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2180 RUTHERFORD RD; ; CB982206; Permit
. ·. 0 8/ l 9 /9 8 t 1 : 4. 5 Page 1 of 1 BU IL DING.PERM .IT Permtt No: CB982206 Project No: A9802923 Development No= Job Address: 2180 RUTHERFORD· RD Sutte: l Penrd t Tv;pe-= INDUSTRIAL TENANT. Ii1i-'ROVEt'IENT 0251 08/19/98 0001 01 02 . C-·PRMT . 564 .. 00 . Parcel No• 212-070-23-00 · Lot#~ Odc~pancy Group~ Refarenoe#~ ·Descriptton: COOLIN~ TOWER ENCLOSURE . . : 3434 SF -CALU)WAY BALL FAC IL. ITY 61_9 Constru¢t1on Type: . Stat,_,::;: · Hp¢,11ecl: Apr/Issue•" Entenei::l By g 4 ~::; 2 ~ .3 1. 8 8 FINAL: Aff~OVAfL INSP.~DATE=4¥=-. CLEARANce ......... ____ -:..-_-:...-:.-:....~-=----- -------------Wt..,> ih.2) /?U<W!tj.t;l~•-s·-· CITY OF CARf.,~BAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 NEM ISSUED 07/15/98 08/19/9-B · .. Jl"I V(~< PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Pal mas Dr., Carlsbad CA 92009 (760) 438-1161 Address (include Bld~S~(t~1~ ~ "2. I f:>O t~YJ Legal 'Descrip,tion Lot No. Subdivision Name/Number FOR OFFICE USE ONLY Validated By _ __,<--=-~=--~...,,,.---Date __________ .,.__.._ __ _ Phase No. Total # of units Assessor's Parcel # j, Existing Use Proposed Use 1.1.z-610-z;-oa r t1-z,01f/,-t1-oo 8925 0111J198 0001 01 02 Name S.tate/Zip Telephone# «"""4 I r50?(M..,, ........ ,:~,--,.\ ~-"'""'" -~~-~--,~,,~ -""'',,J.,,..,.,,.,,"l;.,,-<, '<' ~-,:--~,,,<i1,,w),,,.,,.~--'"" ,,,,.,:, ;i-;..71,, ,,>,. > 't-.,w W.v";;i:Wtt"/%.,,"l',.1..1,"$'%. "~ < A'<'~~-<,,,,;........,,..H, ...,.....,...J.t,:_'Wl,,;;;,i,"'f:,.u.,,,,,,.;;,.,..4~, .«,.,..v,N< ,.. ..... ~-f,t cs; tt@1"11 ~ arr ,~-:-, .. , · .. ·, ...... , ... -._ .. ·---~~ -.-. ;, _,.,,. +>,. '"' . ,, ... ,: .-,,,,,,,-;,,:;:-,,;_77,7:-:'0:"""~""c:;:,:~TI (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any·violation of Section 7031.5 by any applicant for a permit-subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). ,~ P1'-l,./tJt., IN,"'' ?,Ja.7 .Tr .rJ c;;: s. i,1 b, 92.13° 11-:1...,1~" 1 Address City Sta e/Zip Telephone # State License # C. '1 '-I I ?I . Stt ITJ1 £c1,1S\J!::?J£,J~ License Class --'C.-=---------{eitV-BjjjJiiess1:Ii~ :::Zf> It DO Designer Name State License # Address City State/Zip Telephone 1~,w' -(1¥M)QJCZ.u .. X """'~~, '<'V< q,,.,~, .. ~ .... --,..,..,,,., q,y,,-,..,,._.,,,,.,.. y>,,~1 k,, v,,,,,.,,.,,..,,~,,-~,,..,.,, v ,N,,.,...,,,,--~;J;~~~ ........ -.., .. ,, ~~ ¼v .... ~.-N._....,..:;..,,,.,:.,t~*--~'~"'~"~:..;:;;,.:_.,-:.,. ,.,,_..,,.,.,,. .... ~~"'*"~-~-'1 \A, .. ,.ui&rli.illiiii~.--,_ ,. .. :~-_. ---: -·-:_-: ~,~·,.·:· ·:~---~· ,: -. · ·:· ··:·.'(,'':.: ::'.:,~~-:._,.»1,1·,wt,,,,-'/!'.>'".:_., --.-. -r-'7'.:;-_rr:;'-'7. >,,->~ ! .:·.x,:-,-7/t:,r.nJJ}·;~~ Workers:.:Compensiltio'n.DidlJIL n: I hereby affirm under penalty of perjury one-of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance qt the work for·which this permit is issued. O· I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number-are: / r-1,".~~~ai:,c,!l~'OITlpany--/AJ 7, Cb, 0 F: ~ "i'l"'h'""£ a E PA ~.o!i~7Q,. ~ I s::: 2. 9 --CA. ~p1ration "Date"'>...,//'5/ /9, "!THIS•SECTION·NEED-Nb;r BE COMfl.ETED IF THE PERMIT IS FOR ONE HUNDRED·DOttARS"[$100] OR LESS) -----'/ / D CERTIFICATE OF EXEMPTION': I certify that in the performance of the work fqr which this permit is issued, I shall ·not employ any person-in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to acure workers' compensation coverage is unlawful, and shall subject an employer ·to criminal penalties and civil fines up to one hundred thousand dollars , __ _· "'-c,ddition t f compensation, damages as provided for in-Section 3706 of the Labor ode, interest and attorn!ly's fees. , ~ -i # r. ,,,. ·, · --~~-,o SI§ s ' -~.:.-'' ,. ---~ . CDAT-E--''"9<-'~_._...__ __ _ [~iQ;wNjfffBUiiir:iEtrDECLARATfojf · ·:. -·~2 ·;;·'.,\, h,;, ·, ,-:-::*::s:;f-"" ,· ;:~·-x· s ,,, ,.,.~12:'.::~:::i;:·~-:r :J.::tz~::::"'.]i:,;1j.::~;;:~}'~'.;:iz£:;,{¼;:':!;::~::::.'.-d~~~i~] I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole c9mpensation, will do the work and the structure is not intended or offered for sale (S!lc, _7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who .builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements' are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, ·Business and Prof111ssions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(sl licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed propert_y improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work • . 3. I have contracted y.iith the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following perso~ t~ coordinate, supervise and 1/ovide the major work (include name / address / phone number/ contractors license number): / 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the w91k indicated (include name/ address / phone number/ type of work)=--------------------------------~~---------------------- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ~S D NO !s the applicant or future building occupant required to obtain a permit from the air pollution control district cir air quality management district? ~ D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site,? D YES ~ IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE AP.PLICAl'JT HAS IVJET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. iC&QNsm[cj,jQt!,'.!,.,~N,G·M~f:.:,_: :,.::,. ,: ;;,"~.:-~:.:;:,, .. ,..,;;, ;,,,,,:::!.,,/::,'.) <'-~:.,;,;, ~L:tL!:~.'.:?1.~~¼'!t{::;;;_·; ,' ·1;!~1:fZJ:1~')\{;)"£tJ};~z,:c.\1TI;]";~?~~'.;;,D I hereby affirm. that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS lfil:~~,e~1~~;r"::.c;:;:_~;:;;Ril;:-;if;;;;:J!:;;¢_::;:~::;:;ilJ;;:P;;:tN'.;:;:':::·_::=,;;.:::·:::,=,_=.=:;,.,..:::,:::_,_:::_:::,.=.;;:;._,:::_,-:;:_,:::.:.;::_:::.=-.,=.= ... -w.~-;,;.::_.:.. ___ ..:L.:.·:;..,._..:_\-:...-·-:;,..:,_--'~-.• -.·;.,.~-.-. .:.,,:.:,:...,:;;;:_="'=~:;:::::;;;\~=-_,:::_::,;:i:.:;:\:;:·.t:::,_,5:::_,;~=:r:::i:::i:~:::'.,~;::iif::::~:::,,,:::~:.;=,,::::::~:;::··=,.·=,:::.:,:::"'"":::..,,;::;.:.~::::.:.;:·,;;:::,;_:::,,_:::,:-:::,L:::·F;::::::.;:::~:::~=., .• :::,>::::;,,=;;,~:::~;.:::"~;:::1:::;,.=-;j_-:::"'~:::_:-::::_t=.1:::::::3 I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued. by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not COrQmenced wit in 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after th work is comm nc r a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ---'~..::M:l~==I--./LIJ~~:::..· ~~::..._,c...___________ DATE 7/to/ 'f"o -~,--,~~"'--------- WHITE: File YELLOW: Applicant PINK: Finance UNSCHEDULE_D BUILDING INSPECTION DATE ____.-~~4..--,-.ft/~f-1 __ INSPECTOR .P ---·----- .... . PERMIT# _______ _ PLAN CHECK# ____ _ JOB ADDRESS ___ Zt_,_·· .._B_o __ /li=vn ....... )(t __ 't.__.&M,._.,.._""'lill'2-4f2. ...... __________ _ DESCRIPTION ______________ -.-_______ _____ CODE DESCRIPTION ACT l'l PERMIT# CB982206 DESCRIPTION: COOLING 3434 SF TYPE: ITI CITY OF CARLSBAD INSPECTION REQUEST FOR 12/18/98 TOWER ENCLOSURE -CALLAWAY BALL FACILITY STE: INSPECTOR AREA TP PLANCK# CB982206 OCC GRP CONSTR. TYPE NEW LOT: JOB ADDRESS: 2180 RUTHERFORD RD APPLICANT: SMITH CONSULTING ARCH CONTRACTOR: PHONE: 619 452-3188 PHONE: OWNER: PHONE: REMARKS: C/A.O. \ED/RED INSPECTOR··--- Si?ECIAL INSTRUCT: t AM UNSURE OF THE 'PERMIT NUMBER. CONT PERMIT NUMijER SO I JUST PICKED ONE. TOTAL TIME: · . . --RELATED PER,MITS--PERMIT# TYPE ··:-STATUS ~,--... ,. ·;;:.. ,·' ! : CB980400 INDUST 'ISSUED RW980074 ROW 'ISSUED OLP98100 OLP -ISSUED SE980060 swow ISSUED RW980183 ROW ISSUED CB981941 ITI ISSUED AS980106 ASC ISSUED AS980111 ASC ISSUED SE980128 swow · ISSUED CB983043 ITI ISSUED AS980166 Ase ISSUED SE98·0201 swow ISSUED CB981088 PLUM ISSUED CB981681 r:rI ISSUED CB983424 iTI ISSUED AS980206 ASC ISSUED CD LVL DESCRIPTION ACT COMMENTS 21 PL Underground/Under Floor Mc. A&;~ ----------. . ----- ***** INSPECTION HISTORY***** I DATE DESCRIPTION ACT INSP COMMENTS 101598 steel/Bond Beam AP TP SLAB,PS@ TOWER ENC. 100898 Ftg/Foundation/Piers AP TP 100898 Steel/Bond Beam AP TP. G.B. & CLMN FTNS@ COOL TOWER 100698 Steel/Bond Beam AP TP POUR STRIP@ COOL TOWER PNLS 1005.9·8 Ftg/Foundation/Piers co TP P.S. FOR COOL TOWER PNLS 09~898 Steel/Bond Beam AP TP LID FOR COOL TOWER RESVOR 092498 Steel/Bond Beam· AP TP PNLS N-3,El&2, S1&2 092298 Ftg/Foundation/Piers AP TP PNL FTNS 090998 Steel/Bond Beam AP TP PNLS W 1-3 , Nl , 2 082798 Steel/Bond Beam A-P TP TANK ENCL WALLS 082798 Steel/Bond Beam ~p TP 082798 Ftg/Foundation/Piers AP TP TANK ENCL SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 R.lVE;RDALE STREET, P. 0. Box 60.0627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number:. Project Title: Project Location: Architect: · .. · Engineer: · Contractor: Location In Structure: Material Supplier: Mix Designation: Admixtare(s): 9812171 Callaway Golf -Cooling Tower Enclosure 2180 Rutherford Road, Carlsb~d Smith Consulting Architects Prime Structural Engineering Nielsen Dillingham Footing beneath panel #W1 (west side) Pre-Mixed 3033000 Pozzolith 322N Time In Mixer (Minutes): truck Number: Samples Fabricated By: 80 436 GP Slump, Inches: 5 Ticket Number: 276038 Samples Tested By: NH Laboratory Number: 1413 1414 1415 Mark: 1,2,3 Dat~ Made: 09-23-98 . -. -... ._ .. - Qc:1te: Receiyed 09-25-98 P.E!te Tested '' 09-'30-98 10-21-98 10-21-98 ,, Diameter, Inches. 6.00 Area; Square Inches 28.27 Maximum f.;oad, Pounds 63,000 89,250 87,000 Compressive Strength, psi 2,230 3,1'60 3,080. Age Tested, Days 7 28 28 Requir~d 28 Day Strength, psi 3,000 Unit Weight pcf, Permit No: 982206 Plan File No: CC Temp: Air Temp: Air Content: ~--~ 0 0 % . SpecJmen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties. express or implied. Distribution: ·(1) Callaway Gblf · (1:) Smith Consulting Architects . ·(n Nielse.n Dillingham : .(-1-) ·City of Carlsbad (1) F.>re--Mixed 09-23.doc. 1012119S Review~ ByA,J -I : .. 'erq G~orge Gavit, RCE #56564 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 R.IVERDAI,,E STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compre$sive Strength Test Report ·. File Number: Project Title: Project Location: Architect: Engineer: Contractor: Location In Structure: Material Supplier: · Mix Designation: Admixtare(s): 9812171 Callaway Golf .,. Cooling Tower Enclosure 2180 Rutherford Road, Carlsbad Smith. Consulting Architects Prime Structural Engineering Nielsen Dillingham Wall E1 -center of elevation Pre-Mixed 4033000 Time In Mixer (Minutes): Truck Number: Samples Fabricated By: 322Nff ype "A" 35 213 GP Slump, Inches: 4-1/2 Ticket Number: 276645 Samples Tested By: NH · Laboratory-Number: 1563 1564 1565 Mark: 1,2-,3,4 -. Date Mar;Je: 09-2§-98 Date Received 09-29-98 Date Tested 09-30-98 . 10-02-98 10-23-98 Diameter, Inches 6.00 Area, _Square Inches 28.27 Maximum Load, Pounds 90,750 . 1:02,750 135,750 . Compressive Strength, psi 3,210 3,630 4,800 Age Tested, Days 5 7 28. Required 28 Day Strength, psi 4,000 Unit Weight pcf, Permit No: 982206 Plan File No: CC Temp: Air Temp: Air Content: 1566 10-23-98 142,750 5,050 28 0 0 % Specim1;1n sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This.agency makes no other warranties express-or implied. Distribution: (1} Callaway Golf (1) ·Smith Consulting Architects (1) ~ielsen Dillingham (1) City of Carlsbad (1) Pre-Mixed 09-25.doc 10/27198 Reviewed By: George Gavit, RCE #56564 SOUTHERN CALIFORNIA SOit AND TESTING, INC . . 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 · Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor: · Location In Structure: Material Supplier: Mix Designation: Admixture(s): 9812171 Callaway Golf -Cooling Tower Enclosure 2180 Rutherford Road, Cc;1rlsbad Smith Consulting ArchiteQts Prime Str1,.1ctural Engineering Nielsen Dillingham Tower footing @ Panel E2 Pre-Mixed 3033000 322N Time In Mixer (Minutes): Truck Number: 418 GP Slump, .Inches: 3 Ticket Number: Samples Fabricated By: SamplesTested By: VB . . Laboratory Number: 2129 2130 2131 Mark: Date Made: 10-06-98 Date Received 10-0?-98 Date Tested 10-13-98 11-03-98 11-03-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 64,500 73,500 75,250 Compressive Strength; psi 2,280 2,700 2,660 Age Tested, Days 7 28 28 Required' 28 bay Strength, psi 3,000 Unit Weight pcf, Permit No: 982206 Plan File No: CC Temp: Air Temp: Air Content: 0 0 % Specimen S€!mpling, transportation and compressive strength testing wereperformed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (1) Callaway Golf (.1) Smith Consulting Architects (1) Nielsen Dillingham (1) City of Carlsbad (1) Pre..,Mixed 10-06b.cfoc 1115198 Reviewed By: tel · George Gavit, RCE #56564 SoutHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREJ:;:T, P. 0. Box 600627, SAN DXEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report . . Fife Number: Project Title: · Project L0cation: Architect: Engineer: Contractor: . LocatiOn In Structure: Material Supplier: Mix Designation: . Admixture(s): 9812171 Callaway Golf -Cooling Tower En~losure 2180 Rutherford Road, Carlsbad Smith Consulting Architects Louis Perry & Associates Nielsen Dillingham Interior piers west side, 3rd from north Pre-Mixed 4033000 MB 322N/MBAE 40 Time In Mixer (Minutes): 135 401 .GP Slump, Inches: Truck Number: Ticket Number: . Samples Fabricated By: Samples Tested By: LabOratory Number: 2485 2486 · 2487 Mark: A,B,C · Date Made: 10-13-98, Date Received 10-15-98 3-1/2 281543 VB Date Te$ted 10-20-98 11-10-98 11-10.:98· Diameter, lnches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 85,25_0 1"14,500 . 11'5,750 Compressive Strength, psi 3,020 4,050 4,090 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 2,500 Unit Weight pcf, Permit No: 982206 Plan File No: cc Temp: 82° Air Temp: Air Content: 0 % Specimen sampling, transportation and compressive strength testing· were-performed by this _agency in accordance with the applicable ASTM · standards. This agency mal<es no other warranties express or-implied. Distribution: (1) Cclllaway Golf (1) Smith Consulting Architects (1) Nielsen Dillingham (1) City of Carlsbad (1) Pre~Mixed 10-13.tloc 11110/98 Reviewed By: M George Gavit, RCE #56564 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor: Location In Structure: Material Supplier: Mix Designation: Admixture( s): 9812171 Callaway Golf -Cooling Tower Enclosure 2180 Rutherfor.d Rbad, Garlsbad Smith Consulting Architects Prime Structural Engineering Ni~lsen Dillingham West grade beam -south end Pre-Mixed 4033000 MBAE 90 Time In Mixer (Minutes): Truck Nurnbet: Samples Fabricated By: 57 211 GP Slump, Inches: 4-1/2 ticket Number: 280632 Samples Tested By: VB Laboratory Number: 2351 2352 2353 Mark: 1,2,3 Date Made: 10-09-98 · Date Received 10-12-98 Oate Tested 10-16-98 11-06-98 11-06-98 Diameter, Inches 6.00 '·1 Area, Square Inches 28.27 Maximum Load, Pounds 79,750 98,250 97,250 Compressive Strength, psi 2,820 3,480 . 3,440 Age Tested, Days .7 28 28 Required 28 Day Strength, psi 2,500 Unit Weight pcf, Permit No: 982206 Plan File No: CC Temp: Air Temp: Air Content: a a % Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express orimplied . . Distribution: ( 1) Callaway Golf . (1) Smith Consulting Architects (1) NiE?lsen Dillingham (1) City of Carlsbad (1) Pre-Mixed :I0-09a.doe 11/10/98 Reviewed By: M George Gavit, RCE #56564 . . SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: · Project Location: Architect: · Engineer: Contractor: 9812171 Callaway Golf -Cooling Tower Enclosure 2180 Rutherford Road, Carlsbad Smith Consulting Architects Louis Perry & Associates Nielsen Dillingham Location In Structure: · Material Supplier: Tower slab-on-grade/west ccentral location Pre-Mixed Mix Designation: 4033000 · Admixture(s): MB 322N/MBAE 90 · Time In Mixer (Minutes): 60 Slump, Inches: 4-1/2 Truck Number: 390 Ticket Number: 282534 · · Samples Fabricated By: GP Samples Tested By: VB Laboratory Number: 2698 2699 2700 Mark: A,B,C Date Made: 10-16-98 Date Received 10-19-98 Date Tested 10-23-98 11-13-98 11-13-98 Diameter; Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 1.07,500 133,250 • 134,500 Compressive Strength, psi 3,800 4,710 4,,760 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 2,500 Unit Wei§ht pcf, Permit No: 982206 Plan File No: CC Temp: 78° Air Temp: Air Content: 0 % Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standarqs. This agency makes no other warranties expres/$ or implied. Distribution: ( 1) Callaway Golf (1) Smith Consulting Architects .(1) Nielsen Dillingham ( 1) City of Carlsbad (1) Pre-Mixed 10-16a.doc 11117198 Reviewed By: £ SOUT;EIERN CALIFORNIA SOIL AND TESTING~ INC. w -6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: _-Engineer: . Contractor: -Location In Structure: Material Supplier: Mix Designation: · Admixture(s): 9812171 . Callaway Golf -Press Pit 2180 Rutherford Road, Carlsbad Smith Consulting Architects Prime Structural Engineering Nielsen Dillingham Press at walls (last) section west wall poured Pre-Mixed 4033000 MBAE 90 Time In Mixer (Minutes): 62 Slump, Inches: 5 Ticket Number: 280593 $amp/es Tested By: VB Truck Number: Samples Fabricated By: , Laboratory Number: Mark: A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 397 GP Required 28 Da.y Strength, psi Unit Weight pcf, . . 2354 2355 2356 10-09-98 10-12-98 · 10-16-98 11-06-98 11-06-98 6.00 28.27 87,750 114,000 111,500 3,100 4,030 3,940 7 28 28 4,000 Permit No: pending Plan File No: CC Temp: Air Temp: Air Content: 0 0 % · Specimen sampling, transportation and-compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or lmplied. Distribution: · (1) Callaway Golf (1) Smith Consulting Architects (1) Nielsen Dillingham (1) City of Carlsbad (1) Pre-Mixed 10-09b.d9c 11110/98 Reviewed By: I, • \. ' SOUTHERN CALIFORNIA SOIL &TESTING, INC. 6280 Riverdale Street;San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-28_0-4321, FAX 619-280-4717 November 11, 1997 Callaway Golf 2285 Rutherford Road Carlsbad, California 92008 ATTENtiON: Andrew Gracey. SCS&T 9711220.2 · SUBJECT: Addendum to Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40, Carlsbad Research Center, Rutherford Road, Carlsbad, California. Gentlemen: In accordance with the request of the project structural engineer, this addendum has been prepared to provide formulas for the· allowable soil bearing capacity for the subject project. Based on the soil conditions exposed in our subsurface explorations and on the results of the direct shear tests, it is our opinion that the allowable soil bearing pressure for the prevailing soil conditions may be detetinmed from the following equations: : ' Continuous Footings: Square Footings: .-.. q = 1.40 + 0.60D + 0.28B q =1.68 + 0.60D + 0.22B Where: q = Allowable soil bearing pressure in kips/square foot D = Footing depth in feet B = Footing width iri feet Based on these equations, continuous footings with the minimum embedment depth of two feet and minimum width of 1.5 feet will h~ve an ailowable soil bearing capacity of3.02 kips per square foot, square footings will have an allowable soil bearing capacity of3.32 kips per square foot The allowable soil bearing capacity calculated for other size footings using the above equations should be limited to 4500 kips per square foot. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be-'?fpr~fessicinal is ~incerely appreciated. Respectfully submitted, ;-~ .... SOUTHERN CALIFORNIA SOIL & TESTING, INC.: ··· ~ff~ Charles H. Christian R.G.E. #00215 cc: (3) Submitted (3) Smith Consulting Group c--,-,---,---·-----... -.. -··· f:,:. .• . EsGil Corporation -- 1.n Paitnusliip-wit Ii (jovemme.1!,t for '.Bu1.fai111f Saf etg DATE: 8/14/98 [!A~~ANT ·D JURIS~ JURISDICTION: Carlsab'd. ~REVIEWER D FILE PLAN CHECK NO.: 98-2206 SET: II PROJECT ADDRESS: 2180 ·Rutherford Road PROJECT NAME: Cooli~g Tower for CaUaway Golf ., 0 The plans transmitted herewith have been corrected. where necessary and substantially comply with tbejurisdiction's building codes. · \ · l~l The plans transmitted herew_ith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked b,y building department staff. -I . D The ·pla~·s transmitted herewith have significant-deficiencies identified on the enclosed check list and should be· corrected and resubmitted for a complete recheck. D The' check listtransmitted herewith is for your:information. The plans ~re being held at Esgil Corporation ·t:,mtil c~rrected plans are submitted for recheck .. D . The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [ZI Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Date contacted: (by: ) 6 x #: Mail T~lephone Fax lri Person PersQn contacted: Telephon~#: . ~ REMARKS: _ 1. Note on the plan that the buildi n not be occupied until the complete mechanical plan is provided and approved b the building department. 2. Provide a special inspection program .to the building official p or to issuance the building permit. By; David.Yao Enclosures: Esgil ·corporatron 0 GA O CM [J EJ O PC 8/7 trnsmtl.dot ?320 Ches~peake Drive, Suite208 + San Diego, California 92!Z3 + (619) 560-1468 + Fax (619) 560-1576 , \ EsGil Corporation 1.n Partursft.ip Witft. (jovernment for 'lJuilaing Safetg DATE: 7/24/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2206 SET:I PROJECT ADDRESS: 2180 Rutherford Road PROJECT NAME: Cooling Tower for Callaway Golf *** REVISED 7/24/98 D APPLICANT ~ -~REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's .building codes. D. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until. corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Smith Consulting Architects (Michael Woomer) 5355 Mire Sorrento Place #650 San Diego CA 92121 . -~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D E;sgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: . By: David Yao Enclosures: Esgil Corporation D GA D CM D EJ D PC 7/21 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-2206 7/24/98 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 98-2206 OCCUPANCY: U-2 TYPE OF CONSTRUCTION: V-N? ALLOWABLE FLOOR AREA: SPRINKLER$?: N REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 7 /24/98 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: tower . ACTUAL AREA: 3434 sf STORIES: 1 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/21 Pl-AN REVIEWER: David ·Yao ihis plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is. based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those department;, may be re.quired prior to the issuance of a building. permit. Code sections cited are based on the 1994 USC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy} where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 use) comforw.dot Carlsbad 98-2206 7/24/98 • GENERAL 1. Plea·se make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. • PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the C.alifornia li'censed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1997 UBC, UMC and UPC and 1996 NEC. • SITE PLAN 4. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 5. Clearly dimension enclosure setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. • FOUNDATION 6. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based. on the engineer's findings and shall comply with UBC Section 1804. 7. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 1804.3. 8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have .been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). 9. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 • FRAMING Carlsbad 98-2206 7/24/98 10. When special inspection is reqlJired, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Pt·ease complete the attached form. 11. Sheet 3 of the calculation from Louis Perty & Assoc. shows pipe support with 2x2x1 footing. The plan appears to not show this footing. Please clarify. • ADDITIONAL 12. Provide vent and trap for all plumbing fixtures. 13. Provide complete mechanical plan. (What is the purpose of the cooling tower? What is the cooling connected to? HVA,C of the building? energy calculation?) 14. Sheet 13037 revision A by Louis Perry & Assoc. Shows some water chemical treatment outside the ~nclosure. Is that part of this permit application? 15. To speed up the review process, note on this list ( or a copy) where each correction item ha& been addressed, i.e .. , plan sheet, note or detail number, calculation page, etc. 16. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: CJ Yes CJ No 17. The jurisdiction has contraqted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you; Carlsbad 98-2206 7/24/98 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2180 Rutherford Road BUILDING OCCUPANCY: U-2 BUILDING PORTION BUILDING AREA (ft. 2) tower - Air Conoitioning Ffre Sprinklers TOTAL VALUE PLAN CHECK NO.: 98-2206 DATE: 7 /24/98 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER ($) 82416 (per city) D 199 UBC Building Permit Fee ~ Bldg. Permit Fee by ordinance:$ 546.7 D 199 UBC Plan Check Fee ~ Plan Check Fee by ordinance: $ 355.36 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Oth~r: Esgil Plan Review Fee: $ 284.28 Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad -•¥h\·ihi44iih·l•l4·Siih,i§hl BUILDING PLANCHECK CHECKLIST DATE: 8/ 4 /q2; --PLANCHECK NO.: CB 9~U-O(.p su1w1NGADDREss: A.!812 ~er-:.-cC, ~ PROJECT DESCRIPTION: -=/Q ::::ko~ :r encf os:oiC>L--- ASSESSOR'S PARCEL NUMBER: c9 / 6) ... o;zv'.-.2 3 ~ 2 4 EST. VALUE: g 6l 4 I (p ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications prpvided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached., as failure to comply with -instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: Please see the attached report of deficiencies marked with D. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By.: Date: By: Date: -------- By: --------Date: FOR OFFICIAL USE ONLY -ENGINEERING .:AUTHORIZATION-TO-ISSUE-BUILDING-PERMIT: - By: ATTACHMENTS Dedication Application [)edication Checklist - Improvement Application Improvement Checklist Future Improvement Agreement _ Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet --Date: 8/4/t;B ' ENGINEERING DEPT. CONTACT PERSON Name; Danna Trigs City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 4374 CFD INFORMATION Parcel' Map No: lots: Recordation: Carlsbad Tract: A-4 1 ST .r /4.r ya / . BUll.~DlNG PLANCHECK CHECKLIST SITE PLAN .. . 3RD.I Q. 1. Provide a fully dimensioned site plan drawn to scale. Show: ~~orth Arrow · ~operty Lines . xisting & Proposed Structures F. _..Easements /JO)1.)ff ?€12.. CT 81-lo #2,4 . Existing Street Improvements ¥. .,-Right-of-Way Width & Adjacent Streets G( Driveway widths 0 2. Show on site plan: A Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved dr~inage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of.2% to swale 5' away from building." 8. Existing & Proposed Slopes and iopography ~··a 3. Include oh title sheet: /4-a dress 0 0 0 0 0 0 ~ A~essor's Parcel Number egal Description For commercial/in(:f ustrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISC.RETIO.NARYAPPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No·--..-----,.------------------------- 4b. All conditions are in compliance. Date: _________ _ H:IWORD\DOCS\CHKLSTIBuilding PJancheclt Cklst BP0001 Fonn OT.doc 2 fl~P l/13+ g-81,*/0~ Rev. 12/26/96 1,st,r q Q BUILDING PLANCHECK CHECKLIST ·DEDICATION REQUIREMENTS 2ND,/ :3RD.f Q. Q 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm Q .dr1;1in or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ ______ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the de.dication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: . Date: ____ _ IMPROVEMENT REQUIREMENTS Q 6a. All needed public improvements upon and adjacent to the building site must be Q constructed at time of building construction whenever the value of the construction exceeds $ ________ _, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: _____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checkli'st must be submitted in · person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior ~o issuance of building permit. lmprovementPlans signed by:. __________ _ Date: ----- 6b, Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ _______ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: ,. H:\WORDIDOCS\CHKLST\Buildmg Planqt,eck Cklst BP0001 Fonn OT.doc 3 Rev. 12126/96 1 st.r Cl Cl Cl ·o Cl Cl Cl [j Cl Cl Cl Cl CJ Cl Cl Cl Cl BUILDING PLANCHECK CHECKLIST 6c. Enclosed please. find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADIN.G PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. ?a. Inadequate information available on Site Plan to make a determination on grading requirements. Include ~ccarate grading quantities (cut, fill import, export). Write "No Grading1' on plot plan if none is required. 7b. Grading Permit required. A $eparate grading plan prepared by a registered Civil Engineer must be submitted together with · the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to-issuance of a Building Permit. Grading Inspector sign off by: Date: --'----------- 7c. Graded Pad Certification required. (Note: Pad certificc:1tion may be required even if a grading permit is not required.) 7d.No Grading Permit required. 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to· the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, .tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: ------------------ H.IWORD\DOCSICHKLST1Building Plancheck Cklst BP0001 Fonn OT.doc 4 Rev. 12/26/96 '1 st.r 2nd.I 3rd.I 0 0 0 Cl O 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive ,areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. 0 · Required fees are attached 0 No fees required 13. Additional Comments, H:IWORD\OOCSICHKLST\Bulldlng p'1ancheck Cklst BPOOOI Form DT,doc 5 Rev 12/26/96 :l. ~ -a Q) .c (.) C: m a: !l "' 0 >, ..c ·"' 'It -"" 0 Ql .s:: t,) C: "' a: PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB t18-Z.Z:06 Planner VAN LYNCH Address 2 l Bo /?u 'ffll:tlBtif) Phone (619) 438-1161, extension 4325 APN: Z I 2-:-t> 7o ~ 2,,:, Type of Project & Use:epoyw, ~wt/L · · Zoning: v~ General Plan; t?..I;. CFO lin/~l # -Date of participation: Net Project Density: ___ N __ 1,F-/t _______ D-U"""/ __ A'""'·C __ Facilities Management Zone:·-~--- --Remaining net dev acres: - Cir~e (For non.:.resid~ntial development: Type of land used created by this permit: -----) · Legend: [gj lt~m Complete Ci2J Item Incomplete -. Needs your acti«:>n · lEI. D D Environmental Review Required: YES_.__ N~ TYPE ___ _ DATE OF COMPLETION: _____ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Ci-D D Discretionary Action Required: YES NO P< TYPE ---- APPROVAL/RESO. NO.------..-DATE ___ _ PROJECT NO. ________ _ OTHER RELATED CASES: _____________________ _ Compliance with conditi<;ms or approval? If not, state conditions which require action. Conditions of Approval: __________ __... ____________ _ ~ D D Coastal lone Assessment/Compliance ' ' . ~ ' . Project site located in Coastal Zone? YES No_&_ CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Ex~mpt): ··-,: l ,, t \' r .' • , Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal P_ermit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Cgastat Per.J'.nit Determination Log as needed. ~ D D lnclusionary Housing Fee required: YES_._ NO X (Effective date of lnclusionary Housing Ordinance. -May 21 , 1993 .) Data Entry Completed? YES __ NO __ (Enter CB#; UACT; NEXT1'2; Construct. housing Y/N; Enter Fee Amount (See fee schedule for amount); Return) Site Plan: ~ D D 1. Provide a fully dimensional site plan_,d,rawn to scale. Show: North arrow, property lines, easements, . exi;;ting and preposed structures, streets, existing street improvements, dght:.of-way width, dimen~iohal setbacks and existing topographical lines. ·· .ltJ D D 2. Provide legal description of property and assessor's parcel number. Zoning: 12:i-D D 1 . Setbacks: /- Front: Requi~ed " Shown / Interior Side: Required / Shown z Street Side,: ,Required / Shown 7 Rear: Required /cl r Shown /o' ~D D 2. Accessory structure setbacks: Front: Required _____ _ Shown ------Interior Side: Required . _____ _ Shown -------Street Side: Required _____ _ Shown ------Rear: Required _____ _ Shown ------Structure separation: Required _____ _ Shown ------ fl!D D 3. Lot Coyerage:t?_/4:/' Required Shown ------- ~DD 4. Height: o~,,. Required Shown ------- [El D D 5. Parking: o_k / Spaces Required Shown ------- Guest Spaces Required Shown ------- [l].. D O Additional Comments /flrJt ~e d 7Tl:,;l,/q,41y;() /0 l'Jc/1,L (P: llN IT°'> @><-7p4rJIL. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER i!. lyNb ~GZ ~-f City of c.arlsbad · . . _ 98065 Fire· Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date-Of Report: Tuesday, July 21,_ 1998 Contact Name Address Mat-_k Langan 5355 Mira SQrrento Pl Ste 950. City, State San Diego _CA 92121 ~o :fill·!l.~04&0 ~Hl• (.. -Planning No, Job Name Callaway Golf SHELL Job Address 2180 Rutherford Reviewed by: {!,. ~ Ste. or Bldg. No. -----'-- D Approved -The item ydu have submitted for review has been approved. The approval is based on plans; informatidn and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. ~ Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable. codes and standards. Submit corrected plans and/or specifications to this office for review. Fat Fire Department Us.e Only Review 1st'-----2nd ---3rd __ _ CFD Job# 98065 File#~-.,__,_~ Other Agency ID 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ,, ~ ,l ' ,· •• 1 -GOL· CALLAWAY GOLF B.ALL CO~ANY MANUFACTURING FACf:LITY LOUIS PERRY & ASSOCIATES STRUCTURAL CALCULATIONS FOR COOLING TOWER AREA JULY 15, 1998 I I I ,, f: :I\ .I ,1· ,I· I ,, I ·1 I> I .I 1· ,, I ''COOLING TOWER'' STRU:CTURAL CALCULATIONS TABLE OF CONTENTS 1. "tOUIS PERRY & ASSOCIATES" CALCULATIONS A. FOUNDATION DESIGN (A-1 to A-4) B. COOLING TOWER VENDOR INFORMATION (B-1 to B-2) 2. "PRIME STRUCTURAL ENGINEERS" CALCULATIONS A. FOUNDATION, SUMP PIT,. AND ENCLOSURE (CT-1 to CT-11) WALL DESIGN ------~--,---------·-. -----:--------------. -· -. I -LOU ,-S JOB lTTtE (://LL,<;l./ &fl. PROJECT No.f.!2.l:z · ~---· . DESCRIPTION . [',;,,~,:;;. ijv-.0 I . C7 Pi;~J' =::"' 1c{jy ::====== OU & -•INC. SC>LE ------SHEEI' NO. _J__ OF -· I PLANN~Rs .• ~~GtNE~Rs • tR~HtTEC~ •. 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For use of these Design Aids, see Columns Examples 1-8 and 11-16. C 0 L u M N s 7.10.1 C 0 L u M N s 7.10.2 93 ~ 1 . , . , ¥ , . , . mm ........ -.--. -..a,;--' u < ..._, I 1,1 1-111·1,I,, 1· P·LAN fem L3 f crLL I I I / ' ' ,i • Ar· . '" < > ANCHOR BOLT ANCHOR SOLT ft ANCHOR SOLT L2 5 1/2·· L OVERALL OF BASIN AIR INLET ELEVATION ©AS or DAtt(SJ " nn.r aooc l>tC WAJ11.£T 0XI..H: TOl(II CCU'ANY' ~0 -AIJ. IICHfS ll(SUQ \HXII TIC ~r V,WS.. LIFTING SLINGS 17•_5• MINIMUM LENGTH . HOT WATER BASIN COVERS STANDARD MOTOR LOCATION 4 REQUIRED r OFFSET o· TO s· . TO COUNTER BALANCE NON-SYMETRICAL EQUIPMENT THAT MAY BE INCLUDED LIFTING SLINGS 10'-0" MINIMUM LENGTH 4 REQUIRED / ~11/4• CIA. Ha.ES ~ I f I I SEE NOTE 4 11'-6 s;a· TOP MODULE HOISTING DETAIL t AIR FLowt / HOISTING CUP\ I --, I ~ AIR -+-~ FLOW FAN I MIi , I I OFFSET o• TO 3• TO COUNTER BALANCE NON-SYMETRICAL EQUIPMENT THAT MAY BE INCLUDED 19'-11 1/4. 1 1/4" DIA. HOLES SEE NOTE 4 BOTTOM MODULE HOISTING DETAIL FAN GUARD , I- ~ ::c • c., (0 w AIR ~ ,., ::c 0'l 0 ._ I w FLOW '7 O') ...J ...J co -< I--U) 1r HINGED ACCESS DOOR ~ /4 HOISTING CL p ~ --ea ANCHOR BOLT ANCHOR BOLT 2 1 /4" ... ---· 22·-o 112· . --. 2 1 /4" TOP OF SUPPORT 22'-5" SIDE ELEVATION 8--z..,, ,t MODEL MODEL MOTOR HP D.IMENSIONS I NC~200 .( :) NCC20(? NC8200 25 L I , -NC9200 D 10:,-0· 11'-o· 12·-o· NCB210 30 TWO CELL 22~--1· ,\ 24'-1" 2a·-1· NCB220 40 THREE CELL )33'::~ 1/4" 36'-3 1/4" 42'-3 1/4-NCB230 50 L2 L3 L9 © 10·..:.a 3/4 • . 11'-B 3/4·· 13'-B 3/4• NCB240 60 11·-2 1/4" 12·-2 1/4" 14'-2 1/4-NC9200 25 11'.-0" 12·-o· 14·-o· . NC9210 30 I NC9220 40 u .. .-1--;tt",_.J,,,... -{,:JD r NC9230 ) 50 I. :.'1 NC9240 60 NC9250 75 NCC200 25 NCC2t-O 30 NC-C220 40 NCC230 50 ! NCC240 60 NCC250 75 NOTES 1. THE COOLING TOWER MUST BE INSTALLED LEVEL TO INSURE MAXIMUM THERMAL PERFORMANCE AND TO AVOID RACKING. 2. BOTH AIR INLET FACES MUST HA VE AN ADE QUA TE AIR SUPPLY. IF OBSTRUp10NS EXIST, CONSULT YOUR MARLEY REPRESENTATIVE. 3. ROUTINE1 MAINTENANCE DOES NOT REQUIRE WORKERS TO USE THE TOP OF THE TOWER AS A WORK PLATFORM. HOT WATER BASIN INSPECTION AND CLEANING CAN BE PERFORMED FROM A PORT ABLE LADDER, ST AIR, OR SCAffOLD. MECHANICAL MAINTENANCE CAN BE PERFORMED FROM A PORT ABLE LADDER INSIDE THE TOWER. TAKE ADEQUATE SAFETY PRECAUTIONS WHEN USING PORTABLE LADDERS. FOR ADDED SAFETY AND CONVENIENCE, MARLEY OFFERS AN OPTIONAL LADDER' AND PERIMETER HANDRAIL FOR ACCESS TO THE TOP OF THE TOWER. FOR INTERIOR MAINTENANCE, AN OPTIONAL INTERNAL WALKWAY, LADDER AND ELEVATED MECHANICAL EQUIPMENT ACCESS PLATFORM IS ALSO AVAILABLE. DETAIL DRAWINGS FOR THESE AND OTHER NC TOWER OPTIONS ARE AVAILABLE FROM YOUR MARLEY REPRESENTATIVE. • I 4. HOISTING CLIPS ARE PROVIDED FOR EASE OF UNLOADING AND POSITIONING. FOR OVERHEAD LIFTS OR WHERE ADDITIONAL SAFETY PRECAUTIONS ARE PRUDENif, ADD SLINGS BENEATH THE TOWER. ADEQUATE SPACE HAS BEEN PROVIDED FOR REMOVAL OF SHACKLES AND 5 1/4" PINS FROM HOISTING cups· BETWEEN CELLS OF MULTI-CELL TOWERS. IF PIN IS LONGER THAN 5 1/4•, THE CELL MAY BE SUD INTO FINAL POSITION USING COME-ALONGS AT THE •BASE'. OF THE UNIT, AFTER REMOVAL OF SHACKLE PIN . -... ___ _ 5 .. ASSEMBLY TOLERANCE· IS ±1/8". -CONSULT SUPPLIERS OF SUPPORTING STRUCTUR::'.: FOR CONSTRUCTION TOLERANCE. ALL OF THE DIMENSIONS SHOWN ARE IN 1-P {INCH-POUND) UNITS UNLESS OTHERWISE NOTED. 1-P UNITS , ... __,. 98-114 ~ ~-. ..... IOCc:-LO KSE SCHEMATIC DETAILS l ~C8200, NC9200 & NCC200 MUL Tl-CELL TOWER ~ ~ ~ i@lm'J' ST AND ARD MOTOR LOCATION lliJ A United O<wnirtion Company ,.,._ __ .. 1-:-,16-98 f ... JHH .... 09-16-96 oc.oc:a I ~ l.....UY~ ....... j ,._Cit t ~...-.,C..,,,.. I ll(V. MPC 1=80 I 96-23626_ I B I I I I I I I I\ I :I I I I I I I I I -1 ADDITIONAL BEAMS RECOMMENDED FOR ~ FIELD ASSEMBLED TOWERS FACE "8" ~LL iA ------~ J-----~ l I I~ @1 I! r @1 I! JA I I I I I 11 I I I II I I 11 V, , , I I , , :i: I I I ,- ...J l I I -I I l I I l 0 I I I Ill z I I I I I v; a:: I I I I I <( 0 Ill :i: : I I I ii : I : I I: u I I I "-z 0 <( 11 I I 11 11 I I 11 ..J "-l 1 I I ll l 1 I I I l ..J 0 I I I I <( a:: C:,IJ I I I I w I I I I > 0 0 ,-'1 I I I I I I I I , 1 C:,IJ : I I I I: : I I I I: in "' I I I I I I I I I I l l I I I 11; "' ::=:-i ~I I I I I "" ~I ' I I I I I I I I I I ~ II I I II 11 I I II~ "-II ..L_ I I I I I I I , , ... A I I@ @! I l l I I @l I: r!' !A !© 1" L2 ~ TO ~ OF ANCHOR SOL TS L7 1'' (TYP) L OVERALL OF BASINS PLAN OF SUPPORTING STEEL (THIS PLAN NOT APPLICABLE FOR THREE CELL MOTOR OUTSIDE AIRSTREAM OPTION) MINIMUM BEARING WIDTH MAY BE PROVIDED BY BEAM FLANGE OR BEARING PLATE AT ANCHOR SOLT LOCATIONS. 6" BASIN STIFFENER PROVIDED AT ANCHORAGE LOCATION. C.W. BASIN C.W. BASIN SUPPORTING BEAM (BY OTHERS) VIEW A-A ... • 5/8" WASHER (BY OTHERS) /I'-~ Yf ., I'! ,-.. ;yr ') -;v i 11--------- !O a,., ' . 7 VIEW 8-8 (G'(~ '1~ SUPPORTING BEAM (BY OTHERS) .. - -0~ I DIMENSIONS SHIPPING WEIGHT PER CELL DESIGN OPERA TING LOADS WIND/SEISMIC LOADS TOWER TOP MAXIMUM MAXIMUM MODEL BOTTOM AT@ VERTICAL HORIZONTAL L L2 L7 LB MODULE MODULE PER CELL PER TOWER REACTION AT@ REACTION AT@ NC8202 8338 33014 66028 8254 NC8212 8400 33076 66152 8269 NC8222 22·-1· 10·-s 3/4" 5 1/2" 3 1/2" 6999 8543 33219 66438 8305 5405 3121 NC8232 8609 33285 66570 8321 NC8242 8881 33557 67114 8389 NC9202 8838 35689 71378 8922 NC9212 8900 35751 71502 8938 3126 NC9222 8964 35815 71630 8954 24'-1" 11'-8 3/4" 5 1/2" 3 1/2" 7497 4958 NC9232 9030 35881 71762 8970 NC9242 9302 36153 72306 9038 3149 NC9252 9441 36292 72584 9073 NC9262 24'-8 1/4" 11'-8 3/4" 1'-0 3/4" 10 3/4" 7497 9521 36372 72744 9093 5779 3353 NC8203 8338 33014 99042 8254 NC8213 8400 33076 99228 8269 NC8223 33'-3 1/4" 10·-s 3/4" 5 1/2" 3 1/2" 6999 8543 33219 99657 8305 5405 3121 NC8233 8609 33285 99855 8321 I NC8243 8881 33557 100671 8389 NC9203 8838 35689 107067 8922 v--- ~. NC9213 8900 35751 107253 8938 _ NC9223 ""'" ---·-,-~ 4 36'-3 1/4" 11'-8 3/4" 5 1/2" 3 1/2" 7497 -4958 CNC9233 , ) 9030 35881 107643 8970 .. NC9243 ~.)UL ---. ··--- 3149 NC9253 9441 36292 108876 9073 NC9263 37'-5 3/4" 11'-8 3/4" 1'-0 3/4" 10 3/4" 7497 9521 36372 109116 9093 5779 3353 GENERAL NOTES 1. 2. 3. 4. SUPPORTING STEEL .THE SUPPORTING ·sTEEL IS TO BE DESIGNED, CONSTRUCTED AND FURNISHED BY THE CUSTOMER. IT SHALL INCLUDE CUSTOMER SUPPLIED 5/8" ·DIAMETER ANCHOR BOLTS AND WASHERS TO SUIT THE GENERAL DIMENSIONS OF THIS DRAll1NG. THE TOP SURFACE OF THE SUPPORTING STEEL MUST BE FRAMED FLUSH AND LEVEL THE MAXIMUM BEAM DEFLECTION SHALL BE LIMITED TO 1/360 OF SPAN, NOT TO EXCEED 1 /2" AT THE ANCHOR BOLTS. DESIGN OPERA TING LOADS THE DESIGN OPERATING LOADS SHOWN IN THE ABOVE TABLE ARE BASED UPON THE VOLUME OF WATER IN THE COLLECTION BASIN AT SHUTDOWN. THE SHUTDOWN WATER LEVEL HAS BEEN SIZED TO ACCOMMOOA TE MAXIMUM ALLOWABLE FLOW RA TES. THE DESIGN tOAOS ARE SHOWN FOR YOUR USE AS A QUICK REFERENCE. · THE ACTUAL OPERA TING LOAD IS VARIABLE, AND IS DEPENDENT UPON THE DESIGN FLOW RATE PER CELL DESIGN LOADS ARE ALL BASED UPON THE RECOMMENDED OPERA TING WATER LEVEL OPERA TING LEVELS IN EXCESS OF THAT RECOMMENDED WILL RESULT IN LOADS EXCEEDING VALUES STATED. CONSULT A MARLEY"COOUNG TOWER SALES ENGINEER FOR GREATER DETAIL ON THIS OR ANY OTHER SUBJECT. TOWER WIND AND SEISMIC LOADS TOWER WIND LOADS ARE CALCULATED ON THE BASIS OF 30 POUNDS PER SQUARE FOOT AND ARE ADDITIVE TO THE OPERATING LOADS. THE VALUES SHOWN RESULT FROM LOADS APPLIED TO THE CASED FACE OF TOWER . THE REACTIONS DUE TO 111ND LOADS EXCEED THOSE RESULTING FROM SEISMIC LOADS THAT ARE BASED ON UBC. ZONE 4, l'!!TH THE EXCEPTION OF HORIZONTAL BASE SHEAR ON MODELS NC924X AND NC925X. THE HORIZONTAL SHEAR FOR THESE MODEtS IS CONTROLLED BY SEISMIC LOADS. SHIPPING WEIGHTS AND MAXIMUM OPERATING LOADS VALUES SHOWN IN TABLE 00 NOT INCLUDE THE OPTIONAL EQUIPMENT WEIGHTS, NOR DO THEY INCLUDE THE WEIGHT OF ANY EXTERNAL PIPING. AS ALLOWED ON THE TOP INLET CONNECTION DETAIL DRAWING. ADD THE FOLLOWING MAXIMUM STANDARD OPTION WEIGHTS TO TOWER WEIGHTS ANO LOADS WHEN APPLICABLE: MOTOR OUTSIDE AIRSTREAM 100 # PER CELL AIR INLET SCREENS 275 # PER CELL (2)HC VALVES 150 # PER CELL LADDER AND HANDRAIL SEE APPLICABLE SALES DWG. FAN CYLINDER EXTENSION SEE APPLICABLE SALES DWG. 5. NON-STANDARD ANCHORAGE LOCATION ANCHOR BOLT DIMENSION 22'-0 I /r MAY BE DECREASED UPON REQUEST. CONSULT A MARLEY COOLING TOWER COMPANY SALES ENGINEER F c-A TIONS ARE ADDED TO HE WHEN MULTI-CELL TOWERS ARE ISOLATED WITH VIBRATION ISOLATION SPRINGS, THE SPRINGS MUST BE LOCATED UNDER THE SUPPORTING STEEL BEAMS AND NOT BETWEEN SUPPORT BEAMS AND TOWER. OTHERWISE. COLD WATER BASIN LEAKS MAY OCCUR. 8. CONCRETE SLAB WHEN TOWER IS MOUNTED ON A CONCRETE SLAB, THE STANDARD STANDPIPE DRAIN AND OVERFLOW LOCATED ON THE FLOOR OF THE COLD WATER BASIN MUST BE REPLACED BY A DRAIN ANO OVERFLOW LOCATED ON THE SIDE OF THE COLD WATER BASIN. PLEASE NOTIFY YOUR MARLEY SALES REPRESENTATIVE WHEN TOWER IS TO BE MOUNTED ON A CONCRETE SLAB. 9. UNITS TOLERANCE APPLICABLE TO DIMENSIONS SHOWN ARE DEPENDENT UPON FABRICATION, ASSEMBLY AND CONSTRUCTION TOLERANCES. MARLEY'S FABRICATION TOLERANCE IS ±1/16" & ASSEMBLY TOI.ERANCE IS ±1/8". CONSULT SUPPLIERS OF SUPPORTING STRUCT\)RE FOR CONSTRUCTION TOLERANCE. ALL OF THE DIMENSIONS SHOWN ARE IN INCHES AND ALL WEIGHTS IN POUNDS UNLESS OTHERWISE NOTED. · 10. ELEVATED TOWERS CONSIDER PROVISIONS FOR ACCESS TO TOWER IF IT IS TO BE MOUNTED ON AN ELEVATED GRILLAGE. I-P UNITS LADDER E~T & SAFETY CAGE SEE APPLICABLE SALES. DWG. 97_'7457 SUGGESTED SUPPORTING STEEL ARRANGEMENT [!] 1, SINGLE INtET SEE APPLICABLE SALES DWG. ~" ---SERIES NC8200 THRiJ NC9200 ~ llarleyCoolingT_. ACCESS PLATFORMS SEE APPLICABLE SALES DWG. © KSE MULTI CEtL AND TWO CELL MOA TOWERS -•---~., M.E. REMOVAL SYSTEM SEE APPLICABLE SALES owe . ©UOTD,1,1'QS} .. 1111.l&.CIOl:'IIC"«(TC00Ufl4 0..~IIC'f' oaA•IT 041l OUIIO -~--fll.OI ~---· :,o.ot,c/Jl,#1«1~.ou.~rs~ UKl(llt',CCCll•'l"DUL,l-S. ,. 06-10-97 JHH 09-20-96 MPC 1=1 I 96-41690 I B ~ .;, I --1 ,. ·I I I: I I: I· I I I I I I -I 1-,, I PRIME STRUCTURAL ENGINEERS 16980 Via Tazon, Suite 260 San Qiego, California 92127 .Tel (6j 9) 487-03-11 STRUCTURAL\ CALCULATIONS o..ee~'Zr ~t,,¢1 di-; w~\,,J?-t;otJ~ ~c/u~r-e- . (J -/2# if-I ~ cT--1/ ·1 ,-.) I I I I I I .I· 1 .. I. I I I I I I I I ~7Ui-1~_ 'b~i*tt-· We-· ~- fr .. o. ti' ,c. [ .o "-"'-1IC "i'?, J f"' o..,,) r ~ o\74-IOOf'7f ~ w,oe~f ~~-vl:.rz.-6bb~~ , t'..t,.,_(,lq ,}:>r.-/t-,~('>f' ;:;.. ·18 .c;, r;j (.-P.O t::-0,;; ( .. --v-~.:-( .. o 4 Z11 >rt t0 0 w0'.?::t?"::,. o/1 t+-41.:> r 0-..., .i:.. 0 -'{ 0 K l ,01,. J f -,:;. 0 ''V& e,J r / 0,. I 'l,:; t. &,D .J ~ '°:> C. Fr~ D. ~ "-100 :::--1.-6 ,(J f:Sr--.:;, 74 .. 0 ~ v~o r7i 1--f 1-~tJ-vti"fvT q-p \ ~ 1 ~ ~r, v: ~ a. tt*Aio h I½> '?-,,d_ /~~~ iJ, & " * I '1't1 /J /,"' · .:~ fA6-<tL'{..,. W,.op~f~ -t111(-l 1///, ~ -tk(O. ortfk J µ,t{ ::-1 z('f I I ~/,,r I -h) V =-('1--f '7..£~ --(,/\ t' {?I. l'J/410-0 ll,(7 00 (. ~. [?..-u::: 1 of. -~1e& rt ,,IJ&--Ll~g: v6t-f. 9\-~ e p/2-14-fe. -..,I C.:,~ :;:.. \r--v'/-~.,~ ~ v-071//. .;_pM-:.-~ o. ~ 0,-<A-:::. ;t?b ! \t)Ov /1,0pi:, }._ S\. . q,~ ( ~ D,-if~ J?/r=r E-Jb(v)~ 12/u,1< AA r,n,1t '"7 "f",<., '1 ~ ~--1h K ~-'7', · , I ·1 I. VJOfAPt{ :ww~ ) I I I I I I , .. I ~ _.)t I I I I I ·I I I I ~ (nu:,)~ & ... ? \ 1-i,yM,-0 .. n' r 0,\~/4'1 +4u~) rJ ie~"J e-'~ fk$ . . I""-" pc;f 7<--~-11'·""' "2,S 1 r"' fr., lt½..(r~ t;°,'3 ..:;, I o"7 \ '7 t, c? 11.:~/·r-r I I I I I ' _.:' I ,.- 1· I I I I I I I I 'vJ ,f E? ~ r~,;, /f.o'7 f-fJ {~ \~~ ift{v 1DMb p ;_v ~ f')..4 I Ov' ~ I), { ' l\.Pvi? · \ "");OvO l<l,--r 17 "' 11/ I I f7 ~ '' ~ t J'; / 1,f '*11.'I. (0 C.:.. [C,A ~ 40 e-<[Po ~J ?!rSf:fJ,) ~'4('-,Y\V~ ~ . UMk.\,.,) (_ ~.vv 1:-m ~,uh) 0o¼v ~-1--??~((1 \ \\ n"'{A ~ . ll 1.1?1 ~1r, J lC,_,t,( c., (l 1-,'? cl-<A :; If I 'lf' == o:vfJ~fl -t--t;( v) 0 /"'f'O/C/. I '1 I I I I I I. .. · I I) I I I I I I I 1·- 1 ........ · . · "' ,::,;;, r 'D6RAM GRADE BEAM .A,'Jt1' L. V"T ~ "·R 7.25 X \/ r,;~.x M rn~-~ ~ ;T,~ ~i 2, 75_ (!. 74 :3,2E -(1, (H) S,20 6,54 _{\ -t,f . ,., 'fl = = = 5. 51) ft LOO ft 1, 25 ft 0.15kcJ (),(;0 kEf (1.19 klf ft t, k:f) (k, kit.) (4, CJ) I I-~ J I·· I I· I. I I I I.· .. :; ., I I I I I I I 1· I DESIGN DATA fie -.•, ro .. -i.,.J l~~l fy = 6~. 00 ksi Lc,;d Factor = 1,40 SHE·AR DES!er~ V1ij;,: = ·'"i • tr C: .~ I• ·-· 1 -~ fo. f -' - ~-: i·:·x = !--;:H· = 11). 2 kit ;:E :tr : i: -~ i ,·1,.. ~.-IC• c.,s ,.. ·" 'l,l'"t (4.02) 0 = · 12,CO in h = 1s.oo l;'l d = 11, (!{} :n 1·~ = 13:2 !; Vs = :), o k !). 35 t• 1.: v,,"'f~ -· :. -·~ ·~' .'I,. ·-1 l-1 :3S I I I I I I I I ;_ . ., ,. I I I I I I I 1·· I · s1p12v.!s0b4148TBEAM ANALYSIS ?ROBRAXsip"3vls{1b414ST SPAN LENSTH = 11. 00 ft (,Si:apl e S~an) TRAP/UNIFORM LOADS (k/ft ~ ft} o. 0::10 o. ooo. (i,, 560 0, 000 o,oso ~:EA~; !O;\S tk) ~04D o. (i{J LEFT V • -~ c-·.;. ... ,w4 .... , Vd ~ax= 3.63 ~ @ 11,00 ft X 'M;x = 7.J3 'kft @ 6..4';~ ft ';: .. ,.. la.a.\": ri ... .r ... -:-.:-.:. L / 18:) L / ~40 L / 3~0 1577SB/EI .7~ ~· . ' ~· 115!)93 42019& \ ) st!B(iE-i2S/S8 ,,7-3fi.O (5. E,0) =-(lj,1 (l. Mhl 2v0s(l~$i . ·1 . I-~ .J I I I I I I I I _,: I I I I I I I I I ,. u;ofAelt(. =w.v01::: w-~¾Arte-u$} e r,1 tµkt,v .tt>$ f · e 1Pe ~,:)ziPJe¢, C thth 1)'i w ~\t) \ -~~v) ~~ lOO f7f t,.u t-~ v("'o (':;f~ :;-,0 P?F ~)/. ~!Cl·Y :;. 6 \ t.V 'l-l or? f-L. 7 '/-.140} \.-.JV v V ~ I :vf b ::. t>-.c'JJI,. \ 7,-0 o-o /1-Po-O . . &2:f.z ~ o,.'721"1/Pf ~ ~o-J~ 1tvb'f..b . . fh r{p-.J ~ D-.oO If? }l8 t< \v .v Or /1,~//f . * wrb 'l/1 0 r .u.-w-r. o ~ ~ 1r pl.,7 e,0r-;:; 11/f oo A PRIME JCS: t/.1-?;b ~ "~ STRUCTURAL CATE: h'J! .. ~ £1'Ia... ENGINEERS Sir : IP/ il~ (M c:,. ~ ~ *-4 J i ~ fi.,,.. 1Ai u-7t<1-C ,/.'(f <>-1t i;r,'jrt . __,. Jroo,-fiopW g,--/17 " ( ;-1gJ1~k. tt-~----#'o I .;.. ~f'l ~ tl{. 0 k r4 "' l ( ( 8 r . =-0-bbl.f -'I. -~ (? u-1 J -e, [M.-r--f L/<o-f.-((7 ~ ~ ~ !-Q A ~ ~, ~ --~ ~ I 1-,. 1 I I· I I I I I 1--_t· - I I I I I I I I I · l; 2,1. fPuf)oMQw· ~\ lo . r,, f ~ '-.{' w,. ~ p'. lJ.tU,, <,uf ~ !-v<r'ir1 (\ I ~ ]i1S" f'lr ~vrb ~ (oo 'I-IJ<~ ~ SS'V 11-v<tlt" ~~ .'.1/ ½'O f7j1.. ~, ~ -c.: {-; 1 ~-~ ~). I ,1· I I I I I IJ I I I I I I I 1·· I ., .. ,L.1i'\ 1 u.,,tR ~!"f rn•;)J!';l., ""'u I " i I .._ • ., ,1_,.i'I' ! l tJjl Cl';":1 nt· ·nu~ ------------------- Fcu)tir.g LEN8TH footing ~!(. R 1( f.i~ Jr--0-~ ( ~J. ? C.1v6p 6'=-~ ) L,e_.-;;-(.Jt:{ '}>--=-/?-•~ ~!»f' ;:;-18 .o p;j (.~.o c.O,:, {'-.-v-~r~ 0 '7 'G-1 ~M tU 0 wtJ7'.½2,;.. 'j~;.1 r(\.Ot~ V(f~ -->v· 1~"-,;;;{..0 te.p~r~ o. (lf-?J · 1. o "-o, ~" " t -.o ( t w)Pr ~ CJ, 11?? IJJf · '? -h,,.,c -;=-C). / .-ffl-'\t~-:;. °'"1l+-~0v,:;, °'-1"-O·'{DK {--o~Jp-:::. O __ Y&)r ) ~1s.; 1t (ryD..J~~ ~.:. 0 ~ v~0 r~r 1--f 1-U>~'VfhYT '\t? I~~~ ~f,c.-: ~ o · vf!-A-.> n F½, fuf · I '?'Jk i) , 1:, t1 f I '1:tl Lit," .1 ~ '>"' · I I rifr,r-~, r 1µ.tty: ~ W-Of~~ 'V7(1I Y. ///, ~ bb(O. o · J M,u::-· 1 -z£'f 1 1 ~'i , b~V :z. 1~ :J;.£~ ~ ()d' {'~ 1. / 'J,,000 j 1,& 0 0 "·, /?-v."' I of. ~ 1~ H~ ~Sji: V6t,f. ~# e /7A-r-1,t.~ &>oL1Pb'( ~w~ f!tJdt1>'llcd'1e w~1 -~ j ~ (nu=>')~ , . D\0 o \ r;;y_ (91-\'1/ ~ D d l{t.flY ltYf ;ffe 40-1,) (J I e!A ~__t/ ~ GA--r~ . & ·?\1· 0k{L, .f j -~ '° s 1, . . --,J(<-,--,#-1--1----------> r{f{~-; 6~/$~lf)'9t qo ~~1°7'1rVt' trG·-t. ll7b('t/b ~ i~/(fo/rf L'tb )( ~ "' -vl, to' "f 6>1 J\s7u..K.~ lo <{'(tJ.,fv h-;)r 0/ntt-- ../ . ~~ /.;r . \~ t, -:;, 1-,.P oO . \ "W 0-C, "'1/J, f (? A-vr~ /f.o"I it-f.? ~ lt-M. ~ 40 ~ a-u ~ t{, .. oo/ ~ {P~ ~J {q'. \~-rrttv IDMAL b ,\ v ~ . \ 'l-4 I Ov' -;;:.-C), [ ' lv AA~ V( ( . t'vP-7Q \-WOO ~"'-"b ~ 111 \'{ 0 --- ~"vii (0 tJr;G-11,J ~-,1~"~ WM)..., \ \\ 0~ ~ 1~?7lfi-(rv( n-t,\ ~ il \ f? I ~fl J lC.,~.::., l [ 1-,'7 1 lt<A;, ~ ,if = D~vf}1fJ l-7(1/) 0 /"'f'O)V. CDUL1fi1f{ -t--·,c~ '-n:~..:l FOUTIN;:: ~,_ -----------..: :h:.SIGN ------ Footing LENGTH FtH)ting l-!JDTH Fo:)t i ng DEPTH [:i_0!.~.,l-ij ' I 1 nEl g;It = == :: ::: Sur~h~rge = footing+ Surrh= ~ ----------- 1, 00 ft 1 t 25 ft [t, 15 kcf i),(H) ksf (.t, 19 ::1 i ft) ' -.i X ~::=-~t:= T-':\T~ ::,~SE: ?t V ,. · .. - A PRIME JOB: 1J-?b ~ STRUCnJRAL DATE: b-1t, ENGINEERS SHT : f'c = 2.50 ksi iy = HUO ksi Load Factc:r = 1, 40 SHEAR DESI(:N b = 12.00 n h = i5; GO n ~ = 11 I (:0 in = =.: ~b ; -. ~I: •.:lV ,i. I: Vs= 0~ stirrups ~re ootio~al # 3 Stirrup @ 5:51 1 ~ ~ Stirr~p @ 5t5c ll !:' r. ,J Jl. l' ii C,; li., " I As max= l.7E s'. No. Sp;::~ 1:3 :~\01! 0,5 C:4 A PRIME JOB:~· IY r.t}, smucruPAL DATE: &-=., ENGINEERS SHT : sip 1.2v 1 ;0h4148TBEAM AfJALYS! S P.ROEF."AM:.!-r. S·tis0b4148T TRAP/JrHFGRM LCA·DS {kift t ft) t; ~-~o ·,,:\.i-i..= L / 130 L / 24t) V l -~ --~·-: .•,J..:.. LEFT ; ., ;:.~, l::D=.:i.. i (842 235797 : l: 00 i:: (}(} '~7-260 wolAeb( :tP\)J6rt:-?t) Mw~ . ~f e frf 0.wk. ~f- 6 11>e ~~~Cf?-C thtf? 1)\J w ~'-f) \p'f\'1/ ,_. 6,0CI 1,,-t? . ~z.) ~9~ lOO f'?f \,0 l.-~ ?Ko ['?f .. ,,--i "' --.......J.c· ;~o P?, ~;M'l>-)C ::-6, .f n ° ~ t-(. 7 f:140) Io .sf,, ~ "'" \,._JV ! v V :;-ll {:z ..-1)-..:o";I.,. ~ · · ~ n n-,D • \ 11' oo /').Poo -r~ V'/ . 6,:M2 . :::--O~ 3/'tl ~!fY( ~ ~ f),/ ~ f<*' 'f-f;, Ar_rtl~ ~ D~o0/~}(8;,<\v' P De 11;1>/{f . * {J ftt...,,,,.f' Of0\A-j<~L1 c-0f-;:; 1/...'1 Oo IP/ it~ /r1 ~~~ *~ fi,,_ [,<ft uf!-S -I'( f "" 1,i;-(,';4 . __,. .k1/o,Tlo,:,;,,L, g.,--/t7 ( ;-tgJl"k- lL--~ 4-tfo· • ._;._ ~~ ~ trL (:) k r"1"' I ~,eJ, _ o-bb.!f -1..-*b uf) ·e, j)i.l-ivf tr,.o-f--ft? .., 1, . ' ;::··· A.. PRIME JOB : -~ E~JJ> STRUCTURAL DATE: -e,,-~1 ~ ENGINEERS SHT : I C'f-b ~O'· Wk(,(, vYf ~ [-£r~ (l 1 ?-' )i1( tlf' t:;Vr1':) ~ (oo 'f-t;<t;; ~ sst> t1~rl1 ~'v .1/ vr;o f7~ ~, < ~ /-;, ~1ur ~~ to.A{M~ \)A;"( D4 ' ~ lo ~&v ?~-(· fpttt?01{o~ (;,)/ "er;-e,, wo.v· = !i,E.7 ft 1 = 00 ft. = = i0.(H) ft = = Fi::~!t.~r;g + Surcf?: = 0,15t;tf o,on ksf i:-5~iklf 2 ~ESL1L ~ ANTS { k; GASE {)l. ; 1: V 1;":C.X M ;it.X f1; 1iiin 21: 35 5:82 1r 3A 1 = B2 -0,(:0 '£. 2,04 :7,li -OJt 07 f(d /% =j7-:361 A PRIME ., ;>~'}.. ... STRUCTU -".:': -1-1:::.'J.A £ . ..s.,,'.:1 ENGINEE~ ~t; _Jq.!i:2 r_r1 .,_. ~~==~~-~===~ Pl1 FnUtlDATiDt~ -------------- :1 1 c = 1~2.5 k vs = ~ ' riet a = 0, B5 As !i.i-1-.t = · · 4:b~ si ,. ..:..t.n12 si As ,-r,,"--:. = r,.~i r " !7.2 kft = 1f:, 8 t:ft M-rr·in = 11n-= -0-z (} ~! ft -0;0 kft As :-,·.~--= · · U,U5 si As str = (il 00 si ' r:S: # 8 ;,:ittom Steel ~i:::: Sp2c e C:1 0, i b-.,~ = Q,(H) si ii)p Stee.I " =~er~ Bpac2 (it;) t),0 (}, (} (17!01/S8 .. PANEL E-2... + e:r--1/ 19' ® 7' 1,9' l 3• lz' l 8' J ?,bG'j ~PlER(d) , Fi, ~ (o,2)U50) (i 0/12.)' = 25 psf. Fi'2. ~ (0\2) ( (.S-0) ( 2/t2-) ( ;,s/~) = 1\,1 (2!;p;f)(25,7'):t + lv\'r'T\C\X,: 2 , (55psf') ( IQ.')( & .fl+ 8,t ') :: 24 '1/?8 !b-fc/ft. ~ vt .mOlr-:: ¾of7 3, 4 lb-~/ 4. . ' d ::: lO'l-2.,¼_" =-7. 11S'1 .: bd .:c . . ( l2") ( 7, f'fJ/') '2. . :::------=. 0, 06 ( 2..000 { 'Z. 000 ~ Kl,\ :. 34'°7 = s6 7, 3 · O.D6 .·. ~ ~ :3, 8.5. As. Yej' d :: N~ ------::. Ow-d ¾,D7 t 0,-"l--8 Li (3.85)(!'1.1~) = 1.1 4 rn-i-/tt f''v --tf :. to'1n-l~ PIER w/=1=17cv) ~-6 1 ' o,c. c:.ri · (0,6 rr," X l~G"::: I, 2 m1/f.:.) _ ~ P\Ef< @ F. = co,2 )(1Eo) (8/iz j = W psf h:2. =-(0,2.}(ISo) ( 8/~)' ( 4/,.Gs) = Z2 psf Mmo.x: (20)~z;_ryy-+ (22-)(l~t)(g,ry+&t:'): (v\ v\ ::: l 8 . 3 K -.ft / f!:_ bd2-_ (l2)(S,f/S11/2. -----= 11000 [2000 .·. Gvt = -3.86 .·, As. }'Qt d = H4 O»-d 0,033 l.}~~7c11) p,1-~/ = SS3.S SOUTHERN CALIFORNIA SOIL &TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 July 31, 1998 Callaway Golf 2285 Rutherford Road Carlsbad, California 92008 SCS&T 9711220.9 SUBJECT: Review ofFoundation Plans, Proposed Cooling Tower, Golf Ball Facility, 2180 Rutherford Road, Carlsbad, California. REFERENCES: 1) "Addendum to Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40;" :Southern California Soil and Testing, Inc.; November 11, 1997. Gentlemen: · 2) "Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40;" Southern California Soil and Testing, Inc.; October 10, 1997. that we·ha".e reviewed the foundation plans (Sheets S-1, S-2, and S-9) prepared by Prime Structural Engineers for the subject project dated July 10, 1998 and the foundadon plans (Sheets A and C) prepared by Louis Perry and Associates, Inc., dated July 13, 1997. The plans were found to be in accordance _with the recommendations provided in the referenced reports. However, it is recommended that all the footings be founded on formational soils. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, IFORNIA SOIL & TESTING, .INC. Daniel B. Adlet', R. D:SA:mw cc: (2) Stibmitted (4) Smith Consulting Architects I :I I :1 I 'I I. I I I I I I I I ' / ,I 'I ii I ~ REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40 CARLSBAD RESEARCH CENTER RUTHERFORD ROAD CARLSBAD, CALIFORNIA PREPARED FOR: CALLA WAY GOLF 2285 RUTHERFORD ROAD CARLSBAD, CALIFORNIA 92008 PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 I I I I I I I I I I I I I I I I I I I SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 October 10, 1997 Callaway Golf 2285 Rutherford Road Carlsbad, California 92008 ATTENTION: Mr. Andrew Gracey SCS&T 9711220.1 SUBJECT: Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40; Carlsbad Research Center, Rutherford Road, Carlsbad, California. Gentlemen: In accordance with your request and our Proposal No. 97S228, we have completed a geotechnical investigation for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. However, a combination of expansive soils, soft near-surface fill soils, and a cut/fill transition line running through the building pad were found that Will require special site preparation and foundation consideration. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. &;;e!t_ ... Charles H. Cliristian, R. G .E. #00215 Curtis R~:Burdett, C.E.G. #1090 I I I -I I I I I I I I I I .I ·1 I I I I TABLE OF CONTENTS PAGE Introduction and Project Description. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . , . . . 1 Project Scope .........•..... -.. , ............... _ ................. -....... 1 Findings . . . . . . . . . . . . . . . . . . . . -. . . . . . • . .. . . , .. . . . • . . . . .. . . . . . . . . . . . . . . . 3 Site Description . . . . . . . . . . • . . . .. . . . -. . . . . . . . . . , . . . . . . . . . . . .. . . . . . . .. . . . . 3 Ge11eral Geology and Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3 Geologic Setting and Soil Description . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Tectonic Setting . . . . .· . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . _ . . . . . . 4 G(!ologic Hiµ;ards . . . . . . . . . . . . . . . . . . , , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 General . . . . . . . . , . . . . . . · . . . . . . . . , . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . 4 Groundshaking . . . . , . . . .. . . . . . . . . . . .. -. . . . . . _. . . . . . . . . . . . . . . . . . . . . . . . . . 4 Surface Rupture and Soil Cracking '. . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Slope Stab'i~ity . ._ . . • . . . .. . . . . . • . . . • . . , . . .. _ . . . . . . . . . ._ . . . . . . . . . . . . . . . . 5 · Liq\lefaction . . . • .. . .. . . . . , . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . 5 'Tsunamis . ._ . . .. . . . . -. .. _. . . . . , . . ._ . . .. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . 6 Groundwater . . . . . . . . -. . .. . , . . . . . . , . · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 OtJ:ier Potential Hazards . . -. . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Conclusions ......................... -................................. 6 Recommendations . · . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . 6 Grading . . . . . . . . . .. . , . . . . . _, : . -. . . . .. . . . . • . . . . . . .. . . . . . . . . . . . . . . . . . . . . 6 Site Preparation . . . . . . . , . . _. . . .. . . . . . . . .. .-.. . . . . . . . -. . . . . . . . . . . . . . . . . . . 6 Surface Drainage ........... , .... -.................................... 7 Wet Soils . . . . . . . . . . . . . . . . . . . . . . .. . . . • . . . . .. ._ . . . . . . . . . . . • . . . . . . . . . . 7 Earthwork . . . . . . : . . . . . . . . . ·. . ., . . . . . . . . . . . . . . . . . _. . . . . . . . . . . . . . . . . . 7 Foun<;lations ................ _ ..... : . . . . • . .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . 8 General . . . . • . . . . . . . . . . . . . . .. . . . . . . · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ·. . . . . . . . . . . . . . . . . . . 8 Settlement Characteristics . . . . . . . -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Expansive Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Foundation Plan Review . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ·. . . . . . . . . . . . . . . 8 On-Grade Slabs -. , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . 9 Interior On-Grade Floor Slabs . . . . . . . . . ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Exterior Slabs-on-Grade ................. -: ..•........ -.......... · ...... 9 Earth Retaining Walls , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 I I I I I -1 I ,, I I I I I I· ,, I I TABLE OF CONTENTS (continued) PAGE Foundations . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . 9 ·Passive Pressure ................... · ................................ 9 Active Pressure . . . . . . . . . . . . . . . . : . . . .. • .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Waterproofing and Subdrain Observation ................. , ............... 10 Backfill . . . . .. . . . . . . . . . . • , . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 F~otor of Safety .................................................. 10 .Preliminary Paveme:nt Recommend~tions . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . 10 Limitations . . ., . .. . . . . . . . . . . . . . . . . ,. . . . . . .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Field Explorations . . .. . . . . . . . . . . . . . . . . . . . . , . . . . , . . . . . . . . . . . . . . . . . . . . . . . 11 Laboratory Testing . . . . . . . . . . . . . . . . , . . . . . . . • . . . . . . . . .. . . . . . . . . . . . . . . . . . . 12 ATTACH:MENTS FIGURE Figure 1 Site Vicinity Map, Follows Page 1 PLATES Plate 1 Plot Plan Plate 2 Unified Soil Classification Chart Plates 3--9 Boring Logs Plate 10 Grain Size Distribution Plate n Consolidation Test Results . Plate li "R" Value Determination · Plate i3 Retaining Wall Subdrain l)etail APPENDICES Appendix A References Appendix B Reconn:nended Grading ·specification~ -Special Provisions . . I I I I I I I I I I I I I I I I I I I SOUTHERN CALIFORNIA SOIL &TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 GEOTECHNICALINVESTIGATION PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40, CARLSBAD RESEARCH CENTER RUTHERFORD DRIVE CARLSBAD. CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our geotechnical investigation for a proposed golf ball manufacturing building to be constructed on Lot Numbers 39 and 40 of Carlsbad Research Center in Carlsbad, California. The site location is shown on the following Figure Number 1. We understand that the site is to be developed by the construction of a large manufacturing building, 150,000 square feet in area, with associated paved parking. The structure will be concrete tilt-up construction with interior structural steel columns. The 36-foot-high building will have two stories in the front office area and will be single story in the manufacturing area. Shallow foundations and on-grade concrete floor slabs are anticipated. Grading is expected to consist of cuts and fills of less than about five feet from existing grade. To assist in the preparation of this· report, we were provided with a site plan, prepared by Smith Consulting Architects, dated August 24, 1997. The site configuration, proposed building lay-out, original and existing contours, and the approximate locations of our subsurface explorations are shown on Plate Number 1 of this report. PROJECT SCOPE The investigation consist.ed of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geologic literature pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: I ,• I. I I I I I I I I I I I I I I ----- ------.... _,,. SWEEl8RlAA CIR .fv:<E l~UOCOST ZFllflE£fl.. l lOir.a:o CT \ ' I I _,/\._ .k. SOUTHERN CALIFOilNl·A. 'W. SOIL & TESTI.NG,INC. I I I I ,./ .... , ' ' ' .B.)': '-' '-,\ ',.-,,,,.-, _,,,,.,,-': .. \ / ' / I I / CHC CALLAWAY DATE: ' ' .. J I : • I '-··-' {>--1 f ZQJIA \~ \ \ 10-08-97 JOB NUMB.ER: . 971 i 220 FIGURE NO. 1 I I I I I I 1· I I I I I I I I I I I I scs&t 9111220 October 6, 1997 Page 2 a) · Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which may influence the proposed construction, including bearing capacities, expansive characteris- ties, and settlement potential. c) Describe the general geology at the site jrtcludi,n:g possible geologic hazards which could have. an effect on the site development. d) Address potential construction difficulties that may be encountered dµe to soil conditions, groundwater, or geologic hazards, and provide -preliminary recommendations concerning these problems. e) t) Develop ·soil engineering criteria for site preparation anct·grading. . . . Recommend an appropriate foup.dation system for the type of structures anticipa~ed and develop preliminary soil engineering design criteria for the recommended foundation design. g) Provide preliminary structural sections for asphalt concrete pavement and portland cement concrete pavement. It is not within th.e scope of our services to perform laboratory tests to evaluate the chemical characteristics 0f the on,-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade improvements. If desired, we can obtain samples of representative soils and submit them to a ·chemical testing laboratory for analysis. We suggest that such samples be obtained after site grading is complete and the ·soils that can affect concrete and .other improvements are in place. Further, it should be uilde1cstood that Southern California Soil and Testing, fuc. does not practice corrosion engineering. ·If such an analysis is necessary, we recommend that the developer retain an engineering firm that specializes in ,this field to ·consult with them on this matter. I I 1· -1 I I I: :I I I I· I I I· I I I I I SCS&T 9711220 October 6, 1997 Page 3 FINDINGS SITE DESCRIPTION The proj~t site consists of two contiguous, graded yet undeveloped, commercial parcels rocated adjacent to and northerly of Rutherford Road in the Palomar Airport area of the City of Carlsbad. The site slopes gently to the southwest with elevations ranging from approxjmately 270 feet at the southwestern corner to approximately 2,90 feet at the northeastern corner.. The site is bounded on the north by developed lots and on the east and west by graded but undeveloped lots. Vegetation consists of a light growth of grasses and forbs and a few shrubs. Subsurface utility lines consisting of sewer, stonn drain, and water are present on the eastern portion of the lot. A storm drain rrtanhole is present near the southeast corner of the bµilding and an 8-inch main appears to be underneath the eastern end of the building as indicated on · the site plan included herewith. The precise location-' of these features will need to be determined. GENERAL GEOLOGY AND SUBSURFACE, CONDITIONS. GEOLOGIC SETTING AND SOIL DESCRIPTION: The· subject site is located the Coastal Plains Physiographic Province of San Diego County and is underlain by Tertiary-age sedimentary deposits and artificial fill. Previous grading operations have removed all the pre-existing surficial soiis. The graqing for the subject lots was performed during the mass grading for the Carlsbad Research Center, Unit II in 1984., The observ.ation and testing for the mass gradi:Q.g is believed to have been performed by -San Diego Soils Engineering, Inc., however, the as-graded geotechnica~ reports were not available at the City of Carlsbad Engineering Office to document this. Our subsurfac~ exploration consisted of seven large-diameter borings that were down-hole logged by a mefhl;,er of our engineering geology staff. A brief description of the materials encountered are presented below. Additional information is provided on the boring lots presented herewith as Plate Number 3 through 9. The Tertiary-age materials at the site are identified as part of the Eocene Santiago Formation which is represented predominantly by greenish-brown, moist, bard, sandy silty clays (claystone) and sandy clayey silts (siltstone). The northeasterly portton of .the pad was constructed by making cuts into the Santiago Formation, and the formation soils are exposed at or rtear the -existing ground surface on this portion of the site. The bedding in the Santiago Formation exposed in the borings was essentially horizontal. In I I· I I I I· ·1 I 1·, ,. I I I I I I I I I SCS&T 9711220 October 6; i997 Page 4 addition, the contact between the fill and the native materials observed in all borings where fill material was present was clean of topsoii and other unsuitable materials and was relatively level. The artificial fill consists predominantly ·of greenish-brown,· medium stiff, moist to very moist to wet, sandy, silty clay that was apparently derived ·from e~cavations made in the aforementioned Santiago Formation materials and relocated during mass grading operations. The uppermost one foot to two feet , of fill appears to have deeompacted and was noted to l;>e lmmid .and relatively soft. The fill attains a maximum thickness of approximately 15 ,feet ne~r the squthwestern corner of the lot and is absent in the :p,o$eastem portion of the lot where the formational sojls were cut to grade. The daylight line shown on the original grading plans has been modified slightly (see accompanying Plate Number 1). ' . TECTONIC SETTING: It should :be noted that much of S01:1thern California, including San Diego Coµnty, is characterized by a series of Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strjke in a nonherly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault iones are those which have shown cortclu.sive evidence of faulting during the Holocene Epoch (the niost recent 11,000 years) while potentially active fault zo:p,es have demonstrated movement during the Pleistocene Epoch (11,000 to 2 miliion years before the present) but no movement during Holocene time. The active Rose Canyon Fault Zone is located approximately 8 .miles·southwesf of the site and several small, northeast trendi:p,g, apparently inactive faults-are pre~eh~ in the general vicinity of the site. Other active fault zones in the region 'Uiat could possibly affect tbe site include the Coronado Bank, San Diego Trough, and San Clemente Fault Zones to the west; the Elsinore and San Jacinto Fault Zones to the northeast; and the Agua Blanca and San Miguel Fault Zones to the south. GEOLOGIC HAZARDS GENERAL: No geologic hazards ~f sufficient magnitude to preclude development of the site as we presently understand it are ·known to exist. In our professional opinion an_d to the best of our knowledge, the site is suitable for the proposed constructjon. GROUNDSHAKING: One of the most likely geologic hazards to affect the site is groundshaking as a result of movement along one of the major, active fault.zones mentioned above. The maximum bedrock I I I· I I I I I I I I I I ,, I I I SCS&T 9711220 Octoper 6, 1997 Page 5 · accelerations that would be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could.affect the site ate stii;nmarized in the following table. Fault Zone Rose Canyon Corona9.9 Bank Elsinore San Piego Trough San Jacinto Distance. ·smiles 22 miles 23 miles 32 miles 50 miles TABLE I Maximum Probable Earthquake 6·.s magnitude.· 7. o magnitude 7. 3 magnitude 7 .0 magnitude 7. 0 magnitude Maximum Bedrock Acceleration 0.25 g 0.14 g 0.15 g ·' . 0.10 g 0.06 g It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structures. Construction in accordance with the minimum standards of the Uniform Building Code, the Structural Engineers Association of California, and. other governing agencies should minimize damage due to seismic events. SURF ACE RUPTURE AND SOIL CRACKING: Based on the information available to us, it is our professional ·opinion that no active or potentially active faults are present at the subject site proper so the site is not considered susceptible to surface rupture. The likelihood of soil cracking caused. by shaking from distant sol).rces should be considered to 1:;>e nominal. SLOPE STABILITY: The site is identified as being in Relative Landslide Susceptibility Area 3-1 according to the Landslide Susceptibility Map prepared by the California Division of Mines and Geology. Area 3 is considered to be the "generally susceptible" area; Subarea 3-1 includes areas that contain slopes that may be at or near their stability limjts due to a combination of weak materials and steep slopes. Based on the results of our site-specific study, it appears tbat the slope stability problems at the subject site proper can be considered to be nominal; the· native materials at the site are generally competent and a review of the available aerial photographs did not reveal the presence qf topographic features interpreted as landslides. The mass grading operations for the site appear to have satisfactorily mitigated the potential fot deep-seated slope instability problems. LIQUEFACTION: The materi,als at the site are relatively cm:;npetent and are not anticipated to be subject to liquefaction due to such factors as soil density, grain.c.size distribution, and lack of ground water. I I I I I I I 'I I I I I I I I SCS&T 9711220 October 6, 1997 Page 6 TSUNAMiS: Tsunamis are great sea waves produced by a submarine earthquake or volcanic eruption. Pue to the site's location, it is not subject to tsunamis. GROUNDWATER: Very moist to wet soils; as well as a few zones of seepage, were noted within both the fill and the fortnational soils at various depths. We do not anticipate any major groundwater related problems, either during or after construction, However, it should be noted that seepage problems often develop at ~ site even where not previously present. These are usually minor phenomena and are often the result of an alteration of the permeability :charactetistjc;s of the· soil, an alteration in drainage patterns and an increase in irrigation water. Based on the permeapility characteristics of the soil and the anticipated usage of the development, it is our opinion ¢at any seep~ge problems which may occur will be minor in exteqt. It is further our opinion that these problems can be most ¢ffectively handled on an individual basis, if and when they occur. The property owner shou1d .exercise due diligence and guard against over- irrigation or a change in drainage patterns that could potentially lead to seepage problems. OTIIER POTENTIAL HAZARDS: Other potential geoiogic hazards such as volcanoes, subsidence, or flooding should be considered to .be negligible or nonexistent. CONCLUSIONS In general, no geotechnical conditions were ertcounteted which would preclude the development of the site as presently proposed provicled the recommendation.s presented herein are followed. The only significant geotechnical conditions encountered with respect to the development of the site for a proposed manufacturing building were expansive soils,. a cut/fill transition within the building pad, some soils with relatively bigh moisture contents and r~lative1y shallow fill material that has loosened with time since the lots were graded. These conditions are addressed in the following sections of this report. RECOMMENDATIONS GRADrNG SITE PREPARATION: Site preparation should begin with the removal of any existing vegetation and deleterious· matter from the areas of the site to be graded and/or that will support new improvements. . . Existing utilities that encroach into the proposed building pad such as the water main and storm drain will need to be relocated outside of the building area. Due to a reduction in their compaction since they were ,~ I I :1 I I I I 1· I ., I I I I I ,, I I SCS&T 9711220 Oct.0ber 6, 19?7 Page 7 placed, we recommend that :the upper three feet of the existing fill materials in the building pad, and two feet in the proposed paved areas, be removed, moisture ·conditioned, and be replaced as uniformly compacted fill as determined in accordance with ASTM D-1557--91, Method A or C. The soils exposed at the bottom of the undercut excavation should be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 90 percent prior to replacing the excavated fill. Moisture conditioning should result ip. a moisture content ranging from optimum to no more than five percent over optimum. All fill . s~ould be placed in thin lifts and compacted to at least 90 percent. T.tiis recommendation applies to the entire lot pad where fill exists. In the existing cut area of the buildin~ pad, tlle natural soils~ shoul<:i be removed to a depth of four feet below proposed building pad grade, or two feet below the bottom of the footings, whichever is greater, and be replaced as compacted fill. Tbis _reconuheHdation is to eliminate the cut/fill transition within the building pad, and to allow the building to be supported entirely on fill material. The minimum horizontal extent of this removal should extend at least five feet outside the perimeter of the building. The undercut area should be sloped at le<i$t one percent towards the fill side of the pad to allow any irrigation water that infiltrates into the undercut area to drain.towards the maip. fill area: and not become trapped at the undercut contact. Prior to replacing the undercut soils, the soils exposed at the bottom of the undercut should be . scarified to a depth of 12 inches, moi~ture 'Conditioned and compacted to at least 90 percent. The excavated soils may then be replaced in :the undertut excavation in thin lifts and compacted to at least 90 percent relative compaction. SURF ACE DRAINAGE: It is recotnniended that all surface drainage be directed away from the structure and. the .top of slopes .. Ponding of water shoµld not be allowed adjacent to foundations or the top of slopes. WET $OILS: Some of the fill materials .and some of the formational materials were found to have high moisture contents. This material will require moisture conditioning to dry it back to within optimum moisture content to five percent ?ver optimum moisture content prior to raisin~ to construct structural fills. EARTHWO~: All earthwork and grading contemplated for site pi:eparation should be accomplished in accordance with the attached Recortin;lended Grading Specifications and Special Provisions. All special site preparation recommendations presented .in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments, structural pll and fill should be compacted to · at least 90 percen,t relative compaction at or slightly over optim1,1m moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt ,pavements should be compacted to a I I I I: I I :I ~,- 1 I I I. :I- I I I I :I I SCS&T 9711220 October 6; 1997 Page 8 minimum of 90 percent of its maximum dry density. The upper twelve inches of sub grade beneath paved -areas should be compacted to 95 percent of its maximum dry .density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the --mass grading requirements. The maximum dry density of each soil type should be determined in accordance with ASTM Test D-1557-91, MethodA or C. FOUNDATIONS GENERAL: Shallow foundations may be utilized for the support of the proposed structure. The concrete tilt-up panels should be supported on continuous footings as opposed to isolated pad footings. Conventional shallow foundations should have a minimum depth of 24 inches below low~st adjacent finish pad grade. A minimum width of U~ inches and 24 inches is recommended for continuous and isolated · footings, respectively. A bearing capacity of3,000 psf may be assui;ned for said footings. This bearing capacity may be increased by one-third when considering wind and/or seismic forces. REINFORCEMENT: Footing reinforcement should J?e specified by the project structural engineer. However, as a· nrinimum we recorµmend-that both exterior artd interior continuous footings be reinforced with at least two No. 5 bars positioned neat the bottom of the footing and two No. 5 bars positioned near the top of the footing. '.fhis reinforcement is ,based on soil characteristics and is not intended to be in lieu ·of reinforcement necessary to satisfy structural consklerations. SETTLEMENT CI-IARACTERISTICS: The anticipated total and/or differential settlements for the proposed structure will be less than· <>1:1-e inch, provided the recommendations presented in this report are followed. It should be recognized that minor cracks -normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks ate not necessarily an indication -of excessive vertical movements. EXPANSIVE CllARACTEJ;USTICS: The anticipated foundation soils were found to be moderately to qighly expansive. The recommendations presented in this :i;e_port reflect this condition. FOUNDATION PLAN REVIEW: It is recommended that the foundation plans be submitted to, this office for review. I I' I ,, I. I I I 1· .I. :1 I I' . , I I I ·1 I SCS&T 9711220 October 6., 1997 Page 9 ON-GRADE SLA:SS INTERIOR ON-GJlADE FLOOR SLAB: The thickness, reinforcing and compressive strength of the -interior slab.s in the manufacturing area should be specified by the structural engineer. However, as a minip:mm, we recommend that the inte:rfor concrete on-grade floor slabs should have a minimum, actual thickness of five inches in the office areas and six incnes in the manufacturing and warehouse areas. The interiorslal;>s should be.reinforced with at least No. 3 reinforcing bars placed at least at 12 inches on center · --each way. In office areas or other areas that may be subject to moisture-sensitive floor covering or equipment, the slabs should be underlain by a four-incn blanket of clean, poorly graded, coarse sand.· The sand should hav.e less than ten percent passing the #100 sieve. Where .moistµre-sensitive floor coverings are planned, a visqueen barrier should be placed in the center of the sand layer. ~XTERIOR SLABS-ON-GRADE: Exterior slaps (excluding driveways) should have a 1Illnimum thickness of five inches. Walks or slabs ·five feet in width should be reinforced with at least 6"x6"- W2.9x.W2.9 (6"x6"-6/6) welded wire mesh, or No.-3 bars at 24 inches on center each way, and be provided with weakened plane joints. Any slabs b¢tween five and ten feet should be provided with longitudinal weakened plane joints. at the center lines. Slabs exceeding ten feet in width should be provided with weakened plane joi~ts in accordance with American Concrete Institute Standards. EAJlTH RETAINING WALLS . FOUNDATIONS; The recommendations ·provided in the foundation .section of this report are also _applical;>le to earth retaining. structures . PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions-may be considered to be 300 pounds per square foot per foot of depth up to a maximum of 1,500 psf. This pressure may be increased one-third for seismic loading. The coeffic;ient of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by one-third. The ,upper 12 inches of soil for exterior retaining walls should not be included in passive pressure calculations unless they ate overlain with pavement or concrete slabs·. ACTIVE PRESSURE: The active soil pressure for the design of unrestrained and restrained earth retaining structures with level backfills may be assumed to lJe equival~nt to the pressure of a fluid weighing 45 pcf and 60 pcf, respective!)'. These pressures do not consider any other surcharge. If any are :I I ,. I I I. :1 :1 I ·I. I I I :f I I I· I SCS&T 9711220 ·October 6, 1997 Page 10 anticipated, this office $houid be contacted for the necessary increase in soil pressure. This value assumes a drained backfill condition. A subdrain detail is provided on the attached Plate Number 13. Waterproofing -details sp.ould be provided by tp.e project architect. WATERPROOFING AND S{fflDRAIN O:JJSERVA,TION: The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unle&s specifically asked to do so, we will not verify proper application of the waterproofing. BA CKJ?ILL: All backfill soils $hould be compacted to at least 90 % relative compaction. If possible, expansive or clayey soils should not be used for backfill niaterial. The wall should not be backfilled until the masonry has reached an adequate.strength .. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into tbe design to prevent the. walls from overturning and sliding. PRELIMINARY PAVEMENT RECOMMENDATIO~S The recommended preliminary pavement .sections are' based on the results of "R" value tests on representative samples of the anticipated subgrade soils. The anticipated subgrade soils will consist primarily of sandy silty clays and clayey sands with relatively poor pavement support characteristics. "R" values of 5 and 30 were determined for the subgrade soUs. We recommend using and "R" value of 10 for p:wement design calculations. The following $ections should be verified after the precise site grading is completed and "R" value tests of the actual &ubgrade ~oils are performed. Asphaltic Portland "R" Traffic Concrete/ Cement Concrete/ Value Provosed Use Index Class II Base* Class II Base* 10 Parking Areas 4.5 3.0"/7.5" 5.0"/4.0" 10 Main Ddveways 6.0 3.0"/12.5" 6.0"/4.0" 10 Truck Routes 7.~ 3.0"/18.0" 6.0"/8.0" * Crushed aggregate base compacted to 95 perc~nt over 12 inches of sub grade soil compacted to 90 percent. I. 'I: I .,··,- ' ,' I :I I· ,. 1, I ·.,. I I ,. I I: I I I SCS&T 9711220 October 6, 1997 Page 11 LIMITATIONS · The r,ecommendations and opinions expressed in this report reflect our best estimate of the project ~equirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from .those encountered. It should be recog:n.ized _that the performance of the foundations may be influenced by undisclosed or unforeseen variations ip. the soil conditions that may occur in the intermediate and unexplored a,reas. Any unusual conditions not covered :in 'this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if neGessary. In addition, this office should be advised of any changes in ·the project scope or proposed site grading so that it may be determined if the recommendations contai,ned herein are apptopriate. This s]tould be· verified in Writing or modified by a written addendum. FIELD EXPLORATIONS Seven subsurface explorations were made at the locations indicated on the attached Plate Number 1 on September 11, 1997. These explorations consisted of borings ma~e with a 24-inch-diameter bucket type drill rig. The field work was conducted under the observation of our engineering g~ology personnel. Th~ explorations were carefully logged when made. These logs are presented on the following Plates Numl;>er 3 through 9. The soils are describec;l. in accordance with the Unified Soils Classification System as illustrated on the attached simplified cbart on Plate. Number 2. in addition, a verbal textural description, the wet color, the apparent moisture and.the density or consistency are provided. The density of granular soils 1s given as either very loos~, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very Stiff, or hard. Disturbed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. Representative urtdisturbeo core samples were obtained by means of a split tube sampler driven into the soils by means of the Kelley Bar on the drill rig, The number of blows required to drive the sampler one foot is indicated on the boring logs as "sampling penetration resistance." ·1 I .1: I I ,1 I I I 1, ·1 ·I. I I I I ,I :1 I .SC,S&T 9711220 October 6, 1997 Page 12 . LAJJORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test mythods or suggested .procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The firta1 soil classi:ficatio~ are ~accordance-with the Unified Soil Classification System. b) MOISTURE-DENSITY: In-situ moisture contents and dry densities were determined for representative soil samples. This information was used as an aid to classification and to permit t~gnition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the boring logs, c) COMPACTION TEST: The maximum dry density and· optimum moisture content of the typical foundation :soil was determined in the laboratory in accordance with ASTM Standard Test D-1557-91, Method A. The results of this test are presented below. COMPACTION TEST RESULTS Sample Number: Description: Maximum Dens.ity: Optimum Moisture Content: B7@ 3-5 feet Sandy Silty Clay (CL-CH) 107.9 pcf 15.3.% d) GRAIN SIZE DISTRIBUTION: the grain size distribution was determined for a representative sample of the foundation soil in accordance with ASTM D422. The results of this test are presented on Platy Number 10. e) CONSOLIDATION TEST: Consol1dation tests were performed on selected "undisturbed" samples. The consolidation apparatus was desfgned to· accc;mnnodate a )-inch-high by 2.375- inch or 2.500-inch diameter soil sai!Jple laterally confined QY a brass ring. Porous stones were I I I I\ ' ' I I 1· .1 I 1, 1· ,. I I I I· . 1 :1, I SCS&T 9711220 October 6, 1997 Page 13 f) g) placed in contact with the top and bottom of the sample to permit the addition or release of pore fluid during testin~. Loads were applied to the sample in a geometric progression after vertical movement ceased, arid resulting deformations were recorded. The percent consolidation is reported as the ratio of the amount of vertical compression to the original sample height. The test sample was inundated at some point in the te.st cycle to determine its behavior µnder the ~ticjpated loads as soil moisture increases. The results of tllis test are presented in.the form of a curve on Plate Number ll. DIRECT SHEAR TEST: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shea~ box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0 . .05 inch per minute. The results of these tests are presented below. Sample Number B4@ 3 feet B7 @3-5 feet DIRECT SHEAR TEST RESULTS Description Undisturbed Remolded· to 90 % Angle of Internal Friction 44 degrees 31 degrees Apparent Cohesion 550 psf 225psf EXPANSION INDEX TEST: Expansion index tests were performed on representative· remolded samples of soils lilcely to be present at finish grade. The tests were performed on the portion of the sample passing the #4 standard sieve. The samples were brought to optimum moisture content and then dried back to a constant moisture content for 12 ho?rs at 230 ± 9 degrees Fahrenheit. The specimens were then compacted in a 4-inch-diameter mold in two equal layers by means of a tamper, then trimmed to a final height of 1 inch, and brought to a saturation of approximately 50 percent. The specimens were placed in a consolidometet with porous stones at the top and bottom, a total notmal load of 12.63 pounds (144.7 psf), was placed on.the sampling and the Sa.D1ple was allowed to consolidate for a period of 10 minutes . The samples were allowed to become saturated, and the change in vertical movement was recorded_ until the rate of expansion b(!'came noµlinal. The expansion index is reported below as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000. I I ,, I l1 ,1 ·1 I. :1 I .. , I I I I ,. I SCS&T 9711220 October 6,.1997 Page 14 h) CLASSIFICATION OF EXPANSNE SOIL EXPANSION INPEX 1-20 21-50 51-90 91-130 Above. 130 POTENTIAL EXPANSION very low low medium high vety high EXPANSiON INDEX TEST RESULTS Sample Number: B5,@ 1-3 feet B7@ 3-,-5 feet Initial Moisture Content: 15.5% 14.7% \ Initial Density: 92.3 pcf 94.4 pcf Final Moisture Content: 32.8% 33.3% Expansion Index: 79 99 Classification: Medium High R..:VAtUE DETERMiNATION: the resistance value (R-Value) of a representative soil sample was determined to provide a basis for pavement recommendations. The test was performed in accordance with California Test Method No.' 301-l978, and the results of this test are presented on Plate Number 12. I I I I I I I I I I I I I I I I I I SUBSURFACE EXPLORATION LEGEND UNIFIED .SOIL CLASSIFICA tfON CHART SOIL DESCRIPTION GROUP SYMBOL l. COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW· GP More than half of coarse fraction is larger than No, 4 sieve size but smaller th?.n 3 " .. SANDS More than half of coarse fraction is smaller than No. 4 sieve size. GRA VEI,.S WITH FINES GM (Appreciable amount of fines) GC CLEAN SANDS SW SANDS WITH FINES (Appreciable a·mount of fines) SP SM sc;: II. FINE <GRAINED, more than half of material i$ smaller than No. 200 sieve size. ¥ us SILTS AND CLAYS ML Liquid Limit . CL OL SILTS AND CLAYS MH Liquid Limit GH greater than 50 OH HIGHLY ORGANIC SOiLS PT 'water .level at time of excavation or 'as. indb.ted Undisturbed, driven ring sample or tuoe sample TYPICAL.NAMES We11 graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravi;ls, gravel sand mixtures. little or no fines. Silty gravels, poorly graded gravel- sa11d-silt mixtures. Clayey gravels. poor.ly graded gravel- sand, clay mixtures. Well graded sand, gravelly sands. little or no fines. Poorly graded sands, gravelly sands. little or no fines. Silty sands, poorly graded sand and silty mixtures. · Cl~yey sanqs. poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- sand mixtures with slight plasticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays. silty clays. lean clays. Organic silts and organic silty clays or low plasticity. Inorganicsilts. micaceousor diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity. fat clays. Oi;ganic clays of medium to high plasticity. Peat and other highly organic soils. CK -. Undisturbed chunk sample gS8 -Bulk Sample SP -Standard penetration sample Project ,Name: Project No. 9711220 Plate No. ·2 SOUTHERN CALIFORNIA SOIL.& TESTING, INC. CALL·AWAY I I I I I I ,I ,I I I I I I I LOG OF BORING NUMBER Bl Date Drilled: . 9/11/97 Logged by: _....::J..::::B.c:..R;:___ Project Manager: --==C=H=C- , Equipment: __ __;;;;B;._;;;U:;...:C=KE=T~R=I:::...:G:c......,-_~ Driving Weight and Drop: KELLY BAR .. ~ °' Surface Elevation(ft): ___ 2"-'7-'4-'--'. O_· ---,--Depth to Water(ft): ··No· GROUNDWATER 5 10 SUMMARY OF SUBSURFACE CONDITIONS FILL (Qaf), Green Brown, Humid to Moist, Soft SANDY SILTY CLAY (CL-CH),. Upper 1-5 Inches Di~turbeq Dark Brown, Very Mofst to Wet, Mediqm Stiff, SANDY SILTY CLAY (CL-CH) . Greenish Brown and Dark Brown, Very M;ist to Wet, Medium· Stiff, SANDY SILTY CLAY (CL~CH) @ 10 Feet -Seepage from fracture on East Side· @ 13 Fe~t -Seepage from Fractµr~ on Southwest Side 15 ~½¼~-----------,'----'""'----'--c--------1 Reworked Bedrock, Wet; Medium Stiff, SANDY SILTY CLAY 20 25 ==44--'-'-(C_L_-_C~H-'-) __ _.....---'---~---,--------~-'--__./ Leve1 Con~ct SANTIAGO FORMATION (Ts), Green Brown, Moist, Very Hard, SANDY SILTY CLAY (Claystone, CL-ML), Moderately Fractured @ 18 Feet -Seepage from Northeast Side Bottom at 22 Feet SAMPLES p w ~ CG :::, E--< Cl;) ~ .... p ,-1 z :::, ::> ~· us us us us ,-.. ~ ;:,-. E--< ~ 0 '-" :3= CG 0 w E--< 0 ll.. CG E--< -~ --;:::> z Cl) CG en :3= f-< ::, Cl) OE,-< 0 .... >-o ~r:g ,-1 0 CG u ~. ~ Cl& ,-1 E--< Push 25.2 98.6 R-VALUE Push 28.4 92.2 1 l 1 22.2 103.1 ,.i "°'----:":=--'-----'--------,--,-----,--,--~---'--------------'------1-_j__L_.....:.L _ __L _ __j_ __ __J ~ SOUTHERN CALIF~RNib . w SOIL & TESTING, INC. Plate No. a • --, Project Name: CALLAWAY SAN DIEGO Project No. 9711220 3 I I I I I I I I I ·I I ·1 I I 1· I I I LOG OF BORING NUMBER B2 Date Drilled: 9/11/97 Logged by: __ J_B_R __ Project Manager: CHC -~ s; , ' , Driving Weight and Drop: KELLY BAR Equipment: ----=B::..::U:::.,;C=KE='=-T=-.::.:R=-IG=--- Surface Elevation(ft): __ _;2=7-'-7"""'. 0'--~-Depth to Water(ft): ·NO. GROUNDWATER CJ 0 z ...J cJ "-" ...... ::i::: ::i::: E-< ~-A-I w Cl. (;'.:) 10 15. 20 25 SUMMARY OF SUBSURFACE CONDITlONS FILL (Qat), Green Brown, Dty to Humid_, Medium ·stiff, SANDY SILTY CLAY (CL-CH) with Mudstone Fragments, Upper 14-Inches Disturbed @ 3 Feet -Moist Clean Level Contact SANTIAGO FORMATION (T~),-Green Brown, Moist;Very Hard, SANDY SILTY CLAY/SANDY CLAYEY SILT ( Claystone/Siltstone) @ 23-Feet -Seepage, Slightly Fractured Bottom at 77 feet SAMPLES Q w a:i 0::: ;::i E-< .ti) ~ ..... 0 ...l, z :::; ;::i ,:i:;i us BG us us ,-... ~ >-, E-< ~ ~ ~ 0 ..__, 0 w E-< 0 u.. ~ ..... E-< --;::i z -< C/) ~ ti) ~ E-< ::J Cl) 0 E-< 0 ..... >-, C p:i ti) .:.J 0 ~ (,) -< w p:i ::g Q~' ...J E-< Push 1 Push 23.9 100.4 CONSOL Push 19.2 111.0 CONSOL 1 18.4 111.0 ..J o,.___~--,---'-------'---'---.......,..-,------,-----------L---'--1---.L.-.-.l--..l-----l £ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. . Project Name: CALLAWAY .SAN DIEGO Project No._ 9711220 Plate No. 4 I I I I I I I I I I I I I I I I I· I I LOG OF BORING NUMBER B3 );)ate Drilled: 9/11/97 Logged by: . JBR Project Manager: CHC ~quipment: ___,..-~Bc..::U,_,,C=KE=T:....:R=I=G::,.._ __ Driving Weight and Drop: KELLY BAR Surface Elevation(ft): ---,--=2=-=8=3:..::.0_--'_ Depth to Water(ft): . NO GROUNDWATER 5 15 20, 25 C) 0 , ... r u s ~ .c., SUMMARY OF SUBSURFACE CONDITIONS FILL (Qaf), Green Brown, Humiff to Moist, Medium Stiff, SANDY SILTY CLAY (CL,.CH), Distui:bed to 18 Inches, Occasional Mudstone Fragmentl) · · @ 3 Feet -Moist to Very Moist @ 7 Feet-Wet @ 9 Feet -Very Moist -f#-1-c.µp:,~ Ciean Level Contact . . SANTIAGO FORMATION (Ts), Green Brown, Mofst to Very Moist, Stiff to Very Hard, SANDY SILTY CLAY (CL~CH),. Highly Fractured @ 14 Feet --Slightly Fractured., Seepage Bottom at 19 Feet SAMPLES Cl ----~ LLl E-< ~ o:l 0 .._, ~ p:: 0 ~ E-< 0 i,I.. ..... E-< --0 z en en ~ ~ E-< :::> ..... en Cl ....l 0 ..... >-c z 0 ....l 0 p:: C.) ::D o:l o:l ~ o.e Push 23.4 102.2 us l 21.5 103.2 CK 23.5 102.5 CK >-p:: 0 E-< -< p:: Cl) 0 E-< o:l Cl) <:u.i ....l E-< Project No. 9711220 ..J ,.,.__.._.__._...,....._.....,_ ______ --,------'-_..,..._~--------------_L._J._,.:L___;_L__.1.._ _ _L__ _ __J ~ SOUTHERN CALIFO~A w SOIL & TESTING, INC. Plate No. Project Name: CALLAWAY SAN DIEGO 5 I I ·I I· I I I ·I I I I I I I I I I I I ~ LOG OF BORING NUMBER B4 D.ate Drilled: 9/11/97 Logged by: -=JB=R-=-----Project Manager: Equipme;nt ~---'-B....CU'-'C=KE==T'--'R,--I"-'G'--~~ .. Driving Weight and Drop: KELLY BAR Surface Elevation(ft): . 285.0 Depth to Water(ft): NO GROUNDWATER SUMMARY OF SUBSURFACE CONbITIONS SANTIAGO FORMATION (Ts), Green Brown, Humid to Moist, Hard to Vety Hard, ,SANPY SILTY CLAY.(CL-CH), Highly Fractured to I8 Inches, Moderately to Slightly Fractured Below · SAMPLES Cl t:I-1 i:q ~ ;:) , E-Cl) ~ -~-...J ;:J ;:J i:q ,--... E-E-~ 0 .,_, ~ 0 w E-u.. A:: --;:) z Cl) ~ E-;:) Cl) 0 .... >-c ....l 0 ~(.) i:q ::;E c-e CHC >, A:: 0 E-<C A:: Cl) OE-i:q Cl) <C t:I-1 ....l E- us CK 3 21.6 105.6 SHEAR 20.7 108.0 5 , CK 15 20 25 .J i,i,..__-:.-__._"'--___,"'--,----------------.---------------1..----1.___;L___L__L__L_ _ _j ~ SOUTHERN CALIFORNIA w SO~L & TESTING, INC. _ Project No. 9711220 Plate No. Projeqt Name: CALLAWAY SAN DIEGO 6 I I I I I I I I I. I I I 1· I I I I I I LOG OF BORING NUMBER BS CHC Date Drilled: 9/11/97. Logged by: __ J_B_R'---_ Project Manager: isl ~ Equipment: ~-___ -..:,:Bc...:Uc....;;C=KE=-=T'-'R=I::....:G:;__ __ Driving Weight and Drop: KELLY BAR Surface Elevation(ft): 281.0 Depth to Water(ft): --c-N-'-'O=<,--'G=R=O=-=Uc...,_N=-=D=--"W~A'--'-T=E=R=----- 5 10 15 20 25 C, 0 ..J 8 SUMMARY OF SUBSURFA.CE CONDITIONS ::i::: -~ f§ . SANTIAGO FORMATION (Ts), Green Browri, Htimid to Moist, Hard to Very Hard, SANDY SILTY Cl.A Y (CL-CH), Highly Fractured to 18 !hd:i.es, Moderately to Slightly Fractured Below Bottom at 7 Feet SAMP!:.ES 0 u.:i o:i ~ ;::, E-< Cl'.) ~ ,_ 0 ..J z ;:) . ;::, o:i BG us CK E-< 0 0 u.. --Cl'.) ~ 0 ..J o:i ,,....._ E-< >-, ~ '-' ~ ~ ~ E-< 0 E-< ;::, z -< E-< ;:J ~ Cl') Cl'.) :>-<e;:--0 E-< ...... ~~ 0 ~u ~ 08 ..J E-< R-VALUE RADATIO El 2 21.1 101.7 .:.l '°!--'---:---'--'--" _ __,_ ____ ~-,----------___;_ __________ j___L__L._....:..L _ ___L _ __L __ _J £ SOUTHERN CALIFORNIA w SOIL&, TESTING, INC. Project Name: Plate No. CALLAWAY SAN DIEGO Project No. 97·11220 7 ·1 I I· I I I I I I I I I I I I 1· 1· I I· LOG OF BORING NUMBER B6 Date Ddlled: 9/11/97 Lo~ged by: _....c..cJBCC.....R'-'--_ Project Manager: CHC Equipment: ---==B=U=C~KE=T...::.R~IG=--- Surface Elevation(ft): -,---,---'2=7;.,::5..!..:.0~-- Driving Weight and Drop: KELLY BAR Depth to Water(ft): ---=Nc=..O=........cG=R'-'-0=-=U-"-'N-=D~W'-'-A"""'T"""EC.--R-"--·--- p, N• 6: . 5 SUMMARY OF SUBSURFACE CONPITIONS FILL (Qat), Greenish Brown, Humiq.,.Soft to Stiff, SANDY SILTY CLAY (CL-CH} SANTIAGO FORMATION (Ts), Greenish Brown., Moist, Very Hard, SANDY SILTY CLAY (CL-CH), Moderately Fractured to 4 Feet, Slightly Fractured Below SAMPLES 0 w i:Q 0::: ::i E- Cl) ~ -0 z ::i ::i i:Q CK CK 10 -f-'-'""-f'~f-,--"------'------~---'---~------1-----l Bottom at 10 Feet. 15 20 · 25 ,,..... r: >--E-~ 0 '-' ~ 0::: 0 w E-0 ~ 0::: -· E---:;) z <C Cl) 0::: Cl) ~ E-::i Cl) OE--~~ o::l Cl) ....l 0 <C U.l i:Q ~ o-8 ....l E-:' 21.0 107.8 20.9 107.9 Project No. 9711220 ..l t01.,--=-_1.... __ .,___ _______ ,--_--------------'------,-L__l_L___L___L___L-_ _j £ SOUTHERN CALIFORNJA. wsOIL &TESTING, INC. Plate No. . . . Project Name: CALLAWAY SANDiEGO 8 I I I I I I I I I I I I I I I I I I I LOG OF BORING NUMBER B7 CHC Date brilled: 9/11/97 , Logged by: _....:cJ=B-=-R:..___ Project Manager: Equipment: -. -~-=B:...::U:;...:C,;.;;;KE=T~R=I=--=G'----Driving Weight and Drop: KELLY BAR I ~ Surface Elevation(ft): 280.0 NO GROUNDWATER D~pth, to Water(ft): __ :..__:..__-------- 5 10 15 20 25 SUMMARY OFSUBSURFACB CONDITIONS FILL (Qat), Green Brown, Humid to Moist, Stiff, SANDY SILTY CLAY (CL-CH) with Mudstone Fragrne:r;its .Clean Level Contact SANTIAGO FORMATION (Ts), Green Brown, Humid, Very Hard, SANDY SILTY CLAY (CL-CH), Mod~r:ately Fractured to 11 Feet, Slightly Fractured )3elow , Bottom at 14 Feet SAMPLES a t:.r.l m et:: ::J f-Cl'.l ~-...... a ....l z :::i :::i m ,,_, ~ >-f-~ 0 ,_, ~ i::::: 0 t:.r.l f-0 t.I.. i::,:: f--< --:::i z Cl'.l et:: Cl) ~ f-::J ..Cl) Of- 0 ,_ >-c m Cl) ....l 0 et:: u < t:.r.l m ~ a-e ....l f- ..J c:i.___-:=--!--......,.....__ ____ '-'--___ -'--_--'---'-----,------'-------L__.L_IL___L_-'--.1___..L. _ ___J £ SOUTHERN CALIFORNIA w SOIL & TESTING, INC .. Project No. 9711220 Plate No. Project Name: CALLAWAY SAN DIEGO 9 -· --~ (I) (I) 0 0 C -,.. -t :c ., rn -t :z, rn z (I) -t (') -> z ,.. ffi ~ -.. z .. "'II u:: -0 I- z z :iJ w (') () . z ffi -0. > t.. 1r 0 ,Ql· z C IC 3:. • tXJ ~ )> ·:xi .. CD .... ..... ..... I I~ I\) . ~-, r- )> "'CJ 0 1; 0,) > r+ -I (D (Tl 1' z o· f..1. 0 I ..... 0 0 t.,) I CD .... -- 36" 18" 2,i· 12· 6" 100 90 ------ U.S. STANDARD SIEVES -· -· -- HYDROMETER (MINUTES) 2· 1· 112· 1/4" 110 120 HO 160 3• 1-·112· 3/1" 3/8" !1. ·H 18 116 ~1.1· 1~:1, 130 ,so #100 1200 2 5 30 ,,. -· - 11l0 j-4-40 80 ll 11 ~ r I :,, ~ , , , f1--l....:.l ~.: l.~i:r--+,.;.. '"kl. I ,~ .. 70 60 ll I I~ I• I ·1 I ~ 11 FI I ·1 I, I. t I: l'i 11 ~ ,, I I : I I : 11:11 t I :I fl I ~~"'', ; t--;';t--,.._. 5 l~h , : 180 I ,: h440 ' ' ··r-;.. :• · r--...-: .. ·so 11 I I ·I I• I_ 'I I ,j n ~ I I •I 1-I. ,. I 1·1 I I ,j I· I I . 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'BY CHC ·----------.. 1 I I I ' I I I I I I I l I ' ' I l I I I I I 1 ' I I I I I ' ' ' 7 I I I 7 I I I I ' I I I I I I I 1 I I I l I ' ' 5 10 CALLAWAY DATE 10-10-97 JOB NO. 9711220 Plate No. 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 50 ·1 I I I I I -1 I .I I I I I I I. I I ' . SAMPLE: R-2 . i-'EST SPECIMAN A Ei C D DATE TESTED 09-26-97 ·-z Compactor Air Pressure psi 70 zo Initial Moisture % 8_. 3 w---~~ Moistu.r~ at Con,1p1:1ction % 22.1 c3Q -w er: Brjgu_ette Height ir,. 2.38 0. ID Cl) iE Denf:lity pct 102.2 EX~DATION PRl:SSURE psi 770 EXPANSION PRESSURE DIAL I ct Ph at 1000 pounds psi -·-..J w Ph at 2000 pounds psi .iii5 ti:j -~ ::E Displacement turns Cl) 0 "R'' Value CQRREQTED "R" VALUE "A" VALUE AT 300 PSI EXtlDATION PRES$l:JRE = Less than 5 Sampled exuded from mol.d during exudation 100 -- ' ' '' . -90 GRAIN Si_ZE DIST_RIBUTION SIEVE AS RECEIVED .AS TESTED --3 80 2'½' ~ 2 1½ -70 ' 1 ' -3 - 1/.i 1/2 --60 3 -la #4 w ::i #8_ ..J. _, #1{l ~ 50 #30 -]l: #SQ 40. · #100 #200 .05mrri 30 .005m~ .001mm LIQUID LIMIT 20 PLASTIC Llfy1IT PLASTICITY INDEX ... SAND EQUIVALENT 10 .. 0 800 700 600 500 400 300 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA CALLAWAY ~OIL & TESTING, INC. ·sv. CHC DATE ea,eo RIVEROALE STREET - BAN -OIEGO, CALIFORNIA 82111!0 JOB NO. 9711220 Plate E 200 100 0 10-03-97 No. 12 I I I I I I I I I I I I I -1 I I :1 I '. . SAMPLE: R-2 . TEST SPECIMAN A s C D DATE TESTED OQ-19-97 09;._19-97 09.:19-97 150 .. 250 350 z· Compactor Air-Pressure '· psi zo Initial · Moisture % 17.4 17.4 17.4 w-'~~ . Moisture a! Compaction % 25.6 23.9 22.8 BQ .. w 0:: Briquette Height in. 2.62 2 .. 53 2.49 ll. IXl .. . (/) tf.. . Qensity pct ' 97.6 100. 5 . . 102. 6 EXUDATION PRESSURE psi 220 535 755 EXPANSION PRESSURE _DIAL 74 333 108 I '(C Ph at 100) p9unds psi 43 . 28 . 17 ..J w Ph at 2<:ro po1.,1nds psi 109. 84 63 ,. ai I-~~ . Displacement. turns 3.55 .3. 30 3.30. .. (/) 0 "R" Value 25 40 54 CORRl;CT:ED "R" VALUE 27 40 .. 54 "R" VALUE AT 300 PSI EXUDATION PRESSU.RE = 30 100 ·, 90 · GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED .. . ' 3 80 . ~½ ' .. 2 1½ 70 1 34 1/2 60 o/c .. 8 . #4 w #B ::J ...J .fhs ~ 50 .. #30 p: #50. 40. #100:. #2C:f.J' .05mm 30' .005mm -.00:1mm LIQUID LIMIT .. PLASTIC l,IMIT 20 ,. PLASTICiTY INDE>; SAND EQUIVALENT 10 0 800 700 600 500 400 300 EXUDATION PRESSURE psi SOUTHERN CALIFORNIA .. CALLAWAY ~· 'SOIL & TESTING, INC. BY CHC DATE ' ' . BliZBC RIVEROALE STREET SAN OIEOO, CALIFORNIA SlliZ11iZO JOB NO. 9711220 Plate . . . . E 200 100 0 10-02-97 No • 13 I APPENDIX A I I I I I . I I I . I I I (,r I I I I I I . I I ·1 I I ·1 I I I I I I I I I I I I I I SCS&T 9711220 October 10, 1991 Appendix A, Page 1 REFERENCES Anderson, J.G.; Rockwell, R.K. and Agne:w, D.C., 1989, "Past and Possible Future Earthquakes of Significance tothe San Diego Region," Earthquake Spectra, Volume 5, No. 2, 1989. Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego C,ounty in On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of G~ologists Annual Field Trip Guidebook, Editor: P .L. Abbott Jennings, C.W., 1975, Fault M~p of California, California Division of Mines and Geology, Map No.l, Scale 1:750,000. Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. Mualchin, L., Jones, A.L., 1992, Peak Accelerations from Maximum Credible Earthquakes in California (Rock and Stiff-Soil Sites), California Department of Conservatio:p., DMG Open-File Report 92-1. · Tari, S.S., and Kennedy, M.P., 1996, Geolo~ic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology Open-File Report 96-02. Tap, S.S., 1995, Landslide Hazards in the Northern Part of the .San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-03. Tremain, J.A., 1993, The Rose Canyon Fault Zone, Southern Caljfornia, California Division of Mines and Geology Open-File Report 93~02. Wesnousky, S.G., 1989, "Earthquakes, Quaternary faults, and Seismic Hazards in California," in Journal of Geophysical Research, Vol. 91, No. B12, pp 12,587 to 12,631, November 1986. TOPOGRAPIDC MAPS County of San Diego, 1975, Map Sheet. 350-1683; Scale: 1 inch = 200 feet. U.S. Geological Survey, 1948, 7 ½ Minute Topographic Maps, San Luis Rey Quadrangle. I I 1· I I I I -1 I I I I I I I I I I I SCS&T 9711220· October 8., 1997 Appendix A, Page 2 tJ.S-. Geological Survey, .1968, 7 ½ Minute Topographic Maps, San Luis Rey Quadrangle. U.S. Geological Survey, 1975 (Photo-revised), 7 ½ Minute Topographic Maps, San Luis Rey Quadrangle. AERIAL PHOTOGRAPHS San Diego ·County, 1928, Photographs 30D-4 and 30D-5;_ Scale: 1 irtch :::;: 1000 feet (approximate). San Diego County, 1967, Photographs 172 and 173; Scale: 1 inch = 1000 feet (approximate). San Diego. County, 1070, Flight 4, Photographs 17 and 18; Scale: 1 inch = 1000 feet (approximate). San Diego County, 1974, Flight 33, Photographs 15 and 16; Scale: 1 irtch = rooo feet (approximate) San Dfego County, 1978, Flight 16B, Photographs 29 and 30; Scale: 1 inch = 1000 feet (approximate). San· Diego County, 1983, Photographs ~38 and 539; Scale: 1 inch = 2000 feet (approximate). San Diego County, 1989, Photographs 1-213 and 1-215; Scale: 1 inch = 2000 feet (approximate). United States Department of A~ricultute, 1953, Photos AXN-8M, 15 and 16, Scale: 1 inch = 1700 feet . (approximate). II APPENDIXB I I I I I I I I I I I I I I I I I I I I I· I I I I I I I I I I I I ·I I I I SCS&T 9711220 September 30, 1997 Appendix B, Page 1 PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40, CARLSBAD RESEARCH CENTER RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish proceoures for clearing, compacting natural ground, preparing areas to be filled, and placing and c'ompacting fill soils to the lines and grades shown on the accepted pfans. The recommendations contained in the preliminary geotechnical investigation report .and/or the attached Special provisions are a p~rt of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the C<J.Se of conflict These specifications shall only be used in conjunction with the geotechnical report for wJ:iich they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testi:r;ig, Inc., shall be retained as the Geotechnical Engineer to observe and te'st the earthwork in accordance With the.se specifications. it will be necessary that the Geotechnical Engineer br his representative provide adequate observation so that my may provided his opinion as to . whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data s9 that he may provided these opinions. In the eyent that any unusual conditions not . eovered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted.for further recommendations. · If, in the opinion of the Geotechnical Engineer, ·substandard conditions are encountered, such as question<J.ble or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: I I I I I I I I I I I I I I I I I I I . -SCS&T 9111220 September 30, 1997 Maximum Density & Optimum Moisture Content -ASTM D-1557-91 Density of Soil ln-Place -ASTM P-1556-90 or ASTM D-2922 Appendix B, Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL AH vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a· neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should' be removed to firm natural ground which is defined as natural soils which possesses an. in-situ deps_ity of at least 90 percent of its maximum dry density. · When the slope of the natural g-roun,d receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or· benched. Benches shall be cut to a :fj.rm competent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped, back into the hillside at a gradient of not less than two (20 percent. Ail other benches should be at least 6 feet Wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered rteces.~ary by the Geotechnical Engineer. Any abandoned buried structures ertcourttered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and, properly . capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is GOmpacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the . attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. I I I I I I I I I. I I: I I I I I I I I SCS&T 9711220 September 30, 1997 Appendix B, Page 3 All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer.. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Oeotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the till shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. ·Graiiular soil shall contain sufficient fine material to fill the· voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnica1 Engineer. Any import material shall be approved by the Geotechnical Engineer before being broqght to the site. PLACING AND COMPACTION OF FILL · Approved fill material shall be plated in areas prepared to receive fill in layers.not to exceed 6 inches in compacted thickness. Each h1yer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specifieo degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compactio~ equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechriical investigation report. When the structural fill material includes rocks, ~o rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special ~rovisions is achieved. The maxJmum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, wh~n applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engine~r or his representative. The location and frequency of the tests shall _be at the I I I I ·1 I I I I I I I I I I I I I I SCS&T 9711220 September 30, 1997 Appendix B, Page 4 Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree ofcompaction, the layer shall be rew~rked to the satisfaction of the Geotechnical Engineer and until the desired relative comgaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over- built and cut-back to finish contours ;ifter the slope has been constructed. Slope compaction operations _ shall .result in all fill material six or more inches inward from the finished face of the slope having a reiativ:e :compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable .. Density tests in the slopes will be made by the Geotechrtical Engineer during construction of the slopes to determine if the required compaction is being· achieved. · Where failing tests occur or other field problems arise, the Contractor Will be notified tha.t day of such conditions by written communication from the Geotechnical Engineer-or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the nec;essary results, ¢e Contractor shall rework -or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geote_chnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading,, these conditions shall be analyzed by the _Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical rep9rt, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. 1, I I I I ·1: I I I I· I I I I I I .1 I I SCS&T 9711220 September 30, 1997 Appendix B, Page 5 ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can expres_s his opinion r~garding the conformance of the grading with acceptable standards of practice. Neither the pr¢serice of the Geotechnical Engineer or his representative or the· observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavQrable weather conditions. When work is interrupted by heavy rain, filling 0perations sball not be resumed until the propl:r moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS RELATIVE COMP ACTION: The minimum -d~gree of compaction to be obtained in comp~cted natural ground, compacted fill, and compacted backfiil shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrjmentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building C0de Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized Iha~erials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occl).r within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and ' ' recomp~cted as structural backfill. In certain cases that would be addressed in the _geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. I I I I ' I I i BY: <{'' •. -·, • ~-, . ! .. --.. .. ' '</ -· ·., ,._ \ \ PQOPOSED'fASEMENT ~ __:. - FOR SEWER''PtJMP STAnON ' ', I 1 . ,t!½l ·1 ;1,:.~·'. / , .. ' '·/1/ ;:( ·,.! ... SOUTHERN CALIFORNIA SOIL & TESTING, INC. CALLAWAY C -:C/SD DATE: 10-07-97 JOB No.: 1; '."f 1220-1 PLATE No.: 1 -., .. ,,,. .. / Oaf NOTL ---· ~---- ------------ ,, ,, ,, 1'SCS&T LEGEND // ----11_, __ _ i APPROXIMATE BORING LOCATION 'APPROXIMATE GEOLOGIC CONTACT EL CALLE:0 OUT C>NA'..ANS . ~ ... ----- ' ;z10 Qaf 39 -•I / 'J 1. ~ I 81 0 ,___ ',, )'-' - '\_ . ', 7 SEE Gl-l&E.T 1/0 6 :'CJ ,:7::-CO/,ISTRUCTIN& TE!v1Pu-<-~ ~-· I 'c,:: S FOi? EROSION CONTROL c. ·. -- '°OSAL AREAS, CONTRACTOR tll,.c;; - ccROSIO~v' CONTROL 6UfTABC.c ::.: ·. Qaf -.) ·---~ ::c------ -.... ____ . :_.,, ·~ IA.::~. -. ·.·J ,~-v ;:, __ _ I ~., __ ,_ .. ..., . ARTIFICIAL FILL ,SANTIAGO FORMATION -- APPROXIMATE LOCATION OF 8" WATERMAIN BLACED SHALE A92 t:i=P1ll., 51-/T 2 ' " I I -----I ' \, v-·-, I --.,..._ ---·~,==- ----- ---.: _____ _ --- ), l (: & SECT/ON C-C NT5 SECT/ON 6·5 IV'TS. " ~ f.,; " ~ ~I:< ~I~ . I ,..-c, /57' UVIT I po,.:; 15,:;-;,::.{:£ -------- / ~------------- -,,-,--~ - ·--_ __..-J., ---=-----~-=---_;..,, ~ ht. D _..,.., // '!.£----r-7 C4UT/ON! ! - EXIST/NC 10· Y.CP---sEl'IER /dAIN. CONTRACTO_R, TO PROTt.CT-o:;;;,1NG G'RA DING OPERA[/01 IS. i'OLLOW/NG COMPLETION OF PRl'POSEO SEWER SYSTEM. EXIST SEWER I? BE SAL- VAGED OR ABANDl7NEO,JN_pLACE. . .._LUG PIPEASNECESSARY '--~-----·-----.-..-----~ '---. ----/ -.. -,-,""I I"-..... . r:< L:.) I () i ,,., --- '\1 -/-._ -----, ;:!;:' / ., ,,-,, , ., T ',--,.""I-' 7" ' . .."" A/!.J,. LIi 'i/"1------~c, l ~,, G,eADc: ~ SECT/ON A-A 1,/7.S. -:_ J / •. ~ '') ' N:JTE: ,~~. I . !, "1P /'i °')'->'[) ____ A SOILS INYESTICATION HAS J5EEN M4lX FOR THIS D[/IELOPNEIIT AS MJTED 0V \ .,;. '-' ~ S/-IE[T NO.I OF THE CRAD!NG Pf.AN AND ON THE RECORD IMP. ALL EARTllfVORK \ PRO:¾:,{/E,//5r.5;,f!!_ER ACCESS /.IDLE -___ Sl!ON/-1 J.IAS BEEN OR Jil/LL BE PERFORMED VNDER TJIE 085ER/f1!70V or A C(JALIFIEO , / \ "-. --CCOTECh'NIC'.4l CONSCILTANT IN ACCOPOANC'£ WITH lOC'AL ORDINANCES. \'-~'-. --__ TIIE VSER OF Tl/IS PROPERTY IS ADY/S£D, I/OW£VEI?, THAT TIIE LOT OR PAD , -/<h . :-·-----------~:ffA:fi 1sA;g:s:;;;~~2;~~;;fJ~~r~~bf:~:::c~~~E:;;:~ll!C -'ADY/CE IN CCIIN[C'TION WITH ANY PROSPECTI//E DEVELOP/d[NT OR {ISE, ' ,~ ·:-:..-; _;----...---------~ ' -' ,) ' --~~ . -------.., ( TH£ C~.Ar:,;'Nr. F't')R :P.· .u;: !'~::-._.!.-'l'!':f ::.£"-'.!-~· -w;..-; ;;-,-,---; .-, '~ V£H.Irl.t.:D UN Fi.:bitUAJ-1.l-,:, ~~6.._ 10 tl.J:.: "A!> BUll,l··' -:-0 .\ 'I'O!..EAANCE Of' "! D. J 'r'T. VER"l'ICAL AND :t 1 ; 0 FT. HOJUZON"!'AL UNU:.SS 0:-HERWISE SHOWN. "AS-BUILT" E:NGruEER OF' WORK RICK ENG! NEERING COMPANY ., < 'i': 1•1 i ;1 : :~ ,, '' , I ; ' ',, i i I·; :r.;_ . ,, :\ ' , ! " I • '; . " ,, I C i ' , '., ~ .-/.--: ,&-..,,,2.=x.,...,..,.._ PLANNERS· CIVIL £/iGINEERS·L,IND SURVEYORS , ROBERT A. S~ R.C.L 33591 THE OWNER IS l\DVISI:Il TC )CTERMINE PRECISE GRADE CONDITIONS PRIOR TO 'lliA., DESIGN FDR EACH LOT. ENGI//EER OF WORK -,, ' \ ' ' ~-, "½ ,~,.' '• I ., •. '.., r," '-1..~ .-. I..·'-.. • BARRY C GLNDER R.C.E. 28448 ' J6:5 S. RANCHO SANTA f'E RD, SUITE 100 SAN MARCOS,CALIF. I 92069 PHONE T44 -4800 I 3088 P)() PICC OR., CARLSBAD, CALIF. 92008 Pf/CW£ T29·498T " PRIVATE CONTRACT I r;:=::.::;::::';::::::'.::::::::::::::::::=::::::::::::::===:::;;:::::=::::::, ~ ClTY OF CARLSBAD SHGTS1ll ~L.1_j===:.:=:·=N=G=/=-=G·R=W=G==D==P.~=R=T=M=CN:::::T:==::...'::::=:=~l I ,-I ., :_ J GRAO!NG PLANS FOR: CARLSBAD TRACT NO. 8l-l0 i 1 /_ I i i I ! 1k DED ;::C=A=R=L=S=B=A=D=R=E=S=E=A=R=C=H=C=E=N=T=E=R;-;:=:===U::,:Nl,::T~2~=; , \ µ,;,;,o~:"~-~.'...j'. ~~c:,::-=-:f-'. ,"'-'. :::.~~D:::Dc=;E.=:;:'D;:,E":,~-:';~':'-~""-~~~:o<'=°"~'c-TR,::::T/40'.'.~'=:--,;M~O"-'T.~E:___µ~--j OI\TE• q,r 83 ~ \ l . ~.:t-1 MARK ft~~~, 1~~-~=~~~~~E:::::::'.~~~===r':j,E~ !-----"--'-=-"' 1 , . . CONCRETE MONUMENT W/Til Si':4N!JA!i':J :.;,:,;._-µ: CK i & REVISED o~ TE 1--'-==::,c__Jc.._::.:=_.:_,_,__.c.:,__ SCALES, ,\ 1\ [ _.u,ripi,on · S' J~ocn C/"'D /.'5 CITY ENGINEER S C-11/'lunJ ( /,4,n,LU .ccn ____ __ __ HVEORRZ __ 'A vNvm, 11 \ !,· ~'°'"". 500 · SOUTIIOF INTERSECTION o;: El. (,.J/,11/VOh_:C-,,._'L ..:1.:ci,__+-.;---------------r-----1 ~WN BY \ PROJECT N°.. ?ALOM.41? AIRPORT l?OEA,-ror EL C'.4Mll.i:Jl?E;fT;/ttJNG /T/IC'r fl/lE_CHKO BY-CT tJl-10 # C DRAWING N° i \ :, """' Frnm • S4N OIECO CO!INTJ/ P.f?EC'ISE SU/lYEY LE//EIS {/i'.S 1800./J --========~~~~u.-~·,..l~f_,_i~Q~B~Y~~====~=====~~c'.~c~/~-~5:.~A~~~' ~\ '\ 1 "" 25/G.<180. Oa1um: tJ.S.C _f (75 (}1,T[ BY REV/SJONS _ ,APP'O "-"---.,J,,_--J------JOB NQ 8575 .F