYPICAL BAR BENDS 3 ANCHOR BOLT EMBEDMENT IN CONCRETE 4 SCALL N.T.S. SCALE N.T.S. SCALE.N.T.S. SCALE:N.T.S. REINFORCING LAP SPLICE SCHEDULE I I C D BAR t'c=2500 ('c=3250 f'c=4000 f'c=5500 c L inches L inches L inches L inches COIN.CONC.KEY 3 24 21 19 16 1/2'DEEP. I"WIDE SEALANT BEVELED KEY GROOVE./BOND BREAKER a 32 28 25 22 ON BOTTOM E NUMBER OF RIBS LDNC WALL 5 39 35 3it 27 CONIC.FLOOR SLAB TYPICAL GLOOR STAB ON-,NUMBER SIDE OF EACH TYPICAL WALL 6 47 42 37 32 TIEING. FACE OF WATERSTOP „ R.W. 7 69 60 54 47 8 78 69 62 53 1 LOCATIONA B C D E F G 9 BB 78 ]0 60 FLOOR TO PIPE PENETRATION 1 4 /8 3/16 3/16 5 3/32 1/8" \ aOOR SLAB 6" - 3/8 1/4 7 - 1/8' W:CA 6" - 3/5" 1/4" 7 - 1/8" /) NOTES . /8(.i-0-)O 12" PJC WANRSTOP _ I"CRV•MFER AT J —WC wATERSTOP I.LAPS SHOWN M THIS iMIE ARE CLASS S.CATEGORY 3 TYPE SAUCES. CENTERED ON SEEe EXTERIOR FACE SEE LAP7 WHEN NOT THE SAME SIZE.LENGTH IS BASED UPON SMALLER OF TWO BARS BEING SPUCED JOINT NOTES. "SEE NOTE 1 BELOW NOTE: 1.NO CENTERBULB ALLOWED IN WATERSTOP FOR VERTICAL JOINTS. NOTE: 2.INCREASE LAP LENGTHS BY A FACTOR OF 1N FOR HORIZONTAL THIS CONSTRUCTION JOINT SHALL ONLY BE USED WHERE THIS CONSTRUCTION JOINT SHALL ONLY BE USED WHERE IS CAST IN MEENT 50 PLACED THAT MORE THAN E NC. OF CONCRETE APPROVED BY THE ENGINEER. 2.ALL SPLICES$"ALL SUBMIT IN ACCORDANCE WITH NUFAC NRER'S APPROVED BY TIRE ENGINEER. IS CAST IN THE YENBER BELOW ML5 REINFORCE.ENT. RECOIA4EHOA DONS.' IGSHOP DRAWINGS PRIOR i0 IHSTALU DOH OR SAUCING wA 1ERSTOPS. , REINFORCING LAP SPLICE SCHEDULE 5 FLOOR SLAB JOINTS a WATERSTOP SCHEDULE VERTICAL WALL JOINTS a SCALE N.T.S. SCALE N.T.S. SCALE n.T.S. SCALE.N.T.S. SEE NOTE 6 TYPICAL IR]K. J�2"CLR..TYP. o /6 x Gw rAQ t PANEL EOGE �( NAILING(E N.) f5(.4'-O-)DIAGONALS(TYP.) SEEP RmG ^WHERE OCCURS T I<WALL) 24'DIA i TCRRUPRD CONSTRUCTION JOINT(CJ.) OPENNG CY RCwF. PERe TYP. r ....... - .....G INTERMEDIATE FRAYING PlYN000FIELD NAJUNL(F.N.) t SHFAMING OPENING IN SLAB E FACE 20"DIA.MAX t .T lA_-_PONE 1 / O : ....•.. •... -� 1-IS HOOP <'-I' AAB Ai EACH mE O WITH 1B"LAP REINFORCING NOML —ING / ME 1. BER OF AODin AJ_RONFOROMG BARS ON EACH SIDE IX CPENINL SHALL BE EWAL TO \'/%L - HALF OF THE NUMBER 6 INTERRUPTED BARS IN EACH LAYER OF RONFWONG. 1 / 2.92E OF ApOITIOIAL BARS 91ALL PATCH THE SIZE DF INTERRUPTED REINFWONG BMS / 3.PROMDE STANDMO HOOKS 04 DINS IF LAP_NGTH ERTENVOH CANNOT BE OBTAINED NOTES /I/// A.PLACE ADd TIOHAL BARS IN SAME PLANE AS INTERRIATED REINFORCING. PLACE/6•�A O BOUNDARY AND CONT INSIDE OF PLANE OF IN FMFUPlED AND ADDITIONAL REINFORCING ')(` t. I INDICATES POUR SEQUENCE. PANEL EDGE NAILING(B.N.I 5.ALL RONFGRCING SHALL CLEAR EDGE OF OPENING.PIPE OR FLANGE C—S BY 2" 2.THERE SHALL BE A MINIMUM OF 4-OATS 4 ADDITIONAL REINFORCING AT 6.EXTEND ADDED BARS PAST EDGE Oi OPENING A DISTANCE EWAL 10 THE OPENING BETWEEN POURS I AND 2. gAMETER OR 48 BAR DIAMETERS WHICHEVER IS GREATER. SMALL OPENINGS IN FLOOR SLAB a ADDITIONAL REINF.AT PENETRATIONS t o FLOOR SLAB POUR PATTERN t t PLYWOOD DIAPHRAGM NAILING DL4GRAM t 2 SCALE:N.T.S. SCALE-N.T.S. SCALE' 1'-40' SCALE: SCALE A5 SHOWN yNEf 61 DA>E � E°y� PLANS PREPARED BY. .•• �\ A.v (C FOIfI�IL�ArP°�1AA 2 T612�2f1i/®I(Ig1 NM zoa0 °''� '4=7Sn TETRA TECH ASL C?TIT IN tlGElSJ /TILL LS RESERVOIR W PRaECT NO. FlLENAI4E SRDi01 �.I/HBo. • I624t La9una Canyon Roaa,S.;I.ZOO G� �1/�V R]�1 WGDD.9001 DESIGNED BY DA, C.17J nia 9261E STR®STRUCTURAL L RAL 8 (949)727-7099 . 9 REV DESCRIPTION ENCR DATE MPD GATE DREW" TPC YrFio-AIA-nA` � (949)727-7097 FAX � CITY TM NT OF GTUN BEACH TYPICAL DETAILS CHECKED BY DEW � DEPARTMENT OF PUBLIC WORKS D.C.NO. 1J OF�i 2.4 STUDS a 24 J2' snros o 2i umn STUD AT BEANS/ •/ TO MATCH BEAU WIDTH S.S.'SIMPSON GLTS' TUD AT BEAMS TO SS.SIMPSON HGLTS• EOUNALENT•/1/4' BEAM WIDTH a�' 9-/9 EACH FACE THICK PLATES,L=+2 2 /4 COLUMN TIES (32 TOTAL) EOUNALENT�/1/{" .I.FLASHING Twcx PLATES,L-12' TF-]1/2I.B-B I/z' o +8. G.I.FIASfONG PROVIDE SIDE PLATEDBL 3.4 TOP m PROVIDE SIDE PLATE EXTENSIONS W/2-5/e' PLATE e ROOTNC EXTENSIONS W/2-5/B" ROOFING N �THRU-BOLTS ]/B'TRICK WESTERN RED TO S.S.T4RU-BOLTS 7.a TOP CEDAR PLYWOOD SHEATHING m i0 STUDS �� �/BA O T AT ALL EDGES, O 8B O 12"AT INTERMEDIATE CONT.LOWERED VENT FRAMING MEMBERS . "` .. .. ......... .. ... ... OVER PLYWOOD /9.COL DOWELS -/4.TIES 0.4M I 4-_ .....w .. .. -WTCH IMP.COLUMN TIES PER TYP. 2.{STLL PLAT: SECTION COLUMN SECTION 2-7/4'DK ./5/8"Du 5.5. 4 SILL PLATE S.BOLTS DB.'a O 24' 2-3/4'DID /�5/B'OIA S.S.3 1/8'.24.00 S.S BOLTSB.'a 0 24' GILD PURUN S.S.'SIMPSON CB•EOUN. - G.L FLASHING 5 1/8'WIDE T.C. IMP.SLAB W/2-5/8'BL\S.S. CLB(pEP. 5.5.S1MIa5DN CB' REINF. THRU-BOLTS AT BEAM VARIES) ED=.W/2-5/8' _ C.I.FLASHING 2'CLR. ttP. BID THECA BOLT$AT 2'-6'SUPPORTS LIGHT FIXRIRE ELECTRICAL WHERE OCCURS BEAM SUPPORT 11CHT FIXTURE CONOUR /6 O 12' ELECTRWHERE OCCURS Li CONDUIT /6 HOR12.O LIGHT SANB&ASi EXTERIOR CONOUT 11'E.F. FACE OF WALL AND APPLY GRAFFITI RESISTANT COATING /8 0 6" UGHT SANDBLAST EXTERIOR TYPICAL COLUMN DETAIL TYPICAL COLUMN a _ FACE OF WALL AND APPLY /9Lo 6", � cRASEm RESISTANT coAnHc scME: 1/z'-r-o• _ � sCA.E: FOR//��RE�MS NOT NOTED. S�� 2 S.6 SUBPURUN W/ RIDGE VENT S.S.HINGE CONNECTOR 2'-0'ONE END 5.5.SIMPSON LUS 26 SIMILAR TO SIMPSON SEE SADDLE HMRLER- /6 IO 12' B.N. HC4CSTA5-I1 •/ 1!4 a'-0'DPP.ENO SEEe J 2'-0' ROUGHENED BN- -_ SIDE PLATES AND 1 --- 2'-0' JOIM 5 I/B.34.50 GIB DID BOBS ROUGHENED- ?-0' 2-0' _ - - o JOBTi 2'-0' 2'-0' P.V.C. FP AlERSTO T.f O �. m - 0-- - o --- __ ` 3+/8.2400 LLB _ / -7T--- PURUN 5 LIB ]I.50 CLB -(-{-� ~ 5 I/B.34.50 GLB BEAN SEAT- 3/8'S.S.'U•PLATE --h-H�V-- SEEe -__I _-- S.S.EQUIVAGENT ON GLST 3-5' BEAM SEAT(9 I/2'H --L��J-- /]O 11'AT SLOPED SLAB /9 O 6" ' fi ---7T--- pURASLEM./ 1/i THICK -- 3 16 /9 0 6'Ai SLOPED STAB --,} Bolis i—rf -- —S.S.L3.3.1/4.2'-O'. SS.S/B THICK. IS H SUBGRADE PREPARATION PER •2'-B"L BENT PLATE•/ SUBGRADE PREPARATION PER GEOTECHNICAL REPORT CONC.COL 2'FLANGES AND 4-1' a fiOLAMN DES CEOTECHMCAL REPORT SEEe D�.A BOlrS OF COLUMN EML VENTILATOR NOT SHOWN. TYPICAL WALL SECTION t TYPICAL WALL SECTION BEAM CONNECTION BE CONNECTION s SCALE 1/2"-1'-0- _ SCALE 1/2•-1'-0- _ SCALE:3/4'-1'-0• 6-4 EXPANDING POLYURETHANE 2.6 BLKC.O ENDS OF ORE MI GROUT,SAFE FILL CRACK WITH MOO VENT AND O a0 M,V(. ROOF VENT FOR POTABLE WATER INJECTION HOLES AT 45' SREUR J5.HI-u00 LV B N. 2.6 CURB,TYP. OR EQUAL CRICKET CONSTRUCTED 1/4'WIDE(MAX.) FROM RIGID INSULATIOM� j l ROOFING NTERIOR SLAB OR vEE NOTCH 6 4'CANT STRIP Z::L3/4'0 S.S.WELDED WA11 SURFACE, �SELAB FLOOR _ _-_ PlYY.'0 SND O 24'(4 IOTA) DOUBLE F 3. _ SHEATHING TOP PLATE \\\ / R SLOPE FOOFlNC LTP4 SEOUNON o E,CRACK % e 24'TYP. 2.SILL _-- --- PLATE _---- ��� / 5 1, J4.50 CLB G " NOTES- BATES_ —3 1/B .24.00 GLB 1. FOR USE ON 'NOV INC'OR'NON-Q0VING'CONCRETE SLAB AND WALL CRACKS PURUN. 0.025"w10E AND WIDER. CRACKS LESS f1uN 0.025'WIDE NEED NOT BE SEALED. I. FOR USE ON 'NONMOVING'CONCRETE SLAB CRACKS ONLY, U 0.025'WIDE ANO WIDER (0.25' 1Mn%.). CRACKS LESS THAN S.S.L].3.1/a 2. CHEMICAL GROUT SHALL BE APPLIED IN ACCORDANCE•/MANUFACTURER'S 0.025'WIDE NEED NOTBE SEALED.CONC.WALL TYP. WRITTEN INSTRUCTIONS. CONC.COL NOTE:FOR ITEMS NOT4-J/i Dll S.S. 2. EPDXYGOUT SHALL BE APPLIED In ACCORDANCE w/ NOTED,SEEe ANCHOR BOLT a 24' MANUFACTURER'S WRITTEN INSTRUCTIONS. BRACED FRAME ELEVATION CRACK REPAIR DETAIL CRACK REPAIR DETAIL BEAM CONNECTION o SCALE:3/a"-1'-0' HALP SCALE HA1S SCALE SCxE:3/4•-r-O' scuE qY,� �.]f 9 - DAIE AS SHOWN � L��Y v(+ 5-[� PLANS PREPARED BY: \ A.v j K•- SPRN DALE RESERVOR ��( NO 200° YTETRATECH ASL S PRaecT NO. FILENAME Y N..2582 T',1L'SROT02 16211lP9una CwY°^Roae,Su:le 200 STRUCTURAL W000.9001DESIGNED BY OAK .Cllif.m 92618DESIGN BY MS222-209]FA%REV DESCRIPTION ENCR DATE APPD DATE ( ) CITY OF HUNTINCTON BEACH DETAILS CHECKED BY pI 4 T DEPARTMENT OF PUBUC WORKS D.G.NO.7n OF i U.S. NP-.\iY R .I1?CAD SFJR. R.O.W.— r ICI! II „ rll i Ilr rl I i'! I II O 3 .K'�'=LL 20' C GATE I ,VK �uITPA C - - - DATE,Y DE CIL - I E\\ '-e ;I -E%.AC. 3U!LCIlG RE-SLR\•/✓IR Ifl `zRa \ R \$OY \ \\ 1•C-2/12+ I/lo GNp Li A-36 � I III t•C- to \\� TO PUMP HOUSE PLL Irl III \ — _ _ —_— _Y \ 11 Tu\•.� \o. (4)-2-Co LOCATE PULIBOK EVERY 2DO FT. \\\ — _ — — — — T — — — N — (—<. _ __ �.. i ..�WTDMADC GATE coNintc I -. —'. — - -- -- -- — —•z..-; .iirnoE�rLv `� 1 .!" - � � rcJ�D �IocHo><I ) r� \a J�I�._ —l+ _ _�— —L` ,� L )--y $TO PANEL A -I j . -'-' i. ^ \ '/ ! "C.0 36• y— --J6 J6• J6 E_ 11 I f 12 GRIDt,W l II 0N N 3/a•C 3/10+.1#10 GRD LEAK DETECTOR Im i D F i t ' I _ _C-3,. __-__-_____ ___________________ - ___y H)+ 1012I ONO II !I 36 r0 I L I19 ill LT-t PLC AT:3 a'C-TO 3 t POWER!HOUSE /4•c-2/10« Ip2 cRo II caZR SUp?_! rill rr 2-I;2'i5 S=Crf� --/ lil I _ II 21l 19 III l o !R3'.rE\CE A (y'c it /1 250(71PICAL) — / 36.-o•t ELEV.(TIPICAL) = u 2f,^--" 21 21 21 21 13- 19 19 19 _ r _____________.._�_ _ --___--------_ -_—'— '-�- J/a'C-2/10 1�12 CND 3/a C-3/10 1/12 C D { ,• C C � _ - ! F-_] "DE S-F:.A'r SEE NOTE No t (!'` S EAC UPJ ! l .`J SJ r .=?.� RDN r_!:cE AEOTES °s 1. ALL FMIR G CONDORS TO BE IN S' RESERVOIR WALL AT 9'-0•ELEVATION ! j '•' _ ABODE FOOTING - _ SCALE 2; PUNS PREPARED 3Y: SPR0NGDALE RESERVOIR E-9 D"`E ND"2000 TETRA TECH ASL PRaecr No. FILENAME EEsol.Dwe 1— C.Ia a 926' Roca,sine zoo �' �wLI���, W000.9001 � n 727-709 92616 SITE P1.�1! 8 DESIGNED BY gig) T27-7099 REV DESCWPTION ENGR oATE APPD DATE DMWN o' (9a9) 727-7097 FAX _ CITY OF HUNTINGTON BEACH _ CHECKED Br L7 DEPARTUEM OF PUSUC WORKS D.G.RD. 9 OF 3 0 120 240 VOLTS _L PH 3 WIRE PANEL-- A BUILDING: MAIN BKR . A LUGS ONLY❑ LOCATION: PUMP STATION - . MAIN BUSMOAA SOURCE MOUNTING: SURFACE L H HEAT.BUS❑ GNO BUS.C3 SHORT CIRCUIT RATING: AMP Sri 120 VAC PANEL A LK!—25 VOLT-Amps O BKR BUS BKR O VOLT-AMPS DESCRWnONS u, N DESCRIPTIONS M •B a 52 Po u A B u SZ Po a i M 08 PHOTOCELL GQN.LTC EXISTING 1000 6 20 1 2 20 5 1000 RECEP. EXI%TINL I RECEP TIES EXISTING 1000 5 20 31 a 1201 1 7 1400 RECEP. ExWNG OUSTOE LTL EXISTING 1050 7 20 5 6 20 4 BOO RELEP. E7OSIWG LTG PUMP P EXISTING 300 2 20 7 0 20 00 3 6 RECEP.JVALW P EXISTING A CONTACTOR FLOOD LTC TIES EXIsnHG 1200 6 20 9 10 20 6 1200 FLOOD LTG. RES EXISTING ROOD LTG TIES IXISnNG 12W 6 20 I1 12 20 100 AU1.—GATE CONTROLLER 0 C ALTITUDE VALVE Soo 5 20 1 IS 14 20 1 500 SUMP PUMP 1 EXISTING H BATTERY CHARGER 1 EXLSnNC 1200 1 20 15 16 20 1 SOO SUMP PUMP 2 EXISTING I BATTERY OLVRGEiT 2 EXISTNG 1200 1 1 20 17 18 20 a 800 RECEP. TIES EXISTNG 2O,A I R000 L7 NEW TIES. 1200 6 20 .1 19 20 20 1 1200 BATTERY CLINGER 4 EXISTING A19 I CI L FLOOD L7 NEW RES. 1200 6 20 1 21 u 20ff120-0 BATTERY CHARGER J EXISTING 1 GEN.LTC EXISTNG 900 3 20 23 24 151W RECORDER EXIS71NG 20A I ENG. 1 LUBE PUMP EXISTING 500 1 20 25 26 20LIGHTING CONTROL A21 C2 TEL:POWER (EXIST NG 100 11201 27 28 1500 ENG. 1 CONTROL EXISTING, L RESERVOIR ENG. 1 SPACE MITI EXISTING 25M 11301 29 30 15ENG. 2 CONTROL EXISTIICENG. 2 SPACE MITI EXISTNG 2500 1 JO 31 ]2 IS00 ERG. 3 CONTROL DaSTING20A ENG. 3 SPACE MITI tt IXISnNG 2500 1 JO 3J 34 t5ERG. a CONTROL EXISTINGRESERKIIR ENG. 4 SPACE LMTR IXLSTING 2500 1 30 35 3620600FLOOD LT NEW RES 2 WBE PWP EXhTNL 500 1 JO 37 38 20RECEPf IffW TIES.3PUMPISTING 500 1 00 39 40 25600 PANEL B EXISTINGOUTDOOR LIGHTING CONTROL ENG. 4 WRE PUMP EXISTW SOO 1 3D 41 azVOLT-AMPS>13450114DO >TOTAL VULT-AMPS< 9 <VOLT-AMPS M •B CALCULATED LOAD.LCl VOLT NIPS AMPS TOTAL CONNECTED VOLT-AMPS: CONNECTED LOAD: 65430 272 TOTAL CONNECTED LOAD AMPS: 344Jp 31000 ILL-0 X 25 DESIGN LOAD LIGHTING FIXTURE SCHEDULE LAMP TYPE FIXTURE CATALOG INFORMATION VOLTS fFlVAATTS ON MOUNTING RE14AR16 WATTAGE A CAST ALUMINUM,PARABOLIC HYDROFOEMED REFLECTOR,HIGH 120 250 HPS SURFACE 200 PRESSURE SODIUM UGHT,WALL MOUNTED HUBBEL I CAi/0250-S-268 OR EOUAL 200 8 SCALE NONE F�ry p0.0I ESSJp' PLANS PREPARED By: ,may p ��L T�[�F�1�`' �pT D ATE NOV 2000 s�i�0. °(�f SPRNGDALE YRL�c31ERVOB6R IS6 TETRA TECH ASL PROJECT NO. NAME - EESMOI.OWO Aacm 6f A 16241 L19u^^Canyon Roof,SuAa 200 WDDD.9DG1 0 GNED SY v-n-0I .n c91;ll—92618 SCHEMATIC DIAGRAM AND SCHEDULE . �i CNv1• t� (949)727-7099 REV DFSCRIPfiON ENLR GATE MPO ED BY for 7AL1{Op' (949) 727-7097 FAX CITY OF HUNTINGTON BEACH E'"\� DEPARTMENT OF PUDLIC WORKS DWG.NO. OF�i OIL I I PLANT LEGEND I N I SCIENTIFIC NAME/COMMON NAME OTY S)F NOTE:ROOT BARRIER TO BE PRO/IDED IN ALL AREAS WHERE TREES I I 1 T� ARE WRHIN 5' �OF HARDSWE INCLUDING,MASONRY COLUMNS. I I �6 J LIOUIDAMBM STYRAaFLUA'PALO ALTO' 3 24'BOX \\ 1 PINUS SPECIES/TO MATCH AJACENT 5 24•BOX I I Z I \ PRUNVS C.'THUNDERCLOUD /PURPLE LEAF PLUM 2 24'BOX d (. II \\ m JUNIPERUS TAWRLSIFOLIA 72 5 GV.. 1 \\ LEPTOSPERMUM S.RUBY GLOW/ TEA TREE 25 5 GAL ;ESE^VCI-: I --_ \\ ® UGUSTRUM TEXANUM/TEXAS PRIVET Bo 5 GAL _ I I _c`� PRUNUS C.'CDMPNRA'/CAROLVN LAUREL CHERRY 43 5 GAL — PROPOSED 6'IRON 1 . \\ � FENCE I . 14}LL R,I \� F: DROSANTHEMUM RORIBUNDUM/ ROSEA ICE PLANT 12.ON CENTER I I V v \ MARATHON 11 OR EQUAL J r; �\ MOW CURB �\ ----------------- ---------------f -- McDONNELL SLID IRON ON G GAATE. BUSIiN=SS PARK _ I ,.A PROPOSED PROPOSED `.. GRATING 33 6 BOX CULVERT !`^ter SIDEWAWt HDMD ALL i I '� �•�'JI PROP. BOX CULVERT z z_ PROPOSED ,. ENDWALL o` WAG SPRINGDALE = RESERVOIR ••�'{ I pNgOE DIM.: 5'• ,sc') _ r,` ='� 6•MOW CURB r r r r 1 3• BARK.MULCH . rr. r ':�:: rr I PROPOSED r L IRON FENCE TO FENCE ALONG SOIfM P/L McDONNELL BUS;MESS FA'1RK SO.OoA 35.00' 1 I 0 }0 60 I o 8 I 9 SCN£ I•=30' scmwr AUID.. My AM& SPRINGDALE RESERVOIR PROJECT NO. FILENAME PREIPLTG CROUP 2�2���. I W000.9007 0 DESGNED BY JEL LANDSCAPE PLAN a U;}IB Xr li 211 REV OESCRIPRON ENGR DATE AJ>PD DATE DRAWN By JEJ (')2N-HH CITY OF HUNTINGTON BEACH 8 DEPARITAENT 01 PUBLIC WORKS O._U OF DWG.N 2 i CHECKED BY JEJ CONCRETE SPECIFICATIONS ti ***ISSUED IN QUADRUPLICATE*** } THE AMERICAN INSTITUTE OF ARCHITECTS C�' AIA Document U10 Bid Bond KNOW ALL MEN BY THESE PRESENTS, that we Pascal & Ludwig Constructors [Here insert full name and address or legal title of Contractor) 2049 East Francis Street, Ontario Ca 91761 as Principal, hereinafter called the Principali, and SAFECO Insurance Company of America (Here insert full name and address or legal tale of Surety) 2677 N. Main Street, Ste 600, Santa Ana, Ca 92705 a corporation duly organized under the laws of the State of Washington as Surety, hereinafter called the Surety, are held and firmly bound unto City of Huntington Beach (Here insert full name and address or legal title of Owner) as Obligee, hereinafter called the Obligee, in the sum of Ten Percent of the Amount Bid**** Dollars ($10% of Bid***), for the payment of which sum well and truly to be made, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has submitted a bid for (Here insert Full name,address and description of project) Peck Reservoir Expansion Project No. CC 1102 NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee in accordance with the terms of such bid,and give such bond or bonds as may be specified in the bidding or Contract Documents with good and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such Contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect Signed and sealed this gth day of November 99 2000 Pascal & Ludwig Constructors Zl� (Seal) (Witness) 1 (Title) SAFECO I surance Cori ny of America (S / (Seal) (witness) C.� Victoria Voorhees, (Title)Attorney-in-Fact AIA DOCUMENT A310•BID BOND•AIA m• FEBRUARY 1970 EO •THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 N Y. AVE, N.W., WASHINGTON, O.C. 20006 1 ® Printed on Recycled Paper 9/99 ti CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT NO.5907 i F;ou'State of California nty of orange On November 8, 2000 before me, Christine Maestas, Notary Public DATE NAME.TITLE OF OFFICER•E G.'JANE DOE NOTARY PUBLIC' personally appeared Victoria Voorhees NAME(S)OF SIGNER(5) personally known to me - OR - ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s)on the instrumert the person(s),or the entity upon behalf of which the person(s) acted, executed the instrument. . CFIR(srtNE tiAA. As WITNE h nd official seal. !on 1221587 �r Notary Public-CaSf anla Ororyo County h4i Ccrrim. mc.725,2MI3�7 SIGNATURE OF NOTARY OPTIONAL though the data below is not required by law, it may prove valuable to persons relying on the document and could t� \Ivent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ INDIVIDUAL ❑ CORPORATE OFFICER Bid Bond TITLE OR TYPE OF DOCUMENT TITLE(S) i C] PARTNER(S) ❑ LIMITED ❑ GENERAL ® ATTORNEY-IN-FACT ❑ TRUSTEE(S) 1 ❑ GUARDIAN/CONSERVATOR NUMBER OF PAGES ❑ OTHER: November 8, 2000 SIGNER IS REPRESENTING: DATE OF DOCUMENT NAME OF PERSON(S)OR ENTITY(IES) SAFECO Insurance Company of America Pascal & Ludwig Contructors SIGNER(S) OTHER THAN NAMED ABOVE i i 'G4007/EP 7/94 ©1593 NATIONAL NOTARY ASSOCIATION 0 $230 Rantn»t Aw_ P 0 Sox 7194 0 Canoga Park CA 9 1 309-7 1 94 r r POWER SAFECO INSURANCE COMPANY OF AMERICA S A F E C O" GENERAL INSURANCE COMPANY OF AMERICA OF ATTORNEY HOME OFFICE. SAFECO PLAZA SEATTLE.WASHINGTON 98185 No. 12249 KNOW ALL BY THESE PRESENTS: That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA,each a Washington corporation,does each hereby appoint »a»s►»sss»»»►as»»»»a»»»»»»»»»»»»s►saasViGTORIA VOORFIEES;Santa Ana C111foRua►a►s»a»►s»»s»s»s»►»»»►►»»»»»s»ss»s»»a d Its true and(awful attomey(s)-m-fact,with full authority to execute on rts behalf fidelity and surety bonds or undertakings and other documents of a similar character issued in the course of Its business,and to bind the respective company thereby IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each executed and attested these presents this IIth day of April 2000 R.A.PIERSON,SECRETARY W.RANDALL STODDARD,PRESIDENT CERTIFICATE Extract from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA: 'Article V, Section 13.- FIDELITY AND SURETY BONDS..the President,any Vice President, the Secretary,and any Assistant Vice President appointed for that purpose by the officer in charge of surety operations,shall each have authority to appoint individuals as attomeys-In-fad or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and other documents of similar character Issued by the company in the course of its business..On any Instrument making or evidencing such appointment, the signatures may be affixed by facsimile On any instrument conferring such authority or on any bond or u- 4aking of the company,the seal,or a facsimile thereof,may be impressed or affixed or in any other manner reproduced,provided,however,that the seal shall not (` �ssary to the validity of any such instrument or undertaking" Extract from a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28,1970. "On any certificate executed by the Secretary or an assistant secretary of the Company setting out, (i) The provisions of Article V,Section 13 of the By-Laws,and (ii) A copy of the power-of-attomey appointment,executed pursuant thereto,and (iii) Certifying that said power-of-attomey appointment is in full force and effect, the signature of the certifying officer may be by facsimile,and the seal of the Company may be a facsimile thereof" I,R A.Pierson,Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA,do hereby certify that the foregoing extracts of the By-Laws and of a Resolution of the Board of Directors of these corporations,and of a Power of Attorney issued pursuant thereto,are true and correct,and that both the By-Laws,the Resolution and the Power of Attorney are still in full force and effect. IN WITNESS WHEREOF,I have hereunto set my hand and affixed the facsimile seal of said corporation this 8th day of November- 2000 F e COMo� E CIO CIMPIMAiE ¢• SEAL SEAL /J y x Gf a 195 p 'tOf � R.A.PIERSON,SECRETARY S-0974/SAEF 7/98 0 Registered trademark of SAFECO Corpomdon. 4111/00 PDF APPENDIX SECTION 03300—CAST-IN-PLACE CONCRETE PART 1 —GENERAL 1.1 SCOPE OF SECTION A. The CONTRACTOR shall furnish all materials for concrete in accordance with the provisions of this Section and shall form, mix, place, cure, repair, finish, and do all other work as required to produce finished concrete, in accordance with the requirements of the Contract Documents. B. The following types of concrete shall be covered in this Section: 1. Structural Concrete: Concrete to be used in all structures except where noted . otherwise in the Contract Documents. C. The term "hydraulic structure" used in these specifications shall refer to environmental engineering concrete structures for the containment, treatment, or transmission of water, wastewater, or other fluids. 1.2 REFERENCES A. Codes: All codes, as referenced herein, are specified in Section 01090 - Reference Standards. Specifically, AWWA D110 Standard, ACI 350 and the seismic design provisions from the 1997 Uniform Building Code (UBC). B. Federal Specifications: UU-B-790A(1) (2) Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant) C. Commercial Standards: ACI117 Standard Tolerances for Concrete Construction and Materials ACI 214 Recommended Practice for Evaluation of Strength Test Results of Concrete ACI 301 Specifications for Structural Concrete for Buildings ACI 309 Consolidation of Concrete ACI 315 Details and Detailing of Concrete Reinforcement AC1318 Building Code Requirements for Reinforced Concrete ACI 350 Environmental Engineering Concrete Structures ASTM C 31 Practices for Making and Curing Concrete Test Specimens in the Field ASTM C 33 Specification for Concrete Aggregates ASTM C 39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C 94 Specification for Ready-Mixed Concrete CAST-IN-PLACE CONCRETE PAGE 03300-1 ASTM C 136 Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C 143 Test Method for Slump of Hydraulic Cement Concrete ASTM C 150 Specification for Portland Cement ASTM C 156 Test Methods for Water Retention by Concrete Curing Materials ASTM C 157 Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete ASTM C 192 Method of Making and Curing Concrete Test Specimens in the Laboratory ASTM C 260 Specification for Air-Entraining Admixtures for Concrete ASTM C 309 Specifications for Liquid Membrane-Forming Compounds for Curing Concrete ASTM C 494 Specification for Chemical Admixtures for Concrete ASTM C 1077 Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction & Criteria for Laboratory Evaluation ASTM D 175 Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types) ASTM D 2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate ASTM E 119 Method for Fire Tests of Building Construction and Materials 1.3 SUBMITTALS A. Mix Designs: Prior to beginning the WORK and within 14 days of the notice to proceed, the CONTRACTOR shall submit to the ENGINEER, for review, preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete specified herein in accordance with Section 01300 - Contractor Submittals. The mix designs shall be checked by an independent testing laboratory acceptable to the ENGINEER. All costs related to such checking shall be borne by the CONTRACTOR. Since laboratory trial batches require 35 calendar days to complete, the CONTRACTOR may consider testing more than one mix design for each class of concrete. B. Delivery Tickets: Where ready-mix concrete is used, the CONTRACTOR shall furnish delivery tickets at the time of delivery of each load of concrete. Each ticket shall show the state certified equipment used for measuring and the total quantities, by weight, of cement, sand, each class of aggregate, admixtures, and the amounts of water in the aggregate added at the batching plant, and the amount allowed to be added at the site for the specific design mix. In addition, each ticket shall state the mix number, total yield in cubic yards, and the time of day, to the nearest minute, corresponding to the times when the batch was dispatched, when it left the plant, when it arrived at the site, when unloading began, and when unloading was finished. CAST-IN-PLACE CONCRETE PAGE 03300-2 C. Provide the following submittals in accordance with ACI 301: 1. Mill tests for cement. 2. Admixture certification. Chloride ion content must be included. 3. Aggregate gradation and certification. 4. Materials and methods for curing. 1.4 QUALITY ASSURANCE A. General 1. . Tests on component materials and for compressive strength and shrinkage of concrete will be performed as specified herein. Test for determining slump will be in accordance with the requirements of ASTM C 143. 2. The cost of all laboratory tests on cement, aggregates, and concrete, will be borne by the OWNER. However, the CONTRACTOR shall be charged for the cost of any additional tests and investigation on work performed which does not- meet the specifications. The laboratory must meet orexceed the requirements of ASTM C 1077. 3. Concrete for testing shall be supplied by the CONTRACTOR at no cost to the OWNER, and the CONTRACTOR shall provide assistance to the ENGINEER in obtaining samples, storing, and disposal and cleanup of excess material. B. Field Compression Tests: 1. Compression test specimens will be taken during construction from the first placement of each class of concrete and every 75 cubic yards thereafter as selected by the ENGINEER to insure continued compliance with these specifications. Each set of test specimens will be a minimum of 5 cylinders. 1 2. Compression test specimens for concrete shall be made in accordance with section 9.2 of ASTM C 31. Specimens shall be 6-inch diameter by 12-inch high cylinders. 3. Compression tests shall be performed in accordance with ASTM C 39. One test cylinder will be tested at 7 days and 2 at 28 days. The remaining cylinders will be held to verify test results, if needed. C. Evaluation and Acceptance of Concrete: 1. Evaluation and acceptance of the compressive strength of concrete shall be according to the requirements of ACI 318, Chapter 5 "Concrete Quality," and as specified herein. 2. A statistical analysis of compression test results will be performed according to the requirements of ACI 214. The standard deviation of the test results shall not exceed 640 psi, when ordered at equivalent water content as estimated by slump. 3. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected. 4. When the standard deviation of the test results exceeds 640 psi, the average strength for which the mix is designed shall be increased by an amount necessary to satisfy the statistical requirement that the probability of any test being more than 500 psi below or the average of any 3 consecutive tests being below the specified l ' CAST-IN-PLACE CONCRETE PAGE 03300-3 compressive strength is 1 in 100. The required average strength shall be calculated by Criterion No. 3 of ACI 214 using the actual standard of deviation. 5. All concrete which fails to meet the ACI requirements and these specifications, is subject to removal and replacement at the cost of the CONTRACTOR. D. Shrinkage Tests: ( 1. Drying shrinkage tests will be made for the trial batch specified in the Paragraph in Part 2 entitled "Trial Batch and Laboratory Tests," the first placement of each class of concrete, and during construction to insure continued compliance with these Specifications. 2. Drying shrinkage specimens shall be 4-inch by 4-inch by 11-inch prisms with an effective gage length of 10 inches, fabricated, cured, dried and measured in accordance with ASTM C 157 modified as follows: specimens shall be removed from molds at an age of 23 ±1 hours after trial batching, shall be placed immediately in water at 70 degrees F ±3 degrees F for at least 30 minutes, and shall be measured within 30 minutes thereafter to determine original length and then submerged in saturated lime water at 73 degrees F ±3 degrees F. Measurement to determine expansion expressed as a percentage of original length shall be made at age 7 days. This length at age 7 days shall be the base length for drying shrinkage calculations ("0" days drying age). Specimens then shall be stored immediately in a humidity control room maintained at 73 degrees F ±3 degrees F and 50 percent ±4 percent relative humidity for the remainder of the test. Measurements to determine shrinkage expressed as percentage of base length shall be made and reported separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. 3. The drying shrinkage deformation of each specimen shall be computed as the difference between the base length (at "0" days drying age) and the length after drying at each test age. The average drying shrinkage deformation of the specimens shall be computed to the nearest 0.0001 inch at each test age. If the drying shrinkage of any specimen departs from the average of that test age by more than 0.0004-inch, the results obtained from that specimen shall be disregarded. Results of the shrinkage test shall be reported to the nearest 0.001 percent of shrinkage. Compression test specimens shall be taken in each case from the same concrete used for preparing drying shrinkage specimens. These tests shall be considered a part of the normal compression tests for the project. Allowable shrinkage limitations shall be as specified in Part 2, herein. E. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms and perform finishing operations so as to ensure that the completed work is within the tolerances specified herein. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the specified permissible variation from lines, grades, or dimensions shown. Where tolerances are not stated in the specifications, permissible deviations will be in accordance with ACI 117. 1. The following construction tolerances are hereby established and apply to finished walls and slab unless otherwise shown: Item Tolerance Variation of the constructed linear outline In 10 feet: 1/4-inch; from the established position in plan. In 20 feet or more: 1/2-inch Variation from the level or from the grades In 10 feet: 1/4-inch; shown. In 20 feet or more: 1/2-inch Variation from the plumb In 10 feet: 1/4-inch; In 20 feet or more: 1/2-inch CAST-IN-PLACE CONCRETE PAGE 03300-4 Variation in the thickness of slabs and walls. Minus 1/4-inch; Plus 1/2-inch Variation in the locations and sizes of slabs Plus or minus 1/4-inch and wall openings PART 2—PRODUCTS 2.1 CONCRETE MATERIALS A. General: 1. All materials specified herein shall be classified as acceptable for potable water use by the Environmental Protection Agency within 30 days of application. 2. Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Only one brand of cement shall be used. Cement reclaimed from cleaning bags or leaking containers shall not be used. All cement shall be used in the sequence of receipt of shipments. B. All materials furnished for the work shall comply with the requirements of Sections 201, 203, and 204 of ACI 301, as applicable. C. Storage of materials shall conform to the requirements of Section 205 of ACI 301. D. Materials for concrete shall conform to the following requirements: 1. Cement shall be standard brand portland cement conforming to ASTM C 150 for Type II or Type V, including Table 2 optional requirements. A minimum of 85 percent of cement by weight shall pass a 325 screen. A single brand of cement shall be used throughout the work, and prior to its use, the brand shall be acceptable to the ENGINEER. The cement shall be suitably protected from exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. Certified mill test reports, including fineness, for each shipment of cement to be used shall be submitted to the ENGINEER if requested regarding compliance with these Specifications. 2. Water for mixing and curing shall be potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts and other impurities. The water shall be considered potable, for the purposes of this Section only, if it meets the requirements of the local governmental agencies. Agricultural water with high total dissolved solids (over 1000 mg/I TDS) shall not be used. 3. Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be non- reactive, and shall conform to ASTM C 33. Maximum size of coarse aggregate shall be as specified herein. Lightweight sand for fine aggregate will not be permitted. a. Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel, crushed rock or a combination thereof. The coarse aggregates shall be prepared and handled in two or more size groups for combined aggregates with a maximum size greater than 3/4-inch. When the aggregates are proportioned for each batch of concrete the two size groups shall be combined. See the Paragraph in Part 2 entitled "Trial Batch and Laboratory Tests"for the use of the size groups. b. Fine aggregates shall be natural sand or a combination of natural and manufactured sand that are hard and durable. When tested in accordance CAST-IN-PLACE CONCRETE PAGE 03300-5 with ASTM D 2419, the sand equivalency shall not be less than 75 percent for an average of three samples, nor less than 70 percent for an individual test. Gradation of fine aggregate shall conform to ASTM C 33. The fineness modulus of sand used shall not be over 3.00. C. Combined aggregates shall be well graded from coarse to fine sizes, and i shall be uniformly graded between screen sizes to produce a concrete that has optimum workability and consolidation characteristics. Where a trial batch is required for a mix design, the final combined aggregate gradations will be established during the trial batch process. d. When tested in accordance with ASTM C 33, the ratio of silica released to reduction in alkalinity shall not exceed 1.0. e. When tested in accordance with ASTM C 33, the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution. f. When tested in accordance with ASTM C 33, the coarse aggregate shall show a loss not exceeding 42 percent after 500 revolutions, or 10.5 percent after 100 revolutions. g. When tested in accordance with ASTM C 33, the loss resulting after five cycles shall not exceed 10 percent for fine or coarse aggregate when using sodium sulfate. 4. Ready-mix concrete shall conform to the requirements of ASTM C 94. 5. Admixtures: All admixtures shall be compatible and by a single manufacturer capable of providing qualified field service representation. Admixtures shall be used in accordance with manufacturer's recommendations. If the use of an admixture is producing an inferior end result, the CONTRACTOR shall discontinue use of the admixture. Admixtures shall not containthiocyanates nor more than 0.05 percent chloride ion, and shall be non-toxic after 30 days. �l a. Air-entraining agent (where air-entrained concrete has been specified on the drawings) meeting the requirements of ASTM C 260, shall be used. Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5'percent. The OWNER reserves the right, at any time, to sample and test the air-entraining agent received on the job by the CONTRACTOR. The air- entraining agent shall be added to the batch in a portion of the mixing water. The solution shall be batched by means of a mechanical batcher capable of accurate measurement. Air content shall be tested at the point of placement. Air entraining agent shall be Micro-Air by Master Builders; Daravair by W.R. Grace; Slka AEA-15 by Slka Corporation; or Engineer approved equal. b. Set controlling and water reducing admixtures: Admixtures may be added at the CONTRACTOR's option to control the set, effect water reduction, and increase workability.. The addition of an admixture shall be at the CONTRACTOR's expense. The use of an admixture shall be subject to acceptance by the ENGINEER. Concrete containing an admixture shall be first placed at a location determined by the ENGINEER. Admixtures specified herein shall conform to the requirements of ASTM C 494. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. (1) Concrete shall not contain more than one water reducing admixture. Concrete containing an admixture shall be first placed at a location determined by the ENGINEER. CAST-IN-PLACE CONCRETE PAGE 03300-6 (2) Set controlling admixture shall be either with or without water- reducing properties. Where the air temperature at the time of placement is expected to be consistently over 80 degrees F, a set retarding admixture such as Plastocrete by Sika Corporation; Pozzolith 300R by Master Builders; Daratard by W.R. Grace; or Engineer approved equal shall be used. Where the air temperature at the time of placement is expected to be consistently under 40 degrees F, a non-corrosive set accelerating admixture such as Plastocrete 161 FL by Sika Corporation; Pozzutec 20 by Master Builders; Daraset by W.R. Grace; or Engineer approved equal shall be used. (3) Normal range water reducer shall conform to ASTM C 494, Type A. WRDA 79 by W.R. Grace; Pozzolith 322-N by Master Builders; Plastocrete 161 by Sika Corporation; or Engineer approved equal. The quantity of admixture used and the method of mixing shall be in accordance with the Manufacturer's instructions and recommendations. (4) High range water reducer shall conform to ASTM C 494, Type F or G. Daracem 100 or WDRA 19 by W.R. Grace; Sikament FF or Sikament 86 by Sika Corporation; Rheobuild 1000 or Rheobuild 716 by Master Builders; or Engineer approved equal. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified. No more than 14 ounces of water reducer per sack of cement shall be used. Water reducer shall be considered as part of the mixing water b when calculating water cement ratio. (5) If the high range water reducer is added to the concrete at the job site, it may be used in conjunction with the same water reducer added at the batch plant. Concrete shall have a slump of 3 inches t 1/2-inch prior to adding the high range water reducing admixture at the job site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested prior to each day's operation of the job site system. (6) Concrete shall be mixed at mixing speed for a minimum of 30 mixer revolutions after the addition of the high range water reducer. (7) Flyash: Flyash shall not be used. 2.2 CURING MATERIALS A. Materials for curing concrete as specified herein shall conform to the following requirements and ASTM C 309: 1. All curing compounds shall be white pigmented and resin based. Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Kurez by Euclid Chemical Company; MB-429 as manufactured by Master Builders; L&M Cure R; or Engineer approved equal. Water based resin curing compounds shall 9 p q 9 P be used onlywhere local air quality regulations prohibit the use of a solvent based q tY 9 compound. Water based curing compounds shall be Aqua-Cure by Euclid Chemical Company; Masterkure-W by Master Builders; L&M Cure R-2; or Engineer approved equal. 2. Polyethylene sheet for use as concrete curing blanket shall be white, and shall have a nominal thickness of 6 mils. The loss of moisture when determined in accordance CAST-IN-PLACE CONCRETE PAGE 03300-7 with the requirements of ASTM C 156 shall not exceed 0.055 grams per square centimeter of surface. 3. Polyethylene-coated waterproof paper sheeting for use as concrete curing blanket shall consist of white polyethylene sheeting free of visible defects, uniform in appearance, having a nominal thickness of 2 mils and permanently bonded to waterproof paper conforming to the re=determined ents of Federal Specification UU-B- 790A (1) (2). The loss of moisture, in accordance with the requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of surface. 4. Polyethylene-coated burlap for use as concrete curing blanket shall be 4-mil thick, white opaque polyethylene film impregnated or extruded into one side of the burlap. Burlap shall weigh not less than 9 ounces per square yard. The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 grams per square centimeter of surface. 5. Curing mats for use in Curing Method 6 as specified herein, shall be heavy shag rugs or carpets or cotton mats quilted at 4 inches on center. Curing mats shall weigh a minimum of 12 ounces per square yard when dry. 6. Evaporation retardant shall be a material such as Confllm as manufactured by Master Builders; Eucobar as manufactured by Euclid Chemical Company; E- CON as manufactured by L & M Construction Chemicals, Inc. or Engineer approved equal. 2.3 NON-WATERSTOP JOINT MATERIALS A. Materials for non-waterstop joints in concrete shall conform to the following requirements: 1. Preformed joint filler shall be a non-extruding, resilient, bituminous type conforming to the requirements of ASTM D 1751. 2. Elastomedc joint sealer shall conform to the requirements of Section 07920 - Sealants and Calking. 3. Mastic joint sealer shall be a material that does not contain evaporating solvents; that will tenaciously adhere to concrete surfaces; that will remain permanently resilient and pliable; that will not be affected by continuous presence of water and will not in any way contaminate potable water; and that will effectively seal the joints against moisture infiltration even when the joints are subject to movement due to expansion and contraction. The sealer shall be composed of special asphalts or similar materials blended with lubricating and plasticizing agents to form a tough, durable mastic substance containing no volatile oils or lubricants and shall be capable of meeting the test requirements set forth hereinafter, if testing is required by the ENGINEER. 2.4 MISCELLANEOUS MATERIALS A. Dampproofing agent shall be an asphalt emulsion, such as Hydrocide 600 by Sonneborn; Damp-proofing Asphalt Coating by Euclid Chemical Company; Sealmastic by W. R. Meadows Inc., or Engineer approved equal. B. Bonding agents shall be epoxy adhesives conforming to the following products for the applications specified: 1. For bonding freshly-mixed, plastic concrete to hardened concrete,Sikadur 32 Hi- Mod Epoxy Adhesive, as manufactured by Sika Corporation; Concresive CAST-IN-PLACE CONCRETE PAGE 03300-8 I Liquid (LPL), as manufactured by Master Builders; BurkEpoxy MV as manufactured by The Burke Company; or Engineer approved equal. 2. For bonding hardened concrete or masonry to steel, Sikadur 31 Hi-Mod Gel as manufactured by Sika Corporation; BurkEpoxy NS as manufactured by The Burke Company; Concresive Paste (LPL) as manufactured by Master Builders; or Engineer approved equal. 2.5 CONCRETE DESIGN REQUIREMENTS A. General: Concrete shall be composed of cement, admixtures, aggregates and water. These materials shall be of the qualities specified. The exact proportions in which these materials are to be used for different parts of the work will be determined during the trial batch. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the OWNER. All changes shall be subject to review by the ENGINEER. B. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of fine aggregate in total aggregate by weight, shall be as indicated in the following table. Fine Aggregate Fineness Modulus Maximum Percent 2.7 or less 41 2.7 to 2.8 42 /-� 2.8 to 2.9 43 t.. r 2.9 to 3.0 44 For other concrete, the maximum percentage of fine aggregate of total aggregate, by weight, shall not exceed 50. C. Water-Cement Ratio and Compressive Strength: The minimum compressive strength and cement content of concrete shall be not less than that specified in the following tabulation. Min 28-Day Max Minimum Compr. Size Cement Max W/C Strength Aggregate per cu yd Ratio Type of Work (psi) in Ibs (by weight) Structural Concrete: Concrete items not 4,000 1 564 0.45 specified elsewhere. i Floors, 18" and thicker 4,000 1-1/2 564 0.45 i Floors, less than 18" 4,000 '/<" 564 0.45 CAST-IN-PLACE CONCRETE PAGE 03300-9 Walls 4,000 '/<" 564 0.45 Pea Gravel Mix. 4,000 3/8 752 0.40 Thin sections and areas with congested reinforcing, at the CONTRACTOR'S option and with the written approval of the ENGINEER for the specific location. Maximum fine aggregate 50% by weight of aggregate. Other Concretes: Sitework concrete 3,000 1 470 0.50 Lean concrete 2,000 1 376 0.60 NOTE: The CONTRACTOR is cautioned that the limiting parameters specified above are not a mix design. Additional cement or water reducing agent may be required to achieve workability demanded by the CONTRACTOR'S construction methods and aggregates. The CONTRACTOR is responsible for any costs associated with furnishing concrete with the required workability. D. Adjustments to Mix Design: The mixes used shall be changed whenever such change is necessary or desirable to secure the, required strength, density, workability, and surface finish and the CONTRACTOR shall be entitled to no additional compensation because of such changes. 2.6 CONSISTENCY A. The quantity of water entering into a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place ( without segregation, and which can be compacted by the vibratory methods herein specified to give the desired density, impermeability and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143. The slumps shall be as follows: Part of Work Slump (in) All concrete, unless note otherwise 3 inches t 1 inch With high range water reducer added 7 inches t 2 inches Pea gravel mix 7 inches t 2 inches Ductbanks 5 inches f 1 inch 2.7 TRIAL BATCH AND LABORATORY TESTS A. Before placing any concrete, a testing laboratory designated by the ENGINEER shall prepare a trial batch of each class of structural concrete, based on the preliminary concrete mixes submitted by the CONTRACTOR. During the trial batch theaggregate proportions may be adjusted by the testing laboratory using the two coarse aggregate size ranges to obtain the required properties. If one size range produces an acceptable mix, a second size range need not be used. Such adjustments shall be considered refinements to the mix design and shall not be the basis for extra compensation to the CAST-IN-PLACE CONCRETE PAGE 03300-10 CONTRACTOR. All concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the CONTRACTOR's preliminary mix design, or whether the proportions have been adjusted during the trial batch process. The trial batch shall be prepared using the aggregates, cement and admixture proposed for the project. The trial batch materials shall be of a quantity such that the testing laboratory can obtain 3 drying shrinkage, and 6 compression test specimens from each batch. Trial batch testing required shall be performed at the expense of the CONTRACTOR. B. The determination of compressive strength will be made by testing 6-inch diameter by 12-inch high cylinders; made, cured and tested in accordance with ASTM C 192 and ASTM C 39. Three compression test cylinders will be tested at 7 days and 3 at 28 days. The average compressive strength for the 3 cylinders tested at 28 days for any given trial batch shall not be less than 125 percent of the specified compressive strength. C. A sieve analysis of the combined aggregate for each trial batch shall be performed according to the requirements of ASTM C 136. Values shall be given for percent passing each sieve. 2.8 SHRINKAGE LIMITATION A. The maximum concrete shrinkage for specimens cast in the laboratory from the trial batch, as measured at 21-day drying age or at 28-day drying age shall be 0.036 percent or 0.042 percent, respectively. The CONTRACTOR shall only use a mix design for construction that has first met the trial batch shrinkage requirements. Shrinkage limitations apply only to structural concrete. B. The maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shrinkage requirement by more than 25 percent. C. If the required shrinkage limitation is not met during construction, the CONTRACTOR shall take any or all of the following actions, at no additional cost to the OWNER, for securing the specified shrinkage requirements. These actions may include changing the source or aggregates, cement and/or admixtures; reducing water content; washing of aggregate to reduce fines; increasing the number of construction joints; modifying the curing requirements; or other actions designed to minimize shrinkage or the effects of shrinkage. 2.9 MEASUREMENT OF CEMENT AND AGGREGATE A. The amount of cement and of each separate size of aggregate entering into each batch of concrete shall be determined by direct weighing equipment furnished by the CONTRACTOR and acceptable to the ENGINEER. B. Weighing tolerances: Material Percent of Total Weight Cement 1 Aggregates 3 Admixtures 3 2.10 MEASUREMENT OF WATER A. The quantity of water entering the mixer shall be measured by a suitable water meter or other measuring device of a type acceptable to the ENGINEER and capable of measuring the water in variable amounts within a tolerance of one percent. The water feed control mechanism shall be capable of being locked in position so as to deliver constantly any specified amount of water to each batch of concrete. A positive quick- 1 ' CAST-IN-PLACE CONCRETE PAGE 03300-11 acting valve shall be used for a cut-off in the water line to the mixer. The operating mechanism must be such that leakage will not occur when the valves are closed. 2.11 READY-MIXED CONCRETE A. At the CONTRACTOR'S option, ready-mixed concrete may be used meeting the requirements as to materials, batching, mixing, transporting, and placing as specified herein and in accordance with ASTM C 94, including the following supplementary requirements. B. Ready-mixed concrete shall be delivered to the site of the work, and discharge shall be completed within one hour after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first. C. Truck mixers shall be equipped with electrically-actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab. The counters shall be actuated at the time of starting mixers at mixing speeds. D. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing. E. Truck mixers and their operation.shall be such that the concrete throughout the mixed batch as discharged is within acceptable limits of uniformity with respect to consistency, mix, and grading. If slump tests taken at approximately the 1/4 and 3/4 points of the load during discharge give slumps differing by more than one inch when the specified slump is 3 inches or less, or if they differ by more than 2 inches when the specified slump is more than 3 inches, the mixer shall not be used on the work unless the causing condition is corrected and satisfactory performance is verified by additional slump tests. All mechanical details of the mixer, such as water measuring and discharge apparatus, condition of the blades, speed of rotation, general mechanical condition of the unit, and clearance of the drum, shall be checked before a further attempt to use the unit will be permitted. F. Each batch of ready-mixed concrete delivered at the job site shall be accompanied by a delivery ticket furnished to the ENGINEER in accordance with the Paragraph in Part 1 entitled "Delivery Tickets." G. The use of non-agitating equipment for transporting ready-mixed concrete will not be permitted. Combination truck and trailer equipment for transporting ready-mixed concrete will not be permitted. The.quality and quantity of materials used in ready-mixed concrete and in batch aggregates shall be subject to continuous inspection at the batching plant by the ENGINEER. PART 3—EXECUTION 3.1 PROPORTIONING AND MIXING A. Proportioning: Proportioning of the concrete mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301. B. Mixing: Mixing of concrete shall conform to the requirements of Chapter 7 of said ACI 301 Specifications. C. Slump: Maximum slumps shall be as specified herein. CAST-IN-PLACE CONCRETE PAGE 03300-12 D. Retempering: Retempering of concrete or mortar which has partially hardened shall not be permitted.. 3.2 PREPARATION OF SURFACES FOR CONCRETING A. General: Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the ( � time of placing concrete thereon. The surface shall be free from standing water, mud, and debris at the time of placing concrete. B. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the ENGINEER, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bond. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and roughened to a minimum 1/4- inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. All pools of water shall be removed from the surface of construction joints before the new concrete is placed. C. After the surfaces have been prepared all approximately horizontal construction joints shall be covered with a 6-inch lift of a rich pea gravel mix, as specified hereinbefore. The mix shall be placed and spread uniformly. Wall concrete shall follow immediately and shall be placed upon the fresh pea gravel mix. D. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER. E. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least 4 hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from concrete previously placed shall be cleaned of all such grout before the surrounding or adjacent concrete is placed. F. All inserts or other embedded items shall conform to the requirements herein. G. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms where shown or by shop drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR. H. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydro-blasting or sandblasting (exposing aggregate). The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the ENGINEER. I. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the work. No concrete shall be deposited underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, will be subject to the review of the ENGINEER. l\ CAST-IN-PLACE CONCRETE PAGE 03300-13 J. Corrosion Protection: Pipe, conduit, dowels, and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2 inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted. K. Openings for pipes, inserts for pipe hangers and brackets, and the setting of anchors shall, where practicable, be provided for during the placing of concrete. L. Anchor bolts shall be accurately set, and shall be maintained in position by templates while being embedded in concrete. M. Cleaning: The surfaces of all metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed. 3.3 HANDLING, TRANSPORTING, AND PLACING A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete. B. Non-Conforming Work or Materials: Concrete which upon or before placing is found not to conform to the requirements specified herein shall be rejected and immediately removed from the work. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced by and at the expense of the CONTRACTOR. C. Unauthorized Placement: No concrete shall be placed except in the presence of duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER in writing at least 24 hours in advance of placement of any concrete. D. Placement in Wall Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, some means such as the use of hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4 feet below the ends of ducts, chutes, or buggies. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6 feet in horizontal direction. Concrete in forms shall be deposited in uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in forms shall not exceed 5 feet of vertical rise per hour. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway. E. Casting New Concrete Against Old: An epoxy adhesive bonding agent shall be applied to the old surfaces according to the manufacturer's written recommendations. This provision shall not apply to joints where waterstop is installed, see Section 03290 - Waterstop Joints in Concrete. F. Conveyor Belts and Chutes: All ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR'S conveying, hoisting and placing system shall be so designed and arranged that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the specified consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by l_ CAST-IN-PLACE CONCRETE PAGE 03300-14 1 a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction. H. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12 inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the specified minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the CONTRACTOR shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. The CONTRACTOR shall be entitled to no additional compensation on account of the foregoing requirements. I. Cold Weather Placement: 1. Placement of concrete shall conform to ACI 306.1 - Standard Specification for Cold Weather Concreting, and the following. 2. Remove all snow, ice and frost from the surfaces, including reinforcement, against which concrete is to be placed. Before beginning concrete placement, thaw the subgrade to a minimum depth of 6 inches. All reinforcement and embedded items shall be warmed to above 32 degrees F prior to concrete placement. 3. Maintain the concrete temperature above 50 degrees F for at least 3 days after n placement. 3.4 PUMPING OF CONCRETE A. General: If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods. B. Pumping Equipment: The pumping equipment must have 2 cylinders and be designed to operate with one cylinder only in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the site during pumping. C. The minimum diameter of the hose (conduits) shall be in accordance with ACI 304.2R. D. Pumping equipment and hoses (conduits) that are- not functioning properly, shall be replaced. E. Aluminum conduits for conveying the concrete shall not be permitted. F. Field Control: Concrete samples for slump, air content, and test cylinders will be taken at the placement (discharge) end of the line. 3.5 ORDER OF PLACING CONCRETE A. The order of placing concrete in all parts of the work shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints shown. The placing of units shall be done by CAST-IN-PLACE CONCRETE PAGE 03300-15 placing alternate units in a manner such that each unit placed shall have cured at least 5 days for hydraulic structures and 2 days for all other structures before the contiguous unit or units are placed, except that the comer sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 10 days for hydraulic structures and 4 days for all other structures. B. The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4-inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2-inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and all laitance shall be removed. 3.6 TAMPING AND VIBRATING A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete during placement. Vibrators shall be Group 3 (per ACI 309) high speed power vibrators (8000 to 12,000 rpm) of-an immersion type in sufficient number and with (at least one) standby units as required. Group 2 vibrators may be used only at specific locations when accepted by the ENGINEER. B. Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that all air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration, over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete. C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly as specified. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the results herein specified within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall be kept from contact with the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.7 FINISHING CONCRETE SURFACES A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard 'surface. Allowable deviations from plumb or level and from the alignment, profiles, and dimensions shown are defined as tolerances and are specified in Part 1, herein. These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used. B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required at the outside face of the reservoir walls, it shall be as specified below. C. Unformed Surfaces: After proper and adequate vibration and tamping, all unformed top surfaces of slabs, floors, walls, and curbs shall be brought to a uniform surface with suitable tools. Immediately after the concrete has beenscreeded, it shall be treated with a liquid evaporation retardant. The retardant shall be used again after each work CAST-IN-PLACE CONCRETE PAGE 03300-16 i operation as necessary to prevent drying shrinkage cracks. The classes of finish specified for unformed concrete surfaces are designated and defined as follows: 1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface with surface irregularities not to exceed 3/8-inch. No further special finish is required. 2. Finish U2 - After sufficient stiffening of the screeded concrete, surfaces shall be float finished with wood or metal floats or with a finishing machine using float blades. Excessive floating of surfaces while the concrete is plastic and dusting of dry cement and sand on the concrete surface to absorb excess moisture will not be permitted. Floating shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Surface irregularities shall not exceed 1/8-inch. Joints and edges shall be tooled where shown or as determined by the ENGINEER. 3. Finish U3 - After the floated surface (as specified for Finish U2) has hardened sufficiently to prevent excess of fine material from being drawn to the surface, steel troweling shall be performed with firm pressure such as will flatten the sandy texture of the floated surface and produce a dense, uniform surface free from blemishes, ripples, and trowel marks. The finish shall be smooth and free of all irregularities. 4. Finish U4 - Steel trowel finish (as specified for Finish U3) without local depressions or high points. In addition, the surface shall be given a lighthairbroom finish with brooming perpendicular to drainage unless otherwise shown. The resulting surface shall be rough enough to provide a nonskid finish. D. Unformed surfaces shall be finished according to the following schedule: UNFORMED SURFACE FINISH SCHEDULE Area Finish Grade slabs and foundations to be covered with concrete or fill material U 1 Floors to be covered with grouted the or topping grout U2 Slabs which are water bearing with slopes 10 percent and less U2 Sloping slabs which are water bearing with slopes greater than 10 percent U2 Slabs not water bearing U4 Slabs to be covered with built-up roofing U2 Interior slabs and floors to receive architectural finish U3 Top surface of walls U3 E. Floor Sealer/Hardener(Surface Applied): 1. Floors to receive hardener shall be cured, cleaned, and dry with all work above them completed. Not less than 60 days shall have elapsed between casting floors and application of sealer/hardener. Apply zinc and/or magnesium fluosilicate evenly, using 3 coats, allowing 24 hours between coats. 2. The first coat shall be 1/3 strength, second coat 1/2 strength, and third coat 2/3 strength. Each coat shall be applied so as to remain wet on the concrete surface for 15 minutes. If sodium silicate is used, it shall be applied evenly, using 3 coats, CAST-IN-PLACE CONCRETE PAGE 03300-17 allowing 24 hours between coats, and the material shall be applied full strength at the rate of one gallon per 300 square feet. Approved proprietary hardeners shall be applied in conformance with the manufacturer's instruction. After the final coat is completed and dry, surplus hardener shall be removed from the surface by scrubbing and mopping with water. 3. Floor hardener shall be applied where shown. 3.8 ARCHITECTURAL FINISH A. General: Architectural finishes shall be required only where specifically called out on the drawings. In all other cases, paragraph [3.7], Finishing Concrete Surfaces, shall apply. 1. Immediately after the forms have been stripped, the concrete.surface shall be inspected and any poor joints, voids, rock pockets, or other defective areas shall be repaired and all form-tie holes filled as specified herein. 2. Architectural finishes shall not be applied until the concrete surface has been repaired as required and the concrete has cured at least 14 days. 3. All architecturally treated concrete surfaces shall conform to the accepted sample required herein in texture, color, and quality. It shall be the CONTRACTOR's responsibility to maintain and protect the concrete finish. B. Sandblasted Concrete Finish. 1. Sandblasting shall be done in a safe manner acceptable to local authorities and per OSHA requirements. The sandblasting shall be a light sandblast to removelaitance and to produce a uniform fine aggregate surface texture with approximately 1l32- to 1I16-inch of surface sandblasted off. Comers, patches, form panel joints, and soft spots shall be sandblasted with care. 2. A 3-sq ft sample panel of the sandblasted finish shall be provided by the CONTRACTOR for acceptance by the OWNER prior to starting the sandblasting work. The sample panel shall include a corner, plugs, and joints and shall be marked after approval. All other sandblasting shall be equal in finish to the sample panel. 3. Protection against sandblasting shall be provided on all surfaces and materials not requiring sandblasting but within or adjacent to areas being sandblasted. After sandblasting, the concrete surfaces shall be washed with clean water and excess sand removed. 3.9 CURING AND DAMPPROOFING A. General: All concrete shall be cured for not less than 7 days after placing, in accordance with the methods specified herein for the different parts of the work, and described in detail in the following paragraphs: Surface to be Cured or Dampproofed Method Unstripped forms 1 Wall sections with forms removed 6 Construction joints between footings and walls, and between floor slab and columns 2 CAST-IN-PLACE CONCRETE PAGE 03300-18 Encasement concrete and thrust blocks 3 All concrete surfaces not specifically provided for elsewhere in this Paragraph 4 Floor slabs on grade in hydraulic structures 5 Slabs not on grade 6 B. Method 1:. Wooden forms shall be wetted immediately after concrete has been placed and shall be kept wet with water until removed. If steel forms are used the exposed concrete surfaces shall be kept continuously wet until the forms are removed. If forms are removed within 7 days of placing the concrete, curing shall be continued in accordance with Method 6, herein. Forms shall be left in place a minimum of 12 cumulative hours after pouring in which the ambient air temperature is at least 55 degrees farenheit. C. ' Method 2: The surface shall be covered with burlap mats which shall be kept wet with water for the duration of the curing period, until the concrete in the walls has been placed. No curing compound shall be applied to surfaces cured under Method 2. D. Method 3: The surface shall be covered with moist earth not less than 4 hours, nor more than 24 hours, after the concrete is placed. Earthwork operations that may damage the concrete shall not begin until at least 7 days after placement of concrete. E. Method 4: The surface shall be sprayed with a liquid curing compound. 1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film which will seal thoroughly. 2. Where the curing compound method is 'used, care shall be exercised to avoid damage to the seal during the 7-day curing period. Should the seal be damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion. 3. Wherever curing compound may have been applied by mistake to surfaces against which concrete subsequently is to be placed and to which it is to adhere, said compound shall be entirely removed by wet sandblasting just prior to the placing of new concrete. 4. Where curing compound is specified, it shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces, andwithin 2 hours after removal of forms from contact with formed surfaces. Repairs required to be made to formed surfaces shall be made within the said 2-hour period; provided, however, that any such repairs which cannot be made within the said 2-hour period shall be delayed until after the curing compound has been applied. When repairs are to be made to an area on which curing compound has been applied, the area 'Involved shall first be wet-sandblasted to remove the curing compound, following which repairs shall be made as specified herein. 5. At all locations where concrete is placed adjacent to a panel which has been coated with curing compound, the previously coated panel shall have curing compound reapplied to an area within 6 feet of the joint and to any other location where the curing membrane has been disturbed. 6. Prior to final acceptance of the WORK, all visible traces of curing compound shall be removed from all surfaces in such a manner that does not damage surface finish. l l CAST-IN-PLACE CONCRETE PAGE 03300-19 F. Method 5: 1. Until the concrete surface is covered with curing compound, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. The concrete shall be given a coat of curing compound in accordance with Method 4, herein. Not less than one hour nor more than 4 hours after the coat of curing compound has been applied, the surface shall be wetted with water delivered through a fog nozzle, and concrete-curing blankets shall be placed on the slabs. The curing blankets shall be polyethylene sheet, polyethylene-coated waterproof paper sheeting or polyethylene-coated burlap. The blankets shall be laid with the edges butted together and with the joints between strips sealed with 2-inch wide strips of sealing tape or with edges lapped not less than 3 inches and fastened together with a waterproof cement to form a continuous watertight joint. 2. The curing blankets shall be left in place during the 7-day curing period and shall not be removed until after concrete for adjacent work has been placed. Should the curing blankets become tom or otherwise ineffective, the CONTRACTOR shall replace damaged sections. During the first 3 days of the curing period, no traffic of any nature and no depositing, temporary or otherwise, of any materials shall be permitted on the curing blankets. During the remainder of the curing period, foot traffic and temporary depositing of materials that impose light pressure will be permitted only on top of plywood sheets 5/8-inch minimum thickness, laid over the curing blanket. The CONTRACTOR shall add water under the curing blanket as often as necessary to maintain damp concrete surfaces at all times. G. Method 6: 1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least 7 consecutive days beginning.immediately after the concrete has reached final set or forms have been removed. 2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. 3. Heavy curing mats shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held in place to prevent being dislodged by wind or any other causes and to be substantially in contact with the concrete surface. All edges shall be continuously held in place. 4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours. 5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted, and curing compound shall be immediately applied in accordance with Method 4, herein. 6. The CONTRACTOR shall dispose of excess water from the curing operation to avoid damage to the work. 3.10 PROTECTION A. The CONTRACTOR shall protect all concrete against injury until final acceptance by the OWNER. CAST-IN-PLACE CONCRETE PAGE 03300-20 I B. Fresh concrete shall be protected from damage due to rain, hail, sleet, or snow. The CONTRACTOR shall provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. 3.11 CURING IN COLD WEATHER A. Water curing of concrete may be reduced to 6 days during periods when the mean daily temperature in the vicinity of the worksite is less than 40 degrees F; provided that, during the prescribed period of water curing, when temperatures are such that concrete surfaces may freeze, water curing shall be temporarily discontinued. B. Concrete cured by an application of curing compound will require no additional protection from freezing if the protection at 50 degrees F for 72 hours is obtained by means of approved insulation in contact with the forms or concrete surfaces; otherwise the concrete shall be protected against freezing temperatures for 72 hours immediately following 72 hours protection at 50 degrees F. Concrete cured by water curing shall be protected against freezing temperatures for 3 days immediately following the 72 hours of protection at 50 degrees F. C. Discontinuance of protection against freezing temperatures shall be such that the drop in temperature of any portion of the concrete will be gradual and will not exceed 40 degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40 degrees F for more than 3 successive days, the specified 72-hour protection at a temperature not lower than 50 degrees F may be discontinued for as long as the mean daily temperature remains above 40 degrees F; provided, that the concrete shall be protected against freezing temperatures for not less than 48 hours after placement. D. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying. Use of unvented heaters will be permitted only when unformed surfaces of concrete adjacent to the heaters are protected for the first 24 hours from an excessive carbon dioxide atmosphere by application of curing compound; provided, that the use of curing compound for such surfaces is otherwise permitted by these Specifications. 3.12 TREATMENT OF SURFACE DEFECTS A. As soon as forms are removed, all exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall have them repaired as specified herein. Concrete containing extensive voids, holes, honeycombing, or similar depression defects, shall be completely removed and replaced. All repairs and replacements herein specified shall be promptly executed by the CONTRACTOR at its own expense. B. Defective surfaces to be repaired shall be cut back fromtrueline a minimum depth of 1/2- inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, and not less than 1/32-inch depth of the surface film from all hard portions, by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces under repair will remain moist, but not so wet as to overcome the suction upon which a good bond depends. The material used for repair proposed shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white portland cement as is required to make the color of the patch match the color of the surrounding concrete. C. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave the surfaces of the holes clean and rough. These holes then shall be repaired in an CAST-IN-PLACE CONCRETE PAGE 03300-21 approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section, and other imperfections having a depth greater than their least surface dimension, shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout. D. All repairs shall be built up and shaped in such a manner that the completed work will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of said repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section. E. Prior to filling any structure with water, all cracks that may have developed shall be "vee'd"as shown and filled with sealant conforming to the requirements of Section 03290 - Joints in Concrete. .This repair method shall be done on the water bearing face of members. Prior to backfilling, faces of members in contact with fill, which are not covered with a waterproofing membrane, shall also have cracks repaired as specified herein.] 3.13 PATCHING HOLES IN CONCRETE A. Patching Small Holes: 1. Holes which are less than 12 inches in their least dimension and extend completely through concrete members, shall be filled as specified herein. 2. Small holes in members which are water-bearing or in contact with soil or other fill material, shall be filled with non-shrink grout. Where a face of the member is exposed to view, the non-shrink grout shall be held back 2 inches from the finished surface. The remaining 2 inches shall then be patched according to the Paragraph in Part 3 entitled "Treatment of Surface Defects." 3. Small holes through all other concrete members shall be filled with non-shrink grout, with exposed faces treated as above. B. Patching Large Holes: 1. Holes which are larger than 12 inches in their least dimension, shall have akeyway chipped into the edge of the opening all around, unless a formed keyway exists. The holes shall then be filled with concrete as specified herein. 2. Holes which are larger than 24 inches in their least dimension and which do not have reinforcing steel extending from the existing concrete, shall have reinforcing steel set in grout in drilled holes. The reinforcing added shall match the reinforcing in the existing wall unless shown. 3. Large holes in members which are water bearing or in contact with soil or other fill, shall have a bentonite type waterstop material placed around the perimeter of the hole as specified in the Section 03290 -Waterstop Joints in Concrete, unless there is an existing waterstop in place. 3.14 CARE AND REPAIR OF CONCRETE A. The CONTRACTOR shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress, or any other cause until final acceptance by the OWNER. Particular care shall be taken to prevent the drying of concrete and to avoid CAST-IN-PLACE CONCRETE PAGE 03300-22 roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed WORK, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete at the CONTRACTOR'S expense. —END OF SECTION— i MW-051093 CAST-IN-PLACE CONCRETE [JOB NO]-[PROJECT TITLE] PAGE 03300-23 SPRINGDALE RESERVOIR EXTENDED WARRANTY PROVISIONS The extended "Optional Warranty"covers this following work: Caulking of joints (no dewatering/disinfection/refilling of the reservoir itself), renewal of the graffiti guard (no graffiti removal during warranty period); this warranty does not include damage repair from subsidence, earthquakes, vandalism/theft, fire, flood or all other Acts of God. 1 r � Leighton and Associates I AGTGCompany GEOTECHNICAL CONSULTANTS 111 1 PRELIMINARY(PRE-BID) GEOTECHNICAL REPORT FOR THE PROPOSED SPRINGDALE RESERVOIR, CITY OF HUNTINGTON BEACH, CALIFORNIA 10'0- L000 r Project No. 010256-001 l October 27, 2000 l 1 Prepared for: 1 . Tetra Tech ASL l 16241 Laguna Canyon Road, Suite 200 l Irvine, California 92618 C 1 17781 Cowan, Irvine, CA 92614-6009 (949) 250-1421 • FAX (949) 250-1114 • www.leightongeo.com l _ Leighton and Associates (' MMMMMNW__ � � AGTGCompany GEOTECHNICAL CONSULTANTS October 27, 2000 Project No. 010256-001 1 . To: Tetra Tech ASL 16241 Laguna Canyon Road, Suite 200 Irvine, California 92618 Attention: Mr. Steve Tedesco Subject: Preliminary (Pre-Bid) Geotechnical Report for the Proposed Springdale Reservoir, City of Huntington Beach, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed a geotechnical study for the Springdale Reservoir Site in the city of Huntington Beach, California. This report consists of reviewing of the field investigation and results of laboratory work, and our preliminary analysis and recommendations for this site. These analyses should be refined further after securing the project. The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, borings, samples, and tests. Such information is by necessity incomplete. The nature of many Sites is such that differing ( . geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative 1 for the sites. I 17781 Cowan, Irvine, CA 92614-6009 ` (949) 250-1421 - FAX (949) 250-1114 - www.leightongeo.com 010256-001 If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, i LEIGHTON AND ASSOCIATES, INC. I ,- � l v S. Ali Bastani, PE, GE Senior Project Engineer Don Terres, CEG 1362 r Associate Geologist Revi l � � r Ross Khiabani, PE, GE 1 . Vice President/Principal Engineer r AB/DRT/ROK/lr t r Distribution: (2) Addressee l r I 1 . 1 - 2 - s F010256-001 FTABLE OF CONTENTS FSection Page r1.0 INTRODUCTION...........................................................................................................1 l2.0 PROJECT DESCRIPTION..............................................................................................2 F3.0 FIELD INVESTIGATION AND LABORATORY TESTING..........................................3 4.0 GEOLOGIC AND SEISMIC SETTING..........................................................................4 F4.1 Regional Geologic Setting ...................................................................................4 4.2 Subsurface Conditions.........................................................................................4 F. 4.3 Groundwater Conditions......................................................................................5 5.0 DISCUSSIONS, CONCLUSIONS, AND RECOMA4ENDATIONS.................................6 5.1 General................................................................................................................6 5.2 Foundations.........................................................................................................6 5.3 Soil Compressibility and Settlement ....................................................................8 5.4 Retaining/Below Grade Walls and Lateral Earth Pressures...................................8 5.5 Expansion Potential .............................................................................................9 5.6 Seismic Hazards ..................................................................................................9 5.6.1 Probabilistic Seismic Hazard Analysis......................................................9 5.6.2 Fault Rupture Hazard............................................................................. 10 5.6.3 Liquefaction........................................................................................... 10 5.6.4 Lateral Spread........................................................................................ 11 5.6.5 Earthquake-Induced Settlement.............................................................. 11 ` 5.7 Reservoir Slope Stability .......................... 11 5.8 UBC Site Factor................................................................................................ I I 5.9 Chemical Attack................................................................................................ 12 5.10 Site Preparation and Earthwork.......................................................................... 13 r 6.0 GENERAL CONDITIONS............................................................................................ 14 .ZZ l o -10256 00 1 TABLE OF CONTENTS Cont'd Appendices Appendix A—Previous Field Investigations and Laboratory Results Appendix B —Recent Field Investigations Appendix C—Laboratory Testing Appendix D—Probabilistic Seismic Hazard Analysis Appendix E—Liquefaction Analysis Appendix F— Stability Analysis Appendix G—General Earthwork and Grading Specifications Appendix H—References r LIST OF ILLUSTRATIONS AND FIGURES t : Figures Figure 1 — Site Location Map Rear of Text Figure 2— Site Plan Including Boring and CPT Locations Rear of Text Figure 3 — Settlement Analysis Rear of Text Figure 4— Lateral Earth Pressures for Retaining Walls Rear of Text 1 E 1 . l l (" - 11 - �i 010256-001 1.0 INTRODUCTION This report presents the results of our pre-bid geotechnical investigations performed by Leighton and Associates, Inc. (Leighton) for the proposed Springdale Reservoir in the city of Huntington Beach, California. The Springdale Reservoir (Site) is located northwest corner of Springdale Street and Skylab Road intersection as shown on Figure 1 (Site Location Map). Our investigation was performed in general accordance with the proposed scope of work dated October 9, 2000. The scope of our services consisted of reviewing available published geological and geotechnical reports, reviewing the available field investigations, performing basic laboratory tests on samples obtained from the Site, conducting preliminary geotechnical engineering, performing seismic hazard evaluation, and preparing this report containing our findings, conclusions, and recommendations. The intent of this report was to provide the required geotechnical parameters for the preliminary design of the proposed reservoir. The final geotechnical report to be (' submitted to the City of Huntington Beach (City) will be provided if the project is granted to our ! team and after possible further investigations. r We understand that a rectangular reservoir is proposed to be built at this Site. Based on } preliminary information provided to Leighton, we understand that the conceptual development plan will involve excavation and construction of the new facility at the Site. We also understand (— that the proposed reservoir will be built between 30 to 40 feet south of an existing, ( approximately rectangular, reservoir (Peck Reservoir). The Peck Reservoir is similarly a rconcrete and partially underground water reservoir. i The engineering conclusions and recommendations presented in our report address the following: • Site, subsurface, and groundwater conditions; • Seismic and static lateral load resistance of foundation systems; • Design parameters for retaining walls; • Seismic hazards; Site response coefficient and seismic design criteria per Uniform Building Code (UBC), 1997; • Earthwork and compaction criteria; and Corrosion and chemical properties of soils. Our scope of services did not include evaluations or recommendations regarding groundwater quality, hazardous waste, asbestos or lead abatement, or demolition of any existing structures, utilities, or other facilities. Descriptions of the project, site development, our investigations, and our discussions, conclusions, and recommendations are provided in the following sections. - 1 - Mu m 010256-001 2.0 PROJECT DESCRIPTION We understand that a rectangular, partially underground, concrete reservoir will be constructed at s � , p Y g , the Site. The proposed Springdale Reservoir is mapped on the USGS Seal Beach Quadrangle as shown on Figure 1. The Site is located in an undeveloped area south of the Peck Reservoir. The existing reservoir has approximate dimensions of 462 feet by 210 feet. A recently built commercial center, one- to two-stories high, is located south of the Site. The proposed reservoir will be 30 to 40 feet south of the Peck Reservoir and more than 100 feet north of the commercial center. The Site is fairly flat with an approximate slight gradient of 0.3 percent towards southwest. The new reservoir will have dimensions of 445 feet by 140 feet covering an approximate area of 1.48 acres. The new reservoir has a trapazoidal cross-section with a total height of 23.5 feet. The upper 8.5 feet of reservoir will be above ground surface consisting of a retaining wall. The lower 15.5 feet is proposed to be below ground surface (bgs) and has a 2:1 (horizontal:vertical) slope at the edges. It is our understanding that the loads applied to soil by the water and reservoir concrete floor slab will be compensated by the excavation of the soil, therefore, settlement due to these loads will be (� minimal. We understand that aluminum and wood trusses and concrete roof are being considered l for the reservoir cover at this time. The maximum expected column and wail footing loads are not to exceed 57 kips and 4 kips per linear foot, respectively, for the first two options. The f columns for the first two options are approximately to be 40 feet apart. The column and wall ( loads for the concrete roof are expected to be 88 kips and 5 kips per linear foot, respectively. r The column separation for the concrete roof is expected to be approximately 22 feet. ( A feasibility study of the project was previously performed by Geotechnical Professionals, Inc. (GPI). This study incorporated one deep boring (B-1 with 61 feet), four shallow borings (B-2 f through B-5 with 23 to 25 feet depth), two deep Cone Penetration Tests (CPT, C-1 and C-2 with ( 80 to 85 feet depth), and four shallow CPTs (C-3 to C-6 with 25 feet depth). A copy of boring and CPT logs are included in Appendix A of this report. 3 f MA� - 2 - 010256-001 3.0 FIELD INVESTIGATION AND LABORATORY TESTING I A field investigation was performed on September 19, 2000 and September 20, 2000. The field investigation consisted of field reconnaissance, drilling of two 6-inch mud rotary borings (B-6 and B-7), and nine CPTs (CPT-7 to CPT-15). Both borings were advanced to competent material at depths of 75 to 80 feet. The CPTs were driven to refusal. The refusal depth varied between 78 to 98 feet bgs. The results of the field investigations are included in Appendix B of this report. The boring and CPT locations are shown on Figure 2. Field investigations were supervised onsite by Hushmand Associates' personnel who continuously logged soil samples obtained from the exploration. The borings were drilled with a Mahew 1000 truck-mounted mud rotary drill rig. A pully and rope hammer system was utilized for sampling at this Site. Both borings were backfilled with bentonite/cement grout. A groundwater table (GWT)was encountered during the field investigations at a depth of 13 feet r in Boring B-6. It continued to rise at the time of borehole backfilling. Bentonite in the borehole l . was bailed out prior to measuring the groundwater level. Groundwater was observed at 11 feet bgs during GPI's investigation. The number of blowcounts were measured using Standard Penetration Test (SPT) and Modified California (MC) samplers. Two different hammers were utilized in this investigation. A 140- r pound hammer was dropped 30 inches and a 400-pound hammer was dropped 18 inches for the ( SPT and MC samples, respectively. Assuming that the blowcounts from MC sampler are 67 percent higher than the SPT blowcounts for 1-foot penetration and the hammer energy I differences for the samplers, the differences cancel each other out and the recorded MC ( blowcounts are approximately equivalent to the SPT blowcounts. Selected soil samples collected during the field investigation were tested in Leighton's geotechnical laboratory to measure: moisture content; dry unit weight; fines content; particle gradation; Atterberg limits; consolidation; and chemical analysis. Descriptions of the laboratory testing and the test results are presented in Appendix C of this report. The recent nine CPTs were performed by Holguin Fahan and Associates. A standard cone with 3.57 cm diameter, 10 cm2 area, and with an area ratio of 0.8 penetrated the subsurface soil layers at a penetration rate of 2 cm/sec. The CPTs depth of penetration ranged between 78 to 98 feet. Five pore water pressure dissipation tests were performed during this investigation. We also reviewed and compared our boring results with the eotechnical investigation carried P g g g r out in 1996 and 1999 by GPI in the preliminary design effort of the Springdale Reservoir. &N - 010256-001 4.0 GEOLOGIC AND SEISMIC SETTING �— 4.1 Regional Geologic Setting The subject Site is located within the Los Angeles Basin, a structural depression located within the northern margin of the Peninsular Ranges Geomorphic Province of California. The Site is underlain by a thick, up to 15,000 feet, sequence of Cenozoic-age sediments overlying Triassic to Late Jurassic metasedimentary rocks (Yerkes et al., 1965). The soils beneath the Site are of Holocene alluvium, which is comprised of varying proportions of clays, silts, sands, and gravels. Beneath the alluvium is Pleistocene material of the San Pedro Formation (Poland and Piper, 1956). In general, the Site is essentially flat and drains to the southwest. The Site is located approximately 4.7 km (2.9 mi.) to the northeast of the mapped trace of the Newport-Inglewood Fault and is not within an Alquist-Priolo Fault Zone (Hart, 1997). It lies within an area mapped as having a potential for seismically induced liquefaction (CDMG, 1997). Liquefaction and other seismic phenomenon are discussed in further detail in Section 5.6 of this report. 4.2 Subsurface Conditions The upper 8 to 10 feet of the subsurface soil profile consists of silty sand to sandy silt. Below the upper silty sand layer the subsurface soils mainly consists of relatively compressible, saturated clays that are interfingered with thin lenses of loose to medium dense silty fine sand up to an approximate depth of 50 feet. The soil layers appear to be j- relatively flat. Good layer continuity was observed across the Site. Below an ( approximate depth of 50 feet and to a maximum depth of 82 feet, the soils consist of dense to very dense sands and very stiff to hard clays. These soils are much less compressible than the overlying soil. The stiffness of clayey material varied from soft to hard with SPT or equivalent SPT blowcounts from 4 to 31 blows per foot. The coarse fill material ranged from very loose to very dense with SPT or equivalent SPT blowcounts from 4 to 100 blows per foot. The blowcounts for sand lenses within the clay layers could not be estimated accurately due to their relatively thin thickness. Therefore, the effects of these thin layers were further studied with the CPT results. Organic material was not encountered in the borings. The previous and recent boring and CPT logs are presented in Appendices A and B of this report, respectively. Moisture contents and dry densities of the subsurface material ranged from 1.5 to 38.1 percent and 83 to 116 pounds per cubic foot (pco, respectively. � 8L -4 - `Mann 010256-001 4.3 Groundwater Conditions Groundwater was encountered at depths ranging between 11 to 14 feet b s. Soil layers r below a depth of 7 appear to be saturated, possibly indicating perched groundwater condition or high matrix suction within the soil. Perched groundwater conditions could have been resulted from past agricultural activity at the Site or from water leaks from the existing Peck Reservoir(GPI, 1999). 1 i i l i I - 5 - _�N 010256-001 r 5.0 DISCUSSIONS, CONCLUSIONS, AND RECONM ENDATIONS I 5.1 General The discussions, conclusions, and recommendations presented in the following sections are based on the information provided to us by the project design team, our understanding of the proposed development, field and laboratory studies and analyses, and our professional judgment. It is our opinion that the Site is suitable for the proposed development from a geotechnical standpoint, provided the recommendations as outlined in this report are implemented. Note that the conclusions and recommendations section of this report are based on subsurface conditions as interpreted from limited exploratory borings, and should be reviewed and verified during Site grading, and revised accordingly if exposed geotechnical conditions vary from our preliminary finding and interpretations. We understand that the provisions of the 1997, UBC are applicable to this project. 5.2 Foundations (' As reviewed in Section 4, silty sand was encountered in the upper 8 to 10 feet of the Site. l Consistency of this layer varies from loose to medium dense. This material will be supporting the perimeter wall foundations. The columns will be placed at a lower depth (� and over the compressive clayey layer. We understand the perimeter walls and columns ( will be supported on 2 feet of structural mat slab that will cover the reservoir floor and will laterally extend a minimum of 2 feet outside of the perimeter walls. We believe that the surficial material is generally considered suitable for support of the mat slab, perimeter walls, and interior columns if the following recommendations are followed. It is our opinion that this foundation system will be suitable for the proposed buildings provided that they are supported on compacted engineered fill pads. Compacted engineered fill should be constructed as outlined in Section 5.10. We also recommend ! that: Mat/Subterranean Foundation: We recommend removing and replacing the soft fine- grained material below the pump station mat slab as much as possible. As a I minimum, we recommend placing 18 inches of crushed rock (compacted to a minimum of 95 percent relative compaction as determined by ASTM Test Method D1557) over a heavy duty geofabric/geogrid system. This measure will reduce the possibility of long term settlements. For design of a mat foundation, a modulus of subgrade reaction of 75 pounds per square inch (psi) per inch of deflection may be used, with an allowable coefficient of &N Zz� r - 6 - A LMEMO 4c � S /� � 010256-001 1 friction of 0.25 at the base of the mat. A maximum net allowable bearing pressure of 2,000 psf below perimeter walls and 3,000 psf below the columns may be used for the design of the mat foundation. The mat slab thickness and amount of reinforcement should be determined by a registered civil engineer in the State of California. The mat slab should be waterproofed if future intrusion of groundwater into the IP reservoir is not desirable. The geotechnical engineer should be consulted if special conditions are encountered below the slab. • Shallow Continuous and Spread Footings: A maximum net allowable bearing pressure of 1,500 psf may be used for the design of these foundations. The net bearing pressure may be increased by 100 psf and 200 psf for every foot increase in footing width and depth, respectively, up to a maximum value of 3,000 psf. The outer face of the wall footings should have a minimum of 5 feet of clearance from any slope face. In general, we recommend removing and recompacting the upper 5 feet of soil below the footings. Shallow footings should be placed at a minimum depth of 18 inches below the existing ground level or proposed slab, whichever is deeper. We also recommend that continuous and spread footings have a minimum width of 2 feet and 3 feet, respectively. The net soil bearing pressure can be increased by one-third for temporary loading conditions, such as wind or seismic. We recommend that a minimum of 1.5 feet of (� crushed rock over a heavy duty geofabric/geogrid to be placed below the column footings l and reservoir floor slab. The geofabric/geogrid is to prevent penetration of rocks to underlying soft material and to create a working area for construction. The. foundation bearing capacities should not only be consistenc with the recommendation of this section, but they should also confirm with the tolerable structural settlements. Static settlement of foundations is discussed in the following section (Section 5.3). (� Shallow footings will resist lateral loads primarily through base friction. Base coefficient l of frictions of 0.25 may be used to estimate the base lateral. The base coefficient of friction may be increased by one-third for transient loading conditions, such as wind or (� seismic, assuming that passive earth pressures are not included in the lateral resistance f computation. 1 - 7- t*ft- 010256-001 t 5.3 Soil Compressibility and Settlement A total of eight consolidation tests four during this investigation and four b GPI 1999 g � g g Y ( ), were performed on representative samples at this Site. These tests confirm the compressibility of the soft clayey layer. Results of these tests are presented in Appendices A and B of this report. Based on our observations during subsurface explorations and subsequent laboratory index testing, the fine-grained soils between approximate depths of 8 to 50 feet at the Site are characterized as very soft to soft material. Major settlement is expected if the weight of the water and the reservoir shell are not compensated for by the soil excavation. An estimate of this type of settlement induced by possible reservoir induced pressures is provided on Figure 4 of this report. Static settlement of continuous footings, not deeper than 3 feet, designed according to our recommendations is estimated to be 1 inch or less for total settlement and '/z inch or less for differential settlement. Angular distortions of continuous footings are expected to be less than 1/240, or 1 inch per 20 feet under the static loads. Settlement of spread column footings at reservoir floor level (15 feet bgs) is provided on Figure 3 based on different bearing pressures and two scenarios, with and without r overexcavation below the footings. The spread footing size should be determined based l . on tolerable settlement and the allowable bearing capacity (Section 5.2). These values are valid if the distance of the columns is more than three times of the foundation width. (� Otherwise, the accumulative effect of foundation pressure on the settlement of adjacent footings should be considered. 5.4 Retaining Below Grade Walls and Lateral Earth Pressures Assuming that the perimeter retaining walls will be founded in the upper silty sand layer, retaining and subterranean walls should be designed to resist lateral pressures with equivalent fluid pressures as illustrated on Figure 4 for walls free to rotate (freestanding l walls) and restrained (basement, pit, and tunnel walls) conditions. These pressures I assume a level surface behind the wall for a distance greater than the wall height, select backfill, and a positive drainage system behind the wall. Active pressures are mobilized through the backfill movements; therefore, if soil movement behind the walls is not desired, additional provisions should be considered. l Lateral loads can be resisted by an allowable passive soil pressure as outlined on t Figure 4. In addition, a friction coefficient (see Figure 4) between the concrete and compacted fill can be used in combination with passive pressures to resist lateral loads. If wall rotation (A/H) is smaller than 0.04, a factor of safety of 2.5 should be used. The upper 1 foot of passive resistance should be neglected unless the soil is confined by & Z::Z r F 010256-001 pavement or slab. The coefficient of friction should be applied to net dead normal loads only. Base coefficient of frictions of 0.25 may be used to estimate the base lateral resistance. The upper S feet of granular onsite materials are considered to be suitable for use as backfill for retaining walls. The backfill materials should be compacted to a minimum of 90 percent relative compaction per ASTM Test Method D1557. Adequate drainage of backfill should be provided in accordance with City of Huntington Beach and County of Orange requirements. Hydrostatic pressure should be released with adequate drainage behind the wall. Construction traffic and compaction equipment should be kept a minimum distance of 5 feet or retaining wall height, whichever is greater, from the retaining wall unless these surcharges are utilized in the design of the retaining walls. 5.5 Expansion Potential The expansion potential has not been addressed at this stage of the project. 5.6 Seismic Hazards The proposed Springdale Reservoir is located in a seismically active region of Southern California. The major contributing Holocene faults to the Site for seismic exposure are the Newport-Inglewood and Compton Blind Thrust Fault Zones. The Site is located about 4.7 km (2.9 mi.) to the northeast of the Newport-Inglewood Fault (Jennings, 1994). The Newport-Inglewood Fault is postulated to provide maximum credible earthquake (MCE)with a moment magnitude of 6.9 (Petersen et al., 1996). A site-specific seismic hazard analysis was performed for the Site for design earthquakes r with probability of exceedances of 10 percent in 50 years and 10 percent in 100 years. l 5.6.1 Probabilistic Seismic Hazard Analysis A site-specific Probabilistic Seismic Hazard Analysis (PSHA) was performed to evaluate the likelihood of various ground motion levels at the Site as reflected in peak horizontal ground acceleration (PHGA) and acceleration response spectra (ARS). Results of the PSHA utilized for this study are provided in Appendix D of this report. This approach takes into account historical seismicity, the geological slip rate of all faults within 100 km (62.5 miles) of the Site, and the site-specific response characteristics. The PSHA results are based on PHGA and ARS which corresponds to the l anticipated response at a free field (i.e., ground motions are not influenced by the l presence of a structure, topographic features, or ground failure). The l 1 010256-001 l recommended free field PHGA and ARS can be used for evaluation of structural response. The Site coordinates are N33.749 degrees and W118.028 degrees. The Site is underlain by as much as 30m (100 feet) or more of Quaternary alluvial material. Soil profile is classified to be SD for the upper 100 feet per UBC, 1997, Table 16-J, and NEHRP site classes (BSSC, 1994). The average shear wave velocity of the upper 30.5 in (100 feet) at the Site was assumed to be 250 meters per second (m/s, 820 feet per second, ft/sec). Based upon the results of subsurface characterization at this Site, attenuation relationships by Sadigh et al., (1997) for Soil Site, Bozorgnia et al. (1999) for Holocene Soil, and Boore, Joyner, and Fumal (1997) with an average shear wave velocity (Vs) of 250 m/s were utilized in this PSHA. The average total seismic hazard curve was utilized to estimate the PHGA corresponding to a 10 percent probability of exceedance in 50 years (475-year ARP event) and 10 percent probability of exceedance in 100 years (950-year ARP event). The PHGA for these two events are 0.51g and 0.65g, respectively. The ARS for the same levels of hazard are presented on Figure D-1 and summarized in Tables D-1 and D-2 of Appendix D of this report. 5.6.2 Fault Rupture Hazard The Site is located within the Peninsular Ranges Geomorphic Province of I� California and is located close to the highly active Newport-Inglewood Fault i . Zone. No active faults have been mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Hart, 1997). Therefore, the potential for fault rupture at the site is low. 5.6.3 Liquefaction Since most liquifiable layers were thin and accurate estimate of the SPT blowcounts in them was not possible, the CPT results were utilized to study their (— liquefiability based on procedures outlined in Youd and Idriss (1997) and l Robertson (2000). The results of this study are provided in Appendix E of this report. Thin saturated layers of granular materials interfingering the cohesive layer 10 feet bgs are potentially liquefiable for both levels of seismic hazard with 10 percent probability of exceedence in 50 and 100 years. The CPT results showed that thin layers of liquifiable material also exist within the denser material below 50 feet bgs. Existence of these layers was not confirmed by the SPT results. The liquifaction consequences are discussed in the following sections. l r - 10 - S �� I 010256-001 l 5.6.4 Lateral Spread Empirical relationships have been derived b Youd and others Youd, 1993; P P Y ( Barlett and Youd, 1995, Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of earthquake from the Site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. Since the Site is relatively flat, the susceptibility to earthquake-induced lateral spread is considered to be low. Considering the strength of the reservoir floor mat slab,the potential for the lateral spreading slopes of the reservoir floor is also low. 5.6.5 Earthquake-Induced Settlement Granular soils tend to densify when subjected to shear strains induced by ground shaking during earthquakes. Simplified methods were proposed by Tokimatsu and Seed (1987) and Ishihara and Yoshimine(1991) involving SPT N-values used to estimate earthquake-induced soil settlement of the upper 50 feet layer of soil beneath the proposed development. This Site may experience an earthquake-induced settlement as much as 2 inches for the upper 50 feet. An additional 2 inches of earthquake-induced settlements is estimated if the liquefaction of subsurface soils between 50 to 100 feet is considered. Earthquake-induced settlements tend to be most damaging when differential settlements result. Earthquake-induced differential settlements are expected to be less than 1.5 inches and 3 inches for the upper 50 feet and 100 feet, respectively, in the area of the proposed construction. r 5.7 Reservoir Slope Stability l The reservoir floor has a 2:1 (horizontal:vertical) slope from the ground surface to a depth of 15 feet bgs at its four sides. The stability of these slopes is addressed with a ! simplified slope configuration for static conditions. Provided that the slopes will be ! covered with 2 feet of reinforced mat slab, based on our preliminary stability analysis presented in Appendix F of this report, the slopes will be stable during and after (— construction of the reservoir floor. 1 5.8 UBC Site Factor 1 The Soil Profile is estimated to be Type SD (Table 16-J) for this Site. This selection was based on the average number of blowcounts for the measured areas, assuming the average of the last three SPT and its equivalent blowcounts in the borings are representative of the Mimi, - 11 - O"i,�15 � ` 010256-001 1 lower part of the 30.5 in (100 feet) depth. The Seismic Source Type is B for the Site ! (Table 16-U), based on the distance of the Newport-Inglewood Fault to the Site, located { 4.7 km(2.9 mi), with a MCE of 6.9, and a slip rates of 1±0.5 mm/yr, respectively. Based on the Soil Profile and Seismic Source Type the following coefficients are suggested: Near-Source Factor N,, 1.03 Near-Source Factor N,, 1.24 Seismic Coefficient Ca 0.44 Na=0.45 Seismic Coefficient C,, 0.64 N„= 0.79 I 5.9 Chemical Attack The results of chemical tests performed on near-surface and potential onsite fill soils are reported in Appendices A and B of this report. The ranges of test results are summarized (— on the following page. ! The result of the resistivity test indicates that the surficial, silty sand, soils are moderately (— corrosive to buried ferrous metals. Based on the range of measured water-soluble l sulfates from the soil samples, soil sulfate content is negligible and no special provisions are required by the UBC for concrete to resist sulfate attack (Table 19-A-4). I Furthermore, the samples tested for water-soluble chlorides had a value of 0.01 percent l indicating low possibility for corrosion of steel in concrete due to the chloride content of soil. Range of Test _ Test Measurements General Classification of Hazard Water-Soluble Sulfate ND—241 Negligible exposure to attack on in Soil m concrete Water-Soluble Chloride 11 — 152 Reinforced concrete will have a in Soil m low expos re to chloride from soil H 7.2—8.0 Neutral to Alkaline soil Minimum Resistivity 3,700 -4,150 Moderately corrosive to buried (saturated, ohm-cm metals ND =None Detected Because of potential variability in chemical contents and resistivity in soils, we recommend that additional chemical and corrosion tests be performed for deeper soil r stratum, during site grading operations, and prior to the placement of concrete and buried metals to confirm the findings and recommendations provided in this report. 1 & ZZZ - 12 - rdown 010256-001 r 5.10 Site Preparation and Earthwork 1 The consideration at this stage of project will be earthwork within saturated zones. The groundwater table can be considered to be at 11 feet bgs with saturated soil below 7 feet. Therefore, the excavation within the saturated soft material will be difficult. Under current moisture conditions, the sandy soils prevailing in the upper 7 feet of the soil profile can be expected to support rubber-tired earthmoving equipment. The support conditions would be marginal within the thin clay layer found at a depth of 5 feet and may become marginal in the sands, if they become saturated (e.g. due to ponding of rain water). hunderlyingru rubber- tired clayey/silty soils below are too wet and to support bbe tired equipment, even under favorable weather conditions. If earthmoving is attempted in these soils using rubber-tired equipment, such as scrapers or loaders, severe pumping and rutting should be anticipated. Disturbance of the subgrade soils will need to be mitigated by additional overexcavation and replacement of the disturbed soil. In general, excavations into the wet clays prevailing below a depth of about 8 feet will need to be performed by top loading, track-hoe/excavators or, possibly, by low pressure track- mounted dozers (such as "swamp-cats"). Excavations extending below the groundwater table, which is approximately 11 feet bgs, {— will need to be dewatered in advance of excavation. The dewatering requirements will 1 increase significantly if the excavations extend into the relatively pervious sandy layers found below a depth of about 13 feet bgs. Failure to adequately dewater these layers before excavation could result in "quick" conditions, which could further loosen these soils. Any foundation soils weakened by construction activities would need to be redensified after they are fully dewatered. The soils at the base' of the pad overexcavations will be wet and compressible. In general, the wet subgrade soils, except at very shallow depths, will need to be stabilized by placing a heavy duty woven geotextile/geogrid (Mirafi 600x or equivalent) and a layer of crushed rock at least 1.5 feet thick over the subgrade. The rock layer will need to be densified by vibratory compaction. Additional rock may need to be placed over the initial 1.5-foot rock layer, in order to distribute the foundation loads. The minimum thickness of 1.5 feet of rock will be needed to support construction equipment. Compaction of saturated clayey soils found below a depth of 8 feet may not be feasible. (� Therefore, overexcavations should be done in a manner that will minimize disturbance. l The soils within the upper 7 feet of the subsurface profile are suitable for use as compacted fill provided that they are dried to a moisture content near optimum. The underlying clayey soils would make poor fill material and, if excavated, should be selectively stockpiled and exported from the Site. ZZ - 13 - 010256-001 6.0 GENERAL CONDITIONS This report presents recommendations pertaining to the development of the Site as presented to Leighton. These recommendations are based on the assumption that the subsurface conditions do not deviate appreciably from those discovered during our geotechnical investigation and the design loads provided to us. In view of the general geology of the area and condition of the Site, the possibility of different conditions cannot be discounted. It is the responsibility of the Owner to bring any deviations or unexpected conditions observed when our staff or technicians are not onsite during construction to the attention of the geotechnical engineer. In this way, any required supplemental recommendations can be made in a timely manner. Leighton has not performed an evaluation of hazardous waste, groundwater, or environmental conditions at the Site. Furthermore, we are not responsible for recommendations or considerations for demolition of existing structures and facilities. These services were beyond the scope of our involvement. Professional judgments presented in this report are based on evaluations of the available information, Leighton's understanding of foundation and slab design for commercial/industrial buildings, and Leighton's general experience in the field of geotechnical engineering. Leighton does not guarantee the interpretations made, only that the engineering work and judgment rendered meet the standard of care of the geotechnical profession at this time. I l i 1 =- r - 14 - S a l 1 i 1 � U.S r-- * • �y z rro. c i Spri dat YIC r • . � Sch BchZiL am 1 I _ • 14• fr 1.A A �� 1 1 r ' pr%— a e Rese - Elmo IM3149, WI18.02 i _ -*E- INDx o w SL i U1. I OdP Awj 1 1 a Not to scale 1 SITE/ Bore: Base map:U.S.G.S. 7.5'EI Toro Quad. _ PROJECT NAME: 1 — Springdale Reservoir PROJECT No: Sites Location Map 010256-001 1 =� Figure 7 � DATE:October 2000 9 CI 75' US NAVY RR R/vd �-r- tc, : so' o ... ------ ------------------------- ------------------- ,.c cc -- -------------------------- ..x _ wl j 1� EXISTING �G i PECK RESERVOIR - J 1_J 9 5 _ - --- - - - -- - 0 60 120 FEET .. c _ - _ _ •�.. ________________ _____---_-__-__ __ _-_____ _______ 8 -______ eK�' 'ti 2 C-10 C-14 r v C-7 8-3 1 PROPOSED -..ESERVOIR EXPANSION C-1 e-t= C-2 . B-6 C-9 C-11 C-1k 8-7 1 LEGEND ( rl I .`I APPROXIMATE LOCATION OF I CONE PENETROMETER TEST C-8 B-4 - y C-5C-12 e�s C-15 C_6 lie APPROXIMATE LOCATION OF I �' �.• ♦ �, I I I g I EXPLORATORY BORING z SITE PUN REPROOVCEO FROM P,aN PRWIDEC8Y CITY OF MU NGTON BEACH CEP-ENT OF PUBLIC WORK$ IProject No. 010256-001 SITE PLAN scale r1Ts Q o Eng. AB/DRT Date OCTOBER 2000 Figure 2 C Settlement Induced by Additional Reservoir Pressure 15 Over Excavation:. Oft ---------- 5ft - 10 (� m (D 5 C/) I ,- r " 0 0 500 1000 1500 2000 Bearing Pressure (pso Settlement Induced by Individual Column Footings i Without Over Excavation 5 ft additional Over Excavation i below Footing$ $ Footing Size: 4 by 4 6 ---------- 6 by 6 6 Z — - — - — - • 8by8 f ' Cn 2 • ,!' I — 2 F o'� - r : 0 I F— 0 F500 1000 1500 2000 2500 3000 500 1000 1500 2000 2500 3000 Bearing Pressure (pso Bearing Pressure (pso F NOTE: Assumed the excavated soil pressure is compensated r c°°5°���"�5 with the water and reservoir weight 15 ft bgs. POI-000027 Summary,of lJ _ S rinedale Reservoir '� � Leighton and Associates Settlement Potential i GEOTECHNICAL CONSULTANTS Figure 3 Settlement.grf Date:October 2000 I l ! I q II (Surcharge) ff. ( y y y y y Approved Drain Material Geo Fabric Fe H, r 4"PVC (1 Drain Pipe 0.6 H, H' `.: `.: `.: I I Base Friction Pq Pa,Po I I P Drained Condition: P=Pa+Pq=45H,+0.35q P=Po+Pq=64H, +0.35q Pp=Min(275H2, 1375) Fe=20 H,Z for DBE µ=0.25 All values of height(H)in feet(ft),pressure(P)and surcharge(q)in pounds per square foot(psf)and force(F)in pounds(lb)are for unit width of walls. r-- NOTES: increm,an seismic passive,active,and at-rest earth pressures,respectively;F.is the Pq is the incremental surcharge earth pressure;and is the allowable base friction coefficient, applied to dead normal(buoyant)loads. Fa is in add on to the active and at-rest pressures, Pa and Po. F may also be distrbuted as an inverted triangle along the wall height with its base at the top of the wall. For passive pressure use a factor of safety of 2.5 if wall rotation(A/H)is smaller than 0.04. The passive pressure might not be used if soil is subjected to scour. Neglect the upper 0.3 m(ift)for passive pressure unless the surface is contained by pavement or a slab. Equivalent Ground Acceleration,0.65g and Mononobe-Okabe methodology given by Whitman and Christian(1990),were used to calculate F.for Design Basis Earthquake(DBE). & Leighton and Associates Lateral Earth Pressure GEOTECHNICAL CONSULTANTS Diagram for Retaining Walls Project Name:Springdale Reservoir Project No.: 010256-001 Date:October 2000 Figure 4 i IiR rCity of Huntington Beach August 13. 1999 t Geotechn'icaf Investigation, Peck Reservoir Expansion,Huntington Beach,California GPI Project No.1571.1 APPENDIX A (� CONE PENETRATION TESTS Four (4) Cone Penetration Tests (CPT's), CPT C-3 to C-6, were performed at the site (^ during the present investigation. CPT C-1 and C-2 were previously performed for the l initial feasibility-level investigation (GPI Project No. 1371.1). The locations of all six CPT's are shown on the Site Plan, Figure 2. The soundings were advanced to depths of 26, 28 or 82 feet below existing grades. The Cone Penetration Test consists of pushing a cone-tipped probe into the soil deposit while simultaneously recording the cone tip resistance and side friction resistance of the soil to penetration. The Cone Penetration Tests described in this report were conducted in general accordance with ASTM specifications (ASTM D 3441) using an electronic cone penetrometer. The CPT equipment consists of a cone assembly mounted at the end of a series of �. hollow sounding rods. A set of hydraulic rams is used to push the cone and rods into the soil while a continuous record of tip and friction resistance versus depth is obtained in digital form at the ground surface. A specially designed truck is used to transport and house the test equipment and to provide a 16 or 20-ton reaction to the thrust of the. hydraulic rams. �. The cone penetrometer assembly consists of a conical tip and a cylindrical friction sleeve. The conical tip has a 60 degree apex angle and a projected cross-sectional area of r 10 square centimeters. The cylindrical friction sleeve has a surface area of 150 square l centimeters. Both the conical tip and the cylindrical friction sleeve have outer diameters of 3.56 centimeters (about 1.41 inches). The interior of the cone penetrometer is instrumented with strain gauges that allow simultaneous measurement of cone tip and friction sleeve resistance during penetration (Figure A-1). Continuous electronic signals from the strain gauges are transmitted by a cable in the sounding rods to analog and digital data recorders in the CPT truck. The supplemental field investigation was performed using an acoustical cone (digital signal transmitted by sound rather than cable). Data obtained during a Cone Penetration Test consists of nearly continuous stratigraphic information with measurements taken every 2.5 or 5cm. Stratigraphic interpretation is based on relationships between cone tip resistance and friction resistance. The calculated friction ratio (CPT friction sleeve resistance divided by cone tip resistance) is used as an indicator of soil type. Granular soils typically have low friction ratios and high cone resistance, while cohesive or organic soils have high friction ratios and low cone resistance. Thesis stratigraphic material categories form the basis for all subsequent calculations which utilize the CPT data. 1571-I.01X (8199) A-1 City of Huntington Beach August 13,1999 Geotechnical Investigation, Peck Reservoir Expansion,Huntington Beach,CaLfomia GPI Project No.1571.1 Computer plots of the reduced CPT data acquired for this investigation are presented in Figures A-2 to A-7 of this appendix. The field testing and computer processing was performed by Gregg In-Situ, Inc. (CPT's C-1 and C-2) and Kehoe Testing & Engineering (- (CPT's C-3 to C-6) .under subcontract to Geotechnical Professionals Inc. (GPI). The l interpreted soil descriptions were prepared by GPI. Kehoe Testing & Engineering installed two 314-inch-diameter piezometers to depths of 15 feet at the CPT C-4 and C-5 locations. These piezometers were used to measure groundwater levels at the site, as discussed in Appendix B. The CPT's were laid out in the field b measuring from existing site features. Ground Y 9 9 r surface elevations were estimated from a Topographic Survey plan provided by the City lof Huntington Beach. Based on visual observation, the ground surface elevations at CPT locations C-3 and C-4 may be up to one foot higher than the elevations derived from the topographic map, because of apparent localized grading that may have taken place since the topographic map was prepared. l - l 1 1 1 I r1571-I.O1X (ti/99) A-2 1 1 . ELECTRIC CABLE 1 •�� Ill QUAD RING 1 FRICTION SLEEVE [> STRAIN GAGES i I I QUAD RING r hillI ILL" 1 \ CONE - " - I � . t ,. ® GECITECHNICAL ® PROFESSIONALS INC. _ = = CONE PENETROMETER FIGURE A-t F DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV: r- (feet) (tsf) (tsf) RATIO (%) SOIL DESCRIPTION (FEET) I p a 1 1 2 2 a l SILTY SAND(SM),medium dense, top 6 inches loose(tilled soil) t5 .. ... ... ... .. ... ................. _ ... 0 - .......I..................j...»... ........I........j........p........1........,.........j........j........ ..........:. ..,........L......... CLAY(CL),soft to firm, 15 r 10 interbedded with lenses of loose to i medium dense silty sand 10 r15 .. ................. .. ... _ ... ... ... ... ... ... .. - ... _........ _ _ ... ... _.......................... ... ... _ ... rr ... .._.. . l ' @ 23 feet,lens of silty sand ... ... ... ... _ ... ... ... ... _ ... t @ 28 feet,lens of silty sand 5 35 ... ... ... ......._ ... ... ............................ ... ... @ 33.5 feet,lens of silty sand t0 40 ... _ ... ... ... _......._ ... ... ........ ... ... ................. _ ... t5 45 @ 3 feet, of silty sand ...:........:.........:........:..:. 4 et I 'I sa 2 Below 48 feet,becomes very stiff 25 so ........<.........>............... ...... ........i.................i........i.........i........i........ .....i........i.... ... 30 ..................... ... .. .. _ ... .. ................. ... ... .... 60 ........_................€....... .............. _ ... ... _................. ... ........_ ... _........ interbedded lenses of sandy clay ...:... .. . SAND(SP),medium dense, d ca CLAY(CL),very stiff to hard 0 r 65 ... ... .. _ ... .. _ ... .. SAND(SP),very dense,very stiff 5 .......:........i........ ... .....i................. . silt layers at depth of 73 to 75 feet 70 ; ; ; """ " " ." and 79 to 81 feet 50 75 ... _ ... Sand (SF)continued to 82 feet Total depth 82 feet `5 80 Date performed:8-1-96 FThis summary applies only at the location of this cone penetration PROJECT NO.:1371.1 test and at the time of the exploration. Subsurface conditions may _r_®I PECK RESERVOIR EXPANSION differ at other locations and may change at this location with the F ssage of time.The interpreted soil description is derived from theiction ratio and cone resistance and is a simplification of actualLOG OF CPT NO. C-1 conditions encountered. _- FIGURE A-2 F DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV-. (feet) (tsf) (tsQ RATIO (%) SOIL DESCRIPTION (FEET) -I6 a 2 so 100 150 200 250 W0 350 2 a 80 1 �€ -60 Total depth 82 feet 85 ......... €.............. ................. .. _ ... ... ... .. ... ... .. ... .......... 90- - p e t 5 i c ... 70 95 ................................... .................. ... _ ... _ ..... ............._ .................. ... _ ... 75 100 ......................... ............. ... ......... ... ........ so 105 ._...... ....... ................ ................ _ ... ... _ ... E5 110 ........:.........:................ ................--------......... ....................... ... 90 115 ........:........;........g........ ........;........ - ......_........i..... ... ... .................. _........ E E95 c 2 ......_5....... ............ 00 125 i 3 105 130 ........:.......... ........:........ ........i........t........r.........i. ... 110 135 ................ .............. ... _ _. _ ... ... ................. ... ... .... ... _ ... 115 r140 ........_...................... ... . _......._..........................._ ... _ ... _ ... _ .... 1 . 120 145 .........................€........ ........¢........c....... ........3...... _ ... 125 1 150 . �........:........`........ i e i i ..................................... 130 155 .........................:.................................._..... ... ... .. ... ... .................._ ... I 135 160 rDate performed:8-1-96 l This summary applies only at the location of this cone penetration PROJECT NO.:1371.1 test and at the time of the exploration. Subsurface conditions may PECK RESERVOIR EXPANSION differ at other locations and may change at this location with the passage of time.The interpreted soil description is derived from the t friction ratio and cone resistance and is a simplification of actual LOG OF CPT N O. C-� l conditions encountered. FIGURE A-2 DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (feet) (tsQ (tsf) RATIO (%) SOIL DESCRIPTION (FEET) 6 4 2 0 50 100 150 200 250 :300 350 0 2 4 6 8 SILTY SAND(SM),medium dense, top 18 inches loose (tilled sail) ................. ............ ................................. ....................... ........ @ 6 feet,clay lens CLAY(CL),soft to firm, ........ ......... ...........? -15 interbedded with thin layers of me ium nso silty sand ......................... ..... ....... ................ ...................................... ........ 0 @ 16 feet,lens of silty sand 211—.... -5 ........... 25......... ................... .... ....................... ........ ........................... ............... . ..... ........ -0 @ 26 feet,lens of silty sand ... .. . ........... .......z............... ........................ .........................:........ -5 30 g 30.5 feet,lens of silty sand 35........................... .... ... ................. ........ ......................... ................. ......... '10 @ 36 feet,lens of silty sand ................. ............... .......................................................... ....... ......................... 40' -15 g 41 feet,lens of silty sand 7 g 43 feet,lens of silty sand 45............................ .. .. ........... ....... ........................ ................ .................. ...... -20 (g)46 feet,lens of silty sand ....... ....... ... ......... ........ 50......... ................ ......................... ................. -25 Below 52 feet,becomes very stiff to hard ss .......... ........ ....... ............................................. ................... ........ -30 CLAYEY SAND(SC),medium dense,in with lenses of sandy clay 60................ . ........ ........ .......................... ......................... ................ ........... 35 andy clay @ 60 feet,lens of s \@ 62.5 feet,lens of sandy clay 65......... .................. . ...... ......................... ........ .......................... ...................... ........ SAND(SP).very dense, -40 interbedded with hard silty clay Il @ 63 feet,lens of silty clay ................. ....................... .... ........ ....... ........ -45 70......... 69.5 feet,lens of silty clay ........... ... 75 ........ ....... ......................... .................. ...... ........ ......................... ........ 50 Sand(SP)continued to 82 feet Total depth 82 feet 80-1 -5 Date performed:8-1-S6 This summary applies only at the location of this cone penetration ri-Rh PROJECT NO.:1371.1 test and at the time of the exploration. Subsurface conditions may PECK RESERVOIR EXPANSION differ at other locations and may change at this location With the ....................... ....... passage of time.The interpreted sail description is derived from the friction ratio and cone resistance and is a simplification of actual LOG OF CPT NO. C-2 conditions encountered. FIGURE A-3 1 DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV: �— (feet) (tsQ (t:4 RATIO (°,6) SOIL DESCRIPTION (FEET) a 1 1 2 a eo {€ Total depth 82 feet i 85 ........•`_.......�._............ ..... .. ... .. .. ... 0 t i... 90.........:..................: :....... . . : : ... ... _ 5 95 ........ .......n...._._........ ................'...... _ _ _ ... 0 r 7 i 10 0 .... .._....... ........':....... ........F..... _ . _ ... ........_................. ... ......... ... _ ....._ .._ 5 7 .... ....... .......€....._. .............. ... ... .. ... 0 . . . . . .......... .................. ... ... ... ... 90 9 `.......€.... .. 1 ........ ....... ........c...... _ ... _ ... 10 1 140 ........_.......•` _ ................ ....... ........_..... .... .. _ ... ... ... _... ... ... _ .... 15 r i 145 ........ ...... ................ .............. ... _................. .................. ... ................._ ... 20 r1 I : 25 150 ........:........:. 155 ................ ......-........ ................�.......:..... �0 1" 135 160 Date performed:8-1-96 This summary applies only at the location of this cone penetration Mh PROJECT NO.:1371.1 test and at the time of the exploration. Subsurface conditions may ®® PECK RESERVOIR EXPANSION differ at other locations and may change at this location with the l assage of time.The interpreted soil description is derived from the friction ratio and cone resistance and is a simplification of actual LOG OF CPT NO. C-2 conditions encountered. FIGURE A•3 1 DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (feet) (tSQ (tso RATIO (%) SOIL DESCRIPTION (FEET) 0 a 1 1 2 a Upper 3 feet prepunched 5 E ... ... ... _ ... SILTY SANDSM( )medium dense 5 .._....:....._..:.... .... ......_ ..._..�.......:........._......;...... ...:.. ..... .. .... 0 @ 6 to 7.5 feet,loose to medium �pYeC_ ..<...._.. ...._.i....... .......i._.....i........ ..........._...i......._�................ .... .. ... L}firm to stiff, dens CLAY 15 interbedded silty sand lenses 15 . . ................. ... _ ... 10 20 ... .. ... _ ... ... .... ................. _........ 25 ............... ........._ ... ... _ ... .. .. ... ........... .. . ....:... �.. `- Terminated at 26 feet 30 .......:.........:........:.._... ..........................°......_.............................;........ .... ... ... 35 ........ .._... ....._......_. ................ ..... _ ... .. ... ... .........................._ ... 0 1 ... _ ... _ .. ... __ _ ... _ ... _ ... _ _ ... 15 C _ .... .. ... ... ... ... .... ... ... 45 ... _. .. ...:.. ...:... .. .. ....... .._.. .. .. ...... 20 . . . . . . . . . . . . . . . . . . . . ; E c 50 ......... 5 2 55 ................................. .......................... ... .................. ... .......................... 30 r60 ................ .............. ... _ ... _ ... ... ... ... ... 35 t - 65.......... _ _ ... 40 r70 ........: ......:............_. ................<........ ........;........<.........;........;........ ........;........;. ... ... 5 75 ........:.........:......_;........ .........................._...................... ... _........ 50 Ir 80 Date performed:7-9-99 This summary applies only at the location of this cone penetration rmrm PROJECT N0.:1571.1 test and at the time of the exploration. Subsurface conditions may _ _ PECK RESERVOIR EXPANSION differ at other locations and may change at this location with the F assage of time.The interpreted soil description is derived from the friction ratio and cone resistance and is a simplification of actual LOG OF CPT NO. C-3 conditions encountered. FIGURE A-4 F DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV: (feet) (tsf) (tso RATIO (%) SOIL DESCRIPTION (FEET) fia 2 0 50 100 150 2W 250 300 350 0 2 4 0 Upper 2 feet prepunched 5 SILTY SAND(SM)medium dense 5 . .._. ..._...........€.... .. ... ... ... .............. 0 d lenses ....... . ... .. CLAY(CL)firm to stiff, interbeddedsilty son 10 c . c 15 r_ 15 '• ...... ......_.... ........_......._................... ... ... _ ... ... 10 ... _ ... .. .. ... ... _ ... ... __... ................. ... _ ._ _ .... 25 ........'....... ....... ... ........ ... ... ............._ _ ... ... _ ... ... ..S '•. '. SILTY SAND(SM)medium dense Terminated at 26 feet .... .... 5 .. ... ;..... - ... _ .... 10 ... ................._ _. _ ... ... - ... _ .... .. .................. ... _ _. ... 40 - - 15 -20 E c E `: E ... ........' ... 50 25 c r E I 55 ...........................:........ ........:.............. _........ 0 I 3 c 60 .........................s........ 65 ........ ......_fi....._.€........ ................•'_......._'.... ... ... ... ... ... ... ... _....... 0 70 ........i.........>................ ........:........i-.........................<..........I........;........ .....>........;........<......... 5 75 ......................._........ .......................... ..... ... ... .... 0 5 so- Date performed:7-9-99 71.1 This summary applies only at the location of this cone penetration ® PROJECT IR EXPANSION test and at the time of the exploration. Subsurface conditions may PECK RESERVOIR EXPANSION ox differ at other locations and may change at this location with the = _ passage of time.The interpreted soil description is derived from the friction ratio and cone resistance and is a simplification of actual LOG OF CPT NO. C-4 conditions encountered. - FIGURE A-5 DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. r- (feet) (tsf) (tsf) RATIO (%) SOIL DESCRIPTION (FEET) _l 0 a 2 1 i 2 2 a SILTY SAND(SM)medium dense 5 @ 3 to 4.5 feet,loose to medium Jr ...„...c........ ......»'s.... .............. _ ... ... .......................................... ... 1 :... ...... _._. '• = ° nterbedded silty dense CLAY(CL)firm i sandlenses r f ' 15 15 .._... ....... ........... .. ....... _ ... __........ 10 _ _. ... ... ................_ ... _ ... _... y5 ... ... _................. ... ... ... ... . I ? Terminated at 25 feet l . . . . . . . . . . 30 s s ..................' ... ... ... 5 �1G .» ...:».....:».»...:......» .........................._ ... ». _ ... p 40 _. ... ... . ... ... ... .... ... _ ... 15 i ........................... ... .... ... _ ... 45 ........:........ ........:........ ........:........:........:........:.......... 20 50 .... ... ... ... 5 2 ............................... _........ _ ... 0 3 60 ... ........ ... ... ... _ .... _ ... 35 65 ........ ......._`-.......T....... ........i........:........_ .... ... ... .... ... ... ... _ ... 0 2 5 75 ........ ....... ................ ............... ..... _ .... ... .......................... ... _ ... p _ -5 80 ': 55 Date performed:7-9-99 1.1 This summary applies only at the location of this cone penetration ®1 PROJECT IR EXPANSION test and at the time of the exploration. Subsurface conditions may _ PECK RESERVOIR OCPANSION differ at other locations and may change at this location with the passage of time.The interpreted soil description is derived from the LOG O F CPT N O. Ci�5 friction ratio and cone resistance and is a simplification of actual conditions encountered. FIGURE A•fi f DEPTH FRICTION CONE RESISTANCE FRICTION INTERPRETED ELEV. (— (feet) (tsf) (tst RATIO (%) SOIL DESCRIPTION (FEET) 0A 6 a 2 50 1 1 a Upper 2-5 feet prepunched 5 SILT!SAND(SM)medium dense C 5 ... .. ......._ ... ............................. ... ... _ ... -20 5 feet,clay lens CLAY(CL)firm to stiff, 10 ........<.........::.......:........ ...._.;........;........ ........._.....i......................... ........,... ...... interbedded silty sand lenses 15 15 ................ ............. ... ......._ ... ... ... ... ... ... 110 j" ... _ _. _ .. .. ... ................_.... .. _.... ........ i 25 _ _ ... ... .. .. ......... ... .. ... ... .. ... ... .... .......i........ Terminated at 28 feet 5 35 ........................... ........ ._....................... 0 1 . . .._... Q........._ ... _ ... _ ... _ ... 15 45 ... ... .... ... ................. .. ... ... ... ... .... ... _ ... 20 ii E ... ... ................. ... .... 2 55 ........ ....... .............. ... ... _................. ... ... .. ... ... 30 60 r ........_........5................ _ _........ ....... ..... 35 . . . . . . . . . . ......................... .......................... ................ ......................... .................. ......._........ 0 5 75 ............................:........ ........:................ ..... ... ... ... ... ... ... _ ... 50 80 Date performed:7-9-49 This summary applies only at the location of this cone penetration PROJECT N0.:157t.1 test and at the time of the exploration. Subsurface conditions may PECK RESERVOIR EXPANSION differ at other locations and may charge at this location with the t assge of time.The interpreted soil description is derived from the frictioan ratio and cone resistance and is a simplification of actual LOG OF CPT N O. C-6 conditions encountered. r FIGURE A-7 1 . r4 Zz- . 4. Q City of Huntington Beach August 13.1999 -I Geotechnical Investigation, Peck Reservoir Expansion,Huntington Beach,California GPI Project No.1571.1 APPENDIX B r EXPLORATORY BORINGS The subsurface conditions at the site were investigated by drilling and sampling five (5) exploratory borings. Boring B-1 was previously performed for the initial feasibility-level investigation (GPI Project No. 1371.1). The boring locations are shown on the Site Plan, Figure 2. The borings were advanced to depths of 23, 25 or 61 feet below the existing -� ground surface. Boring B-1 was drilled using truck-mounted rotary-wash equipment, while Borings B-2 to B-5 were drilled using truck-mounted hollow-stem auger equipment. Relatively undisturbed samples were obtained using a brass-ring lined sampler (ASTM D 3550) or J- a thin-walled tube sampler. The brass rings have an inside diameter of 2.42 inches. The l ring samples were driven into the soil by a 400-pound kelly bar dropping 12 inches - (rotary-wash) or 140-pound hammer dropping 30 inches (hollow-stem). The thin-walled (— sampler was pushed into the subgrade using the kelly weight (rotary-wash) or hammer j (hollow-stem). The number of blows needed to drive the sampler into the soil was -J recorded as the penetration resistance. The field explorations for the current investigation were performed under the continuous technical supervision of GPI's representative, who visually inspected the site, maintained detailed logs of the borings, classified the soils encountered, and obtained relatively undisturbed samples for examination and laboratory.testing. The soils encountered in the borings were classified in the field and through further examination in the laboratory in accordance with the Unified Soils Classification System. Detailed logs of the borings are presented in Figures B-1 to B-5 in this appendix. The boring locations were laid out in the field by measuring from existing site features. The ground surface elevations at the boring locations were estimated from a Topographic �— Survey plan provided by the City of Huntington Beach. 1 . The depths to groundwater shown on the Logs of Borings were measured and extrapolated from the monitoring wells installed at CPT locations C-4 and C-5. -r; I 1571-I.01X (8/99) B-y t . FZLij L3] }- a IL Z " _^ z� ¢¢ �� DESCRIPTION OFSUBSURFA�:EMATERULS 0� �.'�. LLI oa Hm\ J wu' This summary applies only at the location of this baring and at the time of �w p " W a- Cl,_, drilling. Subsurface conditions may differ at other locations and may change at W� w� ¢ this location with the passage of time.The data presented is a simplification ofLLJ T p a� to 0 actual conditions encountered. SILTY SAND (SM) brown to olive brown, moist, medium 8.0 96 15 D dense, porous,top 12 inches loose (tilled soil) 5 -20- 32.9 90 8 D CLAY(CL) brown,wet,soft to firm, interbedded silty sand t and sandy silt lenses 10 -15- 36.3 84 Push T 27.0 97 28.2 97 F26.9 95 8 D 15 @ 14 feet, sandy silt lens -10- 35.8 87 Push T 31 A 91 -5- 20 .1 22.5 12 D @ 22 feet, silty sand lens -0- 28.6 94 8 D 25 F 30.0 92 12 D @ 26 feet, sandy silt lens -5- 30 F33.5 89 28 D 35 ' @ 34 feet, sandy silt lens —10- SAMPLE TYPES DATE DRILLED: 8-5-46 —15 RC Rack Core ®� PROJECT NO.: 1371.1 QS Standard Split Spoon EQUIPMENT USED: rs= = PECK RESERVOIR EXPANSION �D Drive Sample 6'Rotary Wash F — _ © Bulk Sample GROUNDWATER LEVEL(11): LOG OF BORING NO. B-1 [T Tube Sample 14 Feet FIGURE B-1 F f w c (L Hn., tH—z x^ DESCRIPTION OF SUBSURFACE MATERL4LS H^ Hv LU OIL ~H\ d Qtwi. This summary applies only at the location of this boring and at the time of =0LL Lij0p1� ., drilling. Subsurface conditions may differ at other locations and may change at =wJl ¢ this location with the passage of time.The data presented is a simplification of w a CL m 40 actual conditions encountered. 31.2 93 17 D —20- r 34.7 91 30 D 45 —25- 17.8 116 52 D 50 CLAYEY SAND (SC) light brown,wet, dense to very f dense, interbedded sandy clay lenses 24.8 102 50 D 55 —30- 1 . t 35- 24.6 101 60 D 60 — Total Depth 61 feet No caving t i 1 _ SAMPLE TYPES DATE DRILLED: 8-5-96 -" © PROJECT NO.: 1371.1 Rock Core 05 Standard Split Spoon EQUIPMENT USED: — c PECK RESERVOIR EXPANSION ❑D Drive Sample 6- Bulk Sample GROUNDWATER LEVEL LOG OF BORING NO. B'1 rCo Tube Sample 14 Feet FIGURE B-1 i T a� � z �^ We%ZLL tF-IH-Z F- =^ DESCRIPTION OF SUBSURFACE MATERIALS �^ N•�• oa F-H -j WLL This summary applies only at the location of this boring and at the time of �W H �' WH n- Q� drilling. Subsurface conditions may differ at other locations and may change at Lq� s ww ¢ this location with the passage of time.The data presented is a simplification of w p o- N actual conditions encountered. B 0 SILT(ML) brown, dry to slightly moist -25- SILTY SAND (SM) brown to light brown, slightly moist, 4.2 91 67 D dense @ 5 to 9 feet, moist to very moist, medium dense, 11.5 95 41 D 5 increase in fines,trace organics, porous -20- 3.2 91 20 D SAND (SP/SW) light brown,dry, medium dense r l Push T CLAY(CL) dark grey,wet, stiff,with sand 42.2 78 10 -15- 1 28.0 96 22 D SILTY SAND (SM) dark brown,wet, medium dense 38.6 83 26 D 15 -10- r CLAY(CL) olive,wet, stiff l : 20 -5- r 26.3 97_ 18 D SILTY SAND (SM) dark brown,wet, medium dense l. Total Depth 23 feet F F F F SAMPLE TYPES DATE DRILLED: 7-9-99 ® PROJECT NO., 1571.1 © Rock Core Q S Standard Split Spoon EQUIPMENT USED: — ��_ = PECK RESERVOIR EXPANSION MD Drive Sample 8'Hollow Stem Auger © Bulk Sample GROUNDWATER LEVEL(ft): LOG OF BORING NO. B-2 QT Tube Sample 11 Feet FIGURE B-2 1 1 z zu IA¢¢ HF �� DESCRIPTION OF SUBSURFACE MATERLS tn� C30- �H\ J wW This summary applies only at the location of this boring and at the time of Ld �LL o W o- o� drilling. Subsurface conditions may differ at other locations and may change at Wv Zw this location with the passage of time.The data presented is a simplification of W o W= N actual conditions encountered. B 0 SILT(ML) brown, dry to slightly moist -25- 9.4 104 28 D SILTY SAND (SM) brown, moist, medium dense SAND (SP/SW) light brown,slightly moist, loose (' 38.1 84 9 D 5 SANDY CLAY(CL) brown,wet,firm -20- r 33.4 88 12 D SILTY SAND (SM) brown,wet, loose T CLAY(CL) olive-brown,wet,with silt 27.4 92 10 -15- 25.6 94 20 D l 15 SILTY SAND (SM) brown,wet, medium dense r 36.6 85 13 D CLAY (CL) olive-brown,wet,firm to stiff,with silt -10- 1 : I 20 It -5- 33- .7 90 15 D - - - - 33 - - - 0 - - 25 SILTY SAND (SM) brown,wet, medium dense Total Depth 25 feet 1 SAMPLE TYPES DATE DRILLED: 7-9-99 - © �� I PROJECT NO.: 1571.1 Rock Core (` �S Standard Split Spoon EOUIPMENT USED: _-�= PECK RESERVOIR EXPANSION QD Drive Sample 8'Hollow Stem Auger l 08 Bulk Sample GROUNDWATER LEVEL(ft): LOG OF BORING NO. B-3 Co Tube Sample 11 Feet FIGURE 13-3 F r zw w Z cHn., ~Z F}- _^ DESCRIPTION OF SUBSURFACEMATERULS �� I w ��X• oCL �N` J �W This summary applies only at the location of this boring and at the time of �� .� wLU d oLL drilling. Subsurface conditions may differ at other locations and may change at Jv ww ¢ this location with the passage of time.The data presented is a simplification of w n 0- m 0 actual conditions encountered. SANDY SILT(ML) brown,dry to slightly moist -25- 4.8 92 18 D SILTY SAND (SM) light brown, slightly moist, medium dense 7.2 103 17 D 5- 4 to 9 feet, moist -20- 8.1 92 25 D olive-brown,w t firm with silt with sand T 10 CLAY(CL) wet, , r35.9 86 lenses -15- C r— 15 D C9 13 feet, no recovery I 30.8 92 22 D 15 SILTY SAND (SM) brown,wet, medium dense -10- 34.0 86 10 D CLAY(CL) olive, wet, soft 20—V/z -5- 1 31.3 _ _ 94_ 22_ D SANDY SILT(ML) brown,wet, stiff to very stiff ff Total Depth 25 feet l l SAMPLE TYPES DATE DRILLED: 7-Mg © Rock Core � PROJECT NO.: 1571.1 j� QS Standard Split Spoon EQUIPMENT USED: r°'! _ PECK RESERVOIR EXPANSION `I QD Drive Sample S'Hollow Stem Auger EN Bulk Sample GROUNDWATER LEVEL(ft): LOG OF BORING NO. B-4 ❑T Tube Sample 11 Feet FIGURE B-4 W z �-` uHi.. 0 �z s^>_ o_ DESCRIPTION OF SUBSURFACE MATERIALS H� �.'�. o� �(n uj J t�i1W This summary applies only at the location of this baring and at the time of �LL o W N tL a, drilling. Subsurface conditions may differ at other locations and may change at J.. ZW JI ¢ this location with the passage of time.The data presented is a simplification of W o 0- actual conditions encountered. B 0 I SILT(ML) light brown, dry - SILTY SAND (SM) brown, slightly moist, medium dense 4.0 93 22 D rM g SAND SP S light brown, slightly moist, medium dense _ ( / r 25.4 91 17 D 5 . SILTY SAND (SM) brown,wet, medium dense -20- _1 37.5 64 7 D CLAY(CL) dark grey,wet, soft,with silt l.. 27.2 92 Push T 10 -15- i r SILTY SAND (SM) brown,wet, medium dense I 25 D @ 14 feet, no recovery l 32.9 90 24 D 15 CLAY(CL) dark brown,wet,firm,with silt -10 r 33.0 91 14 D 20 -5- i 26.0 99 38 D SANDY CLAY(CL) brown,wet,very stiff to hard • 25 Total Depth 25 feet r I SAMPLE TYPES DATE DRILLED: 7-9-99 QC Rock Core PROJECT NO.: 1571.1 QS Standard Split Spoon EQUIPMENT USED: _ PECK RESERVOIR EXPANSION Drive Sample 8'Hollow Stem Auger © Bulk Sample GROUNDWATER LEVEL(ft): LOG OF BORING NO. B-J QT Tube Sample 11 Feet FIGURE B-5 F r City of Huntington Beach August 13, 1999 "I Geotechnical Investigation, Peck Reservoir Expansion.Huntington Beach,CaGlomia GPI Project No.1571.1 APPENDIX C LABORATORY TESTS {r- INTRODUCTION I Representative undisturbed soil samples and bulk samples were carefully packaged in the field and sealed to prevent moisture loss. The samples were then transported to our Cypress office for examination and testing assignments. Laboratory tests were performed on selected representative samples as an aid in classifying the soils and to evaluate the physical properties of the soils affecting foundation design and construction procedures. Detailed descriptions of the laboratory tests are presented below under the appropriate test headings. Test results are presented in the figures that follow. All laboratory tests (results and figures) corresponding to Boring B-1 were performed during the initial feasibility-level investigation (GPI Project No. 1371.1). FMOISTURE CONTENT AND DRY DENSITY FMoisture content and dry densities were determined from a number of ring and.tube samples. The samples were first trimmed to obtain volume and wet weight and then were dried in accordance with ASTM 2216. After drying, the weight of each sample:was 1 measured, and moisture content and dry density were calculated. Moisture content and dry density values are presented on the boring logs in Appendix B. F ATTERBERG LIMITS Liquid and plastic limits were determined for a selected sample in accordance with ASTM D 4318. Results of the Atterberg Limits test are summarized in Figure C-1. F PERCENT PASSING NO. 200 SIEVE FNine soil samples were dried, weighed, soaked in water until individual soil particles were separated, and then washed on the No. 200 sieve. That portion of the material retained F on the No. 200 sieve was oven-dried and weighed to determine the percentage of the material passing the No. 200 sieve. The results are shown on the following page.- F F r. 1571-1.01X (IY19, C-y 1 r City of Huntington Beach August 13,1999 -� Geotechnical Investigation, Peck Reservoir Expansion,Huntington Beach,California GPI Project No.1571.1 r PERCENT PASSING NO. 200 SIEVE BORING NO. DEPTH SOIL % PASSING (fit) DESCRIPTION NO. 200 SIEVE B-1 5 Sandy Clay (CL) 68 B-1 14 Silty Sand (SM) 22 B-1 22 Sandy Silt (ML) 62 1` B-1 34 Sandy Clay (CL) 82 f B-2 13 Silty Sand (SM) 39 B-4 4 Silty Sand (SM) 17 B-4 15 Silty Sand (SM) 23 B-4 24 Sandy Silt (ML) 54 B-5 24 Sandy Clay (CL) 65 DIRECT SHEAR A direct shear test was performed on a selected undisturbed sample in accordance with ASTM D 3080. The sample was placed in the shear machine and a normal load comparable to the in-situ overburden stress was applied. The sample was inundated, allowed to consolidate and then was sheared to failure. The procedure was repeated on -" additional test specimens under increased normal loads. Shear stress and sample -deformation was monitored throughout the test. The results of the direct shear test is presented in Figure C-2. CONSOLIDATION TEST Two one-dimensional consolidation tests were performed on undisturbed samples of clays in accordance with ASTM D 2435. After trimming the ends, the samples were placed in the consolidometer and loaded to up to 0.5 ksf. Thereafter, the samples were incrementally loaded to a maximum load of up to 33 ksf. The samples were inundated under a maximum load of 0.5 ksf. Sample deformation was measured to 0.0001 inch. Rebound behavior was investigated by unloading the sample back to a minimum of 0.5 ksf. Results of the consolidation tests, in the form of percent consolidation versus log pressure are presented in Figures C-3 and C-6. 1571-1.01X (E199, C-2 City of Huntington Beach August 13, 1999 Geotechnical Investigation, Peck Reservoir Expansion,Huntington Beach,Carifomia GPI Project No.1571.1 Detailed time readings were obtained at selected load intervals, in order to calculate the coefficient of consolidation (C„). The C„ is used to estimate the time rate of settlement for saturated soils. The test results are summarized below: t BORING DEPTH STRESS C" NO. (ft) psf feetz/year 4 18 800 4.0 1600 3.8 3200 3.6 5 9 1000 9.9 o•0�3 r 2000 8.8 t COMPACTION A compaction test was performed on a representative bulk sample of the surficial soils (� in accordance with ASTM D 1557, in order to determine the maximum dry density and l optimum moisture content for the material tested. The results of the compaction test are tabulated below: OPTIMUM MAXIMUM DRY BORING DEPTH SOIL DESCRIPTION MOISTURE DENSITY NO. (ft) N (PCO B-3 0-4 Blend: Silty (ML)/Silty Sand (SM) 9.5 128 I TORVANE t. The undrained shear strength of eight samples was determined using a torvane. The teeth, or vanes, are depressed into the flattest portion of the sample and a torque is applied. When the vanes shear the sample until failure, the value of the shear strength is read directly from the calibrated dial. The results are tabulated below: t (r l : r1571,1,111X (E1199) Ci-3 f . City of Huntington Beath August 13,1999 1 Geotechnical Investigation, Peck Reservoir Expansion.Huntington Beach,Carifomia GPI Project No.1571.1 'UNDRAINED SHEAR BORING DEPTH SOIL DESCRIPTION STRENGTH r NO.. 09 0so 1 B-2 10 Clay (CL) 0.50 (� B-3 5 Sandy Clay (CL) 0.75 l B-3 (tube) 10 Clay (CL) 0.40 l B-3 14 Clay (CL) 0.25 B-4 (tube) 10 Clay (CL) 0.40 B-4 18 Clay (CL) 0.40 l B-5 6.5 Clay (CL) 0.36 B-5 (tube) 9 Clay (CL) 0.46 r ' = Average Values t . CORROSIVITY l s Soil corrosivity testing was performed by M.J. Schiff and Associates on two soil samples r provided by GPI. The test results are summarized in Table 1 of this appendix. I 1 . 1 1 i r 1571-1.01X(at99) C-4 l - 60 50 40 x w z H �. 30 H 20 _1 10 CL-ML n Q 01 1 - 1 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) SAMPLE LOCATION LL PL PI Fines Classification O B-2 10.0 50 26 24 CLAY (CL/CH) r' I - i 1 1 1 r r PROJECT: PECK RESERVOIR EXPANSION PROJECT NO. 1571.1 ATTERBERG LIMITS TEST RESULTS r kl- = = FIGURE C-1 r 5000 T F 5000 F 4000 Cm C J ►Ld 3000 VJ L- 2 2000 l , F 1000 F 1000 F 0 0 00 6U UU 4U 00 50 00 6U 00 NORMAL PRESSURE, psf PEAK STRENGTH RESIDUAL STRENGTH Friction Angle= 31 degrees Friction Angle= 31 degrees A Cohesion= 71 psf Cohesion= 29 psf Note: Sample Location Classification DD,pcf MC,% 01 B-3 7.0 SILTY SAND (SM) Peak 88 1 33 1 M B-3 7.0 SILTY SAND (SM) Residual 88 33 F F PROJECT: PECK RESERVOIR EXPANSION PROJECT NO.: 1571.1 ®_ DIRECT SHEAR TEST RESULTS F = = FIGURE G2 I � Gas~ 0 1 . 1 . 5 1 r10 I l \ _ Z 15 N 20 1 . J ''CC 25 \ 3000 Woo 000 105 STRESS, psf l . Sample inundated at 533 psf ` Sample Location Classification DD,pcfl MC,% i B-1 12.0 CLAY(CQ 97 I 27 I r PROJECT: PECK RESERVOIR EXPANSION PROJECT NO.: 1311.1 ' ® ® CONSOLIDATION TEST r — — FIGURE G3 ^N v� loG ti Z 1>7) G� 1 1 10 .l t 15 ` f-- to 20 `\ 25 l 30 100 1000 1000 1 S _Li.25 STRESS, psf y 1 Sample inundated at 533 psf Sample Location Classification DD, cf MC,% O B-1 18.0 CLAY (CL), trace of sand 87 36 1 - r PROJECT: PECK RESERVOIR EXPANSION PROJECT NO.: 1371.1 1 ® CONSOLIDATION TEST — = FIGURE C.d 0 I 10 t H ` �� 15 cn 20 1 25 i . 30 1 1 00 lUUoo 1Q5 STRESS, psf S r Q o3 Sample inundated at 400 psf Sample Location Classification DD, cf MC,% r O B-4 18.0 CLAY (CL) 86 34 1 r I 1 PROJECT: PECK RESERVOIR EXPANSION PROJECT NO.: 1571.1 CONSOLIDATION TEST _ = FIGURE G5 u G~ �vJ J 0 V r 10 � 15 N 20 1 25 7 �^ 300 1000 1000 1� Il z.s 1,6q STRESS, psf Sample inundated at 266.5 psf Sample Location Classification DD, cf MC,% r B-5 9.0 CLAY/SILT (CL/ML) 92 27 l r PROJECT: PECK RESERVOIR EXPANSION PROJECT NO.: 1571.1 ■ .�_ �_ CONSOLIDATION TEST I — FIGURE C.6 FM.J. Schiff& Associates,Inc. Consulting Corrosion Engineers-Since 1959 1308 Monte Vista Avenue,Suite 6 Upland, CA 91786-8224 Phone: 909/931-1360 F Table 1 - Laboratory Tests on Soil Samples Pack Reservoir,Huntington Beach, CA Your#1571.1,JVfJS&A 11,99285. 29-Jul-99 Sample ID B-3 B-5 @ 5' @ 0-3' ML/CL ML Resistivity Units as-received ohm-cm 4,450 21,500 saturated ohm-cm 4,150 3,700 pH 8.0 7.2 Electrical Conductivity ms/cm 0.89 0.16 Chemical Analyses Cations r calcium Cat+ mJkg 32 100 1. magnesium Mgt+ mg/kg 19 29 sodium Na'+ mg/kg 592 ND Anions carbonate C032' mg/kg 144 ND' bicarbonate HCO3'- mg/kg 985 320 chloride C11' mg/kg 106 11 sulfate S042' Mg&g 241 ND Other Tests ammonium NH4 mg/kg na na nitrate NO3' mg/k; na na sulfide S2 qual na na Redox my na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract. mg/kg=milligrams per kilogram(parts per million)of dry soil. Redox=oxidation-reduction potential in millivolts ND=not detected na=not analyzed Page 1 of 1 I II B R* w i I� 119121112111111 18;05 7142471652 HUSHMAND ASSOCIATES PAGE 02 MAI BORING LOG { - Page 1 of 3 �'. Project Name: Springdale Street Reservoirs(Peck Reservoir Expansion), Boring No: BIG Location: City of Huntington Beach, California Elevation: Job No: 00-0907 Client:Schuler Enginee►ing Co. Date: 912012000 F DdY Method: Mud Rotary Driving Weight 140 ibs,30" Loaced$ . EEV KZ Samples Laboratory Tests (Feet) olo- Material Description t Blows o B water bry other F (Feet) 9Y e Per 6 in., r 1 content Density Lab r SPT•N e k t`/°I (PA Tests c Medium dense,damp,brown,silty sand(SM),interbedded with stiff sandy sift(ML),with occasional pieces ofgravel.Sand is fine 5,s,1a 11.0 1�.�,9 10*mc'' 1t grained[Fill]. `p; G Medium dense,moist,light brown to light gray,poorly-graded 19 p� S Fsand with silt(SP-SM). `vi F �� �r LL� 25 3 7,6 58.2 PI_, 7 I 13 1 � r I Soft,moist to wet,brown to olive,lean clay(CL),interbedded with 10 occasional lenses or layers of sandy silt and silty sand. z ,�. - — � a 1 (— Lenses of sandy silt at 15 feet. ' ( 15 2,4,5 �.� 92, 9 F F Zo 5 Clay becomes stiff to very stiff at 20 ft. 7s 26,1 9-? 1 16 t F 25 4,6,7 F • 13 I 1 Stiff,wet,gray,sandy silt(ML) 1 30 jb\\d:\eevbackup\proj cat\Springdale St. Reserv6irs\8oring Log S-S F 09/2912000 18:05 7142471652 HUSHMAND ASSOCIATES PAGE 03 BORING LOG Prole l Name: Springdale Street Reservoirs,Huntington Beach, California Boring No: 9-6 Page_L of 3 W Samples Laboratory Tests f Depth Lith- aJSPT-N Moisture Dry Other Material Description t(Feet) ology. a Content Density Lab r (%) (pcf) Tests Stiff,wet,gray,sandy silty(ML)-Sand is fine grained. Stiff,olive to light gray,lean day(CL) 35 !�Pushy 049 40 4,6.10 1s Thin lenses of sandy silt at 45 ft. 45 5,1D,11 l 2Z 9 6S-5 2, 50 9,1Y,14 t ......................................... Clay becomes hard and sandy,with some light-colored t concretions,at 53 feet.Sand is medium to coarse grained. 55 11,14,17 2 2 (?0.9 31 Lenses of sandy silt at 60-61 feet. r 60 Very dense,wet,tan,poorly-graded sand with silt(SP-SM).'Sand 11,30,30 ,2 2- 100.0 is fine to medium grained. 9,7 60 I d!�pxojectlSpringdala St. Reserva;(xi5oring Log 9-6, page 2. r 09/28/2000 18:05 7142471652 HUSHMAND ASSOCIATES PAGE 04 t . BORING LOG Project Name. Springdale Street Reservoirs,Huntington Beach, California aoring,No: B-6 Page 3 of 3 W Samples Laboratory Tests Depth Lith- Material Description t Blows B Moisture Dry other (Feet) ology a Per in, 0 u Content Density Lab r SPT-N e k (°/0) (pct) Tests 65 Interbedded layers of lean clay at 65 to 66 feet 8,18,27 and silty sand(SM)at 66 to 66.5 feet, 45 Shattering(hard drilling)at 67 to 68' Back to very dense,weL gray,sand with silt(SP-SM) 70 34,40,41 ss Layers of hard,wet,gray,sandy lean clay(CL)at 75 feet. 75 11,12,27 39 80 20,22,34 Layers of hard,wet,gray,sandy lean clay(CL)at 80 feet. Boring terminated at approximately 81.5 feet of depth. Bentonite in borehole bailed out prior to measuring groundwater level. Groundwater level measured at approximately 13 feet,but 85 continued to rise at the time of borehole backfilling. Borehole backfilled with bentonite/cement grout. r 90 1 95 idr\preject%9ringda1e St.Rcsersroirs�Boring Log 8-6, page 3. 09/28/2000 18:05 7142471652 HUSHMAND ASSOCIATES PAGE 05 BORING LOG Page 1 of 3 Project Name: Springdale Street Reservoirs Boring No: 13-7 Location: Huntington Beach,California Elevafion: Job No: 00-0907 Client:Schuler Engineering Co. bate: 920/2000 Drill Method. Mud Rotary Driving Weight. 140 lbs, 30• Lot ed B . EEV KZ VV Samples Laboratory Tests Depth Lith- a blows C 6 water !7 Other Material Description t o u ry F (Feet) ology a Per Bin., r l orl"t Density Tests r 5PT-N e k ° Very loose to loose,damp,light brown to gray,silty sand(SM). sand is fine grained {Fill]. 3 % F Loose,moist,light gray to light brown,poorly-graded sand with silt LL . (SP-SM),fine to medium grained. 3.Z.2 p I= 4 5 Push N Interbedded lenseshayers of silt with sand(ML)at 7 to 9 feet of depth. z,3,3 s • Very soft to medium stiff,wet,olive brown lean day with sand 10 (CL)to silty clay(CL-ML). (Drill rods dropped about 9 foot by their own weigth,without hammer driving) e 1 15 P h N R 2,2,3 30.2 90.1 5 20 3,2,2 Lenses of sandy silt, at 21 feet. r 4 1 . 25 3,3,4 .3 7 3° rjb\\d: st.neservoirs\N ring Log B-7 f . r 09/28/2000 18:05 7142471652 HUSHMAND ASSOCIATES PAGE 07 I BORING LOG IProject!Name: Springdale Street Reservoirs,Huntington Beach,California Boring No: 8-7 Page 3 of 3 W Samples laboratory Tests (Feet) logy Material Description th Lith- t7ine B Moisture Dry Other e 1 Content Density Lab r I (pct) Tests 65 Dense to very dense,wet,light brown to gray,silty sand(SM), 10,18.34 �e 3 Lense I layer of slit(ML),approximately 1 foot thick at 65-66 feet 52 Shattering noise at 67 to 68 feet Hard drilling. 1 70 Sand becomes cleaner,poorly-graded sand with silt(SP-SM). 30 sn' Sand is fine grained. 70D* Shattering noise at 72 feet,hard drilling. 75 Lenses of hard,moist,greenish blue,silt(ML) 23,40,30 2 2 70 Boring terminated at 76.5 feet Boring backfilled with cement I bentonite grout. i - so 85 r90 t 95 r1\jeb�d:leev backup\projects%Springdale St. Reserloissosoring Log B-7, page 3 t ! Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT DateMme: 09-19-2000 09:08 Sounding: SDF-76 Location: C-7 Cone Used: 748/BH-VOIR#3 Job Number. 00-0907 Tip Resistance Local Friction Friction Ratio Soil Behavior Type Oc(Ton/ftA2) Fs(Tonlft"2) Fs/Qc Zone:UBC-1983 0.0 400.0 0.0 10.0 14.0 0.0 0.0 12.0 0.00 ................. ....... ------- 10.00 —-----i........--------.......-------- -4-A cEF—: 20.0 0 ................................... I...............— . . . . . . . . ............ 30.00 ............................................... .4...i..i.................. . . . . . . . . . 40.00 ........:.................................... .......................... ......... Depth . . . . . . . . . . . ............. 50.00 . .. ................ -qt .. ............................................. .. ............... ......... ..... 60.00 70.00 ........................................ .......i----— —,—I... 80.00 ....................... ............................... ......... 90.001 Maximum Depth=88.75 feet Depth Increment=0.16 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy sift 10 gravelly sand to sand 2 organic material 5 clayey silt to silly clay -zj 8 sand to silty sand 11 very stiff fine grained H3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand � . Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT Daterrime: 09-19-2000 09:08 Sounding: SDF-76 Ijocation: C-7 Cone Used: 748MH-VO/R#3 Job Number. 00-0907 Tip Resistance Pore Pressure PP Ratio Diff PP Ratio Bq Ratio Qc(Ton/ft^2) Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(%) (Pw-Ph)/(Qc-Svo) 0.0 400.0-100.0 600.0 -10.0 70.0 -10.0 60.0 -1.0 2.0 0.00 �... {...... ._-......j.....« s.....«...i.. .... .__. .... 10.00 i..;..... ... :..... 20.00 ............_........................ 30.00 i i---', Y-?--i i .......4-4--+...; - 1 . 40 00 - - - - -- - - -- - - «._ _ ... rDepth { (ff) 50.00 -----i..._.;.. ,_....,.._.. ._ }...}._{. ..._{... ;_.;---;-4- 4...4- ..... _._}».... 60.00 .... .._.s.... 1 80.00 _......'. ...... .......... I • 90.00 (` Maximum Depth=88.75 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator SPRINGDALE RES. OPT DateMme: 09-19-2000 09:08 Sounding: SDF-76 Location: C-7 Cone Used: 748/BH-VOIR#3 Job Number. 00-0907 Selected Depth(s) (meters) 110 —20.90 100 ..............................1..................................................................................................................................................................................................................................... ................................. ........................................ 90 ............................. .......................... T...... ................... ................................................................ 80 ............................................................................................................................................................................................................I.............................. 4 ................................................................i.................................................................................................... 70 ................. ................................ ... .............................. Pressure (psi) 60 ............................................................ ..................................................................................................................................................................................................... 50 ........ ...................................................................................................................... .................................................................................................................................... 40 ... ...............................................................................................................................I t.................................................................. .............................. .......................... ................ .......................... ............................... ........................ .................. ..................................... 30 ...... ............................ 20 0 2 4 6 8 10 12 14 16 Time:(minutes) Holguin Fahan & Assoc. Operator SPRINGDALE RES. CPT Daterrime: 09-19-2000 09:08 Sounding: SDF-76 Location: C-7 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Selected Depth(s) (meters) 130 37.30 ............................................................... ......................................... ............................ 120 --------.................................----------------------------------......................... ................................. .................................................... ..................................... .............. 110 -----------------------------------------------1 T*.................... 100 ........................................................ ...................................................................................................................................... 90 ............................ ------------- ................................................................................................................................................................................................................. Pressure (psi) 80 ............................................................ ...................................................................................................................................................................................................... 70 .............. .................................... ................................................................................................... ...................................................... ............ ........................... ...................................................................................................................................................................... .............................— 60 ....... 50 .............................................................. ...................... ........................................................................................................................................— 40 0 2 4 6 8 10 12 14 16 Time:(minutes) Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT DatefTime: 09-19-2000 10:51 Sounding: SDF-77 Location: C-8 Cone Used: 7481BH-VO/R#3 Job Number: 00-0907 Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type Qc(TontftA2) Fs(Tontfi:112) Pw(psi) Fs/Qc Zone:UBC-1983 0.0 400.0 0.0 10.0 -100.0 600.0 9.0 0.0 0.0 12.0 0.00 ............... .......... 10.00 -------------- -------------- . . . . . . . . . . . . . 20-00 —-----I--------11------------------------------- .............. ........ 30.00 ------ ------- . . . . . ----------------------- ------------------------- ....... .............. ------........ 40.00 ----------- Depth (ft) 50.00 —- ----------------------------------------- I.......... ..... 60.00 ...... -------------- 70.00 --------------I------------- -- ------------ 80.001 Ma)dmum Depth=77.59 feet Depth Increment=0.16 feet 1 sensitive fine grained M4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 112 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained 93 clay 6 sandy silt to clayey sift 9 sand 12 sand to clayey sand Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Datelrime: 09-19-200010:51 Sounding: SDF-77 Location: C-8 Cone used: 748BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/QC(1/0) (Pw-Ph)/Qc(%) N(60%Hammer) -100.0 600.0 -20.0 120.0 -10.0 90.0 0.0 180.0 0.00 f 10.00 ; 20.00 '- -'------ -------I-- -'--- . ----------------- 30.00 E - - De th 40.00 -= '----- -----�-- --p (ft) 50.00 --------- ----- - 70.00 - ___.-._-__-__ _ _ _ _ __ I 80.00 Maximum Depth=77.59 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT Date/Time: 09-19-2000 12:38 Sounding: SDF-78 Location: C-9 Cone Used: 748/BH-VO/R#3 Job Number. 00-0907 Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type Qc(TontftA2) Fs(TontftA2) Pw(psi) Fs/Qc(%) Zone:UBC-1983 0.0 350.0 0.0 10.0 -100.0 600.0 8.0 0.0 0.0 12.0 0.00 10.00 ---------11 --------I-------- ------------ ........... 20.00 ------------- -------- 30.00 --------- ------- ------------------------ -------- ...... 40.00 ---------------------- ---------------- 50.00 ------------------------- -------- Depth ft ------------- 60.00 ----------------------------- ------- !Ei ! -------------------------,-------- 70.00 - ------------ 80.00 -- - --------------- ------ -------- -------- 7 90.00 -- --------------------------------- 100.001 1 Maximum Depth=94.00 feet Depth Increment=0.16 feet I sensitive fine grained W4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 315 clayey silt to silty clay 218 sand to silty sand 11 very stiff fine grained 03 clay 0 6 sandy sift to clayey silt 9 sand ■12 sand to clayey sand Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT DateTime: 09-19-200012:38 Sounding: SDF-78 Location: C-9 Cone Used: 748BH-VQ/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/QC(%) (Pw-Ph)/Qc(%) N(60%Hammer) -100.0 600.0 -20.0 100.0 -30.0 80.0 0.0 180.0 0.00 10.00 20.00 _ 40.00 <---- --- ---- -- - ................. Depth 50.00 eF (ft) 60.00 - - - - - - 70.00 - - +----- ----' - - - - . 80.00 -- --- - ------------ 90.00 ----- ------ _ - - - -- 100.00 Mabmum Depth=94.00 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-19-2000 14:08 Sounding: SDF-79 Location: C-10 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type Qc(TontftA2) Fs(TontftA2) Pw(psi) Fs/Qc(%) Zone:UBC-1983 0.0 450.0 0.0 14.0 -100.0 600.0 9.0 0.0 0.0 12.0 0.00 10.00 ....... ------ ----- ------ 20.00 ------ ---------------- ........... 30.00 ----- ---- ------ ---------- ............. ............ 40.00 7 Depth 50.00 ------------------- 60-00 ------- ........ 70.00 . ............. . ................. ........7 80,()Ol j Maximum Depth=77.59 feet Depth Increment=0.16 feet I sensitive fine grained W 4 silty clay to clay E7 silty sand to sandy sift 10 gravelly sand to sand 312 organic material A 5 clayey sift to silty clay 8 sand to silty sand 11 very stiff fine grained E 3 clay 6 sandy silt to clayey silt 9 sand E 12 sand to clayey sand Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT DatelTime: 09-19-200014:08 Sounding: SDF-79 Location: C-10 Cone Used: 748/BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(°/a) N(60%Hammer) -100.0 600.0 -10.0 80.0 -10.0 70.0 0.0 200.0 0.00 10.00 20.00 30.00 .....----..-... A -------------- . . Depth - (ft) 50.00 - 60.00 . 70.00 -... - 80.00 Mabmum Depth=77.59 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-19-200015:29 Sounding: SDF-80 Location: C-1 1 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type Qc(Ton/ftA2) Fs(Ton/ft'12) Pw(psi) Fs/Qc(%) Zone:UBC-1983 0.0 500.0 0.0 12.0 -100.0 600.0 10.0 0.0 0.0 12.0 0.00 10.00 ---i----------- 20.00 4------------------------------------- 30.00 ------I------ ................ ........... 40.00 50.00 ---------------------------------------------------- Depth TF-T "i i 60.00 [11�1 1 911 1 1 70.00 ---------- ------ 80.00 Z� -------------------------- 90.00 -.----------...... ------ .... ............ 100.00 Ma)dmum Depth=96.95 feet Depth Increment=0.16 feet 1 sensitive fine grained 04 silty clay to clay 07 silty sand to sandy silt 10 gravelly sand to sand 22 organic material 2 5 clayey silt to silty clay -08 sand to silty sand 11 very stiff fine grained M3 clay M 6 sandy silt to clayey silt 9 sand ■12 sand to clayey sand Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT Date/Time- 09-19-200015:29 Sounding: SDF-80 Location: C-11 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc{%) N(60%Hammer) -100.0 600.0 -10.0 90.0 -10.0 80.0 OA 250.0 0.00 10.00 ----•------•------ -- . ; - i---- ............ -- -- -- 30.00 - - - - - -- ------ --- -- 40.00 -----< a - - --- --- ---- Depth 50.00 _ v----=------ -- --ep (ff) 60.00 -.--.-- ---` ---..••- .-.• - --- -- -- 70.00 ----- -- - - - -- - --- 80.00 _....'................... .. 90.00 - = - -- -- --- --- 100.00 Ma)amum Depth=96.95 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT Date/Time: 09-19-200015:29 Sounding: SDF-80 Location: C-11 Cone Used: 748BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Dift PP Ratio SPT Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(°/a) N(60%Hammer) -100.0 600.0 -10.0 90.0 -10.0 80.0 0.0 250.0 0.00 20.00 -._. -----v----------- - --• --- 30.00 40.00 ---`---- ----+ - •-• -• - - -- --- D th 50.00 -- -- ---- ---- -•- ------ Depth (ft) 60.00 ---------` -------------- -- 70.00 - -- i--------< 80.00 - --`----- ----- - -- -- -- 90.00 - -------•-------- - -- - -- - -- 100.00 Maximum Depth=96.95 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator SPRINGDALE RES. CPT Date/Time: 09-19-200015:29 Sounding: SDF-80 Location: C-11 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Selected Depth(s) (meters) 250 —28.35 i i 200 ----------------------------- -------------------------- ---------------------------------°--------------------------. ............................... ........................................................................... 150 .......................'..............------...........'------------......... i......-...............-- ------------------------------...--------------------------- ..................................•-- Pressure (Psi) 100 ---------------------------------=-------------------------------- ----------- '-------------- ............... .........---.....--• ... ............ 0 0 2 4 6 8 10 12 14 16 Time:(minutes) Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-19-90 17:02 Sounding: SDF-81 Location: C-12 Cone Used: 7481BH-VOIR#3 Job Number: 00-0907 Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type Qc(Ton/ftA2) Fs(ToniftA2) Pw(psi) Fs/Qc Zone:UBC-1983 0.0 450.0 0.0 12.0 -100.0 600.0 9.0 0.0 0.0 12.0 0.00 10.00 .......... ------------ 20.00 ------ ---------------------- -.1-1-1......... t4! 30.00 ...... .. - ------- - -------------I---------------- --------- --- ---- I..... ------- 40.00 1------L------ ---------------L ......... ----------- 50.00 ----------------------------------- ---------- —-- - -------- Depth ------- - ------------------------ --------- —- ----------------150.00 - 70.00 ---- -- 80.00 ----- -------------- ----- ------------------------------ 100.00 Ma)dmum Depth=95.64 feet Depth Increment=0.16 feet 1 sensitive fine grained 4 silty clay to clay M7 silty sand to sandy silt 10 gravelly sand to sand ......A 2 organic material A 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained M 3 clay M 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand Holguin Fahan & Assoc. N Operator. SPRINGDALE RES. CPT Date./Pine: 09-19-200017:02 Sounding: SDF-81 Location: C-12 Cone Used: 748BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT a Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(%) N(60%Hammer) -100.0 600.0 -20.0 120.0 -20.0 100.0 0.0 200.0 0.00 -? - 10.00 --- ----- - . — -<----- --• ......... t 20.00 ---- r-----• - - - 30.00 --`•.-- ---••-------=-----_-- -- -- - - - - - -- - 40.00 - ------ - 50.00 -'•• = ------=----- -- - -------- Depth (ff) 60.00 = - - - -- - - - 80.00 Y. t... - .. - -- - 90.00 - -----�..- - --=---- -- - -- -- - - -- - - 100.00 Maximum Depth=95.64 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-20-2000 06:49 Sounding: SDF-82 Location: C-13 Cone Used: 748/BH-VOIR#3 Job Number: 00-0907 Tip Resistance Local Friction Friction Ratio Soil Behavior Type Qc(Ton/ft'12) Fs(Ton/ftA2) Fs/Qc(%) Zone:UBC-1983 0.0 400.0 0.0 12.0 9.0 0.0 0.0 12.0 0.00 10.00 —------------- ------------ 20.00 --------:-- ------- 30.00 ------------------------------------------------- ......... ....... 40.00 .........—,------ ------------- L Depth 5000 -------- -------- -------- i-*-?-- (ft) 60.00 ------- ----------------------------- ......... :ce 70.00 —----- ---------------------- 1-------- L.......L....... 80.00 ...... ................ ................ 90.00 —----- ----------------= 100.00 Ma)dmurn Depth=96.46 feet Depth Increment=0.16 feet I sensitive fine grained 04 silty clay to clay 7 silty sand to sandy sift 10 gravelly sand to sand 02 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained M 3 clay 6 sandy sift to clayey silt 9 sand 12 sand to clayey sand Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT DatefTime: 09-20-2000 06:49 Sounding: SDF-82 Location: C-13 Cone Used: 748BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(%) N(60%a Hammer) -100.0 600.0 -20.0 80.0 -30.0 70.0 0.0 200.0 0.00 10.00 . 20.00 - - - - - 30.00 - :-----` .. - - - -- - 40.00 4------------ +---- - . Depth 50.00 -= ..< =----- ---- - ep (ft) 60.00 - 70.00 t-__ ------.....:------:.......... __- -- . _ 80.00 -..._-_._-_._.__. ._ _ : 100.00 "" Maximum Depth=96.46 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-20-2000 09:46 -' Sounding: SDF-83 Location: C-14 Cone Used: 748BH-VO/R#3 Job Number: 00-0907 Tip Resistance Local Friction Friction Ratio Soil Behavior Type Qc(Ton/ft^2) Fs(Ton/ft^2) Fs/Qc(%) Zone:USC-1983 0.0 450.0 0.0 12.0 10.0 0.0 0.0 12.0 0.00 20.00 ---- -------w------ ------+------- -- -- - -- 40.00 , 60.00 - -•--------......-------v......--------�-------------- -- Depth - - - (ft) 80.00 .. : --- 100.00 ----•------------`---- - - - --- ---- ---- ---LL4 120.00 Maximum Depth=101.87 feet Depth Increment=0.16 feet LJ Mn 1 sensitive fine grained ®4 silty clay to clay ®7 silty sand to sandy silt 10 gravelly sand to sand 212 organic material M 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained(") 03 clay 0 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(') Holguin Fahan & Assoc. Operator. SPRINGDALE RES. CPT Daterf'ime: 09-20-2000 09:46 Sounding: SDF-83 Location: C-14 Cone Used: 748/BH-VO/R#3 Job Number. 00-0907 Pore Pressure PP Ratio Diff PP Ratio SPT Pw(psi) Pw/Qc(1/a) (Pw-Ph)/Qc NO N(60%Hammer) -100.0 600.0 -10.0 100.0 -10.0 80.0 0.0 200.0 0.00 . . . . . . . . . . . 20.00 --------.---- --LL 40.00 ------ ----- r---- --r D !h 60.00 =-- ..... -ep (ff) 80.00 - = - _ - ......... 100.00 •.. ............ -------- 120.00 Ma)amum Depth=101.87 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator SPRINGDALE RES. CPT Date/Time: 09-20-2000 09:46 Sounding: SDF-83 Location: C-14 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Selected Depth(s) (meters) 100 ---57.30 ............................................................................................................. .............................. ...................................... ......................................... 90 ..................... ............ ...............................--------- --------------------.......................--------------------------------------------- ---------------------------------—...... ........... 80 ----------------------- ... ....................................... ...................................... ...................................................................................................... .......................... 70 --------------------------- ............................................................................................................................. .......----------- ...... ........ ..................................... Pressure 60 —-- ----------------------------- .. (psi) ----------------------------------------........................................................-------------------------------------------------------------------------........------------------------------------------------ 50 ----------------- .................. ........................................... ---------- .................. ................................... 40 .........---- ---------------------------------------------............... ------------------------- ...................... ...................................................... .......... ........................................ 30 —------------- ------- 20 0 2 4 6 8 10 12 Time:(minutes) Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date/Time: 09-20-2000 11:32 Sounding: SDF-84 Location: C-15 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Tip Resistance Local Friction Friction Ratio Soil Behavior Type Qc(TonfftA2) Fs(Ton/ftA2) Fs/Qc Zone,UBC-1983 0.0 500.0 0.0 12.0 8.0 0.0 0.0 12.0 0.00 10.00 ...------ 1*--------------------I------ ------- 20.00 30.00 -------------:-1 — ----------------- ....... 40.00 ...------------------ ------ ------ fi .......... ---------------- ...... ........... ........... 50.00 Depth (ft) 60.00 ........I................. --- --- 70.00 —----------- ---------- - ---------- 80.00 -------------- 90.00 ----------------- ------ ---------- 100.00, Maximum Depth 90.55 feet Depth Increment 0.16 feet 1 sensitive fine grained 04 silty clay to clay 7 silty sand to sandy sift 10 gravelly sand to sand — --------- --------------------------- ---------- - ------------ —--------- ,22 organic material A 5 clayey silt to silty clay 8 sand to silty sand 2 11 very stiff fine grained 03 clay 0 6 sandy sift to clayey silt 9 sand 0 12 sand to clayey sand Holguin Fahan & Assoc. Operator: SPRINGDALE RES. CPT Date(Time. 09-20-200011:32 Sounding: SDF-84 Location: C-15 Cone Used: 748BH-VO/R#3 Job Number: 00-0907 Pore Pressure PP Ratio Dill PP Ratio SPT Pw(psi) Pw/Qc(%) (Pw-Ph)/Qc(%) N(60%Hammer) -100.0 600.0 -10.0 80.0 -10.0 70.0 0.0 180.0 0.00 10.00 - 20.00 :_._.._-----'----- ._ - __ _ 30.00 ---'- .._---- ---------- - -- - 40.00 ---------- -<-•--------- -I---- - - D h 50.00 - - - - -------------- 60.00 ' -----`•------- ...... . - - 70.00 _________ ____________________ _ _ _ _ 80.00 _ _ 100.00 Mabmum Depth=90.55 feet Depth Increment=0.16 feet Holguin Fahan & Assoc. Operator SPRINGDALE RES, CPT Date/Time: 09-20-200011:32 Sounding: SDF-84 Location: C-15 Cone Used: 748/BH-VO/R#3 Job Number: 00-0907 Selected Depth(s) (meters) 70 —19.00 Pressure (psi) 30 _.......... 20 0 0 2 4 6 8 10 12 14 16 18 20 Time:(minutes) i TERATEST LABS, INC. Premier Geotechnical Testing Materials Testing and Inspection Services 2121 Alton Parkway, Suite 110 Irvine, California 92606 (949)724-1776 FAX(949)724-1557 www.teratest.com October 11, 2000 Hushmand Associates, Inc. r 15451 Red Hill Avenue, Suite A Tustin, CA 92780 Attention: Ernesto E. Vicente Subject: Report/Laboratory Testing Results Project Name: Springdale Street Reservoir Project No.: 00-0907 _ TERATEST No.: 780405001 Dear Mr. Vicente: Enclosed please find laboratory testing results for the soil samples from the Springdale Street Reservoir project. The analyses performed on the samples from this project were conducted in essential accordance with the standard testing procedures listed below. TYPE OF TEST TEST PROCEDURE Moisture Content of soil ASTM D 2216 Dry Density of Soil ASTM D 2937 Specific Gravity of Soils ASTM D 854 Amount of Material in Soils Finer Than ASTM D 1140 the No. 200 Sieve Atterberg Limits ASTM D 4318 One-Dimensional Consolidation ASTM D 2435 Properties of Soils Corrosion Suite DOT CA Test 532/643 Test results are presented in Table 1 and the attached Data Sheets. �- ASTM: American Society for Testing and Materials, Annual Book of ASTM Standards, Section 4 Construction, Volume 04.08 Soil and Rock(1), 2000. DOT CA: State of California Department of Transportation, Standard Test Methods Volume 11, Testing and Control Procedures, 1990 Thank you for selecting Teratest Labs, Inc. to provide laboratory testing services to Hushmand Associates, Inc. Please feel free to contact us if you should have any questions concerning these results. Very truly yours, TERATEST LABS, INC. Laboratory Testing Services Lester Fruth, Ph.D. Manager, Geotechnical Laboratory Enclosures TERATEST LABS, INC. Premier Geotechnica/ Testing 2121 Alton Parkway,Suite 11u Irvine,cr,.a2606 }RATE JBS,IN .(949,, 1776 1949) J57 .......................................................................................................................................................... .............................. PROJECT NAME: Springdale Street Reservoir Teratest Project ID No.: 780405001 PROJECT NO.: 00-0907 Summarized By: LF CLIENT: Hushmand Associates, Inc. Date: 10/09/00 TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Corrosion Suite(Soils) Boring Sample Depth Moisture Dry Atterberg Percent Specific DOT CA Test 532/643 Soil No. No. Content Density Limits Passing Gravity Classification No.200 of Soils pH Chloride Sulfate Minimum ASTM ASTM ASTM D 4318 Sieve ASTM D 854 Content Content Resistivity ASTM D 2487 D 2216 D 2937 ASTM D 1140 DOT CA DOT CA DOT CA @ moist.cont. LL,PL,PI' Test 532/643 Test 422 Test 417 DOT CA (gravimetric) Test 532/643 ftZ % % (p m m ohm-crrd% rou s mbol B-6 SK-1 0-1 7.44 152 58 2150/28.7 SM B-6 D2,1 10.5-11 36.0 87.3 40,19,21 70.5 2.59 s CL B-6 P7 35-37 39.9 83.0 56,29,27 99.1 CH B-7 D3,1 10-112 43.5 79.1 60,27,33 93.4 CH B-7 P7 30-32 34.5 88.4 29.6 SM B-7 D9,1 41-41.5 29.8 93.7 39,24,15 93.5 CL LL,PL,PI = Liquid Limit, Plastic Limit, Plasticity Index 2 Sample is marked 10-11'/test assignment sheet is marked 11-11.5' TERATEST LABS, INN Moisture - Density of Soils Pie nr.ei Geoteoh n.o a/ Tea.,ny ASTM D 2937 Project Name: Springdale Street Reservoir Tested By: RA 09/25/00 F Project No. : 00-0907 Data Input By: LF 10/07/00 Checked By: .z tf:� 10/07/00 F Sample Type Rings Shelby Tube Rings Shelby Tube Rings Boring No.: B-6 B-6 B-7 B-7 B-7 Sam le No.: D2,1 P7 D3 1 P7 D9 1 De th ft 10.5-11 35-37 11-11.5 30-32 41-41.5 Wet Density cf 118.8 116.1 113.6 118.9 121.7 Moisture Content (%) 36.0 39.9 43.5 34.5 29.8 Dry Densitycf 87.3 83.0 79.1 88.4 93.7 (p Void Ratio 0.852 1.031 1.131 0.908 0.799 Total Porosity 0.460 0.508 0.531 0.476 0.444 Pore Volume cc 103.8 322.1 199.9 273.5 167.2 Degree of Saturation % 109.4 104.5 103.9 102.6 100.8 Sandy lean Fat clay Fat clay Silty sand Silty sand F,, Visual Sample Description: clay l ' Group Symbol s CL CH CH SM CL Color Grayish brown Olive gray Grayish brown Olive gray Olive gray Maximum Particle Size Grain Size Dist. GR:SA:FI Coarse-Grained Angularity Dilitanc None, Slow, Rapid) Cementation ! Moisture Condition Consistency/Rel. Density Plasticity Reaction to HCL Dr Stren th Container Number 244 304 126 382 348 F Wt Wet Soil+ Ring/Tube m. 564.83 1614.15 911.74 1527.40 965.02 Wt. of Ring/Tube m. 135.52 433.50 226.69 433.50 231.85 Average Length in. 3.004 6.003 5.013 5.435 5.008 Average Diameter in. 2.416 2.866 2.416 2.866 2.416 Wt.Wet Soil+ Container m. 202.65 231.19 202.34 305.94 200.40 F Wt. Dry Soil + Container m. 164.41 181.96 163.51 244.04 167.43 Wei ht Container m. 58.19 58.53 74.33 64.63 56.95 S ecific Gravity(assumed): 2.59 2.70 2.70 2.70 2.70 --'----- / ! | ' ~ ' LIMITS ' A8TM]N4318 | | Project Name: Tested By RA Date: 10/02/00 Project No. D{-OQOT Input By: LF Date: 10/07/00 ( � Boring No.: B-6 Checked By: je tc:' Date: 10/07/00 Garno|a No.: O21 Depth (ft.) : 10.5-11 F' Visual Sample []esohoUon: Grayish brown sandy lean clay s(CL) PLASTIC LIMIT LIQUID LI MIT F Number of Blows [N] FContainer No. M41 LF-1 0 007 X-2 LF-3 ZI TEST NO. 1 2 1 2 3 4 FDry Wt. of Soil + Cont. (gm) 12.61 13.13 11.46 11.27 12.60 12.08 F!l on For classification of fine- | LiqoidLbmit 40 ! ! { *u | ! P�� ograined fraction of coarse CH or OH � Lhm� � ' ^- — 4u . grained soils Plasticity Index | � / DSCSChassifiomDon CL — on CLorOL M or CH | � l a | P| a±"A^-Line = 0J3(LL-20) = �� 10 | / One-PointUquid Unit Calculation � :�-aMLKA1 nr()I LL=VVn(N/25) u,z, o o m 20 oo 40 sn on m oo so 100 o�d���4 / F *zon- PROCEDURES USED ' �_—� � �__] Wet Preparation | � � K�u�p�nt 'VVet | w/m [�A] Dry Preparation Multipoint - Dry c~ 40.00 F � Pmoedu� A�— Multipoind Test o i PnooadunoB ns�o � . " ! One—point Test ! ^' oe.0u / 37.00 +--L i i i / � �10 � � � � � � m 100 | | { Number of Blows ` i T ATTER BERG LIMITS A5TM D 4318 I j Project Name: Springdale Street Reservoir Tested By : RA Date: 10/02/00 Project No. : 00-0907 Input By: LF Date: 10/07/00 j Boring No.: BB=6 Checked By: ,� Date: 10/07/00 Sample No.: P7 Depth (ft.) : 35-37 Visual Sample Description: Olive gray fat clay (CH) I s PLASTIC LIMIT LIQUID LIMIT F11 TEST NO. 1 2 1 2 3 4 Number of Blows [N] 32 27 23 18 ' I Container No. LF-9 LF-12 J3 LF-2 LF-6 M13 Wet Wt. of Soil + Cont. (gm) 14.29 13.84 12.83 14.80 14.58 15.55 Fj Dry Wt. of Soil + Cont. (gm) 11.32 11.00 8.65 9.89 9.69 10.23 Wt. of Container (gm) 0.97 1.06 1.06 1.07 1.02 1.09 FMoisture Content (%) [Wn] 28.70 28.57 55.071 55.67 56.40 58.21 60 Liquid Limit 56 For classification of fine- d grained soils and fine- ' Plastic Limit 29 p grained fraction of coarse CH or OH d 40 grained soils Plasticity Index 27 a "A"Line USCS Classification CH w30 CLorOL ®/ N 20 111 MH or OH f PI at"A"-Line = 0.73(LL-20) 10 j One - Point Liquid Limit Calculation 7 - MLorOL LL=Wn(N/25) °127 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit(LL) PROCEDURES USED 59.00 aWet Preparation Multipoint -Wet i aX Dry Preparation 58.00 Multipoint - Dry 0 aX Procedure A l ': Multipoint Test 57.00 °, �i Procedure B S2 .o One-point Test 56.00 F i 55.00 1 NI 10 20 25 30 40 50 60 70 80 90100 Number of Blows ATTE"ERG LIMITS ASTM D 4318 Project Name: Springdale Street Reservoir Tested By : VJ Date: 10/03/00 Project No. : 00-0907 Input By: LF Date: 10/07/00 Boring No.: B`7 Checked By: ;1f Date: 10/07/00 Sample No.: D3.1 Depth (ft.) : 11-11.5 Visual Sample Description: Grayish brown fat clay (CH) PLASTIC LIMIT LIQUID LIMIT TEST NO. 1 2 1 2 3 4 Number of Blows [N] 34 29 23 17 .1 Container No. TIN M10 LF-5 PT5 Z3 J-2 Wet Wt. of Soil + Cont. (gm) 12.46 11.80 12.00 13.36 10.22 9.80 Dry Wt. of Soil + Cont. (gm) 9.99 9.50 8.17 1 8.90 6.74 6.39 l Wt. of Container (gm) 1.05 1.01 1.02 1.07 1.06 0.99 Moisture Content (%) [Wn] 27.63 27.09 53.57 56.96 61.27 63.15 I 60 Liquid Limit 60 For classification of fine- r grained soils and fine- Plastic Limit 27 C grained fraction of coarse CH or OH 40 grained soils Plasticity Index 33 ~a Line f USCS Classification CH w30 . CLorOL U 20 PI at"A"- Line = 0.73(LL-20) = 29.2 a 10 MH or OH One- Point Liquid Limit Calculation MLorOL 1 ' LL=Wn(N/25) 0121 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit(LL) PROCEDURES USED 64.00 Wet Preparation 63.00 Multipoint -Wet 62.00 �X Dry Preparation 61.00 t Multipoint - Dry 60.00 Procedure A ° 59.00 t ; � Multipoint Test v CU 58.00 F7 Procedure B R 57.00 One-point Test 56.00 1 .s 7 55.00 54.00 53.00 KEH ,. {- 10 20 25 30 40 50 60 70 80 901o0 ENumber of Blows j TErri< s '.z:L.�s,rN� ATTERBERG LIMITS ASTM D 4318 F Project Name: Springdale Street Reservoir Tested By : ACS Date: 10/02/00 Project No. : 00-0907 Input By: LF Date: 10/07/00 Boring No.: BB=7 Checked By: Xf Date: 10/07/00 Sample No.: D9,1 Depth (ft.) : 41-41.5 I Visual Sample Description: Olive pray lean clay (CL) PLASTIC LIMIT LIQUID LIMIT TEST NO. 1 2 1 2 3 4 ''. Number of Blows [N] :. 31 27 21 16 j Container No. VJ1 SP14 LT3 K13 J2 M12 a Wet Wt. of Soil + Cont. (gm) 10.31 10.72 16.64 16.31 16.38 16.24 F, Dry Wt. of Soil + Cont. (gm) 8.50 8.82 12.35 12.07 11.98 11.80 s' Wt. of Container (gm) 1.01 1.01 0.92 0.93 0.90 1 0.91 FMoisture Content (%) [Wn] 24.17 24.33 37.53 38.06 39.71 40.77 60 Lr uid Limit 39 For classification of fine- Liquid grained soils and fine- F, Plastic Limit 24 n grained a", CH or OH aXi 40 grained Plasticity Index 15 "A"Line USCS Classification CL 30 F20 U PI at"A"- Line = 0.73(LL-20) = 13.87 a 10 MHorOH �{ One-Point Li uid Limit Calculation =1 q ILL=Wn(N/25) 1.121 o 0 10 20 30 40 50 60 70 80 90 100 _, Liquid Limit(LL) t ;� PROCEDURES USED 41.00 aWet Preparation F Multipoint -Wet F 11*111 Dry Preparation 40.00 Multipoint - Dry 0 Procedure A Multipoint Test U 39.00 Procedure B 'o One-point Test F38.00 NN i F 37.00 10 20 25 30 40 50 60 70 80 90 1 o0 i Number of Blows I ` TERATEST LABS, INC. PERCENT PASSING NO. 200 SIEVE ASTM D 1140 j Project Name: Springdale Street Reservoir Tested By: RA Date: 09/29/00 j Project No. : 00-0907 Data Input By: LF Date: 10/06/00 G Checked By: Xf- Date: 10/06/00 4 BORING NO. B _E WET WT 108 60 BEFORE ' AFTER WASH 'f SAMPLE NO. D2,1 DRY WT. 106.04 CONTAINER K-3A CONTAINER K-3A C : DEPTH 10.5-11.0 WT.CONT. 59.97 SOIL&CONT. 330.86 SOIL&CONT. 146.67 USCS s(CL) M.C.% 5.56 WT.CONT. 75.27 WT.CONT. 75.27 i COLOR Gry. brown CONTAINER 331 WET SOIL wT. 255.59 SOIL WT. 71.40 METHOD USED: X A TIME SOAKED: DRY SOIL WT. 242.14 %PASSING#200 70.5 B %RET.#200 29.5 . ..... ... . .. ...... AS�' AFTER WASH W .''E`?`E>E >?<>;<?? ..BORING NO. B C] WET T. 128 82 BEFORE WASH SAMPLE NO. P7 DRY WT. 126.39 CONTAINER 537 CONTAINER 537 DEPTH 35-37 WT.CONT. 58.09 SOIL&CONT. 338.28 SOIL&CONT. 84.73 USCS CH M.C.% 3.56 WT.CONT. 82.58 WT.CONT. 82.58 COLOR Olive gray CONTAINER 81 WET SOIL WT. 255.70 SOIL WT. 2.15 METHOD USED: X A TIME SOAKED: HR DRY SOIL WT. 246.92 %PASSING#200 99.1 B %RET.#200 0.9 F! - ASH WET WT. 13 38 BEFORE WASH � >E>> <?>'?>`>z� �� AFTER W BORING NO. B 7 T. 1 SAMPLE NO, D3,1 DRY WT. 111.46 CONTAINER 745 CONTAINER 745 DEPTH 11-11.5 WT.CONT. 57.21 SOIL&CONT. 290.26 SOIL&CONT. 88.51 USCS CH M.C.% 3.54 WT.CONT. 74.81 WT.CONT. 74.81 COLOR Gry. brown CONTAINER 99 WET SOIL WT. 215.45 SOIL WT. 13.70 METHOD USED: X A TIME SOAKED: HRS. DRY SOIL WT. 208.09 %PASSING#200 93.4 B %RET.#200 6.6 BORING NO. B 7 WET WT. 155.10 BEFORE WASH AFTE R WAS H �j SAMPLE NO. P7 DRY WT. 153.08 CONTAINER 777 CONTAINER 777 ( J DEPTH 30-32 WT.CONT. 68.31 SOIL&CONT. 496.92 SOIL&CONT. 365.33 USCS SM M.C.% 2.38 WT.CONT. 75.91 WT.CONT. 75.91 COLOR Olive gray CONTAINER 1 484 WET SOIL WT. 421.01 SOIL WT. 289.42 METHOD USED: X A TIME SOAKED: HRS. DRY SOIL WT. 411.21 %PASSING#200 29.6 B %RET.#200 70.4 ( i L-010 7-94 { TERATEST LABS, INC. PERCENT PASSING NO. 200 SIEVE FASTM D 1140 Project Name: Springdale Street Reservoir Tested By RA Date: 09/29/00 F Project No. 00-0907 Data Input By:L�F Date: 10/06100 Checked By: e j4 Date: 10/06/00 BORING NO. B-7 WET WT 129.42 BEFORE WASH AFTER WASH .............. SAMPLE NO. D9,1 DRY WT. 128.38 CONTAINER 544 CONTAINER 544 F DEPTH 41-41.5 WT.CONT. 68.63 SOIL&CONT. 322.12 SOIL&CONT. 93.41 USCS CL M.C.% 1.74 WT.CONT. 77.72 WT.CONT. 77.72 FCOLOR Olive grayTcoNTAINER 37 WET SOIL WT. 244.40 SOIL WT. 15.69 METHOD USED: X A TIME SOAKED: DRY SOIL WT. 240.22 %PASSING#200 93.5 B ET.#200 6.5 BORING NO. WET WT. BEFORE WASH :_,..... Exi. AFTER WASH F SAMPLE NO. DRY WT. CONTAINER CONTAINER DEPTH WT.CONT. SOIL&CONT SOIL&CONT. FLISCS M.C.% WT.CONT. WT.CONT. COLOR CONTAINER WET SOIL WT. SOIL WT. METHOD USED: X A TIME SOAKED: HR DRY SOIL WT. %PASSING#200 B %RET.#200 FBORING NO. WET WT. BEFORE WASH AFTER WASH ......... F SAMPLE NO. DRY WT. -CONTAINER CONTAINER DEPTH WT.CONT. SOIL&CONT. SOIL&CONT. LISCS M.C.% WT.CONT. WT.CONT. it Fi" COLOR CONTAINER WET SOIL WT. SOIL WT. METHOD USED: X A TIME SOAKED: _HRS. DRY SOIL WT. %PASSING#200 B %RET.#200 If BORING NO. WETWT. BEFORE WASH ...X.-O. AFTER WASH ........................... SAMPLE NO. DRY WT. CONTAINER CONTAINER F li DEPTH WT.CONT. SOIL&CONT. SOIL&CONT. LISCS M.C.% WT.CONT. WT.CONT. COLOR CONTAINER WET SOIL WT. SOIL WT. METHOD USED: X A TIME SOAKED: HRS. DRY SOIL WT. PASSING#200 B %RET.#200 F FL-0 10 7-94 TERATEST LABS,INC. SPECIFIC GRAVITY OF SOILS ASTM D 854 F � Project Name: Springdale Street Reservoir Tested By: VJ Date:09/29/00 i Project No. : 00-0907 Data Input By: RA Date: 10/06100 Checked By: _ Date: 10/06/00 I BORING NUMBER B-6 f SAMPLE NUMBER D2,1 F DEPTH(Fr) 10.5-11 Soil Classification(grp.symbol) S CL AVG.SPECIFIC GRAVITY(Gs) 2.59 (Gs)PASSING#4 2.58 (Gs)PASSING#4(Dry Back) 2.60 F BULK SPECIFIC GRAVITY ABSORBTION(%) i ( CONTAINER i •::::•i::••: :.:::.�iii:::v:.�iii:•i.;•• };CiY.v::•.i:v�:iiii:i'ii:+?2h:i:i:S•�•�?i? i:vf:Lv::4i:iii:0i'.i::.{}'is is :•:�'4::bi:i!ii!i::+4;:iX<i:ii:};i4::{+'.ii:L^ii`�r.;.:ii:^i:•iii:J::bii•i'ry}:S:^i`:•:::•:�ii:4iii.�}ii}}}:Y.i.i}:4: ' FLASK NUMBER 4 WT.FLASK+WATER+SOIL 391.35 TEMPERATURE 22.9 CORRECTION FACTOR 0.9993 WT.DRY SOIL 50.55 1 WT.FLASK&WATER 360.39 I, %RETAINED#4 0.0 %PASSING#4 100.0 ..'.CONTAINER NO.� � 923. . DRY SOIL AFTER TEST+CONT. 157.80 WT.+94 SATURATE+CONT. WT.+#4+CONT.(WATER) WT.OF CONTAINER 107.55 WT.OF CONTAINER(WATER) WT.DRY BACK SOIL 50.25 ( WT.+#4 SATURATE(AIR) WT.+#4 IN WATER TEMPERATURE CORRECTION (CELSIUS) FACTOR 17 1.0006 F 18 1.0004 19 1.0002 20 1.0000 F21 0.9998 22 0.9996 23 0.9993 24 0.9991 j 25 0.9989 26 0.9986 F,' 271 0.9983 F Fi', Teratest Labs, Inc. TESTS for SULFATE CONTENT CHLORIDE CONTENT, and pH of SOILS Project Name: Springdale Street Reservoir Tested By: VJ Project No.: 00-0907 Date: 09/26/00 i I Boring No. B-6 Sample No. SK-1 d Sample Depth (ft) 0.0-1.0 Olive brown Visual Soil Classification SM Wet Weight of Soil + Container (g) 145.57 Dry Weight of Soil + Container (g) 144.37 Weight of Container (g) 56.86 Moisture Content (%) 1.37 I Weight of Soaked Soil (g) 100.27 F SULFATE CONTENT, DOT California Test 417, Part II Beaker No. 4 FCrucible No. Y-7 Furnace Temperature (deg C) 850 Time In /Time Out 10:15/11:00 Duration of Combustion min 45 FWt. of Crucible + Residue g 19.7696 Wt. of Crucible (g) 19.7682 Wt. of Residue (g) (A) 0.0014 PPM of Sulfate (A) x 41150 57.61 PPM of Sulfate, Dry Weight Basis 58 I CHLORIDE CONTENT, DOT California Test 422 ml of Chloride Soln. For Titration (B) 30 ml of AgNO3 Soln. Used in Titration (C) 1.7 PPM of Chloride (C - .2) 100 * 30 / B 150 1 PPM of Chloride, Dry Weight Basis 152 F it H TEST, DOT California Test 532/643 Container No. Q-15 pH Value 7.44@22.5°C t : e 3400 3200 t : s 3000 U i f 2800 f } I U) w 2600 O U) C 2400 1 2200 i j ! 2000 15 20 25 30 35 40 1 MOISTURE'CONTENT (%) BORING SAMPLE DEPTH MINIMUM RESISTIVITY MOISTURE CONTENT NO. NO. (ft) (ohm-cm) (%) SOIL TYPE B-6 SK-1 0.0-1.0 2150 28.7 SM ( Soil pH: 7.44 Cad 22.5 OC Sulfate Content (ppm : 58 P�°�eCt" ���, Chloride Content m 152 TEItATESTLABS,hiG Springdale Street Reservoir MINIMUM SOIL RESISTIVITY & SOIL pH (DOT CA Test 532 / 643) Sulfate Content (DOT CA Test 417, Part II) Chloride Content (DOT CA Test 422) 1 o-oo : I F _ CONSOLIDATION TEST RESULTS F (ASTM D 2435) I Project Name: Springdale Street Reservoir Teratest Proj.No.: 780405001 j ` Client Project No.: 00-0907 Checked By: xle I Summarized By: LF Date: 10/10/00 Fil Boring No.: B=6 Sample Type: Drive Sample No.: D2.1 Depth (ft.) 10.5-11.0 FSample Description: Grayish brown sandy lean clay s(CL) Initial Dry Density(pcfl: 85.8 Final Dry Density(pcfl: 100.8 FInitial Moisture(%): 36.0 Final Moisture(%) : 26.5 Initial Length(in.): 1.0000 Initial Void ratio: 0.965 Initial Dial Reading (in.): 0.4480 Specific Gravity(assumed): 2.70 3 Diameter(in.): 2.416 Final Saturation (%): 100 Initial Saturation(%) 100 PRESSURE FINAL APPARENT LOAD DEFORMATION VOID CORRECTED F (p) READING THICKNESS COMPLIANCE %OF SAMPLE RATIO DEFORMATION (ksfl (in.) (in.) (%) THICKNESS (%)0.10 0.4475 0.9995 0.00 0.05 0.964 0.050 FH2O 0.4517 1.0037 0.00 -0.37 0.972 -0.370 0.25 0.4507 1.0027 0.02 -0.27 0.971 -0.290 0.50 0.4456 0.9976 0.04 0.24 0.961 0.200 1.00 0.4342 0.9862 0.08 1.38 0.940 1.300 F 2.00 0.4126 0.9646 0.14 3.54 0.898 3.400 4.00 0.3842 0.9362 0.27 6.38 0.845 6.110 8.00 0.3440 0.8960 0.43 10.40 0.769 9.970 16.00 0.2981 0.8501 0.65 14.99 0.683 14.340 F 32.00 0.2476 0.7996 0.89 20.04 0.589 19.150 64.00 0.1950 0.7470 1.22 25.30 0.492 24.080 Fli 8.00 0.2206 0.7726 0.72 22.74 0.532 22.020 1.00 0.2626 0.8146 0.44 18.54 0.609 18.100 0.25 0.2889 0.8409 0.37 15.91 0.660 15.540 F! F F Boring No.: B-6 Sample Type: Drive Sample No.: D2,1 Depth (ft.) 10.5-11.0 FSam le Diameter in. : 2.416 Time Readin s 1 ksf p ( ) 9 Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring(g): 185.76 Time(min) Time(min'/) (in.) Weight of Ring(g): 45.37 F Height after consolidation(in.): 0.8446 0927100 08:53:00 Before Test 0927/00 08:53:06 0.10 0.32 0.4443 F", Weight of Wet Sample+Cant. (g): 202.65 0927100 08:53:15 0.25 0.50 0.4439 Weight of Dry Sample+Cont.(g): 164.41 0927100 08:53:30 0.50 0.71 0.4433 Weight of Container(g): 58.19 0927100 08:54:00 1.00 1.00 0.4426 FMoisture Content(%) 36.00 0927100 08:55:00 2.00 1.41 0.4417 After Test 0927/00 08:57:00 4.00 2.00 0.4403 Weight of Wet Sample+Copt. (g): 215.11 0927/00 09:01:00 8.00 2.83 0.4389 Weight of Dry Sample+Cont. (g): 188.00 0927100 09:09:00 1 16.00 4.00 0.4376 Weight of Container(g): 40.18 0927100 09:23:001 30.00 5.48 0.4367 Vertical Rdg. (in.): Initial 0.4480 0927100 10:13:00 80.00 8.94 0.4360 Vertical Rdg. (in.): Final 0.2889 0927/00 10:56:00 123.00 11.09 0.4357 Speck Gravity: 2.59 0927/00 13:12:00 259.00 16.09 0.4352 Water Density(pcf): 62.43 0927/00 17:30:00 517.00 22.74 0.4348 F,1 Wet density(pcf): 116.7 09/28/00 08:37:00 1424.00 37.74 0.4343 Initial Saturation (%): 105 0928100 09:41:00 1488.00 38.57 0.4342 Final Saturation (%): 113.4 E 1.000 Saturate - - - - - - - - ----- -- 0.800 0.600 ----- - - ' 0.400 0.1 1.0 10.0 100.0 Pressure(ksf) F Time Readings 1.0 ksf Time Readings @ 1.0 ksf 0.4450 0.4450 III 0.4440 0.4440 L 0.4430 0.4430 Z 0.4420 Z 0.4420 w 0.4410 w 0.4410 tr � 0.4400 Q 0.4400 Z 0.4390 1111111 Z 0.4390 OINO 0.4380 ¢ 0.4380 of 0.4370 W 0.4370 O O w 0.4360 w 0.4360 0.4350 0.4350 0.4340 0.4340 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) F 0.00 2.00 4.00 Inundate with 6.00 Tap Water 8.00 10.00 12.00 c 0 += 14.00 cu 16.00 42 6 18.00 20.00 22.00 24.00 26.00 28.00 30.00 E2 j I I I I 0.1 1.0 10.0 100.0 Pressure ,p (ksD MOISTURE DRY DEGREE OF I BORING SAMPLE DEPTH CONTENT(%) DENSITY(pcf VOID RATIO SATURATION(%) NO. NO. (ft.) Initial / Final Initial/Final Initial/Final Initial/Final B-6 D2,1 10.5-11.0 36.0/26.5 85.8 / 100.8 0.965/0.660 100 / 100 Project No.: 00-0907 � Tctf:zts7`::::LAns.In•c.SOIL DESCRIPTION: Grayish brown sandy lean clay s(CL) ""� "`"" °" Springdale Street Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) 10-00 i Boring No.: B-6 Sample Type: Drive Sample No.: D2,1 Depth (ft.) 10.5-11.0 Fl Sample Diameter(in.): 2.416 Time Readings 4 ksf Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring(g): 185.76 Time(min) Time(min'/2) (in.) Weight of Ring(g): 45.37 Height after consolidation (in.): 0.6446 0929/00 09:15:00 Before Test 0929/00 09:15:06 0.10 0.32 0.4085 FWeight of Wet Sample+Cont. (g): 202.65 0929/00 09:15:15 0.25 0.50 0.4076 Weight of Dry Sample+Cont.(g): 164.41 0929/00 09:15:30 0.50 0.71 0.4065 Weight of Container(g): 58.19 0929/00 09:16:00 1.00 1.00 0.4051 ' Moisture Content(%) 36.00 0929/00 09:17:00 2.00 1.41 0.4028 After Test 0929/00 09:19:00 4.00 2.00 0.3999 Weight of Wet Sample+Cont. (g): 215.11 0929/00 09:23:00 8.00 2.83 0.3963 F Weight of Dry Sample+Cont. (g): 188.00 0929/00 09:31:00 16.00 4.00 0.3929 Weight of Container(g): 40.18 0929/00 09:45:00 30.00 5.48 0.3904 Vertical Rdg. (in.): Initial 0.4480 0929/00 10:15:00 60.00 7.75 0.3885 F Vertical Rdg. (in.): Final 0.2889 0929/00 11:21:00 126.00 11.22 0.3872 Specific Gravity: 2.59 0929/00 13:15:00 240.00 15.49 0.3863 Water Density(pcf): 62.43 0929/00 17:15:00 480.00 21.91 0.3855 Wet density(pcf): 116.7 09/30/00 09:55:00 1480.00 ' 38.47 0.3843 Initial Saturation (%): 105 09/30/00 11:53:00 1598.00 39.97 0.3842 Final Saturation MY 113.4 F 1.000 i - i I I , I 0.800 - ' -- - - -- - - 0.600 ' i � i i l l i l I I • 0.400 0.1 1.0 10.0 100.0 Pressure(ksf) f + Time Readings @ 4.0 ksf Time Readings @ 4.0 ksf 0.4100 0.4100 0.4080 0.4080 0.4060 0.4060 O 0.4040 0 0.4040 z z p 0.4020 p 0.4020 oul 0.4000 LU 0.4000 0.3980 ¢ 0.3980 z 0.3960 Z 0.3960 0 0.3940 0.3940 0.3920 0.3920 of O 0.3900 O 0.3900 LL Lu 0.3880 pTEE 0.3880 0.386D 0.3860 0.3840 0.3840 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) F 0.00 2.00 4.00 Inundate with 6.00 Tap Water 8.00 10.00 a c O 14.00 cu E 16.00 0 0 18.00 20.00 22.00 24.00 i 26.00 28.00 30.00 0.1 1.0 10.0 100.0 Pressure ,p (ksq I BORING SAMPLE DEPTH MOISTURE DRY DEGREE OF CONTENT(%) DENSITY(pcf) VOID RATIO SATURATION(%) NO. NO. (ft•) Initial / Final Initial I Final Initial/Final Initial I Final B-6 D2,1 10.5-11.0 36.0/26.5 85.8 / 100.8 0.965/0.660 100 / 100 Project No.: 00-0907 TL•ItETES7`?: ABS.ING: Springdale Street SOIL DESCRIPTION: Grayish brown sandy lean clay s(CL) r Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) r 10-00 F TERATESTLABS. INC. CONSOLIDATION TEST RESULTS (ASTM D 2435) F Project Name: Springdale Street Reservoir Teratest Proj. No.: 780405001 Client Project No.: 00-0907 Checked By: XF i Summarized By: LF Date: 10/09/00 Boring No.: B-66 Sample Type: Shelby Tube Sample No.: P7 Depth(ft.) 35-37 F Sample Description: Olive gray fat clay(CH) Initial Dry Density(pcf): 82.8 Final Dry Density(pcf): 92.1 Initial Moisture(%): 39.9 Final Moisture(%): 31.7 Initial Length(in.): 1.0000 Initial Void ratio: 1.035 Initial Dial Reading(in.): 0.2442 Specific Gravity(assumed): 2.70 Diameter(in.): 2.865 Final Saturation (%): 100 Initial Saturation (%) 100 F11 PRESSURE FINAL APPARENT LOAD DEFORMATION VOID CORRECTED (p) READING THICKNESS COMPLIANCE %OF SAMPLE RATIO DEFORMATION i (ksf) (in.) (in.) (%) THICKNESS (%) 0.10 0.2441 0.9999 0.00 0.01 1.035 0.010 t1 H2O 0.2503 1.0061 0.00 -0.61 1.047 -0.610 0.25 0.2502 1.0060 0.03 -0.60 1.048 -0.630 0.50 0.2473 1.0031 0.06 -0.31 1.043 -0.370 [ : 1.00 0.2416 0.9974 0.11 0.26 1.032 0.150 2.00 0.2303 0.9861 0.17 1.39 1.010 1.220 4.00 0.2160 0.9718 0.29 2.82 0.984 2.530 l : III 8.00 0.1884 0.9442 0.46 5.58 0.931 5.120 16.00 0.1441 0.8999 0.71 10.01 0.846 9.300 32.00 0.0902 0.8460 0.94 15.40 0.741 14.460 Fil 8.00 0.1049 0.8607 0.70 13.93 0.766 13.230 !i 1.00 0.1384 0.8942 0.47 10.58 0.829 10.110 0.25 0.1563 0.9121 0.41 8.79 0.864 8.380 a 1 ' Boring No.: B-6 Sample Type: Shelby Tube Sample No.: P7 Depth (ft.) 35-37 Sample Diameter(in.): 2.865 Time Readings 4 ksf Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring(g): 278.68 Time(min) Time(min'/) (in.) Weight of Ring(g): 82.60 Height after consolidation (in.): 0.9162 09/28/00 09:39:00 Before Test 0928/00 09:39:06 0.10 0.32 0.2248 Weight of Wet Sample+font. (g): 231.19 0928/00 09:39:15 0.25 0.50 0.2233 Weight of Dry Sample+Cont.(g): 181.96 0928100 09:39:30 0.50 0.71 0.2221 Weight of Container(g): 58.53 0928100 09:40:00 1.00 1.00 0.2208 Moisture Content(%) 39.88 0928100 09:41:00 2.00 1.41 0.2199 After Test 0928100 09:43:00 4.00 2.00 0.2193 Weight of Wet Sample+Cont.(g): 348.17 09/28/00 09:47:00 8.00 2.83 0.2189 Weight of Dry Sample+font.(g): 302.88 09/28/00 09:57:00 18.00 4.24 0.2184 Weight of Container(g): 77.46 09/28/00 10:09:00 30.00 5.48 0.2181 Vertical Rdg. (in.): Initial 0.2442 09/28/00 10:46:00 67.00 8.19 0.2177 Vertical Rdg. (in.): Final 0.1563 09/28/00 11:39:00 120.00 10.95 0.2173 Specific Gravity(assumed): 2.70 09/28/00 13:39:00 240.00 15.49 0.2170 Water Density(pcf): 62.43 09/28/00 17:41:00 482.00 21.95 0.2166 Wet density(pcf): 115.9 0929/00 08:20:00 1361.00 36.89 0.2160 Initial Saturation(%): 104 09/29/00 09:40:00 1441.00 37.96 0.2160 r Final Saturation(%): 103.2 t i 1.100 1.000 -Satu rate-- --- --- - • 0.900 0.800 O r i r i 0.700 0.1 1.0 10.0 100.0 r Pressure(ksf) Time Readings @ 4.0 ksf Time Readings @ 4.0 ksf 0.2250 0.2250 0.2240 _ 0.2240 ��- Z 0.2230 z 0.2230 0 0.2220 0.2220 0.2210 ¢ 0.2210 O p • F ZO 0.2200 ZO 0.2200 F0.2190 < 0.2190 0 0.2180 0 0.2180 p 0.2170 p 0.2170 0.2160 0.2160 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) 0.00 2.00MInund 4.006.00 8.00 10.00 o 12.00 C O = 14.00 _ 16.00 0 18.00 20.00 22.00 24.00 F 26.00 28.00 30.00 F"i 0.1 1.0 10.0 100.0 Pressure ,p (ksfl F BORING SAMPLE DEPTH MOISTURE DRY DEGREE OF CONTENT(%) DENSITY(pct) VOID RATIO SATURATION(%) NO. NO. (ft.) Initial / Final Initial I Final Initial/Final Initial I Final B-6 P7 35-37 39.9 / 31.7 82.8 / 92.1 1.035/0.864 100 / 100 8i:;;.; •:;;;:::::;:,. Project No.: 00-0907 TLR:4:TL$'T#�A73S.INC.SOIL DESCRIPTION: Olive gray fat clay(CH) - "" "� Springdale Street Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) 10-00 F Boring No.: B-6 Sample Type: Shelby Tube F Sample No.: P7 Depth (ft.) 35-37 Fi Sample Diameter(in.): 2.865 Time Readings 8 ksf Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs I Weight of Sample+ring(g): 278.68 Time(min) Time(min'/.) (in.) t ' Weight of Ring(g): 82.60 Height after consolidation(in.): 0.9162 09/29/00 09:12:00 Before Test 0929100 09:12:06 0.10 0.32 0.2091 F Weight of Wet Sample+font. (g): 231.19 0929100 09:12:15 0.25 0.50 0.2066 Weight of Dry Sample+Cont. (g): 181.96 0929/00 09:12:30 0.50 0.71 0.2041 Weight of Container(g): 58.53 0929/00 09:13:00 1.00 1.00 0.2013 Moisture Content(%) 39.88 0929/00 09:14:00 2.00 1.41 0.1988 After Test 0929/00 09:16:00 4.00 2.00 0.1969 Weight of Wet Sample+Cont.(g): 348.17 0929/00 09:20:00 8.00 2.83 0.1955 Weight of Dry Sample+Cont. (g): 302.88 0929/00 09:28:00 16.00 4.00 0.1944 Weight of Container(g): 77.46 09/29/00 09:42:00 30.00 5.48 0.1934 �^ Vertical Rdg. (in.):Initial 0.2442 0929/00 10:12:00 60.001 7.75 0.1926 FVertical Rdg. (in.): Final 0.1563 0929100 11:12:00 120.00 10.95 0.1915 Speck Gravity(assumed): 2.70 0929100 13:12:00 240.00 15.49 0.1905 F1, Water Density(pcf): 62.43 09/29/00 17:12:00 480.00 21.91 0.1897 Wet density(pcf): 115.9 09/30100 09:56:00 1484.00 38.52 0.1884 Initial Saturation(%): 104 09/30/00 11:57:00 1605.00 40.06 0.1884 Final Saturation (%): 103.2 1.100 i I , (- 1.000 -- Saturate_ --- ----------- --- 9 0.900 0.800 ---- --= -- I -, ---- - 1 I i i i I 0.700 0.1 1.0 10.0 100.0 F Pressure(ksf) F F Time Readings @ 8.0 ksf Time Readings @ 8.0 ksf 0.2100 0.2100 0.2080 0.2080 F0.2060 0.2060 z 0.2040 z 0.2040 a o w 0.2020 w 0.2020 a 0.2000 Q 0.2000 J z 0.1980 Z 0.1980 O O 0.1960 ¢ 0.1960 W 0.1940 0.1940 O O w 0.1920 w 0.1920 0.1900 0.1900 F0.1880 0.1880 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 50 LOG OF TIME(min) SQUARE ROOT OF TIME(min) F 0.00 2.00 Fi 4.00 Inundate with 6.00 Tap Water 8.00 10.00 12.00 � o ca 14.00 16.00 4i 21 ( C) 18.00 20.00 Fi' 22.00 24.00 i 26.00 28.00 30.00 0.1 1.0 10.0 100.0 Pressure ,p (ksf) Fli MOISTURE DRY DEGREE OF BORING SAMPLE DEPTH CONTENT(%) DENSITY(pct VOID RATIO SATURATION(%) NO. NO. (ft•) Initial / Final Initial!Final Initial/Final Initial/Final FB-6 P7 35-37 39.9 /31.7 82.8 / 92.1 1.035/0.864 100 / 100 Project No.: 00-0907 SOIL DESCRIPTION: Olive gray fat clay(CH) TsY4:rrsr:: Ans.INc. Springdale Street a sr-:- A Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) F 10-00 Fi CONSOLIDATION TEST RESULTS Fi (ASTM D 2435) F Project Name: Springdale Street Reservoir Teratest Proj. No.: 780405001 Client Project No.: 00-0907 Checked By: X� Summarized By: LF Date: 10/12/00 F Boring No.: B-7 Sample Type: Drive - P Yp Sample No.: D3.1 Depth(ft.) 10-11 (11-11.5). F Sample Description: Grayish brown fat clav(CH) Initial Dry Density(pcf): 76.6 Final Dry Density(pcf): 84.6 { Initial Moisture(%): 43.5 Final Moisture(%): 38.1 ` Initial Length(in.): 1.0000 Initial Void ratio: 1.200 Initial Dial Reading(in.): 0.4371 Specific Gravity(assumed): 2.70 FDiameter(in.): 2.416 Final Saturation(%): 100 Initial Saturation (%) 98 PRESSURE FINAL APPARENT LOAD DEFORMATION VOID CORRECTED (p) READING THICKNESS COMPLIANCE % OF SAMPLE RATIO DEFORMATION (ksf) (in.) (in.) (%) THICKNESS (%) 0.10 0.4362 0.9991 0.00 0.09 1.198 0.090 H2O 0.4448 1.0077 0.00 -0.77 1.217 -0.770 j 0.25 0.4419 1.0048 0.04 -0.48 1.211 -0.520 0.50 0.4346 0.9975 0.08 0.25 1.196 0.170 t 4 1.00 0.4198 0.9827 0.13 1.73 1.164 1.600 2.00 0.3936 0.9565 0.20 4.35 1.108 .4.150 a 4.00 0.3578 0.9207 0.33 7.93 1.032 7.600 8.00 0.3059 0.8688 0.49 13.12 0.922 12.630 16.00 0.2506 0.8135 0.67 18.65 0.804 17.980 32.00 0.1910 0.7539 0.92 24.61 0.679 23.690 F1 64.00 0.1315 0.6944 1.28 30.56 0.556 29.280 8.00 0.1683 0.7312 0.75 26.88 0.625 26.130 F 1.00 0.2465 0.8094 0.51 19.06 0.792 18.550 0.25 0.3005 0.8634 0.43 13.66 0.909 13.230 F F F F F F Boring No.: B-7 Sample Type: Drive Sample No.: D3,1 Depth (ft.) 10-11 (11-11.5) i Sample Diameter(in.): 2.416 Time Readings 1 ksf Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring (g): 177.30 Time(min) Time(min''/) (in.) Weight of Ring(g): 44.93 Height after consolidation(in.): 0.8677 09/27/00 08:56:00 Before Test 09/27/00 08:56:06 0.10 0.32 0.4334 Weight of Wet Sample+Cont. (g): 202.34 09/27/00 08:56:15 0.25 0.50 0.4331 Weight of Dry Sample+Copt. (g): 163.51 09/27/00 08:56:30 0.50 0.71 0.4328 Weight of Container(g): 74.33 0927100 08:57:00 1.00 1.00 0.4323 FMoisture Content(%) 43.54 0927100 08:58:00 2.00 1.41 0.4317 After Test 0927100 09:00:00 4.00 2.00 0.4311 Weight of Wet Sample+Cont. (g): 223.18 0927100 09:04:00 8.00 2.83 0.4296 Weight of Dry Sample+Cont. (g): 189.50 0927100 09:12:00 16.00 4.00 0.4278 Weight of Container(g): 56.19 0927/00 09:26:00 30.00 5.48 0.4259 Vertical Rog. (in.): Initial 0.4371 0927/00 10:13:00 77.00 8.77 0.4233 { Vertical Rdg. (in.): Final 0.3005 0927/00 10:56:00 120.00 10.95 0.4223 Specific Gravity(assumed): 2.70 0927/00 13:12:00 256.00 16.00 0.4211 Water Density(pcf): 62.43 0927/00 17:29:00 513.00 22.65 0.4204 Wet density(pcf): 110.0 0928/00 08:36:00 1420.00 37.68 0.4199 Initial Saturation(%): 98 09/28/00 09:42:00 1486.00 38.55 0.4198 ��--' Final Saturation(%): 103.8 t J 1.400 1.2001, Saturate t ' --i- -�- - -- -- -- 1.000F; -- ---- - r ;--- ---j- - . . - -- -- I 0' - - - 0.800 ,._ --- - ---- - --- - - - 0.600 -- if, 0.400 0.1 1.0 10.0 100.0 F Pressure(ksf) F Time Readings @ 1.0 ksf Time Readings @ 1.0 ksf 0.4340 0.4340 r 0.4320 0.4320 c � Z 0.4300 Z 0.4300 0.4280 LU 0.4280 J J 0 0.4260 E 0.4260 z z 0.4240 0.4240 0.4220 0.4220 E 0.4200 0.4200 0.4180 0.4180 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) 0.00 2.00 4.00 Inundate with 6.00 Tap Water 8.00 10.00 -0 �. 12.00 o w 14.00 ! 16.00 � o 18.00 �I 20.00 !I 22.00 I it 24.00 26.00 28.00 30.00 0.1 1.0 10.0 100.0 Pressure ,p (ksf) BORING SAMPLE DEPTH MOISTURE DRY DEGREE OF NO. NO. (ft) CONTENT(%) DENSITY(pcf) VOID RATIO SATURATION(%) Initial / Final Initial/Final Initial/Final Initial/Final r' B-7 D3,1 10-11 43.5 / 38.1 76.6 / 84.6 1.200/0.909 98/ 100 E. ""• " Project No.: 00-0907 Tcz4:rsr«:LAus.Ivc Springdale Street SOIL DESCRIPTION: Grayish brown fat clay(CH) Reservoir (� ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) ri 10-00 t : E Boring No.: B-7 Sample Type: Drive Sample No.: D3,1 Depth (ft.) 10-11 (11-11.5) f Sample Diameter(in.): 2.416 Time Readings 4 ksf C Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring(g): 177.30 Time(min) Time(min'/) (in.) Weight of Ring(g): 44.93 Height after consolidation(in.): 0.8677 09/29/00 09:22:00 Before Test 0929100 09:22:06 0.10 0.32 0.3915 F! Weight of Wet Sample+Cant. (g): 202.34 0929100 09:22:15 0.25 0.50 0.3909 Weight of Dry Sample+Cant. (g): 163.51 0929100 09:22:30 0.50 0.71 0.3903 Weight of Container(g): 74.33 0929100 09:23:00 1.00 1.00 0.3894 Moisture Content(%) 43.54 0929/00 09:24:00 2.00 1.41 0.3880 After Test 0929/00 09:26:00 4.00 2.00 0.3860 FWeight of Wet Sample+Cont. (g): 223.18 09/29/00 09:31:00 9.00 3.00 0.3822 Weight of Dry Sample+Cont. (g): 189.50 09/29/00 09:38:00 16.00 4.00 0.3791 Weight of Container(g): 56.19 09/29/00 09:52:00 30.00 5.48 0.3748 Vertical Rdg. (in.): Initial 0.4371 0929100 10:22:00 60.00 7.75 0.3695 F Vertical Rdg.(in.): Final 0.3005 0929100 11:22:00 120.00 10.95 0.3646 Specific Gravity(assumed): 2.70 09/29/00 13:22:00 240.00 15.49 0.3615 Water Density(pcf): 62.43 09/29/00 17:22:00 480.00 21.91 0.3597 FWet density(pcf): 110.0 09/30/00 09:55:00 1473.00 38.38 0.3579 Initial Saturation (%): 98 09/30/00 11:48:00 1586.00 39.82 0.3578 I F Final Saturation (%): 103.8 1.400 1.200 i 'Saturate ! 1.000 0 o 0.800 -- - --- ---- - ' - ; ` 1 [. : 0.600 L 0.400 0.1 1.0 10.0 100.0 FPressure(ksf) F Time Readings @ 4.0 ksf Time Readings @ 4.0 ksf 0.3920 0.3920 0.3880 0.3880 z0.3840 z 0.3840 0.3800 0.3800 LIJ 0.3760 < 0.3760 ` z 0.3720 z 0.3720 O O 0.3680 0.3680 o 10, 0.3640 � 0.3640 LLJO 0.3600 0.3600 0.3560 0.3560 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) F 0.00 2.00 4.00 Inundate with 6.00 Tap Water 8.00 10.00 0 `-' 12.00 c 0 =# :« 14.00 ca 16.00 F 0 18.00 20.00 E i 22.00 24.00 26.00 F1 28.00 oil 30.00 0.1 1.0 10.0 100.0 Pressure p (ksf) Fli MOISTURE DRY DEGREE OF BORING SAMPLE DEPTH CONTENT(%) DENSITY(pcf VOID RATIO SATURATION(%) NO. NO. (ft.) Initial / Final Initial/Final Initial/Final Initial/Final F"i B-7 D3,1 10-11 43.5 /38.1 76.6 / 84.6 1.200/0.909 98/ 100 �; TEI24:7CS7:: Alts.Inc project No.: 00-0907 t , SOIL DESCRIPTION: Grayish brown fat clay(CH) Springdale Street Reservoir F ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) 10-00 1 t ; CONSOLIDATION TEST RESULTS (ASTM D 2435) FProject Name: Springdale Street Reservoir Teratest Proj. No.: 780405001 Client Project No.: 00-0907 Checked By: --e,--- Summarized By: LF Date: 10/11/00 Boring No.: B-7 Sample Type: Drive - P YP Sample No.: D9,1 Depth(ft.) 41.0-41.5 Sample Description: Olive gray lean clay(CL) Initial Dry Density(pcf: 93.8 Final Dry Density(pcf): 108.2 Initial Moisture(%): 29.8 Final Moisture(%): 21.4 Initial Length (in.): 1.0000 Initial Void ratio: 0.797 Initial Dial Reading(in.): 0.2262 Specific Gravity(assumed): 2.70 Diameter(in.): 2.416 Final Saturation(%): 100 Initial Saturation(%) 100 F PRESSURE FINAL APPARENT LOAD DEFORMATION VOID CORRECTED r. (p) READING THICKNESS COMPLIANCE %OF SAMPLE RATIO DEFORMATION )J (ksf) (in.) (in.) (%) THICKNESS (%) 0.10 0.2252 0.9990 0.00 0.10 0.795 0.100 F H2O 0.2299 1.0037 0.00 -0.37 0.803 -0.370 0.25 0.2274 1.0012 0.06 -0.12 0.800 -0.180 0.50 0.2232 0.9970 0.08 0.30 0.793 0.220 i 1.00 0.2144 0.9882 0.11 1.18 0.777 1.073 2.00 0.1985 0.9723 0.18 2.77 0.750 2.590 4.00 0.1773 0.9511 0.29 4.89 0.714 4.600 8.00 0.1472 0.9210 0.47 7.90 0.663 7.430 16.00 0.1112 0.8850 0.73 11.50 0.603 10.770 F 32.00 0.0695 0.8433 1.01 15.67 0.533 14.660 64.00 0.0260 0.7998 1.36 20.02 0.461 18.660 8.00 0.0403 0.8141 0.80 18.59 0.477 17.790 1.00 0.0719 0.8457 0.46 15.44 0.528 14.975 �{ 0.25 0.0871 0.8609 0.38 13.91 0.554 13.530 l ; l ; Boring No,: B-7 Sample Type: Drive Sample No.: D9,1 Depth (ft.) 41.0-41.5 Sample Diameter(in.): 2.416 Time Readings 2 ksf t ' Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ ring(g): 191.90 Time(min) Time(min'/) (in.) Fi-, Weight of Ring(g): 45.31 Height after consolidation(in.): 0.8647 09/29/00 09:05:00 Before Test 09/29/00 09:05:06 0.10 0.32 0.2116 Weight of Wet Sample+Cont.(g): 200.40 09/29/00 09:05:15 0.25 0.50 0.2106 Weight of Dry Sample+Cont.(g): 167.43 09/29/00 09:05:30 0.50 0.71 0.2095 Weight of Container(g): 56.95 09/29/00 j 09:06:00 1.00 1.00 0.2080 Moisture Content(%) 29.84 09/29/00 09:07:00 2.00 1.41 0.2063 After Test 09/29/00 09:09:00 4.00 2.00 0.2046 Weight of Wet Sample+Cont. (g): 239.04 09/29/00 09:13:00 8.00 2.83 0.2031 Weight of Dry Sample+Cont. (g): 214.98 09/29/00 09:21:00 16.00 4.00 0.2021 Weight of Container(g): 57.06 0929/00 09:35:00 30.00 5.48 0.2014 Vertical Rdg. (in.): Initial 0.2262 0929/00 10:05:00 60.00 7.75 0.2007 Vertical Rdg. (in.): Final 0.0871 0929/00 11:05:00 120.00 10.95 0.2002 Specific Gravity(assumed): 2.70 09/29/00 13:05:00 240.00 15.49 0.1995 (' Water Density(pcf): 62.43 0929/00 17:09:00 484.00 22.00 0.1990 Wet density(pcf): 121.8 09/30/00 09:56:00 1491.00 38.61 0.1985 l Initial Saturation(%): 101 09/30/00 11:45:00 1600.00 40.00 0.1985 Final Saturation Fi F". 0.900 0.800 ---- - --- ------ _ - --- - -;Saturate0,700 F,' I " 0.600 '-�--- - ----'- _; -- - 0.400 0.1 1.0 10.0 100.0 FPressure(ksf) F F Time Readings @ 2.0 ksf Time Readings @ 2.0 ksf 0.2120 0.2120 c 0.2100 0.2100 2 F0.2080 z 0.2080 w w 0.2060 W_ 0.2060 F O I 0O 0.2040 zO 0.2040 0.2020 0.2020 O O F w w 0 0.2000 O 0.2000 0.1980 0.1980 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) Fi,, 0.00 2.00 4.00 Llnundatewith6.00 r 8.00 10.00 0 12.00 0 II 14.00 16.00 0 (D 18.00 20.00 I 22.00 24.00 26.00 F!, 28.00 30.00 0.1 1.0 10.0 100.0 Pressure ,p (ksfl BORING SAMPLE DEPTH MOISTURE DRY DEGREE OF CONTENT(%) DENSITY(pct) VOID RATIO SATURATION(% NO. NO. (fL) Initial / Final Initial/Final Initial/Final Initial/Final F,l B-7 D9,1 41.0-41.5 29.8 /21.4 93.81 108.2 0.797/0.554 100 / 100 In�c. Project No.: 00-0907 FSpringdale Street SOIL DESCRIPTION: Olive gray lean clay(CL) �"` " '-" Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) F 10-00 �I l .: Boring No.: B-7 Sample Type: Drive Sample No.: D9,1 Depth (ft.) 41.0-41.5 Sample Diameter(in.): 2.416 Time Readings 8 ksf Sample Thickness(in.): 1.000 Date Time Elapsed Square Root Dial Rdgs Weight of Sample+ring(g): 191.90 Time(min) Time(min''/z) (in.) 1 Weight of Ring(g): 45.31 Height after consolidation (in.): 0.8647 10/02/00 08:40:00 Before Test 10/02/00 08:40:06 0.10 0.32 0.1729 F", Weight of Wet Sample+Cont. (g): 200.40 10/02/00 08:40:15 0.25 0.50 0.1709 Weight of Dry Sample+Cont.(g): 167.43 10/02/00 08:40:30 0.50 0.71 0.1688 Weight of Container(g): 56.95 10/02/00 08:41:00 1.00 1.00 0.1660 F Moisture Content(%) 29.84 10/02/00 08:42:00 2.00 1.41 0.1624 After Test 10/02/00 08:44:00 4.00 2.00 0.1588 Weight of Wet Sample+Cont.(g): 239.04 10/02/00 08:48:00 8.00 2.83 0.1561 I Weight of Dry Sample+Cont. (g): 214.98 10/02/00 08:56:00 16.00 4.00 0.1542 Weight of Container(g): 57.06 10/02/00 09:10:00 30.00 5.48 0.1528 Vertical Rdg. (in.): Initial 0.2262 10/02/00 09:46:00 66.00 8.12 0.1514 F Vertical Rdg. (in.): Final 0.0871 10/02/00 10:54:00 134.00 11.58 0.1504 Specific Gravity(assumed): 2.70 10/02/00 12:54:00 254.00 15.94 0.1493 Water Density(pcf): 62.43 10/02/00 17:04:00 504.00 22.45 0.1485 Wet density(pcf): 121.8 10/03/00 08:40:00 1440.00 37.95 0.1472 Initial Saturation (%): 101 10/03/00 10:15:00 1535.00 39.18 0.1472 F� Final Saturation(%): 103.5 l ` 0.900 ' i I 0.80D - -- I ;' I-- I - ------ -- -- ----- t -- -1Satarate� _�__�� _ __--_... -- -- ---- I ' 0.700 __-- --}--_L.t__-._�___.._ 0.600 I �11 6 0.500 0.400 ' F 0.1 1.0 10.0 100.0 Pressure(ksf) F F Time Readings @ 8.0 ksf Time Readings @ 8.0 ksf 0.1740 0.1740 0.1720FQ IN 0.1720 0.1700 20.1700 0.1680 0.1680 0.1660 -Z 0.1660 w 0.1640 w 0.1640 W 0.1620 0.1620 Fp 0.1600 A 0.1600 Q 0.1580 0.1580 F- 0.1560 1 IN �- 0.1560 0.1540 9 0.1540 O0 0.1520 O0 0.1520 0 0.1500 0 0.1500 0.1480 0.1480 F0.1460 0.1460 0.1 1.0 10.0 100.0 1000.0 10000.0 0 10 20 30 40 LOG OF TIME(min) SQUARE ROOT OF TIME(min) F0.00 2.00 4.00 Inundate with 6.00 Tap Water 8.00 IN 10.00 1200 li o 6 14.00 16.00 0 18.00 - 20.00 I ' I 22.00 A 24.00 F," 26.00 28.00 30.00 0.1 1.0 10.0 100.0 Pressure ,p (ksi Fil MOISTURE DRY DEGREE OF BORING SAMPLE DEPTH CONTENT(%) DENSITY(pcf) VOID RATIO SATURATION(%) NO. NO. (ft.) Initial I Final Initial/Final Initial I Final Initial I Final F1, B-7 D9,1 41.0-41.5 29.8 /21.4 93.8 / 108.2 0.797/0.554 100 / 100 Project No.: 00-0907 Tsri f'.TLS33:E��.c,Inc, Springdale Street SOIL DESCRIPTION: Olive gray lean clay(CL) Fl� Reservoir ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS (ASTM D 2435) 10-00 D `_.._1 -71 Tl � �l �.� ,� ,.�1 .�.`1 .� 77- 1 .�e l `�1 7-1 10/18/00 Table D-2 - Equal-Hazard Acceleration Spectra Coordinates with 10% Probability of Exceedance in 100 Years Springdale Reservoir-City of Huntington Beach Damping(%): 5% DAMPING 5 Sadigh 97-Deep Soil BCN 99 -Hol. Soil BJF 97-Sd Average Period Acceleration Period Acceleration Period Acceleration Period Acceleration (sec) (g) (sec) (g) (sec) (g) (sec) (g) 0.01 0.58 0.01 0.62 0.01 0.74 0.01 0.65 0.03 0.57 0.03 0.62 0.03 0.74 0.03 0.65 0.08 0.99 0.05 0.71 0.1 1.21 0.1 1.15 0.1 1.16 0.08 0.83 0.15 1.47 0.15 1.39 0.2 1.49 0.1 1.08 0.2 1.66 0.2 1.52 0.3 1.46 0.15 1.37 0.3 1.86 0.3 1.57 0.4 1.35 0.2 1.41 0.4 1.88 0.4 1.54 0.5 1.21 0.3 1.39 0.5 1.80 0.5 1.44 0.75 0.99 0.4 1.41 0.75 1.45 0.75 1.16 1 0.82 0.5 1.31 1 1.11 1 0.92 1.5 0.59 0.75 1.03 1.5 0.68 1.5 0.61 2 0.44 1 0.83 2 0.48 2 0.43 3 0.26 1.5 0.55 3 0.24 4 0.17 2 0.38 4 0.15 3 0.21 4 0.14 Leighton and Associates GEOTECHNICAL CONSULTANTS Irvine Office F F j10% Probability of Exceedance in 50 Years 2 i 5% Damped Spectral Acceleration: ---------- Sadigh et al. (1997)-Rock c 1.5 — . — . — . • Bozorgnia et al. (1999)- Holocene Soil .0 / - , — - - - — - - Boore et al. Sd Site (1997) Average 1 U ' a 0.5 co ' 0 i 0 0.5 1 1.5 2 2.5 3 3.5 4 10% Probability of Exceedance in 100 Years 2 5% Damped Spectral Acceleration: ---------- Sadigh et al. (1997)- Deep Soil v' 1.5 — — — i � ^.` �� • Bozorgnia et al. (1999)- Holocene Soil �� — - - - — - - Boore et al. (1997)-Sd Site .� Average Q 0.5 0 ja 0 0.5 1 1.5 2 2.5 3 3.5 4 Undamped Natural Period (sec) spectra&Copy of Spectra.xls s rin dale Reservoir Computed Instrumental Equal-Hazard Poi-000027 Acceleration Spectra for Horizontal Ground illa—__ Leighton and Associates ii F � —- GEOTECHNICAL CONSULTANTS Motion Figure D-1 spectrat.grf Date:October2000 771 .� -`1 'erl '-1 „!1 77771 "_1 `�"1 '" "_"_) l 771 10/18/00 Table D-1 - Equal-Hazard Acceleration Spectra Coordinates with 10% Probability of Exceedance in 50 Years Springdale Reservoir- City of Huntington Beach Damping(%): 5% DAMPING 5 Sadigh 97-Deep Soil BCN 99-Hol. Soil BJF 97-Sd Average Period Acceleration Period Acceleration Period Acceleration Period Acceleration (sec) (g) (sec) (g) (sec) (g) (sec) (g) 0.01 0.46 0.01 0.48 0.01 0.56 0.01 0.50 0.03 0.46 0.03 0.49 0.03 0.56 0.03 0.50 0.08 0.79 0.05 0.53 0.1 0.89 0.1 0.90 0.1 0.93 0.08 0.64 0.15 1.10 0.15 1.09 0.2 1.18 0.1 0.89 0.2 1.24 0.2 1.18 0.3 1.15 0.15 1.12 0.3 1.34 0.3 1.19 0.4 1.05 0.2 1.13 0.4 1.30 0.4 1.13 0.5 0.94 0.3 1.09 0.5 1.21 0.5 1.04 0.75 0.76 0.4 1.05 0.75 0.93 0.75 0.81 1 0.63 0.5 0.96 1 0.72 1 0.65 1.5 0.45 0.75 0.75 1.5 0.48 1.5 0.44 2 0.33 1 0.60 2 0.36 2 0.32 3 0.20 1.5 0.39 3 0.18 4 0.13 2 0.27 4 0.12 3 0.16 4 0.10 Leighton and Associates GEOTECHNICAL CONSULTANTS Irvine Office F CALIFORNIA FAULT MAP Springdale Reservoir 1100 i a 1000 F', 900 I F1 800 700 600 F"i 500 400 r 300 F 200 F4 100 — ' ' ItsF 0 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 F IJ, I 'I � fff ' i I RETURN PERIOD vs . ACCELERATION SADIGH ET AL. (1997) DEEP SOIL 2 100000 L - z 10000 0 L a L 1000 ry a� 100 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) ' F F F PROBABILITY OF EXCEEDANCE SADIGH ET AL. (1997) DEEP SOIL 2 Fi 25 yrs 50 yrs F, 0 0 100 75 yrs 100 rs F', 90 •-. 80 F o 70 F :tj. -� 60 c� ° 50 ID 40 F! -a 30 a� a� F x 20 w Fii 10 F 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 FAcceleration (g) F F RE-- TURN PERIOD vs. ACCELERATION SADIGH ET AL. (1997) DEEP SOIL 1 MWF 10000 - .01 jF ZX Cn -Z L a 1000 c L 100 YL 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) E ! f � ` J PROBABILITY OF EXCEEDANCE SADI H ET AL. 1 7 DEEPS IL 1 G ( 99 ) O F 25 yrs 50 yrs , F 0 0 100 75 yrs 100 rs F I 90 F NNI 80 70 -� 60 m F1 o 0 50 CL 40 Cz F1 a) 30 a) F 20 w F,' 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 F Acceleration (g) 4 JIB 1 ACCELERATION vs . PERIOD 475-Year Return Period 1 .2 1 . 1 1 .0 0.9 � 0.8 0 0.7 0.6 a� 0.5 U Q 0.4 0.3 0.2 0. 1 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 Period (sec) VELOCITY vs . PERIOD Fl� 475-Year Return Period 10 F F 00 '.. u) O .01 10 F, Period (sec) F F 7_.7 .-_.1 ._-1 .-1 .-.-.-1 7--1 7-71 -_'1 ---1 ...._l "--1 `'"- 1 �l el _�) 771 ACCELERATION vs . PERIOD 949-Year Return Period 1 .50 1 .25 1 .00 0 :j a) 0.75 a) U U Q 0.50 0.25 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 Period (sec) r r VELOCITY vs. PERIOD 949-Year Return Period F ' r 10 r� I of F >I A-a .6 0 F->a) . 1 I Hill .01 . 1 1 10 F Period (sec) RETURN PERIOD vs . ACCELERATION BOZ. ET AL.( 1999)HOR HS COR 2 wic, 10000 0 a� 1000 L .}J NN� 100 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) t fi PROBABILITY OF EXCEEDANCE BOZ. ET AL. 1999 HOR HS COR 2 25 yrs 50 yrs 100 75 yrs 100 rs 90 80 0 70 -� 60 c� ' ° 50 ID � 40 a� 30 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) 7-1 RETURN PERIOD vs . ACCELERATION BOZ. ET AL.( 1999)HOR HS COR 1 u3 10000 a 1000 a� n 4-j z a� ry 100 I I A I I I I I I I I I I I I J— I I I -t— I I I I I 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) 11 PROBABILITY OF EXCEEDANCE BOZ. ET AL.(1999)HOR HS COR 1 0 25 yrs 50 yrs 0 � 100 75 yrs 100 rs 90 Al •-. 80 a 70 -� 60 Cu L 50 a� 40 -a 30 a� a� x 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) ACCELERATION vs . PERIOD 475-Year Return Period 1 . 1 1 .0 0.9 0.8 cm c: 0.7 0 c� 0.6 0.5 a� U Q 0.4 0.3 0.2 0. 1 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 Period (sec) r n F VELOCITY vs . PERIOD 475-Year Return Period F 10 r Pafill ] F >1 t�U rO . 1 r .01 . 1 1 10 F Period (sec) F ACCELERATION vs . PERIOD 949-Year Return Period 1 .25 .-. 1 .00 cm O 0.75 L U Q 0.50 0.25 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 Period (sec) f r F VELOCITY vs . PERIOD 949-Year Return Period Illk- 10 r F00% Fo F.5 O i [I> r .01 .1 1 10 F Period (sec) RETURN PERIOD vs . ACCELERATION BOORS ET AL(1997) NEHRP D (250)2 wio MWF 10000 L 1000 0 zo L LL L ry 100 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) t .: PROBABILITY OF EXCEEDANCE BOORS ET AL(1997) NEHRP D (250)2 0 25 yrs 50 yrs 100 75 yrs 100 rs 90 AA •� 80 o 70 Z 60 Cu ° 50 nL 40 a� 30 20 w 10 0 .6 A t I 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (9) RETURN PERIOD vs. ACCELERATION BOORS ET AL(1997) NEHRP D (250) 1 wr MWF 1000 0 L l.l- L a) 100 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) PROBABILITY OF EXCEEDANCE BOORS ET AL(1997) NEHRP D (250)1 © 0 25 yrs 50 yrs � 0 100 75 yrs 100 rs 90 80 10�0 `J 70 -° 60 ca ° 50 0- ID 40 U a� 30 X 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) ACCELERATION vs . PERIOD 475-Year Return Period 1 .3 1 .2 1 . 1 a, 1 .0 0 0.9 4-0 M" 0.8 m � 0.7 U Q 0.6 0.5 0.4 0.00 0.25 0.50 0J5 1 .00 1 .25 1 .50 1 .75 2.00 Period (sec) F F, F VELOCITY vs . PERIOD 475-Year Return Period r c � 10 Fa F a) or r� 1 �U O . 1 r .01 . 1 1 10 FPeriod (sec) ACCELERATION vs . PERIOD 949-Year Return Period 1 .75 1 .50 10 0 1 .25 c� 1 .00 L U U Q 0.75 0.50 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 1 .75 2.00 Period (sec) F , F VELOCITY vs. PERIOD 949-Year Return Period F IIIII III Hill F Hill F 10 �U F,u) �U O AIIII . 1 .01 . 1 1 10 Period (sec) q�M Ic (gc1d cS CRR7.s Ah` (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 0 I I ,I I IIII I I I I 1 �° 1 Assumed pwT I 1 4 I IIII I I I I or Liquefaction si 10s 10 I I I I I Ioe I 1 4 1 1 1 1 1 1 I 10 1 I 1 i I I I i � I I •I 0 5 �I I I I �I I IIII I I� I I I I ;I It IIII I I 20 I I I I I I I I I �1 I I it l i IIII I 20 I I I I I I I I � I I I ,I I� IIII I I I I I I I I I I � !t IIII I I 30 I I I I 1 I ~I I ; I ' IIII II 30 I I I I I I I I I I I I i I I I �I� I IIII I I 40 40 � � I I 1 I I I 1 I I I I I i t I �� I IIII I I jp• I II IIII I I � - I I I I I I I I I I I C I Ill I IIII I I 50 �15 I I I I I I I I I I I I l ; I I I ; I IIII I I 50 Q Q I I I I I I I I t I Illll IIII II I I I I I I I I � I I I .. II i I I I it I IIII I I • •1r 60 I I I I i.� I ICI I IIII I I 60 20 I I I 1 1 1 11•i • 1 I I I I I I I I I `U CI I 1 1 1 0 it 1 1 I I I I I I 70 I I I I I I I I I I • I I I IIII I I 70 I I 60*• It• • III IIII I I d-V • • li ••� 1 1 1 1 IIII I I � t 80 25 I I I I �, I I I I l i III IIII I I 80 I I �„ I I .L li I I I II IIII I I o m w I d I C*O 9�O I •I •1�• •� IIII IIII I I 90 I 1 = 1 °I�I � I " I I I I IIII IIII II 90 30 c� �n 0 1 1* CIO w I m I I I , v�.cn. 0 , o I I I I I I III IIII I I '4h is liquefaction-induced Settlement. Springdale Reservoir Integrated CPT Method for Estimating CS R ii—im 010256-0011o�io in 50 yrs ���—.��.= Leighton and AssociatesCyclic Resistance Ratio at CPT-7 CPT-7.xls __________ 10%ain100Y _ tROW , GEOTECHNICAL CONSULTANTS Figure E-1 CPT-7.grt Date:October 2000 q.1N Ic (gclN)cs CRR7.5 Oh" (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0l 0 ° ICI I I IIII I I I I I I IAno I° I Assumed IG 0 I� I I I IIII I I I 1 or Liquefac ' 1 sis I �° I I • 'IR �� IIII I 10 10 I 5 I I I "� I ' II IIII II 20 I I i i I I I I I I I� I I� I it IIII I I 20 I I I I I I I I 41 ii 1 1 1 1 1 1 I I I dil I I +I I . I� I I IIII I I 30 I I I I I I �' I I� �� I IIII 30 10 I I �I I IIII I 40 I I I I I I I i i I 40 `, � I i i I i �'� I I !j• '� �wool I I iT I I IIII w15 I I I I i I III IIII II Q50 I I I I I I I I I I I IIII I 50 C1 Q I 1 I I I I I I l i I AI I I I I I I I I i I I I I I I i I I I I . I � 1 1 1 IIII I I 60 I I I °° I 11 i'•• III I I I I I I 60 20 so i III IIII I I i I I Ip° �f I I I i � IIII IIII I I 70 I I I I I I I l i I I I I IIII I 170 • I I I i i I I o' °� I I • tr�N 1 IIII III I I I 80 25 I I N I o ICI I I I I III IIII I 80 I .NI �lo1�1 O 11 I I I I I I I II IIII I I 111 r = � I � I I I I IIII IIII I 90 I I -0 I ICI I i I I I I I I IIII I 90 I I I a l l lXl .y l 2 I I I I I I IIII IIII II I = 1 =1�I � Im 30 I I I 0 In V' 6 00 I I I I I I III IIII I I 'Oh is liquefaction-induced Settlement. Springdale Reservoir Integrated CPT Method for Estimating CSR _ 010256-001 10%in 50 yrs - - Leighton and Associates Y C clic Resistance Ratio at CPT-8 �����,......, CPT-B.xls 10%in 100 yrs fit- . GEOTECHNICAL CONSULTANTS Figure E-2 , CPT-8.grf Date:October 2000 777, qc1N (gclm)cs CRR7.5 Oh' (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 11111111 1 1 111 1 If I III 1 0 IIII IIII II I I I I I I I "Co I Assumed I III I I I I I I I I or Liquefaction A Is 10 I I I I I I ° I I ••s• I III I I I I I 10 I i i I I I I �I I III IIII II 5 I I I I I 1 I II I I I �• I I 20 20 30 30 10 1 1 Iil 1 1 1} 40 I I I I I I I I I I I I I I III ' I I 1 1 40 - ..� -� I I I I I I I l i l III IIII II I I I I I° �� I I I• ' }" I III �►1 I I I I Z Z I I I 1 I I I I I% ~ I { I I I I I I I I 50 15 1 1 1 I I I I I I •'I I i i III I i I I I 50 O Q 1 i 1 I I I I I I I I I I IIII {II I I I I I I I I I I I I I I toI IIII IIII II 60 I I I I t I I 1 ti + IIII IIII I I 60 � • 20 I I I °�' I I i • Ili' I III, IIII I I 70 70 i I I I I li .III { IIII II •It • " I I IIII I I I° °Q3 80 25 I I i �, I ° ° I I I •I{ I I It I IIII I I 80 13Q313 I I ~ I �i • 1 i l ; I IIII I I gp � I*• � � I ICI I IIII II g0 N I I I� I ill IIII II I i I 30 a� I I I rn , m,U). U . o I I I I I I III IIII I I 'ah is liquefaction-induced Settlement. CSR 1 & Springdale Reservoir Integrated CPT Method for Estimating o><o2s6-oo>< 10%in 50 yrs .r Leighton and Associates Cyclic Resistance Ratio at CPT-9 CPT-9.xls __________ 10%in 100 rs �`'� ®\�� GEOTECHNICAL CONSULTANTS Figure E-3 CPT-9.grf Date:October 2000 qc,N 1. (gcld cs CRR7.5 Ah" (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 Tf'lfr'T'l fill ' IIII I I I I I I 0 �'°° I I I i I I i ° I° I AISUUW PVh I ' IIII IIII I I or Lique on Anal sfs 10 I I I I I I I ` I �_� ' IIII I I I I i i 10 I I I I I I I 5 I I I I I I I I i ; I ' III IIII I I IIII I I I I I I 20 ' I I I I l 20 ' l l l IIII I I I I I o� I I •�� I . I ' I i rl IIII I I °8 •. i j 30 30 10 I I I I I �� 11 1 ' Ifll IIII II 40 I I I I I II I I I I I I ; I III IIII II 40 --� I I I I I I I 11 1 I I I IIII I I � Dal,• li •y I I I IIII I I � •C I I I I I I I 11 1 1 III IIII I I 50 �15 l l � i I I I I . I 1 1 1 1 1 IIII I I 50 Q Q I I I I I I I I I , I 11I I I IIII I I L.i•i n• 1 1 1 1 1 I I I I I I 60 I I I I I I I ° I I 'j i t ► I IIII I I 60 • 20 I I I I I I I I I I 70 I I I I I I I I , I I l i IIII IIII I I 70 I I I I I I I I o�® I I li IIII IIII I I 80 I I I I � i `ICI I I ° °°P° ° i 1 • II • � IIII IIII I I 80 25 I I I I al �lol III I I I I I I � I i I i I I IIII I I I I I I 90 I I I I I ICI I N I I I i I I I I I I I I I I I I 90 30 1 I I cD . �n . mv�. o . o I I I I I I III IIII I I is liquefaction-induced Settlement. & Springdale Reservoir CSR 010256-001 Integrated CPT Method for Estimating 1 10%in 50 yrs Cyclic Resistance Ratio at CPT-10 CPT-10.x1s �� Leighton and Associates Y ---------- 10%in 100 rs �_`+�, GEOTECHNICAL CONSULTANTS Figure ure E-4. CPT-10.grf Date:October 2000 7771 _1 7"7_1 77-11 771 qc,N Ic (qclN)CS CRR7.5 Oh" (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 IlII IlII 1 IIII III1I III1I III1I IIIII IIIII 0 a3°�° Assumed pwT or Li faction Anal s 10 1 0 5 20 20 I I I I I I I I � I I I I I� IIII I I I 1 I I I I I I''': 30 I I I I I I IIII I I 30 10 '1 ' � "1 0 40^ I I I I I I I I ° I I I j f l I I IIII I I 50 ''�15 I I I I I I I I I I I ; I I I I I I I I I 50 Q. Q I I I I I I I 11 1 1111 IIII II Q I I I I I I I I I I I I I I it I IIII I I °� 60 Ctu I I 1 I I I I. I l i t I I I I IIII I I I I I I I I I I I I• � I �I I IIII I I 60 20 I I I I I I I 11 I I I I I I I I I I I I °� I I I.1 I ;11 1 IIII I I 70 I I I I I I I I I I I hill IIII II 70 I I I I I I I t o° ' I I Ij . I li I I IIII I I I I I � IcU I I °per I I li ' I � I I IIII I I 80 I I I I-I I I I 1 li I I I I I I I I 80 25 N InY T as to I { II IIII I I 90 90jpI I •+!� I I I III IIII I I I I I = I ICI I I�°❑ °�O I li r �� 1 IIII IIII I I 30 1 I 1 . � . N. . . I I I I I T III IIII I I Oh is liquefaction-induced Settlement. CSR oio2s6-oo><Springdale dale Reservoir Integrated CPT Method for Estimating 10%in 50 yrs = Leighton and Associates Cyclic Resistance Ratio at CPT-11 GEOTECHNICAL CONSULTANTS FI ure E-5. CPT-11.x1s —_________ 10%in 100 rsim� CPT-t t.gd Date:October 2000 qc1N Ic (gc1N)cs CRR7.5 Oh" (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 0 °°°° I I I I I I I I Alsumed�iNViti I I I ,I IIII I I I or Ligtpctlon An sis I I I I I '• I I 10 10_ I I ICI IIII I I I I I I I I I I I I I ��I I I I I ;I IIII I I 5 I 1 1 :1 l/ I I I 20 I 1 1 I I I I I I I I I I�` I I I I it I I I I I 20 I I I I I I I I � I I III IIII I I I I I I I I I WED I I I '.•I �� � III ;I I � I I I I 30 10 I I I I I r � I i I 1 1 :I 1 1 1 1 1 1 1 30 I I I I I I I � I i I III ' IIII II 40 I I I i I I I I i t III ;I; IIII I I 40 `, � I I I �°° I I •'' • I �• I I I 't IIII I I � .c 1 Q50 Q 5 I I I I I I I I I I I l i I I I I it IIII I I 50 p � I I I I I I I I I I I I � I I I I it IIII I I I I I I I I I M I� i T I I ICI IIII I I 60 I I I I I I I I I I I ,• I I I� I IIII I I 60 20 I I I I I I � IPI IIII II °° I I l i I I li I IIII I I 70 I I I I I I I I 70 I I I I I I I�� I . • 1 N • I I I I I I I I I I � c loon- I I is I I ;I I IIII I I 80 25 I I I C (n I I I I I li I III IIII I I 80 I I I I �� � - �I I� I I I• li I it I I IIII I I I I o 1 c ala I °` I I I � �I� •'i'� it I I I I I I I I 90 90 I I I C I I I m I 'a � 151 " I � I ®, I 1 Ii � . � IIII IIII I I 30 1 I I a IN Nhl0lo I I I I I I III IIII I I 'Ah is liquefaction-induced Settlement. iz Springdale Reservoir CSR 010256-001 Integrated CPT Method for Estimating d —lLeighton 10%in 50 yrs and Associates Cyclic Resistance Ratio at CPT-12 CPT-12.x1s 10%in 100 rs ®��`.� GEOTECHNICAL CONSULTANTS Figure E-6 CPT-12.grf Date:October 2000 qc,N 1. (gclm)cs CRR7.5 Oh" (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 mm 0 I �� I I I I 1 1 �pOI� I A� d�nrr •I I I I I IIII I I Tor ction Analysis I I I I I I I I I I I I IIII ' IIII I I 10 y I I I I I I I I 10 5 I I I I I I i I I I I i, I I I I I ICI I I I I 20 I I I i I I I i 20 30 I I . j.Ol I IIII I I I I I 30 10 I I I I I I I I I I I I ��~ I I I � I I * I C I III ��Ilil II 40 I I I i I I I I I I I I I III I I I I 1 1 40 w �15 I I i I I I I l i I III I I I I I I 50 1 I i I i I l i I IIII. IIII I I 50 Q Q I I I IpO I I I• ' l i I I I II. IIII I I 60 I I I I I °I I I I I I I I� IIII I I 60 I I 1 016 I 1 ?ol •i I I I� IIII I I 20 I I i I I I I I i i TT I I� IIII I I I I I I °° I I •� I I ! I, IIII I I 70 I I I I I I I I I l i I I II I I I I 70 °I I I I c i° °�1y'rb I t li + I l �I IIII I I 80 80 25 I I I co - i I I � 1 �-» 1 I � ININI�I ''la 4 n' I I 'I • f�.i.�4' I � I I IIII I I 90 i I I I I =•I. �{ I I I I I I I I I 90 I I m I c IEP ° I I s li IIII IIII I I 30 i I I 0 to , VJ.w. L , o I� I I I r I� I I l i IIII I I 'Ah is liquefaction-induced Settlement. CSR & E Springdale Reservoir Integrated CPT Method for Estimating 10%in 50 yrs — 010256-001 3.x1s ter. Leighton and Associates Cyclic Resistance Ratio at CPT-13 CPT-1 —————————— 10%in 100 rs - _��•�, GEOTECHNICAL CONSULTANTS Figure E-7 CPT-13.grf Data:October 2000 qc1N 1. (gclm)cs CRR7.5 Oh` (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 0 0 IIII III II °I A snua�Cvirr I I I I I I I I I I Tor Li ion Anat sis 10 I I I I I �� I i eMl II IIII I I I 11 10 I I I I 5 I I i i �t°� I I ~ ' A%ev 20 I I I I I I I I I I I I 11 I IIII I l ill 20 1 I I I �� I I ~.�'•�+ I � I IIII I I �' I I 30 I I I i I I I81, 30 10 I I I I I I I I , i III I � ri II I I I I I I I I , I IIII I = I r I I 40 I I I I I I ° ° 40 50 15 I I I I I I I l i I III I I I I I 50 O Q I I I I I I I I , I IIII I ' I I I I I I I I I I I I I I I l i I IIII i ' I I I I 60 I I I I ° i I I I I I IIII I I I I I 60 I I i I I 1 %001 1 1 h61 .1 1 1 1 1 1,1 I I I I 20 I I 1 1 1 1 •�� 70 I I I 1 1 19°p° I I, IIII I i l I I 70 I I I 1 I I I I ° I I *i f IIII � I I I I I 80 I I 11 �I Pao Spli I III IIII I I 25 I I �, I I I .Iw• I I I I I I I I 80 I I m iY l � 93i I •I• , i IIII IIII I I ft 1000 I, 90 I III II1 m , . c 90 3.0 l �I � I o 30 dSettl o 'Ah is liquefaction-induce ent. Springdale Resery r CSR 1 & oio256-001 — Integrated CPT Method for Estimating 10%in 50 yrs � Cyclic Resistance Ratio at CPT-14 CPT-14.xls __________ 10%in 100 rs ""_' : Leighton and Associates y - .� GEOTECHNICAL CONSULTANTS Figure E-81. CPT-14.grf Date:October 2000 qc,N Ic (qcld cs CRR7.5 Oh` (cm) 0 100 200 300 0 1 2 3 4 0 100 200 300 0 0.2 0.4 0.6 0 5 10 0 D 0 Ii� ll IIII II I I I I I I I I CP I A�sumid pWr • I' I I I I I I I I or Li faction Anal sis 10 I I I I I I I I I I ` i �1 ICI I IIII I I 10 5 I I I I I I r I i •'�.• I I� I if I I I I I 20 I I I 1 1 I I I I I I� I IIII IIII II 20 I I I 1 i t 1 i I I I I � I IIII IIII I I I I I I I I I �o I I .M • I . I I I� I� IIII I I i I I I I I I I I I I I l i I i I' I� IIII I I 30 10 I I I I I �'�' I I I •• t� i t I� IIII I I 30 I I � 1 40 I i I I I I I I I I I � � I IIII I I 40 `.. ILE I I IERO I I Is* 1 i 11 Ir 1 1 1 1 1 1 1 1 '�15 I I I I I I I I I I I I III I IIII I I �50 I I I 1 1 I13 I I I• l i I I I IIII I I 50 0 � 1 I I I I I I I I I I I . I I I I IIII I I 60 I I I 1 I I I I I IIII I I I I I I I I � ol I I • �� I ,nii IIII II 60 20 I i I ' I i I t I ;III IIII I I Ila I I ;i•w I �Iil I I I I I I 70 o I i I I I I I I I I l i I I I IIII I I 70 I i I b o I I it I i l i l I I I I I I • i 80 I II 1iI 1311 �1 3 13 It o I " 911 •IiII'• •;�jllii�i iI II IIII IIII IIII IIII IIII IIII IIII IIII IIII 80 25 ico oN ° 0 I olo 0, 90 1 t 90 I I I I 1 I18 30 0I � I �ICI Im I I I 0 . v, . �,�,. L) . o I I I I I I III IIII I I 'Ah Is liquefaction-induced Settlement. CSR ditz Springdale Reservoir Integrated CPT Method for Estimating 10%in 50 rs � 010256-001 C clic Resistance Ratio at CPT-15 CPT•15.x1s __________ 10%in 100 rs � Leighton and Associates Y � GEOTECHNICAL CONSULTANTS Figure E-9 , CPT-15.grf Date:October 2000 �� �R ,� ' k I y �, �.... ' 's 1 , .^1 "_) '_'t .�.'7 `.._.I .,......1 ,..� '771 ,7.71 771 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRING-1.PLT 10-27-00 11:46am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.53 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface h 1.53 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W 1 c 1.58 Liq SAND 2 120 120 60 0 0 0 W1 d 1.59 Up. CLAY 3 120 120 1000 0 0 0 W1 e ...1.61., , Upper SM 4 120 120 70 31 0 0 W1 r 1.61 55Ljh S 1.61 1.62 i 1.63 1.64 35 Elev. (ft) 15 h i� - d 0 4 -5 4 3 W1_-—-—-—-—-—-—-—-—-—-—-—-—_ — —-—- — —-_2—-—-—-—_—-—-—-—-—'Wt 1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.53 X-Axis (ft) Factors Of Safety Calculated By The Modified Janbu Method for c & phi both > 0 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRING-2.PLT 10-27-00 11:48am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. 3 1.73 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface _- h 1.$3 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W1 e 1.84 Liq SAND 2 120 120 60 0 0 0 W1 d 1.85 Up. CLAY 3 120 120 1000 0 0 0 W1 e 1.96 Upper SM 4 120 120 70 31 0 0 W1 f 1.98 55 g 2.00 h 2.01 2.01 1 2.01 35 Elev. (ft) 15 g4lf a 1 h e 0 h a -5 a 3 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.73 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRING-3.PLT 10-27-00 11:48am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. 3 5.54 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface b 5.56 No. (pcf) (pcf) (psf) (deg) Parent. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W 1 c 5.58 Liq SAND 2 120 120 60 0 0 0 W1 d 5.61 Up. CLAY 3 120 120 1000 0 0 0 W1 e 5.61 1 Upper SM 4 120 120 70 31 0 0 W1 r 5.62 55 s 5.63 h 5.64 I 5.65 1 5.66 35 Elev. (ft) 15 a 4 -5 4 _ 3 _------2---------------_—'W1 1 1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin=5.54 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRING-4.PLT 10-27-00 11:50am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.55 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface h 1.56 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W1 c 1.56 Liq SAND 2 120 120 60 0 0 0 W1 d 1.57 Up.CLAY 3 120 120 1000 0 0 0 W1 e - 1.57 _ Upper SM 4 120 120 70 31 0 0 W1 f 1.58 55 I1 1.58 h1.59 1.59 1.6 35 Elev. (ft) 15 h d e � 0 4 -rj 4 3 W�-------_-_-_-_-_-_-_-_-_- _-�-_ -_ ---2------------------W1 1 1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.55 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 -77 —, Springdale Reservoir Quick Draw Down Ten Most Critical. C:SPRING-S.PLT 10-27-00 11:51am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.54 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface b 1.54 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W1 c 1.55 Liq SAND 2 120 120 60 0 0 0 W1 d 1.55 Up.CLAY 3 120 120 1000 0 0 0 W1 e 1.56 Upper SM 4 120 120 70 31 0 0 W1 r 1.56 55 g 1.56 h 1.57 1.57 1 1.58 35 Elev. (ft) 15 A fiJg h e c b 4 -5 4 ---------------- 1 W1 1 1 am -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.54 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 7-1 7-771 Springdale Reservoir Quick Draw Down Ten Most Critical. C:SPRING-6.PLT 10-27-00 11:52am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.31 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface b 1.31 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo.CLAY 1 120 120 2000 0 0 0 W1 c 1.32 Liq SAND 2 120 120 60 0 0 0 W1 d 1.33 Up.CLAY 3 120 120 1000 0 0 0 W1 e 1.34 Upper SM 4 120 120 70 31 0 0 W1 f 1.34 55 g 1.34 n 1.34 1 1.34 l 1.35 35 Elev. (ft) 15 a� f e g 0 q W1 -5 a 3 2 1 W1 1 W1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.31 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRIN-10.PLT 10-27-00 11:56am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure P+ez. a 1.93 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface b 1.97 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. La.CLAY 1 120 120 2000 0 0 0 W1 c 2.02 Liq SAND 2 120 120 60 0 0 0 W1 d 2.03 Up.CLAY 3 120 120 1000 0 0 0 W1 e 2.03 Upper SM 4 120 120 70 31 0 0 W1 Concrete 5 150 150 4500 0 0 0 W1 f 2.05' 55Lh2.06 35 Elev. (ft) 15 L Iaj f 5 0 4: 4 -5 4 -_-_- _-_-_-_-_- -_-_- W12 5 1 W 1 Wt1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.93 X-Axis (ft) Factors Of Safety Calculated By.The Modified Janbu Method for c & phi both > 0 Springdale Reservoir During Construction Static Stability Ten Most Critical. C:SPRIN-11.PLT 10-27-00 11:57am 75 # FS Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.79 Label Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface h 1.84 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Lo. CLAY 1 120 120 2000 0 0 0 W1 ' c 1.89 Liq SAND 2 120 120 60 0 0 0 W1 d 1.89 Up.CLAY 3 120 120 1000 0 0 0 W1 e 1.90 Upper SM 4 120 120 70 31 0 0 W1 Concrete 5 150 150 4500 0 0 0 W 1 f 1.90 55 g 1.92 h 1.92 1 1.93 J 1.93 35 Elev. (ft) 15 LJ e I 0 5 d Wit= a W1 5- 33 2 5 Wt wt1 -25 0 20 40 60 80 100 120 140 PCSTABLSM FSmin= 1.79 X-Axis (ft) Factors Of Safety Calculated By. The Modified Janbu Method for c & phi both > 0 r, ,�� 010256-001 APPENDIX G i LEIGHTON AND ASSOCIATES, INC. i� GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING Table of Contents Section Page 1.0 GENERAL G-1 F',] 1.1 Intent G-1 1.2 The Geotechnical Consultant of Record G-1 F111 1.3 The Earthwork Contractor G-2 2.0 PREPARATION OF AREAS TO BE FILLED G-2 2.1 Clearing and Grubbing G-2 2.2 Processing G-3 2.3 Overexcavation G-3 E 2.4 Benching G-3 F2.5 Evaluation/Acceptance of Fill Areas G-3 1 3.0 FILL MATERIAL G-4 F 3.1 General G-4 I 3.2 Oversize G-4 3.3 Import G-4 F 4.0 FILL PLACEMENT AND COMPACTION G-4 F 4.1 Fill Layers G-4 4.2 Fill Moisture Conditioning G-5 4.3 Compaction of Fill G-5 F14.4 Compaction of Fill Slopes G-5 4.5 Compaction Testing G-5 4.6 Frequency of Compaction Testing G-5 4.7 Compaction Test Locations G-6 5.0 SUBDRAIN INSTALLATION" G-6 l ? 6.0 EXCAVATION G-6 7.0 TRENCH BACKFILLS G-6 7.1 Safety G-6 7.2 Bedding&Backfill G-7 7.3 Lift Thickness -7 g 7.4 Observation and Testing G-7 3030.495 G-i 010256-001 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING Table of Contents(Conjd Standard Details F A-Keying and Benching Rear of Text B - Oversize Rock Disposal Rear of Text C - Canyon Subdrains Rear of Text h D - Buttress or Replacement Fill Subdrains Rear of Text i P E - Transition Lot Fills and Side Hill Fills Rear of Text j4 :s C C I Fj F9 E, al y4 i I i' III 3030.495 G-il LEIGHTON AND ASSOCIATES,INC. General Earthwork and Grading Specifications �i " 1.0 General i C� 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical it F Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. ( Prior to commencement of grading, the Geotechnical Consultant shall review the I "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, I' elevations recorded, and/or tested include natural ground after it has been cleared i for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. pThe Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction Ftesting of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. Fil G-1 LEIGHTON AND ASSOCIATES,INC. General Earthwork and Grading Specifications 1.3 The Earthwork Contractor t ! The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The FContractor shall review and accept the plans, geotechnical report(s), and these . Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and Pspecifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork r- contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. F11 The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with .the applicable grading codes an d agency ordinances, these Specifications, and, the�c recommendations in the approved geotechnical report(s) and grading plan(s). If, in the P opinion of the Geotechnical Consultant unsatisfactory conditions such as unsuitable soil improper moisture condition inadequateP compaction, insufficient F., buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that.construction be stopped until the conditions F are rectified. t ; 2.0 Preparation of Areas to be Filled I 2.1 Clearing and Grubbing a Vegetation, such as brush, grass, roots, and other deleterious material shall be h sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. FjThe Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of F� organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work P1 I, G-2 f � 3 LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications Fjin the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to pcontinuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel motor oil grease,:coolant etc. have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, Fpunishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing FExisting ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. F, Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, j and free of uneven features that would inhibit uniform compaction. i 2.3 Overexcavation F�! In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, F fractured or otherwise unsuitable round shall be organic-rich highly Y g overexcavated to competent ground as evaluated by the Geotechnical Consultant F during grading. 2.4 Benching k F Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. ! . 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill including removal and processed areas key bottoms and F benches, shall be observed, mapped, elevations recorded, and/or tested prior to '! being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. R�! G-3 F LEIGHTON AND ASSOCIATES,INC. General Earthwork and Grading Specifications t.� 3.0 Fill Material ` W 3.1 General F Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant i n prior to placement. Soils of poor quality, such as those with u acceptable Fgradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. l'? 3.2 Oversize F-1 Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import 4 I If importing of fill material is required for grading, proposed import material shall meet the requirements of.Section 3.1. The potential import source shall be given j t 1 to the Geotechnical Consultant at least 48 hours (2 working days) before 1 importing begins so that its suitability can be determined and appropriate tests performed. I' 4.0 Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per F Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. j The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. F P! F! G-4 LEIGHTON AND ASSOCIATES, INC. F1General Earthwork and Grading Specifications 4.2 Fill Moisture Conditioning ' Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum Is density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test-Method D1557- { 91). 4.3 Compaction of Fill Fi After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately F sized and be either specifically designed for soil compaction or of proven reliability j to efficiently achieve the specified level of compaction with uniformity. PJ 4.4 Compaction of Fill Slopes F In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by'backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion. F of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing A P Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). j 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in -vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the L F1Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. f 'r FJ G-5 7 ,HH{G ,1 i LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that Fil the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. F i 5.0 Subdrain Installation F Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may P, recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrami s shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation � Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical E plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation-of exposed conditions during E grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended N by the Geotechnical Consultant. �t 7.0 Trench Backfills i t 7.1 Safety J The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. R F F P11 G-6 is LEIGHTON AND ASSOCIATES,INC. General Earthwork and Grading Specifications 7.2 Bedding; and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The J bedding shall be placed to 1 foot over the top of the,conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. ! I? The Geotechnical Consultant shall test the trench backfill for relative compaction. F At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. � d 7.4 Observation and Testing The jetting of the bedding around the conduits shall be observed by the c. Geotechnical Consultant. 4� 7 G-7 010256-001 APPENDIX H References Barrows, A.G., 1974, "A Review of the Geology and Earthquake History of the Newport- Inglewood Structural Zone, Southern California," California Division of Mines and Geology, Special Report 114, 115p. Bartlett, S. F. and Youd, T. L., 1995, Empirical Prediction of Liquefaction-Induced Lateral Spread, Journal of Geotechnical Engineering,Vol. 121, No. 4, April 1995. Blake, T. F., 1998a, FRISKSP — A Computer Program to Perform Probabilistic Earthquake Hazard Analyses Using Multiple Forms of Ground-Motion-Attenuation Relations — Modified from `FRISK' (McGuire, 1978), Thomas F. Blake Computer Services and Software. 1998b, Annual Update of California Seismicity Database, Thomas F. Blake Computer Services and Software. Boore, David M., Joyner, William B., and Fumal, Thomas E., 1997a, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo-Absolute Acceleration Response Spectra, in Seismological Research Letter, Vol. 68,No. 1, January/February 1997. i 1997b, Equations for Estimating Horizontal Response Spectra and Peak Ground Acceleration from Western North American Earthquakes: A Summary of Recent Work, in Seismological Research Letter, Vol. 68,No. 1, January/February 1997, pp. 128-153. Bozorgnia, Y., Campbell, K. W., and Niazi, M., 1999, Vertical Ground Motion: Characteristics, Relationships with Horizontal Component, and Building-Code Implication, Proceedings to the SMIP99 Seminar on Utilization of Strong-Motion Data, September 15, 1999, Oakland, pp. 23-49. California Department of Conservation, Division of Mines and Geology (CDMG),1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, to be Used with the 1997 Uniform Building Code, International Conference of Building Officials. California Division of Mines and Geology, 1997 "Special Publication 117: Guidelines for Evaluating and Mitigating Seismic Hazards in California," adopted March 13, 1997, by the State Mining and Geology Board, in Accordance with the Seismic Hazards Mapping Act of 1990. H-1 i l 010256-001 APPENDIX H(Cont'd) References Geotechnical Professionals, Inc. (GPI), 1999, Geotechnical Investigation for Peck Reservoir Expansion, Huntington Beach, California, Prepared for the City of Huntington Beach, dated August 13, 1999. 1996, Feasibility Level Geotechnical Investigation for Peck Reservoir Expansion, Huntington Beach, California, Prepared for the City of Huntington Beach, dated September 4, 1996. Hart, E. W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Division of Mines and Geology Special Publication 42. Ishihara, K., and Yoshimine, M., 1991, Evaluation of Settlements in Sand Deposits Following Liquefaction during Earthquakes, Soils and Foundations, Vol. 32, No. 1, pp: 173-188. Jennings, C. W., 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions, California Department of Conservation, Division of Mines and Geology, Geologic Data Map Series, Map No. 6 - Faults, Locations of Recent Volcanic Eruptions, Scale 1:750,000. Martin, G. R., and Lew, M. 1999, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, Southern California Earthquake Center(SCEC). Petersen, M. D., Bryant, W. A. Cramer C. H. Cao T. Reichle M. S. Frankel A. D. Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Department of Conservation, Division of Mines and Geology Open-File Report 96-08, U.S. Geological Survey pen- File Report 96-706. Poland, J.F., Piper, A.M., et al., 1956, Groundwater Geology of the Coastal Zone Long Beach- Santa Ana Area, California," U.S. Geology Survey Water Supply Paper, 1109, 162p. Robertson, P., 2000, "Liquefaction Evaluation Using the CPT," Presented to the Los Angeles American Society of Civil Engineers. ~ Sadi h K. Chang C. Y. Egan, J. A. Makdisi F. and Youngs, R.R. 1997 Attenuation g > , � g Relationships for Shallow Crustal Earthquakes Based on California Strong Motion Data, in Seismological Research Letter, Vol. 68,No. 1, January/February 1997, pp. 180-189. H-2 010256-001 APPENDIX H (Cont'd) References Tokimatsu, K., and Seed, H. B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Vol. 113,No. 8, pgs. 861-878. Yerkes, R. F., McCullah, T.H., Schoellhamer, J. E., and Vedder, J. G., 1965, Geology of the Eastern Los Angeles Basin, Southern California—An Introduction: U.S. Geology SurveX Profession, Paper 420-A, 57p. Youd, T. L., 1993, Liquefaction-Induced Lateral Spread Displacement, NCEL Tech. Note 1862, Naval Civil Engineering Laboratory, Port Hueneme, California. Youd, T. L., and Idriss, I. M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Technical Report NCEER-97-0022, December 31, �- 1999, pp. 1-88. Youd, T. L., Hanson C. M., and Bartlett, S. F., 1999, Revised MLR Equations for Predicting -- Lateral Spread Displacement, Proceedings of the 7t`U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, November 19, 1999, pp. 99-114. H-3